SEISMIC CODE EVALUATION. NICARAGUA Evaluation conducted by Guillermo Santana
|
|
- Earl Payne
- 6 years ago
- Views:
Transcription
1 SEISMIC CODE EVALUATION NICARAGUA Evaluaton conducted by Gullermo Santana NAME OF DOCUMENT: Reglamento de Construccón que regrá el Terrtoro Naconal (Constructon Regulaton that wll govern n the Natonal Terrtory) YEAR: 1983 GENERAL REMARKS: Document elaborated by a techncal commttee under the supervson of the Mnstry of Housng and Human Settlements of the Government of Natonal Reconstructon of the Republc of Ncaragua. SPECIFIC ITEMS: NOTE: Bracketed numbers refer to Code specfc chapters or artcles: [1.2.3] Parentheses numbers refer to Items of ths document: (see 2.2) 1. SCOPE 1.1 Explct Concepts. [Art. 1] The norm apples to the desgn and constructon of new buldngs, as well as to the repar and retrofttng of exstng facltes. It ncludes load prescrptons for earthquake, wnd and even volcanc ash deposton, wth the assocated zonng. 1.2 Performance Objectves. [Art. 1] The performance objectves are stated as a) to avod the loss of lves and to reduce the possblty of physcal damages to persons; b) to resst smaller earthquakes wthout damages; c) to resst moderate earthquakes wth mld structural damages and moderate non structural damages; d) to avod the collapse of buldngs due to large earthquake, reducng the damages at economcally admssble levels and e) to resst wnd effects and other accdental actons wthout damage. 2. SEISMIC ZONING AND SITE CHARACTERIZATION 2.1 Sesmc Zonng (Qualty of Data). [Art. 22] The country s dvded nto sx sesmc zones. The lowest level s assgned to the northeastern half of the country. Ths area, shown n the map below, covers 80 percent of the Carbbean coastlne and all the lowlands of that regon. The other half of the country s dvded nto the addtonal fve zones, whch ncrease n ntensty as t surrounds the Lake of Managua and the
2 captal cty of the same name. The map s a dervaton of the one proposed n A Study of Sesmc Rsk for Ncaragua conducted n 1975 by the John Blume Earthquake Center at Stanford Unversty, Calforna, USA. Ths study was contracted after the devastatng December 23, 1972 earthquake centered under Managua that klled over 8,000 people. Consderable attenton s pad to that event. It s of partcular nterest to note that the subducton zone s not deemed as a more severe earthquake source n ths proposed zonaton. Another mportant fact s that most of the populaton was located n zones 5 and 6 at the tme of publcaton of ths document. Other mportant events have taken place after the publcaton of ths document as s the case of the 1992 earthquake and tsunam that affected Rvas, near the Costa Rcan border, shown n the map. 2.2 Levels of Sesmc Intensty. [Art. 11] Three levels of sesmc ntensty are consdered. Although not explctly stated, a normal occupancy s assgned a group (sesmc ntensty) level II, specal occupancy s named group I and assgned a varable ncrease on the ntensty dependng on zonaton (21% to 45%, where the hgher the hazard the lower the ncrease). Group II ncludes essental and hazardous facltes. Fnally, group III ncludes solated structures, warehouses, barns, slos and smlar facltes. They are assgned a reducton factor that ranges between 2
3 85 and 91% of the value gven for group II. These factors are presented mplctly n [Tables 9 to 14]. 2.3 Near Fault consderatons. No near-fault consderatons are provded n ths document. 2.4 Ste Requrements. [Art. 23] Three sol types are establshed. Soft, medum and hard sol defntons are gven n terms of depth of strata and number of blows N. In locatons where the sol propertes are not known n suffcent detal to determne the sol profle type, medum sol profle s to be used. For stes prone to lquefacton, the use of the sol types defned n [Art. 23] n not permtted. The three sol types help defne the frequency content of the acceleraton response spectrum envelope. 2.5 Ste Classfcaton. [Art. 23] The ste defntons and assocated coeffcents are gven n the followng table Type Hard Medum Soft Table 1. Ste coeffcents Descrpton A sol profle wth ether: (a) Rock of any type, hard and sound or soft or meteorzed, or (b) stff or dense sol condton where the sol depth s less than 60 m, N > 50 for cohesonless sol and N > 30 for cohesve sol. A sol profle where the sol depth exceeds 60 m wth ether: (a) sand or gravel of medum to hgh compacton (21 > N > 50), or (b) slts and/or clay medum stff to stff (9 > N > 30). A sol profle contanng 10 m n thckness of ether: (a) soft- to medum-stff clays wth or wthout ntervenng layers of cohesonless or cohesve sols (2 < N < 8) (b) loose to frm cohesonless sols (0 < N < 20) 2.6 Peak Ground Acceleratons (Horzontal and Vertcal). [Art. 22] Horzontal peak ground acceleratons are defned n terms of the C coeffcent presented n [Tables 9 through 14], as a functon of type of structure, occupancy and qualty of constructon [Tables 1 & 2]. Peak acceleratons range from 0.026g n Zone 1 to 0.452g n Zone 6 for normal occupancy. The vertcal component of ground moton s not consdered n these regulatons. 3. PARAMETERS FOR STRUCTURAL CLASSIFICATION 3.1 Occupancy and Importance. [Art. 11] Three categores are defned. I Essental/Hazardous Facltes and Specal Occupancy (1.21 < I < 1.45); II Standard Occupancy Structures (I = 1.0); III Mscellaneous Occupancy Structures (0.84 < I < 0.91) that nclude the followng: 3
4 Occupancy Groups I Essental/Hazardous Facltes and Specal Occupancy Table 3. Occupancy Groups Occupancy Type or Functon of Structure Hosptals and other medcal facltes havng surgery, and emergency treatment areas or large medcal supples storage facltes; fre and polce statons; tanks or other structures contanng, housng, or supportng water or other fresuppresson materals or equpment requred for the protecton of essental or hazardous facltes, or specal occupancy structures; publc markets; waste water treatment plants; powergeneratng plants, ncludng transmsson lnes and substatons; local and natonal government buldngs; jals; stadums; structures and equpment n communcaton centers and other facltes requred for emergency response; rado broadcastng statons; structures housng, supportng or contanng suffcent quanttes of toxc, explosve or radoactve substances; hgh occupancy buldngs ntended for publc assembly; buldngs for schools or day-care centers; museums; ar and ground transportaton termnals; lbrares; structures housng especally costly tems. II Standard Occupancy Structures Hgh occupancy buldngs ntended for publc assembly (Churches, Move Cnemas; Audtorums; Marketplaces); Low frequency hgh occupancy buldngs lke: Hotels, Offce Buldngs; Factores; Banks, Commercal Buldngs; Restaurants; Dwellngs; Outpatent Health Facltes; Motor Vehcle Servce Statons. All other structures whose collapse may