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Article(id=1163122209473028219, tenantId=1146029695717560320, journalId=1146123222451335185, issueId=1153992986405888144, articleNumber=1671-1807(2025)07-0043-07, orderNo=null, doi=null, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1726243200000, receivedDateStr=2024-09-14, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1755239544503, onlineDateStr=2025-08-15, pubDate=1744214400000, pubDateStr=2025-04-10, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1755239544503, onlineIssueDateStr=2025-08-15, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1755239544503, creator=13701087609, updateTime=1755239544503, updator=13701087609, issue=Issue{id=1153992986405888144, tenantId=1146029695717560320, journalId=1146123222451335185, year='2025', volume='25', issue='7', pageStart='1', pageEnd='372', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1753062968112, creator=13701087609, updateTime=1753063464821, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1153995069800567734, tenantId=1146029695717560320, journalId=1146123222451335185, issueId=1153992986405888144, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1153995069800567735, tenantId=1146029695717560320, journalId=1146123222451335185, issueId=1153992986405888144, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=43, endPage=49, ext={EN=ArticleExt(id=1163122210173476990, articleId=1163122209473028219, tenantId=1146029695717560320, journalId=1146123222451335185, language=EN, title=Analysis of Control of Settlement Difference of Monolithic Raft Foundation with High Drop in Main and Podium Buildings, columnId=1151876674645226399, journalTitle=Science Technology and Industry, columnName=Technology Innovation, runingTitle=null, highlight=null, articleAbstract=

The First Affiliated Hospital of Henan University of Science and Technology’s Oncology Hospital utilizes a high-difference monolithic main and podium raft foundation. To ensure construction safety, it is imperative to control and analyze the settlement differential of this foundation. The Midas GTS/NX finite element software was employed to construct a load-bearing structural model of the foundation pit, assessing the impact of the superstructure’s self-weight and the variation in construction loads on the differential settlement of the foundation. The findings demonstrate that with the increment of the superstructure’s load, the monolithic raft foundation exhibits continuous settlement at the high-difference junction without abrupt changes,the settlement of the main and podium raft foundation increases nonlinearly with the augmentation of floor loads, employing a monolithic raft foundation can effectively manage the settlement differential of the high-difference foundation.

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马建军(1982—),男,河南孟州人,博士,教授,研究方向为岩土工程与非线性动力学。
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刘瑞冰(1999—),男,河南郑州人,硕士研究生,研究方向为岩土工程;

韩晓冬(1979—),男,辽宁鞍山人,高级工程师,研究方向为房屋与建筑工程;

李民举(1991—),男,河南平顶山人,中级工程师,研究方向为房屋与建筑工程;

柳正(1999—),男,河南南阳人,硕士研究生,研究方向为岩土与地下工程。

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刘瑞冰(1999—),男,河南郑州人,硕士研究生,研究方向为岩土工程;

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刘瑞冰(1999—),男,河南郑州人,硕士研究生,研究方向为岩土工程;

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韩晓冬(1979—),男,辽宁鞍山人,高级工程师,研究方向为房屋与建筑工程;

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韩晓冬(1979—),男,辽宁鞍山人,高级工程师,研究方向为房屋与建筑工程;

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李民举(1991—),男,河南平顶山人,中级工程师,研究方向为房屋与建筑工程;

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李民举(1991—),男,河南平顶山人,中级工程师,研究方向为房屋与建筑工程;

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柳正(1999—),男,河南南阳人,硕士研究生,研究方向为岩土与地下工程。

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柳正(1999—),男,河南南阳人,硕士研究生,研究方向为岩土与地下工程。

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i、j分别表示网格i与网格j;xi、yi、xj、yj分别为i网格与j网格在整体坐标系下的节点坐标;pj为荷载面j网格所受均布压力;zt、zt-1分别为i网格下基础底面至第t层土、第t-1层土底面的距离

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建筑物名称 地下
层数		 地上
层数		 结构高
度/m		 结构
体系		 初定±0.00
标高/m		 基础底
标高/m
肿瘤大楼主楼 3 19 76.95 框剪结构 152.70 -15.60
肿瘤大楼裙楼 1 1 4.20 框架结构 152.70 -7.80
), ArticleFig(id=1199769408655683932, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=CN, label=表1, caption=

