Site Response Estimation at Mirandola by Virtual Reference Station
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Parchi E Riserve Naturali Parks and Natural Reserves - Parcs Et Réserves Naturelles - Parks Und Naturschutzgebiete
Parchi e riserve naturali Parks and natural reserves - Parcs et réserves naturelles - Parks und naturschutzgebiete FANANO Parco Regionale del Frignano (Alto Appennino Modenese) FIUMALBO (Parco del Frignano) www.parcofrignano.it FRASSINORO Informazioni: Consorzio del Parco dell’Alto Appennino MONTECRETO Modenese - Pievepelago Via Tamburù, 8 - Tel. 0536 72134 PIEVEPELAGO Fax 0536 71.394 RIOLUNATO Su prenotazione visite guidate - E-mail: [email protected] SESTOLA www.parcofrignano.it - Centri Visita: Fanano e Fiumalbo Prenotazione visite Tel. 0536 72134 GUIGLIA Parco Regionale dei Sassi di Roccamalatina MARANO S/P Info: Consorzio del Parco Regionale dei Sassi di Roccamalatina zOCCA Tel. 059 795721 -Fax 059 795044 - E-mail: [email protected] Centro Parco: “Il Fontanazzo”, Via Pieve di Trebbio, 1287 Roccamalatina di Guiglia - Tel. 059 795721 - Fax 059 795044 www.parcosassi.it MARANO S/P Parco Fluviale info: Comune di Marano s/P Tel. 059 705711 - Fax 059 705158 Centro Naturalistico “Le Cince” info: Museo Tel. 059 744103-793040 Apertura: domenica, ore 15-19,00 FIORANO Riserva Naturale delle Salse di Nirano MODENESE Info: Comune di Fiorano Modenese - Piazza Ciro Menotti, 1 Fiorano Modenese - Tel. 0536 833276/258 - Fax 0536 838718, Centro Visita: “Cà Tassi” - chiuso nei mesi di dicembre - gennaio - agosto. Per apertura straord.: Tel. 0536 833276. Prenotazione e visite guidate: G.E.FI. cell. 335 7354105 ; "Cà Rossa" Ecomuseo e centro di accoglienza E-mail: [email protected] [email protected] - www.fiorano.it/turismo MODENA Riserva Naturale della Cassa di Espansione CAMPOGALLIANO del Fiume Secchia S. CESARIO S/P Info: Consorzio di gestione c/o Corte Ospitale - Via Fontana, 2 Rubiera (RE) - Tel. -
Biomedical and Motor Districts Presentation
Modena Biomedical and Motor District Massimo Pulvirenti – Fondazione Democenter, Modena Round table on Clusters - Unioncamere Emilia Romagna Bologna, September the 7th 2015 Democenter Foundation, M odena Democenter-Sipe Foundation collects Institutions, Trade Associations, Banking Foundations and local Companies: MODENA PROVINCE AND MUNICIPALITY UNIVERSITY OF MODENA AND REGGIO EMILIA MODENA CHAMBER OF COMMERCE MODENA SAVINGS BANK FOUNDATION CARPI FOUNDATION VIGNOLA FOUNDATION MIRANDOLA FOUNDATION UNICREDIT BANK EMILIA ROMAGNA POPULAR BANK 60 DIFFERENT COMPANIES www.democentersipe.it The Foundation: W hat do we do? Democenter Foundation was born to: Promote and Manage R&D projects Offer services including Business incubation and acceleration for hi-tech Start-up Support international networking creation for R&D projects Part 1: Biomedical District Mirandola Biomedical District • In 1964 the first industrial biomecical plant was founded by Dr. Mario Veronesi: STERILPLAST in Medolla. 5 Mirandola Biomedical District Mirandola biomedical district is a Compound of Companies specifically focused on the production of medical .MIRANDOLA devices. The beginning of the industrial hystory started in the late 60s, the district hugely developed in the 80s and 90s. Positive economical trend and competence concentration attracted several multinational and global companies to invest in the area mailny through acquisition (but also “de novo”). 6 Evolution of Biomedical District 1 9 6 5 DASCO 1 9 7 3 HOSPAL (SANDOZ) BELLCO BELLCO (ENICHEM) 1 9 7 7 MIRAMED 1 9 7 8 DIDECO HAEMOTRONIC KILAB MIRAMED DIDECO (BAXTER) (PFIZER) 1 9 8 2 DAREX MIREN 1 9 8 4 DIATEKNO 1 9 8 6 CORTEK 1 9 8 7 HOSPAL (GAMBRO) 1 9 8 8 GUPARO BELLCO CAREX 1 9 9 0 (SORIN-FIAT) BIOFIL 1 9 9 1 B. -
