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Article(id=1245390256334291067, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390255516397762, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0506, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1696867200000, receivedDateStr=2023-10-10, revisedDate=1701619200000, revisedDateStr=2023-12-04, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853775342, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853775342, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853775342, creator=13701087609, updateTime=1774853775342, updator=13701087609, issue=Issue{id=1245390255516397762, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='5', pageStart='1', pageEnd='231', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853775147, creator=13701087609, updateTime=1774854426342, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245392986884911753, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390255516397762, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245392986889106058, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390255516397762, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=61, endPage=70, ext={EN=ArticleExt(id=1245390256548200572, articleId=1245390256334291067, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Shaking table test study on seismic simulation for new adobe wall buildings, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to study the seismic performance of the new adobe wall structural system. A one-story foot-scale new adobe wall building test model with plan size of 3.6 m×3.0 m and storey height of 2.45 m was designed and fabricated for the shaking table test, and El Centro waves and Yunnan Ludian (LD) waves were selected for the test to carry out unidirectional loading of seismic waves in the X and Y directions, respectively, and the test model was measured to be under the peak acceleration of 0.10、0.22、0.40、0.62、0.90 g, the spectral characteristics, acceleration response, displacement response, torsion response, and strain response of the dark column reinforcement were measured. The results show that: the model is only slightly damaged in the exceeding 9 degree rarefied intensity, and there is no obvious cracking and damage phenomenon under other seismic excitations. With the increase of seismic excitation, there is no obvious change in the self-resonance frequency of the model, and the acceleration amplification coefficient gradually decreases, with the maximum amplification coefficient of 3.666 at the roof. The angle of the interstorey displacement reaches the maximum of 1/399 when the peak acceleration is 0.62 g. The overall structural torsion is 1.599 at the peak acceleration of 0.62 g, and the displacement angle of 0.62 g reaches the maximum of 1/399. Because of the basic homogeneous symmetry, the structural torsion is 0.666 at the roof. Because the model is basically homogeneous and symmetric, the overall torsional effect of the structure is not obvious. The strain value of the steel reinforcement of the dark columns increases gradually with the increase of the seismic excitation, but the strain value of the steel reinforcement is small and the performance of the steel reinforcement fails to give full play. In summary, the new adobe wall model has good seismic performance, and the study provides a test basis for expanding the application range of adobe buildings.

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为研究新型土坯墙结构体系的抗震性能。设计制作了一个平面尺寸为3.6 m×3.0 m，层高2.45 m的一层足尺新型土坯墙建筑试验模型进行振动台试验，试验选取El Centro波和云南鲁甸波分别在X、Y向进行单向地震波加载，实测了试验模型在峰值加速度为0.10、0.22、0.40、0.62、0.90 g的地震作用下的频谱特性、加速度反应、位移反应、扭转反应和暗柱钢筋应变反应的规律。研究结果表明：模型仅在超9度罕遇烈度时发生轻微破坏，其他地震激励下未出现明显开裂、破坏现象；随着地震激励增大，模型自振频率无明显变化，加速度放大系数逐渐降低，最大放大系数为屋面处的3.666；层间位移角在峰值加速度为0.62 g时达到最大为1/399；因模型基本均匀对称，其结构整体扭转效应不明显；暗柱钢筋的应变值随地震激励的增大逐渐增加，但钢筋应变值较小，钢筋的性能未能充分发挥。综上所述，该新型土坯墙模型具有良好的抗震性能，研究为扩大土坯建筑应用范围提供了试验依据。

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高永林（1981—），男，高级工程师，博士，主要从事传统建筑结构研究。E-mail：
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董豪康（1998—），男，硕士研究生，主要从事传统木结构建筑研究。E-mail：

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董豪康（1998—），男，硕士研究生，主要从事传统木结构建筑研究。E-mail：

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董豪康（1998—），男，硕士研究生，主要从事传统木结构建筑研究。E-mail：

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value of reinforcement strain at different conditions, figureFileSmall=IRMd3wUP0csdGA0dvoAaSQ==, figureFileBig=nh/0QtLxYyMvlqyMnKdGrg==, tableContent=null), ArticleFig(id=1245390264555127331, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390256334291067, language=CN, label=图13, caption=不同工况下钢筋最大应变值, figureFileSmall=IRMd3wUP0csdGA0dvoAaSQ==, figureFileBig=nh/0QtLxYyMvlqyMnKdGrg==, tableContent=null), ArticleFig(id=1245390264672567854, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390256334291067, language=EN, label=Table 1, caption=