endanger structures lsted n groups I or II. III Mscellaneous Occupancy Structures All solated structures not classfed n any of the prevous groups such as warehouses, commercal structures under 100 m², repar shops, stables, slos, posts, fences. All other structures whose collapse wll not endanger structures lsted n groups I or II. 3.2 Structural Systems. [Art 12] Fve structural systems are defned and a K value s assgned to each. Ths K value s a system qualty factor that dentfes the acceptable level of nelastc deformaton demand. Also, heght lmtatons specfed as lmts on the number of stores are assgned to each system. Table 4. Structural Types Structural Type Lateral Force Resstng System Descrpton K 1 Only ductle moment resstng frames Combned ductle moment resstng frames and shear walls Combned non-ductle moment resstng frames and shear walls One or two-story structures made of shear walls Only shear walls or braced frames All structures not classfed as types 1 through Elevated tanks Structural Regularty: [Art 10, 14, 30 and 39] Artcle 10 states that, as a condton for mprovement of the sesmc performance of buldngs, symmetry n mass and stffness dstrbutons and avodance of abrupt changes n lateral resstance should be taken nto consderaton. Later on, n [Art. 14], symmetry requrements are used to assgn a grade to each structural system as defned n [Table 1]. Structural regularty s defned at the bottom of [Table 1] as follows: Symmetrc (sc) 4
5 when the eccentrcty s equal or less than 10%, Regular Symmetry (sc) when the eccentrcty s between 10 and 20%. [Art. 30] defnes eccentrcty lmts for the consderaton of torsonal effects when usng the statc equvalent method. [Art. 39] establshes a procedure for the consderaton of abrupt changes n lateral resstance only as a reducton n the allowable desgn stresses. 3.4 Structural Redundancy. Not explctly consdered. 3.5 Ductlty of elements and components. [Art. 10, 12, 35] [Art. 10] states as a conceptual gudelne that desgn should be based on ductlty consderatons n order to warrant better structural performance. Later on, [Art. 12] states that specal ductlty requrements apply to renforced concrete moment resstng frames for Zone 6. Also, [Art. 35] provdes gudelnes for the determnaton of desgn forces for elements and jonts of structural types 2 and 3 accordng to ultmate strength desgn. The document does not gve any reference for the ductlty requrements for specfc constructon materals. 4. SEISMIC ACTIONS 4.1 Elastc Response Spectra (Horzontal and Vertcal). The sesmc actons are defned n terms of the mass and stffness of the structure. Three methods are gven for the numercal calculatons. These are the smplfed method [Art. 29], the equvalent statc method [Art. 30] and the dynamc method [Art. 31]. Elastc response spectra are defned for both the equvalent statc and the dynamc methods of analyss. In the frst case, a reducton factor ( ) 0.5 D= λ T, where λ s 0.5 for medum and hard sols, for T > 0.5 s. and 0.8 for soft sols, for T > 0.8 s, s prescrbed as a modfcaton factor for the set of sesmc coeffcents C gven n [Tables 9 to 14]. For the second case, a further lnear reducton n the sesmc coeffcent C s appled to structures wth perod T less than 0.1 s. so that the coeffcent s ultmately reduced to one half for T = 0. These coeffcents represent the upper value for the sesmc forces as a functon of sesmc zone, occupancy, structural type and grade. 4.2 Desgn Spectra. [Art. 33] The Desgn Spectra are defned n terms of the value d T whch s a functon of coeffcents K and D defned n [Art. 12] and [Art. 23] respectvely. Ths relatonshp s gven as K = D dt and t follows the recommendatons gven n the sesmc rsk study for Ncaragua mentoned n (2.1). 4.3 Representaton of acceleraton tme hstores. Acceleraton tme hstores not explctly consdered. 5
6 4.4 Desgn Ground Dsplacement. The desgn ground dsplacement s not explctly consdered. 5. DESIGN FORCES, METHODS OF ANALYSIS AND DRIFT LIMITATIONS 5.1 Load Combnatons ncludng Orthogonal Sesmc Load Effects. Load Combnatons are gven n [Art. 32] as: a) Ultmate Strength Desgn. u C = 1.7 CM + CV 1 u 2 ( ) ( ) C = CM + CV + S o P u C3 = 0.8CM + S b) Allowable Stress Desgn. e C = CM + CV 1 e C = CM + CV S o P 2 C = 0.80CM S e 3 where CM = Dead load CV = Lve load S = Horzontal sesmc acton P = Wnd pressure or force Orthogonal Sesmc Load Effects are consdered n [Art. 25] where t s stated that for structural types 1, 2 and 3, vertcal elements and ts foundatons must be desgned for 100% of the effect n one drecton plus 30% of the vertcal load due to sesmc acton n the orthogonal drecton. For structural type 7 and all smlar structures must be desgned for 100% of the effect n one drecton plus 50% of the vertcal load due to sesmc acton n the orthogonal drecton. 5.2 Smplfed Analyss and Desgn Procedures. A smplfed analyss procedure s stated n [Art. 29] for buldngs of less than 12 m n heght. Also, the buldng must comply wth the followng: a) for each level, at least 75% of the vertcal loads shall be carred by walls joned together by rgd daphragms, where the walls may be bult of renforced concrete, confned masonry or renforced masonry, accordng to the correspondng constructon materal specfcatons; b) for each level and each drecton of analyss, there should exst at least two parallel or nearly parallel walls (formng an angle of less than 20 ), where the jont between each wall and the rgd daphragm should cover at least 50% of the length of the buldng n the drecton of the walls, also, these walls should be not dffer 6
7 more than 70% lengthwse, be made of the same materal and be located n opposng sdes; c) the heght to smallest base dmenson should not exceed 1.5; d) the base length to wdth rato should not be more than 2.0, except n cases when for sesmc purposes, the structure may be consdered as consttuted by separate modules that satsfy ths condton as well as the requrements of [Art. 29]; e) wood structures of up to 6 m n heght, wth flexble daphragms that comply wth the Techncal Gudelnes (Normas Técncas) ssued by the Mnstry of Housng and Human Settlements of the Government of Reconstructon of Ncaragua. 5.3 Statc Method Procedures. A Statc Equvalent Method s prescrbed n [Art. 30]. The total force s dstrbuted over the heght of the structure n conformance wth the followng relatons, for the th level for the top level F F = 1 = α Wh Wh n = 1 Wh S ( 1 α ) n n n = α + n α = 1 when T 0.5 s. α = 0.95 when 0.5 T 1.0 s. α = 0.90 when T 1.0 s. n S = Fj j= Wh where: α = Coeffcent for shear force dstrbuton along heght of the buldng. F = Horzontal force appled at the th level. h = Heght of the th level measured from the base. W = Weght of the th floor calculated accordng to [Art. 32]. 5.4 Mode Superposton Methods. [Art. 31] It s requred whenever the Statc Equvalent Method s not allowed. Number of modes should be at least three or all modes whose modal perod exceeds 0.4 s. Modal combnaton s to be performed usng the square root of the sum of the squares procedure (SRSS) n order to estmate resultant maxmum values. 5.5 Non-Lnear Methods. Non-Lnear Methods are not prescrbed n ths document. S S 7