Information Bulletin Italy: Earthquake
Information bulletin Italy: Earthquake Information Bulletin n° 1 GLIDE n° EQ-2012-000090-ITA 30 May 2012 This bulletin is being issued for information only, and reflects the current situation and details available at this time. The Italian Red Cross, with the support of the International Federation of Red Cross and Red Crescent Societies (IFRC), has determined that external assistance is not required, and is therefore not seeking funding or other assistance from donors at this time. Italian Red Cross staff and volunteers are setting up campsites for reception centres of the evacuated population. Photo: Italian Red Cross Summary: An earthquake of a magnitude 5.8 on the Richter scale killed at least 17 people in northern Italy on Tuesday, 29th May, damaging buildings and leaving 14,000 people homeless in the Emilia Romagna region north of Bologna, in one of Italy’s agriculturally and industrially most productive areas. The epicentre of the earthquake, which struck at depth of 9.6 km (6 miles), was less than 30 km (19 miles) from Modena, not far from the place where the magnitude 6 earthquake had struck on 20th May. Officials said 350 people were injured. Buildings that had been previously damaged during the quake last week, were damaged further or destroyed. Italian Red Cross has immediately increased its presence in the affected area, by deploying more ambulance cars and volunteers to the field. Red Cross staff and volunteers are involved in logistics, and emergency health activities through provision of medical service and psychosocial support. In close cooperation with the Civil Protection, the Red Cross is involved in managing the reception centres where the evacuated people are accommodated. -
SEISMIC ANALYSIS of SLIDING STRUCTURES BROCHARD D.- GANTENBEIN F. CEA Centre D'etudes Nucléaires De Saclay, 91
n 9 COMMISSARIAT A L'ENERGIE ATOMIQUE CENTRE D1ETUDES NUCLEAIRES DE 5ACLAY CEA-CONF —9990 Service de Documentation F9II9I GIF SUR YVETTE CEDEX Rl SEISMIC ANALYSIS OF SLIDING STRUCTURES BROCHARD D.- GANTENBEIN F. CEA Centre d'Etudes Nucléaires de Saclay, 91 - Gif-sur-Yvette (FR). Dept. d'Etudes Mécaniques et Thermiques Communication présentée à : SMIRT 10.' International Conference on Structural Mechanics in Reactor Technology Anaheim, CA (US) 14-18 Aug 1989 SEISHIC ANALYSIS OF SLIDING STRUCTURES D. Brochard, F. Gantenbein C.E.A.-C.E.N. Saclay - DEHT/SMTS/EHSI 91191 Gif sur Yvette Cedex 1. INTRODUCTION To lirait the seism effects, structures may be base isolated. A sliding system located between the structure and the support allows differential motion between them. The aim of this paper is the presentation of the method to calculate the res- ponse of the structure when the structure is represented by its elgenmodes, and the sliding phenomenon by the Coulomb friction model. Finally, an application to a simple structure shows the influence on the response of the main parameters (friction coefficient, stiffness,...). 2. COULOMB FRICTION HODEL Let us consider a stiff mass, layed on an horizontal support and submitted to an external force Fe (parallel to the support). When Fg is smaller than a limit force ? p there is no differential motion between the support and the mass and the friction force balances the external force. The limit force is written: Fj1 = \x Fn where \i is the friction coefficient and Fn the modulus of the normal force applied by the mass to the support (in this case, Fn is equal to the weight of the mass). -
PRELIMINARY GEOTECHNICAL EVALUATION WASHINGTON PARK RESERVOIR IMPROVEMENTS Portland, Oregon