Arrangement information of concealed column reinforcement strain gauge

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应变片暗柱布置位置方向
S1Z1中间竖向
S2Z1顶端竖向
S3Z2中间竖向
S4Z3中间竖向
S5Z4中间竖向
S6Z5中间竖向
S7Z6中间竖向
S8Z6顶端竖向
S9Z7中间竖向
S10Z8中间竖向
S11Z9中间竖向
S12Z10中间竖向
), ArticleFig(id=1245390264760648250, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390256334291067, language=CN, label=表1, caption=

暗柱钢筋应变片布置信息

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应变片暗柱布置位置方向
S1Z1中间竖向
S2Z1顶端竖向
S3Z2中间竖向
S4Z3中间竖向
S5Z4中间竖向
S6Z5中间竖向
S7Z6中间竖向
S8Z6顶端竖向
S9Z7中间竖向
S10Z8中间竖向
S11Z9中间竖向
S12Z10中间竖向
), ArticleFig(id=1245390264873894469, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390256334291067, language=EN, label=Table 2, caption=

Test conditions

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烈度地震波主震方向峰值加速度/g
—白噪声X、Y0.05
7度设防烈度El CentroX0.10
Y0.10
鲁甸波X0.10
Y0.10
—白噪声X、Y0.05
7度罕遇烈度El CentroX0.22
Y0.22
鲁甸波X0.22
Y0.22
—白噪声X、Y0.05
8度罕遇烈度El CentroX0.40
Y0.40
鲁甸波X0.40
Y0.40
—白噪声X、Y0.05
9度罕遇烈度El CentroX0.62
Y0.62
鲁甸波X0.62
Y0.62
—白噪声X、Y0.05
超9度罕遇烈度鲁甸波X0.90
Y0.90
), ArticleFig(id=1245390264978752076, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390256334291067, language=CN, label=表2, caption=

试验工况

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烈度地震波主震方向峰值加速度/g
—白噪声X、Y0.05
7度设防烈度El CentroX0.10
Y0.10
鲁甸波X0.10
Y0.10
—白噪声X、Y0.05
7度罕遇烈度El CentroX0.22
Y0.22
鲁甸波X0.22
Y0.22
—白噪声X、Y0.05
8度罕遇烈度El CentroX0.40
Y0.40
鲁甸波X0.40
Y0.40
—白噪声X、Y0.05
9度罕遇烈度El CentroX0.62
Y0.62
鲁甸波X0.62
Y0.62
—白噪声X、Y0.05
超9度罕遇烈度鲁甸波X0.90
Y0.90
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The maximum relative displacement and maximum displacement angle at the roof at different conditions

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地震烈度结构方向位移角
7度设防烈度X1/2076
Y1/1811
7度罕遇烈度X1/1236
Y1/812
8度罕遇烈度X1/741
Y1/422
9度罕遇烈度X1/509
Y1/399
超9度罕遇烈度X1/433
Y1/625
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不同工况下试验模型屋顶处最大相对位移及最大位移角

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地震烈度结构方向位移角
7度设防烈度X1/2076
Y1/1811
7度罕遇烈度X1/1236
Y1/812
8度罕遇烈度X1/741
Y1/422
9度罕遇烈度X1/509
Y1/399
超9度罕遇烈度X1/433
Y1/625
), ArticleFig(id=1245390265310102117, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390256334291067, language=EN, label=Table 4, caption=

Structural torsion angle

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烈度扭转角
El Centro鲁甸波包络值
7度设防烈度1/24911/21931/2193
7度罕遇烈度1/22881/30421/2288
8度罕遇烈度1/16191/20821/1619
9度罕遇烈度1/14131/17161/1413
超9度罕遇烈度—1/13951/1395
), ArticleFig(id=1245390265419154027, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390256334291067, language=CN, label=表4, caption=