8 5.6 Torsonal consderatons. [Art. 30] It s requred as part of the Statc Equvalent Method and t may not be less than an accdental torson rsng from uncertantes n locaton of loads (5 percent of buldng dmenson). 5.7 Drft Lmtatons. [Art. 34] Story drft s calculated as δ = dtδ where δ s the horzontal dsplacement of the center of mass obtaned by elastc analyss wthout consderaton of torson and usng the coeffcent d T assgned for each structural type lsted n Art. 34 and reproduced below Tpo K d t Calculated story drft s not to exceed the values gven n the followng table, under the provson that the wndows, façade and other fragle ornaments be placed so as to avod damage due to dstorton. Allowable Story Drft Type of Buldng Drft Lmtaton Masonry structure 0.003h Concrete structure 0.006h Steel structure 0.009h h s the nter-story heght 5.8 Sol-Structure Interacton Consderatons. No consderaton s made of sol-structure nteracton. 6. SAFETY VERIFICATIONS 6.1 Buldng Separaton. [Art. 38] All structures are to be separated from adjonng structures by a dstance equal to 5 cm at each level, but not less than 4δ calculated wth respect to the base and where δ s taken n accordance wth [Art. 34]. 6.2 Requrements for Horzontal Daphragms. [Art. 6 & 12] Floor and roof daphragms are requred to comply wth the followng condton: 6 w 10 F = qL where F s the stffness factor of the core of the daphragm, w s the deflecton due to shear appled on the core of the daphragm n cm, q s 8
9 the average shear on the daphragm n kg/m over a length L. For renforced concrete slabs t s possble to apply the followng formula: F = 1.0 t W 3 fc where t s the thckness of the slab n cm, W s the weght of the concrete n kg/m³ but larger than 1450 kg/m³, f c s the concrete compresson strength at 28 days n kg/cm², and F s the stffness factor n mcro-cm/m of clear length and for unt shear n kg/m. As stated n (3.2), [Art. 12] defnes the dfferent structural types allowed. In here the specfc recommendatons are made for the use of flexble versus rgd daphragms. Flexble daphragms are allowed for structural type 1 only for buldngs of up to 3 stores wth the provso that the ductle frames be desgned for lateral forces calculated usng trbutary wdth per frame. For structural type 2, flexble daphragms for buldngs or up to 3 stores s also permtted wth the provso that there be at least one wall connected to the frames n each axs of each floor of the buldng and also desgnng for lateral forces calculated consderng the trbutary wdth. Type 3 requres rgd daphragms, although t s not clear from the defnton whether for buldngs of up to 3 t s permtted to use flexble daphragms wth the above mentoned provso. Type 4 clearly allows the use of flexble daphragms and fnally, type 5 clearly states that the ths type of structure shall have rgd daphragms. 6.3 Requrements for Foundatons. [Art. 37] Ths artcle gves a recommendaton for the desgn of foundatons that s not substantated by any sort of numercal analyss. It smply states that the desgn should prevent dfferental settlements specally n sols of low bearng capacty. Reference s made to a companon document enttled Normas Técncas para Fundacones that ths revewer has not had access to for ths evaluaton. 6.4 P- Consderatons. P- effects are explctly consdered n ths norm. 6.5 Non-Structural Components. [Art. 36] Requrements are gven n the form of a smplfed desgn sesmc force for parts and portons of structures and ther attachments, permanent nonstructural components and ther attachments, and the attachments for permanent equpment supported by a structure. The total lateral desgn sesmc force, F P = C P W P where C p s defned n [Art. 36] and a table of mnmum values s also provded n the same artcle. 6.6 Provsons for Base Isolaton. No provsons are made for Base Isolaton. 9
10 7. SMALL RESIDENTIAL BUILDINGS Small resdental buldngs are consdered n ths document as those consstng of Structural Type 4 lateral resstng systems [Art. 12]. Accordng to [Art. 28] ths type of buldngs can be analyzed usng the smplfed method [Art. 29]. No consderaton s gven to torson, overturnng moment nor drft for ths method of analyss. 8. PROVISIONS FOR EXISTING BUILDINGS Provsons are gven for exstng buldngs only n as much as t requres that any retrofttng made should comply wth the same level of forces prescrbed for new buldngs whch s obvously too hgh for most exstng facltes. Also, provsons are made for the assgnment of lmted ductlty for exstng buldngs that are beng retroftted. RECOMMENDATIONS FOR CODE IMPROVEMENT Hgh prase should be gven to the code wrtng commttee n Ncaragua for producng ths document under very dffcult condtons back n However the present evaluaton has revealed that the current Ncaraguan provsons need to be updated quckly. No commentary sectons s ncluded and attempt to provde background nformaton s gven n the form of Observatons at the end of Chapter IV where an example of calculaton of lateral forces s presented. Ths clearly belongs n a Commentary secton that s unfortunately lackng. On the postve sde, one must take notce of the fact that ths Norm ncludes provsons for small resdental facltes and also consders loads due to ash depostons comng from volcanc actvty. Ths feature s lackng n all Central Amercan documents consulted. 10
9.2 Seismic Loads Using ASCE Standard 7-93
CHAPER 9: Wnd and Sesmc Loads on Buldngs 9.2 Sesmc Loads Usng ASCE Standard 7-93 Descrpton A major porton of the Unted States s beleved to be subject to sesmc actvty suffcent to cause sgnfcant structural
More informationStructural Dynamics and Earthquake Engineering
Structural Dynamcs and Earthuake Engneerng Course 9 Sesmc-resstant desgn of structures (1) Sesmc acton Methods of elastc analyss Course notes are avalable for download at http://www.ct.upt.ro/users/aurelstratan/
More informationSecond Order Analysis
Second Order Analyss In the prevous classes we looked at a method that determnes the load correspondng to a state of bfurcaton equlbrum of a perfect frame by egenvalye analyss The system was assumed to
More informationAssessment of Site Amplification Effect from Input Energy Spectra of Strong Ground Motion
Assessment of Ste Amplfcaton Effect from Input Energy Spectra of Strong Ground Moton M.S. Gong & L.L Xe Key Laboratory of Earthquake Engneerng and Engneerng Vbraton,Insttute of Engneerng Mechancs, CEA,
More informationORIGIN 1. PTC_CE_BSD_3.2_us_mp.mcdx. Mathcad Enabled Content 2011 Knovel Corp.
