1、SEGEOTECBEHAVIFOR LECTED GEGeo-PHNICALGEOOR OF GCIVIL INPAPERS O-CHINAShandoChineInstitute oublished bSPECI-CHEOMATFRASTRFROM THINTERNJuly 2ShanSPONShandong DeparUniversise Nationf the AmeEDBehzadTamer Zhen by the AmerAL PUBINAERIALSUCTURE PROCEATIONA527, 201dong, ChinSORED BYng Univertment of Tty o
2、f Oklahal Sciencerican SocieITED BY Fatahi, PhSorour, PhLeng, Ph.Dican SocietyLICATIO20AND FOE APPLEDINGS L CONFE6 a sity ransportathoma Foundatioety of Civi.D. .D. . of Civil EnON NO.16 UNDATICATIONOF THE FRENCE ion n l Engineergineers 259 IONS NS OURTHs Published by American Society of Civil Engin
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8、l to 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/10.1061/9780784480021 Copyright 2016 by the American Society of
9、 Civil Engineers. All Rights Reserved. ISBN 978-0-7844-8002-1 (PDF) Manufactured in the United States of America. Preface As a result of increasing and continuous social and infrastructural growth, appropriate ground for living and development becomes progressively scanty. Thus, engineers have been
10、considering constructing buildings and infrastructure at locations with less favorable geotechnical conditions and in some cases in seismically active regions. Therefore, proper understanding of the soil behavior has become significantly important to optimize the design and construction of foundatio
11、ns. This Geotechnical Special Publication (GSP) contains 30 papers that were accepted and presented at the GeoChina International Conference on Sustainable Civil Infrastructures: Innovative Technologies for Severe Weathers and Climate Changes, held in Shandong, China on July 25-27, 2016. Major topic
12、s covered in this GSP are dynamic behavior of soils and foundations, and physical, numerical, constitutive modeling of soil behavior. The overall theme of the GSP is Behaviour of Geomaterials and Foundations for Civil Infrastructure Applications, and all papers address different research findings of
13、 this theme. It provides an effective mean of sharing recent technological advances, engineering applications and research results among scientists, researchers and engineering practitioners. All abstracts and full papers have been peer-reviewed prior to their acceptance and inclusion in this public
14、ation. We are most grateful to all authors and reviewers who have contributed to this Geotechnical Special Publication. *HR Marcos Orozco-Caldern2; Carlos Chavez-Negrete1; and Jos Roberto Prez-Cruz1,31Professor, Civil Engineering, UMSNH Univ., Felicitas del Ro, Morelia, Mich. Mexico. E-mail: .mx; ca
15、chavezumich.mx 2Specialist Engineer, Cd. del Carmen, Campeche, Mexico. E-mail: 3Conacyt Research Fellow. E-mail: jrperezcrconacyt.mx Abstract: New sources of energy are necessary today to totally avoid the oil dependence. People around the world are researching on renewable energy systems (RES). In
16、 this sense, we present an overview of the current status of the energy production, based on RES technologies, in Mexico. In addition, a typical yield failure envelope obtained with RS3 in 3D is included. The main objective is to present this envelope, which has the special soil characteristics, fou
17、nd in sea sediments. Additionally, we present a response spectrum, since earthquakes are events that frequently impact the infrastructure, making the design always dependant on transient events The time histories of acceleration, used to obtain the spectrum, correspond to earthquakes localized in th
18、e area of the Gulf of Mexico. INTRODUCTION Worldwide oil dependence involves high economic and environmental costs due to rising use of fuels and derivative and the declining global reserves. One of the main disadvantages for oil exploration is the greater water depth, which is reflected in difficul
19、ties to achieve special infrastructure. Renewable energies (RES) are a challenge for economics and clean energy sources in the world. Countries like Mexico require future developments of this kind of energy to support the demand growth. For this, it is necessary to consider the offshore wave and win
20、d potential besides to its onshore potential. Developing RES require of many engineering disciplines and Geotechnics is closely linked to the development of these. Suction caissons are an excellent alternative for offshore wind turbines. These foundations are widely used for oil and gas industry. Th