结构扭转角

, figureFileSmall=null, figureFileBig=null, tableContent=
烈度扭转角
El Centro鲁甸波包络值
7度设防烈度1/24911/21931/2193
7度罕遇烈度1/22881/30421/2288
8度罕遇烈度1/16191/20821/1619
9度罕遇烈度1/14131/17161/1413
超9度罕遇烈度—1/13951/1395
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新型土坯墙建筑地震模拟振动台试验研究
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董豪康 1 , 高永林 1, 2, 3 , 柏文峰 2 , 苏何先 3
地震工程与工程振动 | 2024,44(5): 61-70
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地震工程与工程振动 | 2024, 44(5): 61-70
新型土坯墙建筑地震模拟振动台试验研究
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董豪康1 , 高永林1, 2, 3 , 柏文峰2, 苏何先3
作者信息
  • 1.昆明理工大学 建筑工程学院，云南 昆明 650500
  • 2.昆明理工大学 建筑与城市规划学院，云南 昆明 650500
  • 3.云南工程抗震研究所，云南 昆明 650500

    • 董豪康（1998—），男，硕士研究生，主要从事传统木结构建筑研究。E-mail：

通讯作者:

高永林（1981—），男，高级工程师，博士，主要从事传统建筑结构研究。E-mail：
Shaking table test study on seismic simulation for new adobe wall buildings
Haokang DONG1 , Yonglin GAO1, 2, 3 , Wenfeng BAI2, Hexian SU3
Affiliations
  • 1.Institute of Architectural Engineering, Kunming University of Science and Technology, Kunming 650500, China
  • 2.Institute of Architecture and Urban Planning, Kunming University of Science and Technology, Kunming 650500, China
  • 3.Seismic Institute in Yunnan Province, Kunming 650500, China
doi: 10.13197/j.eeed.2024.0506
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摘要
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为研究新型土坯墙结构体系的抗震性能。设计制作了一个平面尺寸为3.6 m×3.0 m，层高2.45 m的一层足尺新型土坯墙建筑试验模型进行振动台试验，试验选取El Centro波和云南鲁甸波分别在X、Y向进行单向地震波加载，实测了试验模型在峰值加速度为0.10、0.22、0.40、0.62、0.90 g的地震作用下的频谱特性、加速度反应、位移反应、扭转反应和暗柱钢筋应变反应的规律。研究结果表明：模型仅在超9度罕遇烈度时发生轻微破坏，其他地震激励下未出现明显开裂、破坏现象；随着地震激励增大，模型自振频率无明显变化，加速度放大系数逐渐降低，最大放大系数为屋面处的3.666；层间位移角在峰值加速度为0.62 g时达到最大为1/399；因模型基本均匀对称，其结构整体扭转效应不明显；暗柱钢筋的应变值随地震激励的增大逐渐增加，但钢筋应变值较小，钢筋的性能未能充分发挥。综上所述，该新型土坯墙模型具有良好的抗震性能，研究为扩大土坯建筑应用范围提供了试验依据。

新型土坯墙  /  足尺模型  /  地震激励  /  抗震性能  /  振动台试验

In order to study the seismic performance of the new adobe wall structural system. A one-story foot-scale new adobe wall building test model with plan size of 3.6 m×3.0 m and storey height of 2.45 m was designed and fabricated for the shaking table test, and El Centro waves and Yunnan Ludian (LD) waves were selected for the test to carry out unidirectional loading of seismic waves in the X and Y directions, respectively, and the test model was measured to be under the peak acceleration of 0.10、0.22、0.40、0.62、0.90 g, the spectral characteristics, acceleration response, displacement response, torsion response, and strain response of the dark column reinforcement were measured. The results show that: the model is only slightly damaged in the exceeding 9 degree rarefied intensity, and there is no obvious cracking and damage phenomenon under other seismic excitations. With the increase of seismic excitation, there is no obvious change in the self-resonance frequency of the model, and the acceleration amplification coefficient gradually decreases, with the maximum amplification coefficient of 3.666 at the roof. The angle of the interstorey displacement reaches the maximum of 1/399 when the peak acceleration is 0.62 g. The overall structural torsion is 1.599 at the peak acceleration of 0.62 g, and the displacement angle of 0.62 g reaches the maximum of 1/399. Because of the basic homogeneous symmetry, the structural torsion is 0.666 at the roof. Because the model is basically homogeneous and symmetric, the overall torsional effect of the structure is not obvious. The strain value of the steel reinforcement of the dark columns increases gradually with the increase of the seismic excitation, but the strain value of the steel reinforcement is small and the performance of the steel reinforcement fails to give full play. In summary, the new adobe wall model has good seismic performance, and the study provides a test basis for expanding the application range of adobe buildings.