APPENDIX H PRELIMINARY GEOTECHNICAL EVALUATION WASHINGTON PARK RESERVOIR IMPROVEMENTS Portland, Oregon REPORT July 2011 CORNFORTH Black & Veatch CONSULTANTS APPENDIX H Report to: Portland Water Bureau 1120 SW 5th Avenue Portland, Oregon 97204-1926 and Black and Veatch 5885 Meadows Road, Suite 700 Lake Oswego, Oregon 97035 PRELIMINARY GEOTECHNICAL EVALUATION WASHINGTON PARK RESERVOIR IMPROVEMENTS PORTLAND, OREGON July 2011 Submitted by: Cornforth Consultants, Inc. 10250 SW Greenburg Road, Suite 111 Portland, OR 97223 APPENDIX H 2114 TABLE OF CONTENTS Page EXECUTIVE SUMMARY .................................................................................................................. iv 1. INTRODUCTION .................................................................................................................... 1 1.1 General .......................................................................................................................... 1 1.2 Site and Project Background ......................................................................................... 1 1.3 Scope of Work .............................................................................................................. 1 2. PROJECT DESCRIPTION ...................................................................................................... 3 2.1 General .......................................................................................................................... 3 2.2 Companion Studies ...................................................................................................... -
Application of Response Spectrum Analysis in Historical Buildings
Transactions on the Built Environment vol 15, © 1995 WIT Press, www.witpress.com, ISSN 1743-3509 Application of response spectrum analysis in historical buildings M.E. Stavroulaki, B. Leftheris Institute of Applied Mechanics, Department of Engineering Greece Abstract The basic concepts and assumptions used in the response spectrum analysis method is reviewed in this paper with respect to its application in historical buildings. More specifically, the methodology of modeling and the applica- tion of the response spectrum analysis is described and discussed through our work with the Lighthouse at the Venetian Harbor of Chania. 1 Introduction The main cause of damage in building structures during an earthquake is usually their response to ground induced motions. In order to evaluate the behaviour of the structure for this type of loading condition, the princip- les of structural dynamics must be applied to determine the stresses and deflections generated in the structure. The dynamic characteristics of the building is established by its natu- ral frequencies, modes and damping: the analysis is based on linear-elastic behaviour of materials and the ground input motion is a smoothed de- sign spectrum in order to calculate the maximum values of the structural response. In this work we describe the application of response spectrum analysis to the Lighthouse at the Venetian Harbour of Chania. We use the example, however, to discuss the requirements of response spectrum analy- sis for historical buildings in general. The Lighthouse is a masonry structure built by the Egyptians in 1838. Transactions on the Built Environment vol 15, © 1995 WIT Press, www.witpress.com, ISSN 1743-3509 94 Dynamics, Repairs & Restoration 2 Finite Element modeling of masonry structures The finite element method of analysis requires the selection of an appro- priate model that would sufficiently represent the real structure. -
Lecture 18: Earthquake-Response Spectra