21、ere are many studies of the suction caisson used in deep waters, nevertheless, few studies have been developed for wind turbines. RENEWABLE ENERGY Renewable energies are defined as those practically limitless sources respect to the human lifetime and whose use is technically feasible. General RES cl
22、assification can be divided in two types: tidal and wind energies. *HR e is the eccentricity of the ellipse; H is the horizontal load; M is the momentum; V0corresponds to the maximum vertical load; and d is caisson diameter. FIG. 4. Numerical points and analytical yield failures envelope. *HR respec
23、tively. (a) (b) FIG. 6. Acceleration time histories recorded ad Minatitlan station, 1971/10/31. Table 2. Combinations for ground surface response Earthquake motion Direction Combination No. Vsprofile Acceleration maximal (g) bedrock MINA7110311 Longitudinal 4 8 6 LB (0.85Vs) Central (Vs) UB (1.15Vs)
24、 0.025 0.030 0.025 Transversal 13 17 15 LB (0.85Vs) Central (Vs) UB (1.15Vs) 0.025 0.030 0.025 We compared the calculated response spectrum with the response spectrum included at the reference NRF-003-PEMEX-2007, that considers the design spectrum for a return period of 200 years and a damping =5% f
25、or Bay of Campeche and Northern Region of Gulf of Mexico. Figure 8 presents that the maximum spectral accelerations are close to 0.29 s, and in some cases the spectral accelerations exceed the plateau *HR Instituto de Ingeniera, UNAM; CFE; Fundacin ICA; CIRES, A.C.; CENAPRED, Volumen II, Mxico. Coll
26、iat, J.L. (1999). “Caissons succion pour lancrage de structures ptrolires en mer profonde.” Revue Francaise de Gotechnique, 88:11-19. Economa, S.D. (2012). “Informe anual de la Secretaria de Economa.“ Mxico; Secretaria de Economa, PROMXICO. Hokmabadi, A.S., Fatahi, B. and Samali, B. (2014). “Phisica
27、l Modeling of Seismic Soil-Pile- Structure Interaction for Buildings on Soft Soils”, International Journal of Geomecanics ASCE, ISSN 1532-3641/04014046(18), Vol. 15, april. Hokmabadi, A.S., Fakher, A. and Fatahi, B. (2012). “Full scale lateral behavior of monopoles in granular marine soils”, Journal
28、 of the Marine Structures, Elsevier, Vol. 29, december, 198-210. NRF-003-PEMEX.2007. Diseo y evaluacin de plataformas marinas fijas en el Golfo de Mxico. Comit de Normalizacin de Petrleos Mexicanos y Organismos Subsidiarios, enero 2007. Plaxis 2D Version 8, Edited by R.B.J. Brinkgreve, Delf Universi
29、ty of Technology Da-Wei Jian2; De-Xin He3; and Dave Ta-Teh Chang4 1Assistant Professor, Dept. of Civil Engineering, Chung Yuan Univ., 200 Chung Pei Rd., Taoyuan 32023, Taiwan, R.O.C. E-mail: .tw 2Ph.D. Candidate, Dept. of Civil Engineering, Chung Yuan Univ., 200 Chung Pei Rd., Taoyuan 32023, Taiwan,
30、 R.O.C. E-mail: .tw 3The Inventor of DX Pile Technology, Beijing ZhongKuo Foundation Technology CO., LTD. E-mail: dx- 4Professor, Dept. of Civil Engineering, Chung Yuan Univ., 200 Chung Pei Rd., Taoyuan 32023, Taiwan, R.O.C. E-mail: .tw Abstract: In this study, three sets of vertical static loading
31、test for the performance of DX piles (=600 mm) are implemented in Fangcheng Port Steel Plant Construction Project (in Guangdong Province, PRC). Test results showed that three sets of DX pile (600 mm), that were even though not to be plugged into the “Moderately weathered rock bed”, but their ultimat
32、e bearing capacity are greater than or equal to () 9,800 kN and tested settlements ranged in 2124.54 mm, are better than the requirements of original design of straight hole embedded Pile (800, plug-into-rock). Through the Stress - Strain Gauge installed along the pile and pile bottom, we found that
33、 the major bearing capacity of DX pile came from the bearing plate at highly weathered rock layer; while the shared bearing capacity of pile bottom is less than 25% of total capacity. Therefore, by using the DX pile, the piles are no longer need to be plugged into deeper rock stratum. Through the ab
34、ove results, we can also infer that the impact of pile bottom sediments of DX pile is less than cast-in-place pile. INTRODUCTION DX pile is a new type of variable cross-section pile technology, which is a multi-nodal rotary drilling, squeezing and expanding cast-in-situ pile invented by the Chairman
35、 Mr. He De-Xin of Beijing Zhongkuo Foundation Technology Co., Ltd. (named after the inventor Mr. He De-Xin, hereinafter referred to as DX pile). Based on the traditional hole-drilling cast-in-situ pile technique, DX pile forms its bearing mechanism by using a dedicated rotary drilling equipment to s