new adobe wall  /  footscale model  /  seismic excitation  /  seismic performance  /  shaking table tests
董豪康, 高永林, 柏文峰, 苏何先. 新型土坯墙建筑地震模拟振动台试验研究. 地震工程与工程振动, 2024 , 44 (5) : 61 -70 . DOI: 10.13197/j.eeed.2024.0506
Haokang DONG, Yonglin GAO, Wenfeng BAI, Hexian SU. Shaking table test study on seismic simulation for new adobe wall buildings[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (5) : 61 -70 . DOI: 10.13197/j.eeed.2024.0506
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0　引言
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生土建筑具有易于取材、施工简单、经济性好、冬暖夏凉、节省能源和易于融于自然等优点，在我国西部地区仍在应用[1-2]。然而，由于生土材料的抗弯、抗剪、抗折强度较低，导致生土建筑在抗震能力方面存在不足。我国JGJ 161—2008《镇（乡）村建筑抗震技术规程》[3]要求抗震设防烈度大于等于7度时生土房不得超过一层，严重制约了生土建筑的应用。
为更好发展和应用生土建筑，近年来，国内外越来越多的专家学者开始关注和重视生土建筑的研究。国内，王毅红等[4]通过试验分析影响土坏墙抗震性能的主要因素，得出在采取一定的抗震构造措施后，土坏墙体也具有较好的承载力和一定的变形能力。高幸等[5]针对碹窑结构缺陷提出了生土结构预应力加固技术，通过对加固后的碹窑进行原位爆破试验得出预应力加固结构体系对窑身Y方向的抗震性能提升显著。常卫华等[6-8]针对村镇生土结构住宅的抗震性能的提高提出采用钢丝网水泥砂浆等加固措施并对普通卧砌土坯墙体及加固墙片进行抗震性能加固试验，同时还提出土坯墙在卧砌和平砌方式的多种加固措施并进行低周反复荷载试验研究，得出所提出的几种加固措施都能提高土坯墙体的抗震性能，平砌土坯墙体比卧砌土坯墙体的抗剪性能更好。张坤等[9]通过对糯米浆和河砂作为改性材料的改性生土试件进行轴向抗压试验，得出以糯米浆和河砂作为改性生土材料时的黏结剂可有效提高其抗压强度和延性比。周铁钢等[10]对机制土坯砖进行受剪试验，给出砌体灰缝方向抗剪强度计算公式。周铁钢等[11]对新型机制生土砖砌体墙进行拟静力试验，得出砂浆中的固化剂能显著提高墙体的承载力和变形能力。蔺广涵等[12]采用ABAQUS软件对不同构造措施的夯土墙进行数值模拟，得出夯土墙体内采取一定构造措施可提高墙体受力性能、变形能力、耗能能力和抗震性能。阿肯江•托呼提等[13]通过对土体材料进行土工试验，采用泥浆立方体，土坯与土坯砌体进行单轴抗压试验，设置泥浆立方体，土坯及土坯砌体的弹性模量和其抗压强度的关系方程给出土坯砌体抗压强度简化公式等。许浒等[14]提出了一项方案，利用薄壁型钢条带对生土墙体进行加固，同时采用角钢对屋盖和独立柱进行加固，并运用数值仿真动力计算方法对地震倒塌过程进行了分析，得出此加固措施能显著提高生土建筑的抗地震倒塌能力。
国外学者对生土建筑的研究起步很早，并进行了许多试验研究及地震灾害的实地考察，获得了丰硕的研究成果，KOUAKOU等[15]研究了在25%黏粒含量的土中，机械压实法和湿拌方法对土体强度和弹性模量的影响，2种土体都具有弹塑性，并且在不同的成形方法中所需的水分也不一样，水分含量低的机压土体具有较高的抗压强度。BUI等[16]利用石灰、水泥对生土材料进行了改性研究，并对相应生土材料的弹性模量进行了研究。DEGIRMENCI等[17]的研究表明，石膏改性生土材料的掺入显著提高了其强度和耐水性。