结构基本概况

, figureFileSmall=null, figureFileBig=null, tableContent=
建筑物名称 地下
层数		 地上
层数		 结构高
度/m		 结构
体系		 初定±0.00
标高/m		 基础底
标高/m
肿瘤大楼主楼 3 19 76.95 框剪结构 152.70 -15.60
肿瘤大楼裙楼 1 1 4.20 框架结构 152.70 -7.80
), ArticleFig(id=1199769408798290272, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=EN, label=null, caption=null, figureFileSmall=null, figureFileBig=null, tableContent=
土层 层底标
高/m		 层厚/m 重度/
(kN·m-3)		 内摩擦
角/(°)
杂填土 -3.87 3.87 18.9 7.0
黄土状粉质黏土 -6.23 2.36 18.1 20.0
黄土状粉质黏土夹粉土 -8.34 2.11 18.2 19.1
卵石 -13.48 5.14 26.1 38.0
泥岩 — — 27.4 25.0
), ArticleFig(id=1199769408961868135, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=CN, label=表2, caption=

土层物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
土层 层底标
高/m		 层厚/m 重度/
(kN·m-3)		 内摩擦
角/(°)
杂填土 -3.87 3.87 18.9 7.0
黄土状粉质黏土 -6.23 2.36 18.1 20.0
黄土状粉质黏土夹粉土 -8.34 2.11 18.2 19.1
卵石 -13.48 5.14 26.1 38.0
泥岩 — — 27.4 25.0
), ArticleFig(id=1199769409083502954, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=EN, label=null, caption=null, figureFileSmall=null, figureFileBig=null, tableContent=
参数 杂填土 黄土状
粉质
黏土		 黄土状
粉质黏
土夹
粉土		 卵石 泥岩
泊松比 0.38 0.35 0.30 0.12 0.30
容重/(kN·m-3) 18.9 18.1 18.2 26.1 27.4
饱和容重/(kN·m-3) 19.90 19.02 19.17 27.10 28.40
初始孔隙比 0.840 0.757 0.814 0.800 0.800
摩擦角/(°) 7.0 19.1 19.1 38.0 25.0
黏聚力/(kN·m-2) 5.0 18.9 18.9 0 56.0
最终膨胀角/(°) 0 0 0 8.0 0
), ArticleFig(id=1199769409213526384, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=CN, label=表3, caption=

土层计算参数

, figureFileSmall=null, figureFileBig=null, tableContent=
参数 杂填土 黄土状
粉质
黏土		 黄土状
粉质黏
土夹
粉土		 卵石 泥岩
泊松比 0.38 0.35 0.30 0.12 0.30
容重/(kN·m-3) 18.9 18.1 18.2 26.1 27.4
饱和容重/(kN·m-3) 19.90 19.02 19.17 27.10 28.40
初始孔隙比 0.840 0.757 0.814 0.800 0.800
摩擦角/(°) 7.0 19.1 19.1 38.0 25.0
黏聚力/(kN·m-2) 5.0 18.9 18.9 0 56.0
最终膨胀角/(°) 0 0 0 8.0 0
), ArticleFig(id=1199769409372909941, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=EN, label=null, caption=null, figureFileSmall=null, figureFileBig=null, tableContent=
工况 主楼
楼层		 裙楼
楼层		 观测点沉降量/mm
a b c d e
1 ±0 未施工 0.515 4 0.676 6 0.642 4 0.422 6 0.623 7
2 5 未施工 1.374 7 1.806 6 1.714 6 1.128 7 1.667 7
3 10 1 2.458 8 3.163 7 3.050 6 2.012 7 2.934 8
4 15 1 3.430 2 4.517 6 4.224 4 2.732 9 4.129 6
5 19 1 4.419 8 6.735 1 6.009 7 4.232 7 5.573 0
), ArticleFig(id=1199769409582625149, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=CN, label=表4, caption=

