ASCE GSP 264-2016 INNOVATIVE TECHNOLOGIES FOR SEVERE WEATHER AND CLIMATE CHANGE.pdf

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1、SEGEOTECISEVELECTED GEGeo-PHNICALGEONNOVARE WEAPAPERS O-CHINAShandoChineInstitute oDublished bSPECI-CHTIVE TETHER FROM THINTERNJuly 2ShanSPONShandong DeparUniversise Nationf the AmeEDSherif ElingXin CMohamby the AmerAL PUBINACHNOAND CLE PROCEATIONA527, 201dong, ChinSORED BYng Univertment of Tty of O

2、klahal Sciencerican SocieITED BY -Badawy, heng, Ph.Ded Arab, Pican SocietyLICATIO20LOGIESIMATEEDINGS L CONFE6 a sity ransportathoma Foundatioety of CiviPh.D. ., P.E. h.D. of Civil EnON NO.16 FOR CHANOF THE FRENCE ion n l Engineergineers 264 GE OURTHs Published by American Society of Civil Engineers

3、1801 Alexander Bell Drive Reston, Virginia, 20191-4382 www.asce.org/publications | ascelibrary.org Any statements expressed in these materials are those of the individual authors and do not necessarily represent the views of ASCE, which takes no responsibility for any statement made herein. No refer

4、ence made in this publication to any specific method, product, process, or service constitutes or implies an endorsement, recommendation, or warranty thereof by ASCE. The materials are for general information only and do not represent a standard of ASCE, nor are they intended as a reference in purch

5、ase specifications, contracts, regulations, statutes, or any other legal document. ASCE makes no representation or warranty of any kind, whether express or implied, concerning the accuracy, completeness, suitability, or utility of any information, apparatus, product, or process discussed in this pub

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8、permissionsasce.org or by locating a title in ASCEs Civil Engineering Database (http:/cedb.asce.org) or ASCE Library (http:/ascelibrary.org) and using the “Permissions” link. Errata: Errata, if any, can be found at http:/dx.doi.org/10.1061/9780784480076 Copyright 2016 by the American Society of Civi

9、l Engineers. All Rights Reserved. ISBN 978-0-7844-8007-6 (PDF) Manufactured in the United States of America. Preface This Geotechnical Special Publication (GSP) contains 20 papers that were accepted and presented at the GeoChina 2016 International Conference on Sustainable Civil Infrastructures: Inn

10、ovative Technologies for Severe Weathers and Climate Changes. The conference was held in in Shandong, China in July 25-27, 2016. The conference provided a showcase for recent developments and advancements in design, construction, and safety inspections of transportation infrastructures and offered a

11、 forum to discuss and debate future directions for the 21st century. The presented research papers cover many interesting and contemporary topics including foundation failure and repair, rehabilitation strategy selection and preventative maintenance treatments, asphalt binder and mixture characteriz

12、ation, design methods and materials, innovative repair methods and materials, durable and sustainable designs, innovative materials, advances in foundation design/construction, accelerated and/or performance based design/construction, and aesthetics and environment. The overall theme of the GSP is t

13、he development and application of innovative technologies for severe weathers and climate changes and the presented papers address different research findings of this theme. It provides an effective means of disseminating recent developments, advancements, innovative technologies, and research resul

14、ts concerning sustainable civil infrastructures among scientists, researchers and engineering practitioners. We would like to thank all the participants for their contributions to the success of the conference program and their contributions to this Geotechnical Special Publication (GPS). Acknowledg

15、ments The following individuals have assisted in the preparation of this GSP and reviewing the papers: Ragaa Abd El-Hakim, Ph.D, Tanta University, Egypt Alaa R. Gabr, Ph.D, Mansoura University, Egypt Abdelhalim M. Azam, Ph.D, Mansoura University, Egypt Tamer Breeka, Ph.D, American University in Cair

16、o, Egypt Jarvis Thor, California Pavement Preservation Center Ahmed Elnimr, Ph.D, Mansoura University, Mansoura, Egypt Rami Elsherbini, Ph.D, Cairo University, Cairo, Egypt *HR and Heloisa H. S. Gonalves, Ph.D.21Full Professor, Univ. of So Paulo, Manager, Carlos E. M. Maffei Engenharia S/C Ltda, So

17、Paulo, SP, Brasil. E-mail: .br 2Professor, Univ. of So Paulo. E-mail: helesilvusp.br Abstract: This paper aims to describe two different techniques used to straight reinforced concrete buildings complex in Santos, Brazil, which is composed by two towers. At the end of the year 1998, before the recov

18、ery works, Tower A was 2,08m out of the vertical position while Tower B was almost the same. Towers A and B are 57m high. First, a safety assessment analysis was undertaken through a modern computational program. The analysis has shown that the strengthening of the structure of the Tower A was urgen

19、t, since the building could be in risk of structural collapse after ten years. The Tower B wasnt in near risk because Tower B is largest than Tower A. The inclination of these buildings was corrected using different techniques presented in this paper. INTRODUCTION The city of Santos, located 68km fa

20、r from the capital of the State of So Paulo, is the largest and the most important city of Baixada Santista, where the largest harbor in South America is installed. The construction of tall buildings, in the city of Santos, started in the 40s, generated one of the most serious social problems for th

21、e community. Along the coast there are about a hundred buildings visibly inclined, due to differential settlements occurred to the thick layer of soft clay existing below the layer of compact sand, which the buildings foundation lean on. The towers of “Condomnio Nncio Malzoni” were built in 1967 on