Clck to Vew Mathcad Document 2011 Knovel Corp. Buldng Structural Desgn. homas P. Magner, P.E. 2011 Parametrc echnology Corp. Chapter 3: Renforced Concrete Slabs and Beams 3.2 Renforced Concrete Beams -
More informationNON LINEAR ANALYSIS OF STRUCTURES ACCORDING TO NEW EUROPEAN DESIGN CODE
October 1-17, 008, Bejng, Chna NON LINEAR ANALYSIS OF SRUCURES ACCORDING O NEW EUROPEAN DESIGN CODE D. Mestrovc 1, D. Czmar and M. Pende 3 1 Professor, Dept. of Structural Engneerng, Faculty of Cvl Engneerng,
More informationA Mechanics-Based Approach for Determining Deflections of Stacked Multi-Storey Wood-Based Shear Walls
A Mechancs-Based Approach for Determnng Deflectons of Stacked Mult-Storey Wood-Based Shear Walls FPINNOVATIONS Acknowledgements Ths publcaton was developed by FPInnovatons and the Canadan Wood Councl based
More informationChapter 3. Estimation of Earthquake Load Effects
Chapter 3. Estmaton of Earthquake Load Effects 3.1 Introducton Sesmc acton on chmneys forms an addtonal source of natural loads on the chmney. Sesmc acton or the earthquake s a short and strong upheaval
More informationand Reinforced Soil Structures
Geosynthetcs t and Renforced Sol Structures K. Rajagopal, Professor Department of Cvl Engneerng IIT Madras, Chenna e-mal: gopalkr@tm.ac.n Embankment or Wall? Any slope steeper than 70 s desgned as a retanng
More informationCHAPTER 9 CONCLUSIONS
78 CHAPTER 9 CONCLUSIONS uctlty and structural ntegrty are essentally requred for structures subjected to suddenly appled dynamc loads such as shock loads. Renforced Concrete (RC), the most wdely used
More informationCHAPTER 5 NUMERICAL EVALUATION OF DYNAMIC RESPONSE
CHAPTER 5 NUMERICAL EVALUATION OF DYNAMIC RESPONSE Analytcal soluton s usually not possble when exctaton vares arbtrarly wth tme or f the system s nonlnear. Such problems can be solved by numercal tmesteppng
More informationWeek3, Chapter 4. Position and Displacement. Motion in Two Dimensions. Instantaneous Velocity. Average Velocity
Week3, Chapter 4 Moton n Two Dmensons Lecture Quz A partcle confned to moton along the x axs moves wth constant acceleraton from x =.0 m to x = 8.0 m durng a 1-s tme nterval. The velocty of the partcle
More informationResponse Analysis of Multi-Storey RC Buildings under Equivalent Static and Dynamic Loads According to Egyptian Code
nternatonal Journal of Cvl and tructural Engneerng Research N 2348-7607 (Onlne) Vol. 2, ssue 1, pp: (79-88), Month: Aprl 2014 - eptember 2014, Avalable at: www.researchpublsh.com Response Analyss of Mult-torey
More informationChapter 3 Describing Data Using Numerical Measures
Chapter 3 Student Lecture Notes 3-1 Chapter 3 Descrbng Data Usng Numercal Measures Fall 2006 Fundamentals of Busness Statstcs 1 Chapter Goals To establsh the usefulness of summary measures of data. The
More informationModule 3 LOSSY IMAGE COMPRESSION SYSTEMS. Version 2 ECE IIT, Kharagpur
Module 3 LOSSY IMAGE COMPRESSION SYSTEMS Verson ECE IIT, Kharagpur Lesson 6 Theory of Quantzaton Verson ECE IIT, Kharagpur Instructonal Objectves At the end of ths lesson, the students should be able to:
More informationChapter 13: Multiple Regression
Chapter 13: Multple Regresson 13.1 Developng the multple-regresson Model The general model can be descrbed as: It smplfes for two ndependent varables: The sample ft parameter b 0, b 1, and b are used to
More informationIndeterminate pin-jointed frames (trusses)
Indetermnate pn-jonted frames (trusses) Calculaton of member forces usng force method I. Statcal determnacy. The degree of freedom of any truss can be derved as: w= k d a =, where k s the number of all
More informationStrength Requirements for Fore Deck Fittings and Equipment
(Nov 2002) (Rev.1 March 2003) (Corr.1 July 2003) (Rev.2 Nov 2003) (Rev.3 July 2004) (Rev.4 Nov 2004) (Rev.5 May 2010) Strength Requrements for Fore Deck Fttngs and Equpment 1. General 1.1 Ths UR S 27 provdes
More informationModule 9. Lecture 6. Duality in Assignment Problems
Module 9 1 Lecture 6 Dualty n Assgnment Problems In ths lecture we attempt to answer few other mportant questons posed n earler lecture for (AP) and see how some of them can be explaned through the concept
More informationTurbulence classification of load data by the frequency and severity of wind gusts. Oscar Moñux, DEWI GmbH Kevin Bleibler, DEWI GmbH
Turbulence classfcaton of load data by the frequency and severty of wnd gusts Introducton Oscar Moñux, DEWI GmbH Kevn Blebler, DEWI GmbH Durng the wnd turbne developng process, one of the most mportant
More informationTHE EFFECT OF BEAM TO COLUMN CONNECTION IN ARC PORTAL FRAME
THE EFFECT OF BEAM TO COLUMN CONNECTON N ARC PORTAL FRAME Asko Keronen Rakenteden Mekankka, Vol. 26 No 2 1993, ss. 35-5 SUMMARY A full scale rc (renforced concrete) portal frame has been bult n order to
More informationKinematics in 2-Dimensions. Projectile Motion
Knematcs n -Dmensons Projectle Moton A medeval trebuchet b Kolderer, c1507 http://members.net.net.au/~rmne/ht/ht0.html#5 Readng Assgnment: Chapter 4, Sectons -6 Introducton: In medeval das, people had
More informationDUE: WEDS FEB 21ST 2018
HOMEWORK # 1: FINITE DIFFERENCES IN ONE DIMENSION DUE: WEDS FEB 21ST 2018 1. Theory Beam bendng s a classcal engneerng analyss. The tradtonal soluton technque makes smplfyng assumptons such as a constant
More informationChapter 8 Indicator Variables
Chapter 8 Indcator Varables In general, e explanatory varables n any regresson analyss are assumed to be quanttatve n nature. For example, e varables lke temperature, dstance, age etc. are quanttatve n