主楼基础观测点沉降量统计

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 主楼
楼层		 裙楼
楼层		 观测点沉降量/mm
a b c d e
1 ±0 未施工 0.515 4 0.676 6 0.642 4 0.422 6 0.623 7
2 5 未施工 1.374 7 1.806 6 1.714 6 1.128 7 1.667 7
3 10 1 2.458 8 3.163 7 3.050 6 2.012 7 2.934 8
4 15 1 3.430 2 4.517 6 4.224 4 2.732 9 4.129 6
5 19 1 4.419 8 6.735 1 6.009 7 4.232 7 5.573 0
), ArticleFig(id=1199769409725231492, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=EN, label=null, caption=null, figureFileSmall=null, figureFileBig=null, tableContent=
工况 主楼
楼层		 裙楼
楼层		 观测点沉降量/mm
A B C D E
1 ±0 未施工 0.439 2 0.615 2 0.545 3 0.319 3 0.477 4
2 5 未施工 1.171 3 1.642 7 1.455 2 0.853 2 1.276 5
3 10 1 2.102 1 2.898 0 2.602 3 1.534 4 2.256 6
4 15 1 2.909 4 4.080 6 3.537 9 2.033 9 3.144 5
5 19 1 3.845 5 5.850 4 5.653 6 3.227 8 4.360 6
), ArticleFig(id=1199769409888809351, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=CN, label=表5, caption=

裙楼基础观测点沉降量统计

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 主楼
楼层		 裙楼
楼层		 观测点沉降量/mm
A B C D E
1 ±0 未施工 0.439 2 0.615 2 0.545 3 0.319 3 0.477 4
2 5 未施工 1.171 3 1.642 7 1.455 2 0.853 2 1.276 5
3 10 1 2.102 1 2.898 0 2.602 3 1.534 4 2.256 6
4 15 1 2.909 4 4.080 6 3.537 9 2.033 9 3.144 5
5 19 1 3.845 5 5.850 4 5.653 6 3.227 8 4.360 6
), ArticleFig(id=1199769410048192909, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=EN, label=null, caption=null, figureFileSmall=null, figureFileBig=null, tableContent=
工况 主楼
楼层		 裙楼
楼层		 观测点沉降差/mm
A-a B-b C-c D-d E-e
1 ±0 未施工 0.076 2 0.061 4 0.097 1 0.103 3 0.146 3
2 5 未施工 0.203 4 0.163 9 0.259 4 0.275 5 0.391 2
3 10 1 0.356 7 0.265 7 0.448 3 0.478 3 0.678 2
4 15 1 0.520 8 0.437 0 0.686 5 0.699 0 0.985 1
5 19 1 0.574 3 0.356 1 0.884 7 1.004 9 1.212 4
), ArticleFig(id=1199769410236936597, tenantId=1146029695717560320, journalId=1146123222451335185, articleId=1163122209473028219, language=CN, label=表6, caption=

主裙楼基础相邻观测点沉降差

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工况 主楼
楼层		 裙楼
楼层		 观测点沉降差/mm
A-a B-b C-c D-d E-e
1 ±0 未施工 0.076 2 0.061 4 0.097 1 0.103 3 0.146 3
2 5 未施工 0.203 4 0.163 9 0.259 4 0.275 5 0.391 2
3 10 1 0.356 7 0.265 7 0.448 3 0.478 3 0.678 2
4 15 1 0.520 8 0.437 0 0.686 5 0.699 0 0.985 1
5 19 1 0.574 3 0.356 1 0.884 7 1.004 9 1.212 4
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高落差整体式主裙楼筏板基础沉降差控制分析
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刘瑞冰 1, 2 , 韩晓冬 3 , 李民举 3 , 柳正 1, 2 , 马建军 1, 2
科技和产业 | 科技创新 2025,25(7): 43-49
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科技和产业 | 科技创新 2025, 25(7): 43-49
高落差整体式主裙楼筏板基础沉降差控制分析
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刘瑞冰1, 2, 韩晓冬3, 李民举3, 柳正1, 2, 马建军1, 2
作者信息
  • 1 河南科技大学土木建筑学院, 河南 洛阳 471023
  • 2 河南省建筑安全与防护工程技术研究中心, 河南 洛阳 471023
  • 3 中国建筑第五工程局有限公司, 长沙 410000