53/58:153 Lecture 18 Fundamental of Vibration ______________________________________________________________________________ Lecture 18: Earthquake-Response Spectra Reading materials: Sections 6.4, and 6.5 1. Introduction The most direct description of an earthquake motion in time domain is provided by accelerograms that are recorded by instruments called Strong Motion Accelerographs. The accelerograph records three orthogonal components of ground acceleration at a certain location. The peak ground acceleration, duration, and frequency content of earthquake can be obtained from an accelerograms. An accelerogram can be integrated to obtain the time variations of the ground velocity and ground displacement. A response spectrum is used to provide the most descriptive representation of the influence of a given earthquake on a structure or machine. - 1 - 53/58:153 Lecture 18 Fundamental of Vibration ______________________________________________________________________________ 2. Structures subject to earthquake It is similar to a vehicle moving on the ground. In both cases there is relative movement between the vibrating system (structures or machines) and the ground. ug(t) is the ground motion, while u(t) is the motion of the mass relative to ground. If the ground acceleration from an earthquake is known, the response of the structure can be computed via using the Newmark’s method. Example: determine the following structure’s response to the 1940 El Centro earthquake. 2% damping. - 2 - 53/58:153 Lecture 18 Fundamental of Vibration ______________________________________________________________________________ 1940 EL Centro, CA earthquake Only the bracing members resist the lateral load. Considering only the tension brace. - 3 - 53/58:153 Lecture 18 Fundamental of Vibration ______________________________________________________________________________ Neglecting the self weight of the members, the mass of the equivalent spring-mass system is equal to the total dead load. -
Mons. Francesco Gavioli
Centro Studi Storici Nonantolani MONS. FRANCESCO GAVIOLI Breve biografia Mons. Francesco Gavioli nacque a Mortizzuolo di Mirandola il 6 agosto 1909 e morì a Nonantola il 28 agosto 1997 all’età di 88 anni. Studiò prima al Ginnasio Statale di Mirandola, poi nei Seminari di Carpi e Torino. Venne ordinato sacerdote il 17 settembre 1937 a Torino. Colpito da grave malattia fu costretto a rientrare nella Diocesi di Modena. Inviato prima a Faeto, nel 1942 venne nominato parroco a Serramazzoni. Il 13 giugno 1944 per rappresaglia un reparto tedesco circondò il paese e rastrellò tutti gli uomini che furono condotti a Fossoli. Alcuni di questi furono liberati per il coraggioso intervento di don Francesco1. Le rare volte che parlava dell’episodio raccontava che per la tensione di quei terribili eventi in una notte la sua capigliatura divenne completamente bianca. Nel 1950 divenne arciprete a Guglia. Nel 1958 fu trasferito nella parrocchia di Villafranca di Medolla, dove restò fino al suo arrivo a Nonantola. Il 1o maggio 1983, con Decreto Arcivescovile di mons. Foresti, veniva nominato Canonico Teologico dell’Augusta abbazia nonantolana. Per le sue doti di storico e studioso nello stesso anno gli venne affidato l’incarico di riordinare la Biblioteca e l’Archivio Abbaziale. Unì fin dall’inizio del suo ministero la cura pastorale delle anime a lui affidate con la passione della ricerca storica. Come altri intellettuali religiosi impegnati a Nonantolani: il vicario della Diocesi mons. Andrea Placido Ansaloni, il rettore del Seminario mons. Fortunato Pederzini, il prof. Canonico Augusto Corradi, il parroco di Redù Paride Candeli sviluppò il suo impegno per la storia seguendo le orme tracciate dai due religiosi-storici Ludovico Antonio Muratori e Girolamo Tiraboschi. -