More informationRegulation No. 117 (Tyres rolling noise and wet grip adhesion) Proposal for amendments to ECE/TRANS/WP.29/GRB/2010/3
Transmtted by the expert from France Informal Document No. GRB-51-14 (67 th GRB, 15 17 February 2010, agenda tem 7) Regulaton No. 117 (Tyres rollng nose and wet grp adheson) Proposal for amendments to
More informationUNIVERSITY OF TORONTO Faculty of Arts and Science. December 2005 Examinations STA437H1F/STA1005HF. Duration - 3 hours
UNIVERSITY OF TORONTO Faculty of Arts and Scence December 005 Examnatons STA47HF/STA005HF Duraton - hours AIDS ALLOWED: (to be suppled by the student) Non-programmable calculator One handwrtten 8.5'' x
More informationDESIGN OF STEEL PLATE SHEAR WALLS CONSIDERING BOUNDARY FRAME MOMENT RESISTING ACTION. B. Qu 1 and M.Bruneau 2 ABSTRACT
Proceedngs of the 9th U.S. Natonal and 0th Canadan Conference on Earthquake Engneerng Compte Rendu de la 9ème Conférence Natonale Amércane et 0ème Conférence Canadenne de Géne Parassmque July 5-9, 00,
More information3.1 Expectation of Functions of Several Random Variables. )' be a k-dimensional discrete or continuous random vector, with joint PMF p (, E X E X1 E X
Statstcs 1: Probablty Theory II 37 3 EPECTATION OF SEVERAL RANDOM VARIABLES As n Probablty Theory I, the nterest n most stuatons les not on the actual dstrbuton of a random vector, but rather on a number
More informationIn this section is given an overview of the common elasticity models.
Secton 4.1 4.1 Elastc Solds In ths secton s gven an overvew of the common elastcty models. 4.1.1 The Lnear Elastc Sold The classcal Lnear Elastc model, or Hooean model, has the followng lnear relatonshp
More informationDESIGN OPTIMIZATION OF CFRP RECTANGULAR BOX SUBJECTED TO ARBITRARY LOADINGS
Munch, Germany, 26-30 th June 2016 1 DESIGN OPTIMIZATION OF CFRP RECTANGULAR BOX SUBJECTED TO ARBITRARY LOADINGS Q.T. Guo 1*, Z.Y. L 1, T. Ohor 1 and J. Takahash 1 1 Department of Systems Innovaton, School
More informationELASTIC WAVE PROPAGATION IN A CONTINUOUS MEDIUM
ELASTIC WAVE PROPAGATION IN A CONTINUOUS MEDIUM An elastc wave s a deformaton of the body that travels throughout the body n all drectons. We can examne the deformaton over a perod of tme by fxng our look
More informationCOMPOSITE BEAM WITH WEAK SHEAR CONNECTION SUBJECTED TO THERMAL LOAD
COMPOSITE BEAM WITH WEAK SHEAR CONNECTION SUBJECTED TO THERMAL LOAD Ákos Jósef Lengyel, István Ecsed Assstant Lecturer, Professor of Mechancs, Insttute of Appled Mechancs, Unversty of Mskolc, Mskolc-Egyetemváros,
More informationCredit Card Pricing and Impact of Adverse Selection
Credt Card Prcng and Impact of Adverse Selecton Bo Huang and Lyn C. Thomas Unversty of Southampton Contents Background Aucton model of credt card solctaton - Errors n probablty of beng Good - Errors n
More informationGEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of cvl engneerng, IIT Bombay, Powa, Mumba 400076, Inda. Tel.022-25767328 emal: cejnm@cvl.tb.ac.n Module - 9 LECTURE - 48
More informationWinter 2008 CS567 Stochastic Linear/Integer Programming Guest Lecturer: Xu, Huan
Wnter 2008 CS567 Stochastc Lnear/Integer Programmng Guest Lecturer: Xu, Huan Class 2: More Modelng Examples 1 Capacty Expanson Capacty expanson models optmal choces of the tmng and levels of nvestments
More informationLINEAR REGRESSION ANALYSIS. MODULE VIII Lecture Indicator Variables
LINEAR REGRESSION ANALYSIS MODULE VIII Lecture - 7 Indcator Varables Dr. Shalabh Department of Maematcs and Statstcs Indan Insttute of Technology Kanpur Indcator varables versus quanttatve explanatory
More informationChapter 9: Statistical Inference and the Relationship between Two Variables
Chapter 9: Statstcal Inference and the Relatonshp between Two Varables Key Words The Regresson Model The Sample Regresson Equaton The Pearson Correlaton Coeffcent Learnng Outcomes After studyng ths chapter,
More informationDr. Ing. J. H. (Jo) Walling Consultant Cables Standards Machinery
The common mode crcut resstance unbalance (CMCU) calculaton based on mn. / max. conductor resstance values and par to par resstance unbalance measurements ncludng loop resstance evsed and extended verson
More informationPsychology 282 Lecture #24 Outline Regression Diagnostics: Outliers
Psychology 282 Lecture #24 Outlne Regresson Dagnostcs: Outlers In an earler lecture we studed the statstcal assumptons underlyng the regresson model, ncludng the followng ponts: Formal statement of assumptons.
More informationBenefits of Vertically Distributed Isolation Devices for an 8-storey Structure with Complex Geometry
Benefts of Vertcally Dstrbuted Isolaton Devces for an 8-storey Structure wth Complex Geometry T.J. Sullvan Unversty of Pava, Pava, Italy A. Lago Skdmore, Owngs and Merrll LLP, S.F., USA, formerly ROSE
More informationISSN: ISO 9001:2008 Certified International Journal of Engineering and Innovative Technology (IJEIT) Volume 3, Issue 1, July 2013
ISSN: 2277-375 Constructon of Trend Free Run Orders for Orthogonal rrays Usng Codes bstract: Sometmes when the expermental runs are carred out n a tme order sequence, the response can depend on the run
More informationNegative Binomial Regression
STATGRAPHICS Rev. 9/16/2013 Negatve Bnomal Regresson Summary... 1 Data Input... 3 Statstcal Model... 3 Analyss Summary... 4 Analyss Optons... 7 Plot of Ftted Model... 8 Observed Versus Predcted... 10 Predctons...