    • 刘瑞冰(1999—),男,河南郑州人,硕士研究生,研究方向为岩土工程;

    韩晓冬(1979—),男,辽宁鞍山人,高级工程师,研究方向为房屋与建筑工程;

    李民举(1991—),男,河南平顶山人,中级工程师,研究方向为房屋与建筑工程;

    柳正(1999—),男,河南南阳人,硕士研究生,研究方向为岩土与地下工程。

通讯作者:

马建军(1982—),男,河南孟州人,博士,教授,研究方向为岩土工程与非线性动力学。
Analysis of Control of Settlement Difference of Monolithic Raft Foundation with High Drop in Main and Podium Buildings
Ruibing LIU1, 2, Xiaodong HAN3, Minju LI3, Zheng LIU1, 2, Jianjun MA1, 2
Affiliations
  • 1 School of Civil Engineering and Architecture, Henan University of Science and Technology, Luoyang 471023, Henan, China
  • 2 Engineering Technology Research Center of Safety and Protection of Buildings of Henan Province, Luoyang 471023, Henan, China
  • 3 China Construction Fifth Engineering Division Corp., Ltd., Changsha 410000, China
出版时间: 2025-04-10
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摘要
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河南科技大学一附院肿瘤医院采用高落差整体式主裙楼筏板基础,为确保施工安全应对该基础的沉降差进行控制和分析。利用Midas GTS/NX有限元软件建立基坑荷载结构模型,分析上部结构自重及施工荷载变化对基础沉降差异的影响。结果表明:随着上部结构荷载的增加,整体式筏板基础在高落差连接处的沉降连续未发生突变;主裙楼筏板基础沉降量随着楼层荷载的增加呈非线性增加;采用整体式筏板基础能够有效控制高落差基础沉降差。
高落差整体式筏板基础  /  公共建筑  /  沉降差  /  数值模拟  /  裙楼施工时机

The First Affiliated Hospital of Henan University of Science and Technology’s Oncology Hospital utilizes a high-difference monolithic main and podium raft foundation. To ensure construction safety, it is imperative to control and analyze the settlement differential of this foundation. The Midas GTS/NX finite element software was employed to construct a load-bearing structural model of the foundation pit, assessing the impact of the superstructure’s self-weight and the variation in construction loads on the differential settlement of the foundation. The findings demonstrate that with the increment of the superstructure’s load, the monolithic raft foundation exhibits continuous settlement at the high-difference junction without abrupt changes,the settlement of the main and podium raft foundation increases nonlinearly with the augmentation of floor loads, employing a monolithic raft foundation can effectively manage the settlement differential of the high-difference foundation.