Multiple-Support Response Spectrum Analysis of the Golden Gate Bridge
"11111111111111111111111111111 PB93-221752 REPORT NO. UCB/EERC-93/05 EARTHQUAKE ENGINEERING RESEARCH CENTER MAY 1993 MULTIPLE-SUPPORT RESPONSE SPECTRUM ANALYSIS OF THE GOLDEN GATE BRIDGE by YUTAKA NAKAMURA ARMEN DER KIUREGHIAN DAVID L1U Report to the National Science Foundation -t~.l& T~ .- COLLEGE OF ENGINEERING UNIVERSITY OF CALIFORNIA AT BERKELEY Reproduced by: National Tectmcial Information Servjce u.s. Department ofComnrrce Springfield, VA 22161 For sale by the National Technical Information Service, U.S. Department of Commerce, Spring field, Virginia 22161 See back of report for up to date listing of EERC reports. DISCLAIMER Any opinions, findings, and conclusions or recommendations expressed in this publication are those of the authors and do not necessarily reflect the views of the National Science Foundation or the Earthquake Engineering Research Center, University of California at Berkeley. ,..", -101~ ~_ -------,r------------------,--------r-- - REPORT DOCUMENTATION IL REPORT NO. I%. 3. 1111111111111111111111111111111 PAGE NS F/ ENG-93001 PB93-221752 --- :.. Title ancl Subtitte 50. Report Data "Multiple-Support Response Spectrum Anaiysis of the Golden Gate May 1993 Bridge" T .............~\--------------------------------·~-L-....-fOi-"olnc--o-rp-n-ization--Rept.--No-.---t Yutaka Nakamura, Armen Der Kiureghian, and David Liu UCB/EERC~93/05 Earthquake Engineering Research Center University of California, Berkeley u. eomr.ct(Cl or Gnll.t(G) ...... 1301 So. 46th Street (C) Richmond, Calif. 94804 (G) BCS-9011112 I%. Sponsorinc Orpnlzatioft N_ and Add..... 13. Type 01 R~ & Period ea.-.d National Science Foundation 1800 G.Street, N.W. Washington, D.C. 20550 15. Su~ryNot.. 16. Abattac:t (Umlt: 200 wonts) The newly developed Multiple-Support Response Spectrum (MSRS) method is reviewed and applied to analysis of the Golden Gate Bridge. -
Anno Scolastico 2018-19 EMILIA ROMAGNA AMBITO 0010
Anno Scolastico 2018-19 EMILIA ROMAGNA AMBITO 0010 - MO2 - MIRANDOLA - CASTELFRANCO - CARPI Elenco Scuole Infanzia Ordinato sulla base della prossimità tra le sedi definita dall’ufficio territoriale competente SEDE DI ORGANICO ESPRIMIBILE DAL Altri Plessi Denominazione altri Indirizzo altri Comune altri PERSONALE Scuole stesso plessi-scuole stesso plessi-scuole stesso plessi-scuole Codice Istituto Denominazione Istituto DOCENTE Denominazione Sede Caratteristica Indirizzo Sede Comune Sede Istituto Istituto Istituto stesso Istituto MOIC823009 I.C. CARPI ZONA CENTRO MOAA823005 I.C. CARPI ZONA CENTRO NORMALE VIA G.FASSI 1 CARPI MOAA823016 "BERENGARIO" - CARPI VIA TINTORETTO 22 CARPI MOAA823027 "I GIRASOLI "- VIA ADAMELLO, 5 CARPI QUARTIROLO MOAA823038 "MELONI" - QUARTIROLO STRADA MELONI CARPI MOIC83900V I.C. CARPI 3 MOAA83900P I.C. CARPI 3 NORMALE VIA BORTOLAMASI 22 CARPI MOAA83901Q NELSON MANDELA VIA MARTIRI DI FOSSOLI, CARPI 35 MOAA83902R BRUNO MUNARI VIA DON DAVIDE CARPI ALBERTARIO , 48 MOIC817002 I.C. CARPI 2 MOAA81700T I.C. CARPI 2 NORMALE VIA MELVIN JONES 1 CARPI MOAA81701V " H.C. VIA MONTECARLO, 2 A CARPI ANDERSEN" - CARPI MOAA817042 "AGORA'" CARPI VIA ATENE, 3 CARPI MOAA817053 "GIOVANNI VIA PASCOLI, 32 CARPI PASCOLI" - CARPI MOIC82200D I.C. CARPI ZONA NORD MOAA822009 I.C. CARPI ZONA NORD NORMALE VIA MAGAZZENO, 17/A CARPI MOAA82201A "SERGIO NERI" - CARPI VIA MAGAZZENO, 21 CARPI MOAA82202B "ARCA DI NOE' "- CARPI VIA BEZZECCA, 21 CARPI MOIC808007 I.C. SOLIERA MOAA808003 I.C. SOLIERA NORMALE VIA ROMA, 134 SOLIERA MOAA808014 NINO BIXIO VIA GAMBISA SOLIERA MOAA808025 MURATORI VIA MURATORI, 162 SOLIERA MOIC80400X I.C. "S.G. MOAA80400Q I.C. "S.G. NORMALE VIA BARCHETTA, 2 CAMPOGALLI MOAA80402T " E. CATTANI" VIA TURCI, 3 CAMPOGALLI BOSCO"CAMPOGALLIANO BOSCO"CAMPOGALLIANO ANO CAMPOGALLIANO ANO MOIC80500Q I.C. -