通过潘毅等[18-19]对2022年四川马尔康6.0级地震和泸定6.8级地震民居建筑震害调查可知，生土建筑在自身抗弯、抗剪、抗折强度较低条件下遭遇地震灾害时比其他类型的建筑更容易发生墙体开裂及倒塌现象。针对传统生土建筑的不足，结合西南地区生土建筑特点，开发了抗震土坯墙专利技术[20]，并在云南进行了推广实践。为验证该专利技术的科学可靠性，本文设计并制作了一种足尺新型土坯墙建筑试验模型，其平面尺寸为3600 mm×3000 mm，层高为2450 mm，并在振动台上进行试验研究，为下一步完善相关技术和推广应用提供数据储备和试验依据。
1　试验概况
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1.1　模型设计与制作
受振动台承载能力的限制，土坯房屋（连同混凝土基座）的自重不得超过22 t。
试验模型以云南昭通鲁甸县民居为原型制作，房屋开间为3600 mm，进深3000 mm，层高2450 mm，采用C20现浇钢筋混凝土平顶，在房屋正面开门，门洞宽900 mm，高1800 mm，门洞上方设置木过梁。房屋背面开窗，窗宽1200 mm，窗高135 mm，墙体拐角及门窗洞口两侧设置现浇钢筋混凝土暗柱，暗柱直径140 mm，混凝土强度等级C20，配置1根竖向钢筋，钢筋直径为14 mm，钢筋型号为HRB400，见图1。
土坯墙采用平砌土坯墙，要求墙体水平及竖向灰缝饱满均匀，土坯错缝搭接。墙厚280 mm，由数种类型土坯砌筑而成，土坯类型见图2，土坯尺寸为280 mm×280 mm×140 mm，土坯配比为黏土∶陶粒∶陶砂=8∶3∶1（体积比），砌筑土浆配比与土坯制备配比相同，含水率略低，檐口标高处设置钢筋混凝土圈梁，圈梁与混凝土平顶相连，钢筋混凝土平顶通过圈梁和暗柱传力来承受楼盖的重量，由圈梁和暗柱传至台面，再由台面分散吸收。在窗台标高处设层间圈梁。模型制作过程见图3（a）~（d）。具体暗柱的做法、配筋方法、施工方法由于篇幅原因不再做详细描述，详见文献[20]。
1.2　测点布置
为测量试验模型不同部位的加速度响应及位移响应，分别沿结构模型高度在底座、窗台以及屋面位置布置加速度传感器，数量共计8个，见图4。位移采用对加速度二次积分的方法得到。
为监测试验过程中，暗柱钢筋的受力情况，分别在四角混凝土暗柱钢筋及门窗两侧暗柱钢筋上布置应变片进行应变测量，应变测点共计12个，见表1及图5。
1.3　试验工况
根据GB 50011—2010 《建筑抗震设计规范》[21]（2016版）（以下简称《抗规》）规定，所研究对象仅考虑单向水平地震作用。由于试验研究对象原型所处地区为鲁甸地区生土建筑，而El Centro波具有代表性，其峰值加速度适用于测试结构的极限承载能力和抗震性能，可以更准地评估结构的耐震性能。因此在满足《抗规》、持时、地震波频谱和峰值要求下，选择此2组地震波（2014年中国云南鲁甸[22]和1940年美国帝谷El Centro site强震记录）作为试验激励地震波原型，图6为这2组地震波反应谱与规范反应谱的对比曲线。由于本试验的模型是1∶1足尺结构的模型，所以只需根据原型结构设防要求，对原始地震波峰值作相应调整后即可作为台面激励。
试验采用单向地震波施加于X和Y方向。在23个试验工况中，除了最后2个工况外，每个级别在加载前后都进行了白噪声模态测试，以评估不同等级烈度试验前后结构频谱的变化，从而推断其损伤情况，见表2。
2　试验结果分析
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2.1　试验的现象