monolithic raft foundation with high drop  /  public building  /  settlement difference  /  numerical simulation  /  timing of podium construction
刘瑞冰, 韩晓冬, 李民举, 柳正, 马建军. 高落差整体式主裙楼筏板基础沉降差控制分析. 科技和产业, 2025 , 25 (7) : 43 -49 .
Ruibing LIU, Xiaodong HAN, Minju LI, Zheng LIU, Jianjun MA. Analysis of Control of Settlement Difference of Monolithic Raft Foundation with High Drop in Main and Podium Buildings[J]. Science Technology and Industry, 2025 , 25 (7) : 43 -49 .
正文
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在大型公共建筑工程建设过程中,大底盘基础结构建筑既能满足公共建筑复杂功能需求,又能更好地利用地下空间。但大底盘基础存在的不均匀沉降等问题,可能增大施工和运营过程中的安全隐患。河南科技大学一附院肿瘤医院建设项目采用高落差整体式筏板基础结构,主裙楼上部结构荷载以及结构刚度不同,主裙楼基础可能出现沉降差。现行规范对主裙楼之间的基础连接有明确规定,且要求对主裙楼连体建筑的基础沉降进行系统分析[1-5]。
针对高层建筑施工的沉降控制问题,邱攀[6]分析了高层结构地基加固技术并提出了沉降措施;依托天津高银117大厦工程施工,吴江斌等[7]分析了施工进度、上部荷载和群桩刚度等对基础沉降的影响;通过对具有完整桩侧阻力测试资料的试验桩的分析,王涛等[8]进一步提出桩基均化附加应力分层总和法计算常规桩基和复合桩基沉降的具体方法和细则;舒志乐等[9]通过模型试验和数值模拟对深厚软土地基桩筏基础不同筏板厚度的承载变形特征进行研究;刘禹等[10]利用有限元软件分析盾构隧道施工对正下方穿越建筑和侧下方穿越建筑沉降的影响,并对不同的加固措施进行研究;魏常宝等[11]研究总结大厚度湿陷性黄土场地既有建筑出现不均匀沉降后的检测鉴定与加固设计,并归纳形成了若干结论;付宪章等[12]分析了非对称地下室引起主楼较大荷载偏心,造成主楼不均匀沉降;结合工程实例,孔得志等[13]基于Mindlin与Boussinesq解建立桩筏基础沉降荷载分析理论研究了变桩距对基础沉降性能的影响。已有研究表明,主楼-裙楼整体基础沉降差控制是大底盘主楼裙楼基础设计和施工的研究重点。目前,对主裙楼基础沉降差异已有较多研究成果,但相关研究缺乏综合上部结构自重变化、施工荷载变化和异形筏板上部主楼裙楼施工时机对高落差整体基础的沉降差异分析及控制。
河科大一附院肿瘤医院主裙楼基础落差达7.11 m,此类高落差基础沉降差控制研究尚较少见,故为确保施工安全需要开展高落差基础沉降差控制研究。本文依托河科大一附院肿瘤医院建设工程,利用Midas GTS/NX有限元软件建立地基与基础模型,分析高落差侧壁附近筏板在上部荷载作用下的沉降变形和沉降差发展规律,所得结果将指导该工程的安全施工并为类似工程提供借鉴。
1 工程实例
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1.1 工程概况
河南科技大学第一附属医院拟建新肿瘤楼项目位于洛阳市洛龙区,关林路以北,学府街以西。该项目地下室基坑面积15 719 m2,周长约725 m。主楼为框架剪力墙结构,直线加速器区裙楼为框架结构。主楼上部结构19层,地下室3层,基础底部标高为-15.6 m;直线加速器区裙楼上部结构1层,地下室1层,基础底部标高为-8.49 m,主裙楼基底标高差达7.11 m。为满足快速化施工需求,同时确保结构施工和质量安全,主楼裙楼之间高落差处采用厚度为0.7 m的剪力墙(挡土墙)连接为整体筏板基础。主楼筏板厚度为1.8 m,采用天然地基,持力层为泥岩层。裙楼筏板厚度为0.8 m,采用天然地基,持力层为卵石层,厚度约为5.14 m,卵石层下部为泥岩层。肿瘤医院主裙楼高落差情况如图1所示,主裙楼结构基本概况见表1。
1.2 工程地质概况
拟建场地原地势低洼,后经回填后,地形基本平坦,勘探点孔口标高变化为152.96~151.23 m,最大高差约1.73 m。拟建场地的地层参数见表2,从上至下地层依次为杂填土、黄土状粉质黏土、黄土状粉质黏土夹粉土、卵石、泥岩。