Chapter 12 – Geotechnical Seismic Analysis
Chapter 12 GEOTECHNICAL SEISMIC ANALYSIS GEOTECHNICAL DESIGN MANUAL January 2019 Geotechnical Design Manual GEOTECHNICAL SEISMIC ANALYSIS Table of Contents Section Page 12.1 Introduction ..................................................................................................... 12-1 12.2 Geotechnical Seismic Analysis ....................................................................... 12-1 12.3 Dynamic Soil Properties.................................................................................. 12-2 12.3.1 Soil Properties ..................................................................................... 12-2 12.3.2 Site Stiffness ....................................................................................... 12-2 12.3.3 Equivalent Uniform Soil Profile Period and Stiffness ........................... 12-3 12.3.4 V*s,H Variation Along a Project Site ...................................................... 12-5 12.3.5 South Carolina Reference V*s,H ........................................................... 12-6 12.4 Project Site Classification ............................................................................... 12-7 12.5 Depth-To-Motion Effects On Site Class and Site Factors ................................ 12-9 12.6 SC Seismic Hazard Analysis .......................................................................... 12-9 12.7 Acceleration Response Spectrum ................................................................. 12-10 12.7.1 Effects of Rock Stiffness WNA vs. ENA ........................................... -
Pushover, Nonlinear Static Procedure (NSP), Displacement Coefficient Method (DCM), Seismic, Bridges
USING PUSHOVER ANALYSIS METHOD IN SEISMIC ANALYSIS OF BRIDGES By Hamed AlAyed1 and Chung C. Fu2 ABSTRACT: Nonlinear Static (Pushover) Procedure (NSP) is specified in the guidelines for seismic rehabilitation of buildings presented by FEMA-273 [1] as an analytical procedure that can be used in systematic rehabilitation of structures. However, those guidelines were presented to apply the Displacement Coefficient Method (DCM) only for buildings. This study is intended to evaluate the applicability of NSP by implementing the DCM to bridges. For comparison purposes, the Nonlinear Dynamic Procedure (NDP) (or nonlinear time-history analysis), which is considered to be the most accurate and reliable method of nonlinear seismic analysis, is also performed. A three-span bridge of 97.5 meters (320 ft) in total length was analyzed using both the NSP-DCM and nonlinear time-history. Nine time-histories were implemented to perform the nonlinear time-history analysis. Three load patterns were used to represent distribution of the inertia forces resulting from earthquakes. Demand (target) displacement, base shear, and deformation of plastic hinges obtained from the NSP are compared with the corresponding values resulting from the nonlinear time history analysis. Analysis was performed using two levels of seismic load intensities (Design level and Maximum Considered Earthquake (MCE) level). Performance of the bridge was evaluated against these two seismic loads. Comparison shows that the NSP gives conservative results, compared to the nonlinear time history analysis, in the Design Level while it gives more conservative results in the MCE Level. KEYWORDS: Pushover, Nonlinear Static Procedure (NSP), Displacement Coefficient Method (DCM), Seismic, Bridges.