More informationFinite Element Modelling of truss/cable structures
Pet Schreurs Endhoven Unversty of echnology Department of Mechancal Engneerng Materals echnology November 3, 214 Fnte Element Modellng of truss/cable structures 1 Fnte Element Analyss of prestressed structures
More informationDifference Equations
Dfference Equatons c Jan Vrbk 1 Bascs Suppose a sequence of numbers, say a 0,a 1,a,a 3,... s defned by a certan general relatonshp between, say, three consecutve values of the sequence, e.g. a + +3a +1
More informationComparison of Regression Lines
STATGRAPHICS Rev. 9/13/2013 Comparson of Regresson Lnes Summary... 1 Data Input... 3 Analyss Summary... 4 Plot of Ftted Model... 6 Condtonal Sums of Squares... 6 Analyss Optons... 7 Forecasts... 8 Confdence
More informationFUZZY FINITE ELEMENT METHOD
FUZZY FINITE ELEMENT METHOD RELIABILITY TRUCTURE ANALYI UING PROBABILITY 3.. Maxmum Normal tress Internal force s the shear force, V has a magntude equal to the load P and bendng moment, M. Bendng moments
More informationUncertainty in measurements of power and energy on power networks
Uncertanty n measurements of power and energy on power networks E. Manov, N. Kolev Department of Measurement and Instrumentaton, Techncal Unversty Sofa, bul. Klment Ohrdsk No8, bl., 000 Sofa, Bulgara Tel./fax:
More informationThermodynamics General
Thermodynamcs General Lecture 1 Lecture 1 s devoted to establshng buldng blocks for dscussng thermodynamcs. In addton, the equaton of state wll be establshed. I. Buldng blocks for thermodynamcs A. Dmensons,
More informationEVALUATION OF THE VISCO-ELASTIC PROPERTIES IN ASPHALT RUBBER AND CONVENTIONAL MIXES
EVALUATION OF THE VISCO-ELASTIC PROPERTIES IN ASPHALT RUBBER AND CONVENTIONAL MIXES Manuel J. C. Mnhoto Polytechnc Insttute of Bragança, Bragança, Portugal E-mal: mnhoto@pb.pt Paulo A. A. Perera and Jorge
More informationOptimum Design of Steel Frames Considering Uncertainty of Parameters
9 th World Congress on Structural and Multdscplnary Optmzaton June 13-17, 211, Shzuoka, Japan Optmum Desgn of Steel Frames Consderng ncertanty of Parameters Masahko Katsura 1, Makoto Ohsak 2 1 Hroshma
More informationOperating conditions of a mine fan under conditions of variable resistance
Paper No. 11 ISMS 216 Operatng condtons of a mne fan under condtons of varable resstance Zhang Ynghua a, Chen L a, b, Huang Zhan a, *, Gao Yukun a a State Key Laboratory of Hgh-Effcent Mnng and Safety
More informationREINFORCED CONCRETE STRUCTURE DESIGN ANALYSIS UNDER EARTHQUAKE LOADING (LATERAL LOAD)
REINFORCE CONCRETE STRUCTURE ESIGN ANALYSIS UNER EARTHQUAKE LOAING (LATERAL LOA) r. Muzaffer BÖREKÇİ SUMMARY FOR ANALYSIS UNER EARTQUAKE etermne the buldng parameters gven n Turksh Sesmc Code for Buldngs
More information829. An adaptive method for inertia force identification in cantilever under moving mass
89. An adaptve method for nerta force dentfcaton n cantlever under movng mass Qang Chen 1, Mnzhuo Wang, Hao Yan 3, Haonan Ye 4, Guola Yang 5 1,, 3, 4 Department of Control and System Engneerng, Nanng Unversty,
More informationProceedings of the 11th WSEAS International Conference on Sustainability in Science Engineering
4,50m 4,00m 4,00m 4,00m 4,00m 4,00m 4,00m 4,00m 4,00m 4,00m 40,50m 7,50m 7,50m 7,50m Proceedngs of the 11th WSEAS Internatonal Conference on Sustanablty n Scence Engneerng OERSTREGTH DEMADS I MULTISTOREY
More informationEXPERIMENTAL STUDY OF A SEISMICALLY ISOLATED BUILDING STRUCTURE SUBJECT TO TRIAXIAL GROUND MOTIONS
171 EXPERIMENTAL STUDY OF A SEISMICALLY ISOLATED BUILDING STRUCTURE SUBJECT TO TRIAXIAL GROUND MOTIONS Jenn-Shn HWANG 1 And Tng-Yu HSU 2 SUMMARY Un-lateral, b-lateral and tr-axal shakng table tests are
More informationStatistics MINITAB - Lab 2
Statstcs 20080 MINITAB - Lab 2 1. Smple Lnear Regresson In smple lnear regresson we attempt to model a lnear relatonshp between two varables wth a straght lne and make statstcal nferences concernng that
More informationEN40: Dynamics and Vibrations. Homework 4: Work, Energy and Linear Momentum Due Friday March 1 st
EN40: Dynamcs and bratons Homework 4: Work, Energy and Lnear Momentum Due Frday March 1 st School of Engneerng Brown Unversty 1. The fgure (from ths publcaton) shows the energy per unt area requred to
More informationχ x B E (c) Figure 2.1.1: (a) a material particle in a body, (b) a place in space, (c) a configuration of the body
Secton.. Moton.. The Materal Body and Moton hyscal materals n the real world are modeled usng an abstract mathematcal entty called a body. Ths body conssts of an nfnte number of materal partcles. Shown
More informationPreliminary Design of Moment-Resisting Frames
Prelmnary Desgn of Moment-Resstng Frames Preprnt Aamer Haque Abstract A smple method s developed for prelmnary desgn of moment-resstng frames. Preprnt submtted to Elsever August 27, 2017 1. Introducton
More information/ n ) are compared. The logic is: if the two
STAT C141, Sprng 2005 Lecture 13 Two sample tests One sample tests: examples of goodness of ft tests, where we are testng whether our data supports predctons. Two sample tests: called as tests of ndependence
More informationModeling of Dynamic Systems
Modelng of Dynamc Systems Ref: Control System Engneerng Norman Nse : Chapters & 3 Chapter objectves : Revew the Laplace transform Learn how to fnd a mathematcal model, called a transfer functon Learn how
More informationNP-Completeness : Proofs
NP-Completeness : Proofs Proof Methods A method to show a decson problem Π NP-complete s as follows. (1) Show Π NP. (2) Choose an NP-complete problem Π. (3) Show Π Π. A method to show an optmzaton problem
More informationConstitutive Modelling of Superplastic AA-5083
TECHNISCHE MECHANIK, 3, -5, (01, 1-6 submtted: September 19, 011 Consttutve Modellng of Superplastc AA-5083 G. Gulano In ths study a fast procedure for determnng the constants of superplastc 5083 Al alloy
More informationTorsion Stiffness of Thin-walled Steel Beams with Web Holes
Torson Stffness of Thn-walled Steel Beams wth Web Holes MARTN HORÁČEK, JNDŘCH MELCHER Department of Metal and Tmber Structures Brno Unversty of Technology, Faculty of Cvl Engneerng Veveří 331/95, 62 Brno
More informationThe Multiple Classical Linear Regression Model (CLRM): Specification and Assumptions. 1. Introduction
ECONOMICS 5* -- NOTE (Summary) ECON 5* -- NOTE The Multple Classcal Lnear Regresson Model (CLRM): Specfcaton and Assumptons. Introducton CLRM stands for the Classcal Lnear Regresson Model. The CLRM s also
More informationEPR Paradox and the Physical Meaning of an Experiment in Quantum Mechanics. Vesselin C. Noninski
EPR Paradox and the Physcal Meanng of an Experment n Quantum Mechancs Vesseln C Nonnsk vesselnnonnsk@verzonnet Abstract It s shown that there s one purely determnstc outcome when measurement s made on
More informationPlease review the following statement: I certify that I have not given unauthorized aid nor have I received aid in the completion of this exam.