1.3 水文地质概况
根据勘察资料,勘察期间、钻孔内均见有地下水,地下水初见水位埋深在自然地面下10.50~11.60 m,相应初见水位标高在140.38~141.26 m。地下水位稳定水位埋深在自然地面下9.80~11.50 m,相应稳定水位标高为140.79~141.84 m。含水层为卵石层及其亚层,主要由大气降水及洛河水补给,赋水量一般,泥岩层为弱透水层,局部分布泥质砂岩透水,该地下水类型为潜水,水位年变化受洛河河水影响较大,变化幅度为2.0~3.0 m。3~5年最高水位143.20 m,历史最高水位约144.50 m,抗浮水位按144.50 m考虑。
2 筏基沉降原因及计算理论
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2.1 筏板基础沉降原因
地基沉降主要由地基土在附加应力的作用下产生压缩形变引起[14]。因此,应从基底附加应力和土的压缩特性两个方面对筏板基础产生沉降的原因进行分析。
2.1.1 基底附加应力
基底附加应力大小等于基底应力减去地基表面处的自重应力。基底附加应力是影响筏板基础沉降的重要因素,确定基底附加应力的大小及分布是计算筏板基础沉降值的关键步骤。
2.1.2 土的压缩特性
土的压缩特性是指在外荷载作用下,土中孔隙体积被压缩而引起的土体体积变小的性质。土体的压缩特性可以由土体压缩试验测得,工程中一般采用100~200 kPa压力区间内对应的压缩系数a1-2评价土的压缩性。
2.2 筏基沉降计算理论
对于筏板基础,由于基础底部接触应力分布不均匀,将基础分割成n个矩形网格的同时,将它下面的地基分割为横截面网格相同的棱柱体,如图2所示。
各棱柱体依照天然土层界面和计算精度要求分成若干计算层,设分层数为nc。照线性变性层和单向压缩层地基模型对基础沉降进行计算[15]。当荷载面j网格均布压力为pj=1/fj时,沉降系数δij为
${\delta }_{ij}=\frac{1}{{f}_{j}}\sum _{t=1}^{{n}_{c}}\frac{1-{\mu }^{2}}{{E}_{it}}({z}_{t}{C}_{t}-{z}_{t-1}{C}_{t-1}{)}_{i}$
式中:δij为j网格对i网格影响的沉降系数;fj为j网格的网格面积;Eit为i网格下第t层土的变形模量;Cit为i网格下第t层土底面和顶面的竖向变形系数;zt、zt-1为i网格下基础地面至第t层土、第t-1层土底面的距离;μ为材料的泊松比;rij为j网格所受力到i网格的距离。
沉降系数δij简化计算方法如下:
${\delta }_{ij}=\left\{\begin{array}{ll}\frac{1}{4{a}_{i}{b}_{j}}\sum _{t=1}^{{n}_{c}}\frac{1-{\mu }_{jt}^{2}}{{E}_{jt}}({z}_{t}{C}_{t}-{z}_{t-1}{C}_{t-1}),& i=j\\ \frac{1}{{r}_{ij}}\sum _{t=1}^{{n}_{c}}\frac{1-{\mu }_{jt}^{2}}{{E}_{jt}}({C}_{t}-{C}_{t-1}),& i\ne j\end{array}\right.$
式中:C为地基竖向变形系数,由矩形边长比、深长比及泊松比确定;a、b分别为矩形网格单元的长宽。
按叠加原理,i网格中点的最终沉降量为
${s}_{i}={\delta }_{i1}{p}_{1}{f}_{1}+{\delta }_{i1}{p}_{2}{f}_{2}+\dots +{\delta }_{i1}{p}_{n}{f}_{n}=\sum _{j=1}^{n}\left[\frac{1}{{f}_{j}}\sum _{t=1}^{{n}_{c}}\frac{1-{\mu }^{2}}{{E}_{it}}({z}_{t}{C}_{t}-{z}_{t-1}{C}_{t-1}{)}_{i}\right]{p}_{j}{f}_{j}$
式中:si为沉降量;p为压力。
筏板基础总沉降量为
$\left\{s\right\}=\left[\delta \right]\left\{pf\right\}=\left[\begin{array}{lllll}{\delta }_{11}& {\delta }_{12}& \dots & {\delta }_{1n}& \\ {\delta }_{21}& {\delta }_{22}& \dots & {\delta }_{2n}& \\ ︙& ︙&  & ︙&  \\ {\delta }_{n1}& {\delta }_{n2}& \dots & {\delta }_{nn}& \end{array}\right]\left\{\begin{array}{l}{p}_{1}{f}_{1}\\ {p}_{2}{f}_{2}\\ ︙\\ {p}_{n}{f}_{n}\end{array}\right\}$