在试验过程中，模型整体呈现出正常的反应状态，未出现任何明显的扭转，整体表现为平移运动。模型侧移不明显。模型在7度设防烈度（0.10 g）、罕遇烈度（0.22 g），8度罕遇烈度（0.40 g），9度罕遇烈度（0.62 g）的试验加速度激励下，未出现明显开裂、破坏现象。为进一步考查模型的抗震性能，在设备能力范围内进行了超9度罕遇烈度试验，试验地震波为鲁甸波，分别进行了X向和Y向激励，X向实现的最大激励加速度值为8.574 m/s2，Y向实现的最大激励加速度值为10.163 m/s2，试验后仅在模型正面的门头过梁端头出现了2条斜向裂缝，其它部位未出现明显损伤，少量砌缝局部出现轻微裂纹见图7。试验结果表明，新型土坯墙试验模型在振动台试验结束后未对结构安全造成任何显著破坏，这表明其具备卓越的抗震性能。
2.2　模型频谱特性
每一级地震激励试验前和试验后，都会给模型施加白噪声的激励，设在试验模型上端的加速度传感器会记录到对应的振动信号，经过对信号的频谱分析获得模型的频谱变化规律，如图8所示。模型结构频率如图9所示。
由图8、图9可知，在受到2条地震波的7度设防烈度、7度罕遇烈度、8度罕遇烈度以及9度罕遇烈度的激励前后，试验模型的X和Y方向的自振频率并未呈现出任何变化，X向为5.371 Hz、Y向为7.813 Hz，表明结构并未出现明显的损伤，说明该结构具有良好的抗震能力。
2.3　加速度响应
结构最大加速度响应可以由试验模型推算求得，推算过程可参照式（1）：
式中：a为结构最大加速度响应；β为相应地震烈度、位置模型最大放大系数；ag为相应烈度抗震规范规定地面加速度最大值。
根据式（1）绘出加速度响应曲线，见图10。
由图10可知，随着地震激励逐渐增加，相应地，加速度的峰值也呈现出逐渐增大的趋势。在相同地震波输入条件下，不同风向角对结构响应影响较小，但由于水平和竖直向振动分量相差较大，所以其结果有一定差别。在同一方向的地震激励下，可以观察到屋顶加速度的最大值高于窗台加速度的最大值，而在El Centro波的作用下，两者之间的差异变得更加显著。
加速度放大系数指模型上各测点与地基加速度峰值的比值。根据加速度放大系数公式计算，绘出不同工况下加速度放大系数曲线，见图11。
由图11可知，试验模型在所有工况、各测点的加速度均被放大（系数大于1），随着地震激励强度的提高和结构损伤的累积，结构刚度降低，放大系数总体表现出逐渐减小的趋势，但根据反应谱理论，动力放大系数和结构周期之间的关系是非线性和多峰值的，因此随着结构周期加大，在一定的周期范围内，结构的动力放大系数可能会呈增大趋势。屋面处加速度明显大于窗台处的加速度，屋面处出现的最大加速度为24.271 m/s2，放大系数最大为3.666；窗台处（圈梁处）出现的最大加速度为14.807 m/s2，放大系数最大为2.078，小于钢筋混凝土的放大系数（一般为2~4之间），说明该结构具有良好的减震耗能能力。
2.4　位移响应
各级地震波加载过程中，结构各测点处侧移不明显，试验中所述的相对横向位移是指每个测量点相对于模型底部的位移，用于评估结构侧向的刚度。
由图12可知，在地震作用下，每一个点的最大位移量都有增加的趋势。
表3为不同工况下试验模型屋顶处最大相对位移及最大位移角。
结合图12和表3可知，El Centro波激励下，试验模型屋顶Y向的侧移量均大于X向的侧移量，9度罕遇烈度工况时，屋顶Y向的侧移最大值达6.136 mm，X向为4.089 mm；鲁甸波激励下，情况正好相反，超9度罕遇烈度工况屋顶侧移量最大，屋顶X向的侧移最大值为5.654 mm，Y向为3.918 mm。但所有工况下试验模型侧移量均很小，模型的整体刚度很大。