36、queeze and expand pile near the bottom into a bearing plate shape then pour concrete, so as to be jointly supported by its pile body, bearing plate and pile toe. Since the bearing plate increases effective bearing area of pile, meanwhile the squeezing and expanding equipment compact the surrounding
37、soil to dense, thus the bearing capacity of DX pile can be greatly improved. *HR furthermore the bearing stratum of bearing plate can be selected depending on ground conditions, with the advantages of high flexibility, adaptability, fast and safety construction. What is important is that DX pile is
38、a new type of pile jointly supported by multi-section side resistance (skin friction) and multi-layer-end resistance (end bearing). Currently, its stress mechanism and calculation method are still in the exploratory phase. With an increasingly wide application, the DX pile can greatly shorten the de
39、mand pile length, reduce the consumption of concrete and save the construction period, thus it appears a very broad application prospects. Due to competitive advantages, the DX pile has been used in various fields of pile foundation projects and created great effects and economic benefits. This case
40、 study will focus on the bearing features of DX pile, with its application in the highly and moderately weathered rock layer. Chen F. and Chen L. (2012)、 Chen L., Zhang Q. and Yuan X. (2012)、 Wang M., He D. and Tang S.(2012) Geological Conditions of the Test Site The test site is situated in the sea
41、-filling area of cofferdam and Reclaimed sand. Initially, the stretch of beaches and shallow sea had been filled, the soil layers are described in a descending way as follows: (as shown in Table 1): Table 1. Soil Parameter on Site Soil No Classification Thickness (m) N Max tested skin friction (kPa)
42、 Max tested bottom friction (kPa) Clayey fill earth 2Loose 2.4-2.7 4 59 Silty fine sand 8Moderately compacted 6.3-8.1 7 83 Clayey soil 5Fluid plastic and soft plastic0.3-2.8 100 Completely weathered muddy sandstone 11Completely weathered 0.5-2.5 102 highly weathered muddy sandstone 12Strongly weathe
43、red 6.2-9.9 114 Moderately weathered muddy sandstone 13Moderately weathered 6 134 12973 (1) Clayey fill earth: Purple-brown-gray, with plant roots, slightly wet, loose state with a thickness of 2.7m. *HR rendering saturated, loose-slightly tight state, and with a thickness of 6.3m. (3) Reclaimed cla
44、yey soil: Gray- brownish gray, mechanical reclaimed seabed formed mud deposits, partly containing silty fine sand with shells, shell fragments; rendering saturated, plastic flow-soft plastic state, and with a thickness of 2.8m. (4) Completely weathered muddy sandstone: purple-grey purple and partial
45、ly light grey and grey black; folded with silty mudstone, shale, the main mineral components including quartz, feldspar, clay minerals and sericite etc.; Cementation of iron and mud; rock core rendered a soil-like state, and with a thickness of 2.5m. (5) Highly weathered muddy sandstone: Purple-purp
46、le gray-partial light gray-dark gray; folded with silty mudstone, shale, the main mineral components including quartz, feldspar, clay minerals and sericite etc.; Cementation of iron and mud; sand-like and moderately thick layered structure; rock core rendered earth-like and clastic state, dehydratio
47、n easy to crack into a chunky, and with a thickness of 9.9m; (6) Moderately weathered muddy sandstone: Purple-purple gray-partial light gray; folded with silty mudstone, shale, the main mineral components including quartz, feldspar, clay minerals and sericite etc.; Cementation of iron and mud; sand-
48、like and moderately thick layered structure; rock core rendered long, short columnar or block state (broken-intact state); dehydration easy to crack into a chunky; not drilled through. Allocation of Test Piles and Matters Concerned As a reference, the Maximum Test Load of DX pile testing was schedul
49、ed not to exceed 10000 kN; and the bearing capacity calculation and type design of DX pile is conducted on the basis of geological exploration data to select a highly weathered rock layer to act as bearing stratum of bearing plate and ensure that pile bottom is embedded in the moderately weathered rock, and area from the bottom of bearing plate to the pile toe