式中:{s}为基础总沉降量;{p}为网格上所受压力。
3 有限元数值模拟
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3.1 计算参数选取
数值模拟采用Midas GTS/NX有限元软件,建立基坑开挖荷载结构模型。为保证数值计算的精确性,土体选择修正Mohr-Coulomb本构模型。模型的土层计算参数见表3。
3.2 几何模型及网格划分
在基坑受弯矩以及集中力荷载影响的情况下,根据圣维南原理,基坑模型高度及平面尺寸取实际工程基坑开挖深度及平面尺寸的3~5倍,本模型长宽高分别为400、300、45 m。考虑施工过程中基坑上部结构自重荷载及施工荷载,在模型筏板结构上方施加竖向压力,并在模型四周及底部施加位移约束。
土体采用修正Mohr-Coulomb本构,单元为3D实体单元,地基土自上到下依次为杂填土、黄土状粉质黏土、黄土状粉质黏土夹粉土、卵石、泥岩,土体厚度分别为3.9、2.4、2.2、5.2 m,底层为泥岩;支护结构采用支护桩、支护桩+锚索,其中支护桩采用1D桩单元;锚索结构采用1D植入式桁架单元;冠梁和腰梁采用1D梁单元;主楼和裙楼横向筏板基础结构以及主裙楼高落差连接处竖向筏板基础均采用3D实体单元。基坑的三维网格模型如图3所示。
基坑分为6层进行开挖,首层开挖深度为0.7 m,第2~5层开挖深度为2.5 m,第6层开挖至基底深度,每层土方开挖完成后,均进行喷锚作业,在基坑开挖完最后一层土方后进行底板混凝土结构施工。
4 计算结果分析
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4.1 沉降观测方案
为准确揭示筏板基础在临近主楼与裙楼高落差处的沉降变形特性,将沉降观测点选在主裙楼高落差处的两侧。根据基坑监测方案,沿基坑周边每隔15~20 m布设1个监测点,在高落差结构处两侧各取5个监测点提取沉降数值。在主楼筏板临近高落差处的5个监测点命名为a、b、c、d、e,在裙楼筏板临近高落差处5个监测点命名为A、B、C、D、E。沉降监测布点如图4所示。
4.2 筏板基础沉降分析
按施工进度,主楼负3层~±0施工从2021年3月16日开始持续50个工作日,1层~5层施工从2021年5月4日开始持续50个工作日,6层~19层施工从2021年6月24日开始持续112个工作日至2021年10月13日结构施工完成;裙楼负1层~1层施工从2021年6月23日开始持续50个工作日至2021年8月11日结构施工完成。为分析不同荷载下主裙楼筏板基础的沉降差,共分析5种工况:工况1(主楼施工至±0层)、工况2(主楼施工至5层)、工况3(主楼施工至10层,裙楼施工至1层)、工况4(主楼施工至15层,裙楼施工至1层)、工况5(主楼施工至19层,裙楼施工至1层)。
不同工况下筏板基础的沉降云图如图5所示。由图5可知,在主裙楼筏板高落差处,主楼筏板沉降等值线从主楼筏板经过竖向筏板延伸至裙楼筏板,等值线连续,表明整体式筏板基础在高落差连接处沉降是连续的,未发生沉降突变。
4.3 筏板基础沉降变化规律
5种工况下的主楼a、b、c、d、e沉降观测点的沉降值见表4,裙楼A、B、C、D、E沉降观测点的沉降值见表5。根据表4和表5,主楼a、b、c、d、e沉降观测点的沉降量曲线如图6所示,裙楼A、B、C、D、E沉降观测点的沉降量曲线如图7所示。
由图6和图7可知,工况1时,主楼基础5个观测点沉降量最大值为0.68 mm,最小值为0.43 mm,裙楼基础5个观测点沉降量最大值为0.62 mm,最小值为0.32 mm;工况2时,主楼基础5个观测点沉降量最大值为1.81 mm,最小值为1.13 mm。裙楼基础5个观测点沉降量最大值为1.65 mm,最小值为1.18 mm;工况3时,主楼基础5个观测点沉降量最大值为3.17 mm,最小值为2.46 mm。裙楼基础5个观测点沉降量最大值为2.90 mm,最小值为2.11 mm;工况4时,主楼基础5个观测点沉降量最大值为4.52 mm,最小值为3.44 mm,裙楼基础5个观测点沉降量最大值为4.09 mm,最小值为2.91 mm;工况5时,主楼基础5个观测点沉降量最大值为6.74 mm,最小值为4.42 mm,裙楼基础5个观测点沉降量最大值为5.86 mm,最小值为3.85 mm。