Please revew the followng statement: I certfy that I have not gven unauthorzed ad nor have I receved ad n the completon of ths exam. Sgnature: Instructor s Name and Secton: (Crcle Your Secton) Sectons:
More informationStructure and Drive Paul A. Jensen Copyright July 20, 2003
Structure and Drve Paul A. Jensen Copyrght July 20, 2003 A system s made up of several operatons wth flow passng between them. The structure of the system descrbes the flow paths from nputs to outputs.
More informationHere is the rationale: If X and y have a strong positive relationship to one another, then ( x x) will tend to be positive when ( y y)
Secton 1.5 Correlaton In the prevous sectons, we looked at regresson and the value r was a measurement of how much of the varaton n y can be attrbuted to the lnear relatonshp between y and x. In ths secton,
More informationIrregular vibrations in multi-mass discrete-continuous systems torsionally deformed
(2) 4 48 Irregular vbratons n mult-mass dscrete-contnuous systems torsonally deformed Abstract In the paper rregular vbratons of dscrete-contnuous systems consstng of an arbtrary number rgd bodes connected
More informationModal Strain Energy Decomposition Method for Damage Detection of an Offshore Structure Using Modal Testing Information
Thrd Chnese-German Jont Symposum on Coastal and Ocean Engneerng Natonal Cheng Kung Unversty, Tanan November 8-16, 2006 Modal Stran Energy Decomposton Method for Damage Detecton of an Offshore Structure
More informationCOMPARISON OF SOME RELIABILITY CHARACTERISTICS BETWEEN REDUNDANT SYSTEMS REQUIRING SUPPORTING UNITS FOR THEIR OPERATIONS
Avalable onlne at http://sck.org J. Math. Comput. Sc. 3 (3), No., 6-3 ISSN: 97-537 COMPARISON OF SOME RELIABILITY CHARACTERISTICS BETWEEN REDUNDANT SYSTEMS REQUIRING SUPPORTING UNITS FOR THEIR OPERATIONS
More informationLecture 10 Support Vector Machines II
Lecture 10 Support Vector Machnes II 22 February 2016 Taylor B. Arnold Yale Statstcs STAT 365/665 1/28 Notes: Problem 3 s posted and due ths upcomng Frday There was an early bug n the fake-test data; fxed
More informationAn influence line shows how the force in a particular member changes as a concentrated load is moved along the structure.
CE 331, Fall 2010 Influence Les for Trusses 1 / 7 An fluence le shows how the force a partcular member changes as a concentrated load s moved along the structure. For eample, say we are desgng the seven
More informationAP Physics 1 & 2 Summer Assignment
AP Physcs 1 & 2 Summer Assgnment AP Physcs 1 requres an exceptonal profcency n algebra, trgonometry, and geometry. It was desgned by a select group of college professors and hgh school scence teachers
More informationTitle: Radiative transitions and spectral broadening
Lecture 6 Ttle: Radatve transtons and spectral broadenng Objectves The spectral lnes emtted by atomc vapors at moderate temperature and pressure show the wavelength spread around the central frequency.