22、shallow foundations at 2m depth interlocked by rigid beams with transversal sections dimensions 30cm X 150cm. In the same construction period of towers, similar buildings, with similar foundations were erected on its left side. The geotechnical profile representing this area is shown in Fig 1. The s

23、uperposition of the pressure bulbs on the deep soft clay layers caused additional settlements making the buildings tilt, as it can be seen on Fig. 5. The differential settlement are responsible for the inclination of more than 2,2oobserved at the frontal view and 0,6oat the lateral view of the Tower

24、 A and 1,8oobserved at the frontal view and 0,4oat the lateral view of the Tower B (Fig. 8 and 9). *HR Gonang of 2,2o innference onA. Balkemanference onM; Maffei, ystem Non -Applicatioion Mechanechanics. uation e building,were reconpillars. pletion of residents oo thank all clves, Heloisaclined tall

25、 bsoil MechaPublishers.Soil MechaCarlos E M;Linear Dynns. Baecelonics. New Trthe main hstituted. Ththe work, thf the Nncioolleagues anH S; Pimenuilding“, Innics and Ge2001. v.3, pnics and GeGonalves,amic and Sa: S. Idelsoends and Aphydraulic jae space we two buildMalzoni bd workers inta, Paulo MProc

26、eedingotechnical Ep 1799 a 18otechnical E, Heloisa H Static Analyshn, E Oriateplications, cks were ras filled byings are stiy the trust annvolved in t; Murakams of the Fiftngineering.02. Fifteentngineering; Pauletti, Ris of tall Buand E. Dav1998, Barceeplaced byreinforcedll standing,d support his pr

27、oject.i, Claudio een h , 2001 uy M. “ A ildings“, In:orkin. lona. , *HR Guoliang Dai2; and Weiming Gong31Ph.D. Candidate, School of Civil Engineering, Southeast Univ., Nanjing 210096, China. E-mail: 2Professor, School of Civil Engineering, Southeast Univ., Nanjing 210096, China. E-mail: 3Professor

28、, School of Civil Engineering, Southeast Univ., Nanjing 210096, China. E-mail: Abstract: The in-situ static load tests of one straight pile with diameter of 1m and one rooted pile with diameter of 1.5m were carried out by piling-up method, and another rooted pile with diameter of 2.5m was tested by

29、 Osterberg method. The result showed that no obvious failure feature occurred in Q - s curves of piles tested by piling-up weight method. The axial force attenuation of rooted pile was much faster than straight pile in soil layer where existed roots. The potential of soil could be utilized by roots

30、embedded in pile to improve the vertical bearing capacity of pile. The results could be referred to design and analysis of rooted pile. INTRODUCTION In order to improve the vertical bearing capacity of pile, engineers proposed the pile with variable section such as tapered pile, branch pile and pede

31、stal pile. Much economic and social benefits had been achieved by using these piles to replace straight piles in many projects. To study the bearing mechanism of piles with variable section, Kodikara and Moore (1993) proposed a theoretical model to analyze vertical bearing performance of tapered pil

32、e. El Naggar and Wei (2000) carried out uplift tests of tapered piles and found that the ratio of uplift bearing capacity to compressive bearing capacity of tapered piles was less than that of straight pile with the same length and average embedded diameter. Gao et al. (2007) studied the vertical be

33、aring characteristic of squeezed branch and plate piles and found that most of loading at pile top was shared by plate in piles. Huang et al (2006) performed static load tests of pedestal piles and straight piles with the same diameter (except the bottom of pile) and confirmed that ultimate bearing

34、capacity of pedestal pile was much larger than that of straight pile. Fang et al. (2012) found that the vertical bearing capacity of piles with variable section was affected significantly by variable section ratio based on tests results. Wang et al. (2000) established a quasi-analytical solution of

35、piles with variable section under exciting force. Rooted pile was a new type of foundation with variable section proposed in recent years. The main construction of rooted pile was as the same as that of straight pile. The difference was that the roots prefabricated in advance would be placed to the

36、specified location and put into soil by specialized equipment after decentralization of reinforcement cage. The similar design concept was used first in caisson foundation by Gong et al. (2008), Mu et al. (2010) and Huang et al. (2011). Currently, the rooted *HR that is the area that had suffered th

37、e smallest settlement. Thus, the shaft of the foundation piles was exposed in their upper 3 m. 2. Surrounding each pile, two annular shaped structural elements were constructed. These annular or doughnut elements joined the pile through radial connectors, anchored with an epoxic to the pile. By inst

38、ruction of the structural Engineer, a few tests were carried out on the individual connectors as well as on groups of two or three connectors. 3. The doughnut shaped structures were located as shown in figure 8, one above and one bellow, with a vertical separation large enough to allow for the insta

39、llation of hydraulic jacks and high capacity mechanical screw jacks. On each pile a sufficient number of jacks and screws were placed to carry the total load of the building in this area. 4. Then each of the piles was cut in a length large enough to allow for the required settlement to occur. Betwee

40、n the annular structures the load was transferred to the screws and jacks. It should be mentioned that the set of screw jacks were designed, tested and fabricated to carry 100% of the load in case of failure of the hydraulic jack system. The contact between screws and jacks with the concrete element

41、s was provided by thick steel plates. Also a ball bearing (hinge joint) was designed on the upper end of the screws to insure vertical load transmission exclusively. The picture in figure 9 shows the hydraulic jacks and screws, as well as the gap between the upper part of the pile and the lower part. *HR&KLQD*63 $6&(b. Section Fig. 8 Doughnut shaped structures a. Plan view *HR&KLQD*63 $6&(