由于不同观测点上方主裙楼结构存在差异导致不同观测点所受竖向压力大小不同,b、B观测点承受竖向压力最大,d、D观测点承受竖向压力最小,最大沉降值出现b、B观测点,最小沉降值出现在d、D观测点。总体而言,主楼和裙楼筏板基础的沉降量均随着楼层荷载的增加呈现非线性增加。
4.4 筏板基础沉降差变化规律
5种工况下的A-a、B-b、C-c、D-d、E-e相邻观测点筏板基础沉降差见表6。相应地,5种工况下主裙楼相邻观测点沉降差变化曲线如图8所示。
由图8可知,受主裙楼不同位置结构自重荷载以及施工荷载影响,C-c、D-d、E-e观测点沉降差随着主楼荷载的增加呈现非线性增大,其中E-e观测点沉降差在主楼封顶后达到最大为1.22 mm,为5组沉降差中最大。A-a观测点沉降差在施工至15层之前增长较快,在从15层施工至19层增长趋势放缓,最大沉降差发生在主楼封顶后,最大值为0.58 mm。B-b观测点沉降差在施工至15层之前呈非线性增加,在从15层施工至19层时,最大沉降差发生在施工至15层,最大值为0.44 mm,为5组沉降差中最小。
《建筑地基基础设计规范》 (GB 50007—2011)[16]规定:主裙楼间沉降差不大于其跨度的0.1%可进行主裙楼整体连接。此建筑跨度7.8 m,0.1%为7.8 mm。由图8可知,5种工况下主裙楼整体式筏板在高落差处的沉降差最大为1.22 mm小于7.8 mm符合规范要求。
在主楼+5层施工完成后开始进行裙楼结构施工,在裙楼施工前,主楼裙楼基础沉降差最大值为0.40 mm,此时不考虑裙楼施工影响。在裙楼施工后,主裙楼基础沉降差异在主楼施工至+15层后增长趋势减缓,甚至极个别观测点沉降差异发生减少,且施工完成后最大沉降差异值控制在1.22 mm,表明裙楼施工时机对于主裙楼基础沉降差异控制能够起到有效作用。
5 结论
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(1)随上部结构荷载增加,主楼筏板沉降曲线由连接结构延伸至裙楼筏板结构处,筏板基础在高落差连接处的沉降连续。
(2)在施工过程中,主裙楼筏板基础沉降量随着楼层荷载的增加呈现非线性增加,在主楼封顶后,筏板基础沉降量达到最大,为6.74 mm。
(3)主裙楼基础最大沉降差异值符合规范要求,表明采用整体式筏板基础及裙楼施工时机的选取对于高落差整体式筏板基础的沉降差控制能够起到良好效果。
基金
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  • 国家自然科学基金(11502072)
  • 河南省重点研发与推广专项-科技攻关项目(222102320462)
  • 中建五局河南公司科研课题(HNGSYX-20210291)
文献
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2025年第25卷第7期
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  • 接收时间：2024-09-14
  • 首发时间：2025-08-15
  • 出版时间：2025-04-10
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  • 收稿日期：2024-09-14
基金
国家自然科学基金(11502072)
河南省重点研发与推广专项-科技攻关项目(222102320462)
中建五局河南公司科研课题(HNGSYX-20210291)
作者信息
    1 河南科技大学土木建筑学院, 河南 洛阳 471023
    2 河南省建筑安全与防护工程技术研究中心, 河南 洛阳 471023
    3 中国建筑第五工程局有限公司, 长沙 410000

通讯作者:

马建军(1982—),男,河南孟州人,博士,教授,研究方向为岩土工程与非线性动力学。
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2种不同金属材料的力学参数
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Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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