More informationMECHANICS OF MATERIALS
Fourth Edton CHTER MECHNICS OF MTERIS Ferdnand. Beer E. Russell Johnston, Jr. John T. DeWolf ecture Notes: J. Walt Oler Texas Tech Unversty Stress and Stran xal oadng Contents Stress & Stran: xal oadng
More informationCanonical transformations
Canoncal transformatons November 23, 2014 Recall that we have defned a symplectc transformaton to be any lnear transformaton M A B leavng the symplectc form nvarant, Ω AB M A CM B DΩ CD Coordnate transformatons,
More informationLecture 12: Classification
Lecture : Classfcaton g Dscrmnant functons g The optmal Bayes classfer g Quadratc classfers g Eucldean and Mahalanobs metrcs g K Nearest Neghbor Classfers Intellgent Sensor Systems Rcardo Guterrez-Osuna
More informationLinear Regression Analysis: Terminology and Notation
ECON 35* -- Secton : Basc Concepts of Regresson Analyss (Page ) Lnear Regresson Analyss: Termnology and Notaton Consder the generc verson of the smple (two-varable) lnear regresson model. It s represented
More informationj) = 1 (note sigma notation) ii. Continuous random variable (e.g. Normal distribution) 1. density function: f ( x) 0 and f ( x) dx = 1
Random varables Measure of central tendences and varablty (means and varances) Jont densty functons and ndependence Measures of assocaton (covarance and correlaton) Interestng result Condtonal dstrbutons
More informationSTAT 511 FINAL EXAM NAME Spring 2001
STAT 5 FINAL EXAM NAME Sprng Instructons: Ths s a closed book exam. No notes or books are allowed. ou may use a calculator but you are not allowed to store notes or formulas n the calculator. Please wrte
More informationProblem Set 9 Solutions
Desgn and Analyss of Algorthms May 4, 2015 Massachusetts Insttute of Technology 6.046J/18.410J Profs. Erk Demane, Srn Devadas, and Nancy Lynch Problem Set 9 Solutons Problem Set 9 Solutons Ths problem
More informationDr. Shalabh Department of Mathematics and Statistics Indian Institute of Technology Kanpur
Analyss of Varance and Desgn of Exerments-I MODULE III LECTURE - 2 EXPERIMENTAL DESIGN MODELS Dr. Shalabh Deartment of Mathematcs and Statstcs Indan Insttute of Technology Kanur 2 We consder the models
More informationTHE EFFECT OF TORSIONAL RIGIDITY BETWEEN ELEMENTS ON FREE VIBRATIONS OF A TELESCOPIC HYDRAULIC CYLINDER SUBJECTED TO EULER S LOAD
Journal of Appled Mathematcs and Computatonal Mechancs 7, 6(3), 7- www.amcm.pcz.pl p-issn 99-9965 DOI:.75/jamcm.7.3. e-issn 353-588 THE EFFECT OF TORSIONAL RIGIDITY BETWEEN ELEMENTS ON FREE VIBRATIONS
More informationThermal-Fluids I. Chapter 18 Transient heat conduction. Dr. Primal Fernando Ph: (850)
hermal-fluds I Chapter 18 ransent heat conducton Dr. Prmal Fernando prmal@eng.fsu.edu Ph: (850) 410-6323 1 ransent heat conducton In general, he temperature of a body vares wth tme as well as poston. In
More informationSCALARS AND VECTORS All physical quantities in engineering mechanics are measured using either scalars or vectors.
SCALARS AND ECTORS All phscal uanttes n engneerng mechancs are measured usng ether scalars or vectors. Scalar. A scalar s an postve or negatve phscal uantt that can be completel specfed b ts magntude.
More informationChapter - 2. Distribution System Power Flow Analysis
Chapter - 2 Dstrbuton System Power Flow Analyss CHAPTER - 2 Radal Dstrbuton System Load Flow 2.1 Introducton Load flow s an mportant tool [66] for analyzng electrcal power system network performance. Load
More informationFundamental loop-current method using virtual voltage sources technique for special cases
Fundamental loop-current method usng vrtual voltage sources technque for specal cases George E. Chatzaraks, 1 Marna D. Tortorel 1 and Anastasos D. Tzolas 1 Electrcal and Electroncs Engneerng Departments,
More informationKernel Methods and SVMs Extension
Kernel Methods and SVMs Extenson The purpose of ths document s to revew materal covered n Machne Learnng 1 Supervsed Learnng regardng support vector machnes (SVMs). Ths document also provdes a general
More informationSimulated Power of the Discrete Cramér-von Mises Goodness-of-Fit Tests
Smulated of the Cramér-von Mses Goodness-of-Ft Tests Steele, M., Chaselng, J. and 3 Hurst, C. School of Mathematcal and Physcal Scences, James Cook Unversty, Australan School of Envronmental Studes, Grffth
More information2016 Wiley. Study Session 2: Ethical and Professional Standards Application
6 Wley Study Sesson : Ethcal and Professonal Standards Applcaton LESSON : CORRECTION ANALYSIS Readng 9: Correlaton and Regresson LOS 9a: Calculate and nterpret a sample covarance and a sample correlaton
More informationAnalytical simplified procedure for the evaluation of the RC buildings.
Analytcal smplfed procedure for the evaluaton of the RC buldngs. N. Gattesco, R. Franceschns, F. Zorzn, Unversty of Treste, Italy SUMMARY: Numerous exstng buldngs are located n sesmc prone areas and many
More informationIdentification of Instantaneous Modal Parameters of A Nonlinear Structure Via Amplitude-Dependent ARX Model
Identfcaton of Instantaneous Modal Parameters of A Nonlnear Structure Va Ampltude-Dependent ARX Model We Chh Su(NCHC), Chung Shann Huang(NCU), Chng Yu Lu(NCU) Outlne INRODUCION MEHODOLOGY NUMERICAL VERIFICAION
More informationEvaluation of Validation Metrics. O. Polach Final Meeting Frankfurt am Main, September 27, 2013
Evaluaton of Valdaton Metrcs O. Polach Fnal Meetng Frankfurt am Man, September 7, 013 Contents What s Valdaton Metrcs? Valdaton Metrcs evaluated n DynoTRAIN WP5 Drawbacks of Valdaton Metrcs Conclusons
More informationProfessor Terje Haukaas University of British Columbia, Vancouver The Q4 Element
Professor Terje Haukaas Unversty of Brtsh Columba, ancouver www.nrsk.ubc.ca The Q Element Ths document consders fnte elements that carry load only n ther plane. These elements are sometmes referred to
More informationDESIGN SPECTRUM-BASED SCALING OF STRENGTH REDUCTION FACTORS
13 th World Conference on Earthquake Engneerng Vancouver, B.C., Canada August 1-6, 2004 Paper No. 539 DESIGN SPECTRUM-BASED SCALING OF STRENGTH REDUCTION FACTORS Arndam CHAKRABORTI 1 and Vnay K. GUPTA
More informationCOMPONENT-LEVEL AND SYSTEM-LEVEL SENSITIVITY STUDY FOR EARTHQUAKE LOSS ESTIMATION
13 th World Conference on Earthquae Engneerng Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1070 COMPONEN-LEVEL AND SYSEM-LEVEL SENSIIVIY SUDY FOR EARHQUAKE LOSS ESIMAION Hesameddn ASLANI 1, Eduardo
More informationA Robust Method for Calculating the Correlation Coefficient
A Robust Method for Calculatng the Correlaton Coeffcent E.B. Nven and C. V. Deutsch Relatonshps between prmary and secondary data are frequently quantfed usng the correlaton coeffcent; however, the tradtonal
More informationTAKING INTO ACCOUNT THE STRUCTURE SELF-VARIABLE STIFFNESS FOR ESTIMATION OF EXISTING BUILDINGS SEISMIC RESISTANCE
13 th World Conference on Earthquake Engneerng Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1753 TAKING INTO ACCOUNT THE STRUCTURE SELF-VARIABLE STIFFNESS FOR ESTIMATION OF EXISTING BUILDINGS SEISMIC
More information