由表3可知，在同级地震激励下，模型的X向层间位移角明显小于Y向层间位移角，但在超9度罕遇烈度作用下模型发生破坏，刚度变小，情况正好相反。在模型Y方向上，随着加载地震波级的增大，模型层间位移角逐渐增大，7度设防烈度时最小为1/2076，超9度罕遇烈度时最大为1/433，但在X方向时层间位移角在地震波达到超9度罕遇烈度时不随地震波等级的增加而增加，7度设防烈度时最小为1/1811，9度罕遇烈度达到最大为1/399，超9度罕遇烈度降为1/625。
2.5　扭转响应
将2个设置在相同高度和相同方向上的传感器测量到的位移信号进行相减，再除以两者的距离，从而得到扭转角。测试得到了该模型在不同水平面的扭转角数据，如表4所示。
由表4可知：因模型本身基本均匀对称，其结构整体扭转非常小；最大扭转角为1/1 395，表明模型结构抗扭刚度强，纵墙虽然因开门窗洞口对结构整体性有一定的影响，但开洞未使两纵墙出现明显刚度偏差。
2.6　钢筋应变响应
在振动台试验中，通过对暗柱钢筋进行应力测量，可以粗略地反映测点处的应力状况，如果测量结果发生溢出、急剧增加而无法回复，则说明测点极有可能发生或接近发生了损伤。本次试验各个测点的应变结果如图13所示。
由图13可知，随激励加速度值的增大，钢筋应变值也逐渐增加，9度罕遇烈度激励下，多数钢筋应变值也较小，钢筋最大应变值为507.06 με，说明多数钢筋的性能并未充分发挥。根据GB 50010—2010《混凝土结构设计规范》[23]的规定，钢筋的最大应变允许值为0.002，而上述数据中钢筋的最大应变值为696.77 με，约为0.0007的实际应变值。模型中的钢筋最大应变值仅为最大应变允许值35%。在最大加速度相同时，2条地震波从X向进行激励时钢筋的应变明显大于从Y向激励时的应变。根据应变测量结果及测点布置情况可知，窗台两侧钢筋应变较大，说明此部位地震作用反应相对其它部位更明显。
3　抗震性能分析
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试验模型在7度设防烈度、7度罕遇烈度、8度罕遇烈度、9度罕遇烈度地震作用阶段，模型整体反应正常，无明显视觉扭转，整体以平动为主，模型侧移不明显，模型未出现明显开裂、破坏现象，达到了我国《抗规》规定的“小震不坏，中震可修”抗震设防目标的要求；根据图8可知，在此阶段前后两阶振型频率分布几乎没有下降，可认定结构刚度基本没有降低；由表3可知，在8度罕遇烈度地震作用下，该模型最大层间位移角为1/422；9度罕遇烈度地震作用下，该模型最大层间位移角为1/399。在文献[24]中对砖砌体结构在不同性能水平下的位移角建议值为：基本完好状态下为1/2500，严重破坏下为1/200，倒塌破坏下为1/150，通过对比可得本试验模型在地震作用下具有良好的抗侧移性能[25]。
在超9度罕遇烈度时，试验模型仅在模型正面的门头过梁端头出现了2条斜向裂缝，其它部位未出现明显损伤，少量砌缝局部出现轻微裂纹，且结构最大层间位移角别1/433。模型与前几个阶段相比仅土坯墙受损。
综上所述，该新型土坯墙试验模型能够满足我国抗震规范设防烈度为8度甚至9度的要求。
4　结论
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通过对新型土坯墙模型振动台试验的现象和数据分析，得出结论如下：
1）在试验过程中，因设计模型对称，刚心和质心完全重合，未出现任何明显的扭转，整体表现为平移运动。在超9度罕遇烈度激励下，模型正面的门头过梁端头出现了2条斜向裂缝，其它部位未出现明显损伤，少量砌缝局部出现轻微裂纹，新型土坯墙模型具有优越的抗震性能。
2）模型结构在所有工况下各测点的加速度均被放大（系数大于1），屋面处加速度明显大于窗台处的加速度。
3）在同级地震激励下，模型的层间位移角X向明显小于Y向，但在超9度罕遇烈度作用下模型发生破坏，刚度变小，情况正好相反。但所有工况下模型结构位移量均很小，模型的整体刚度很大。
4）模型钢筋应变值较小，钢筋的性能未能充分发挥。窗台部位地震作用反应相对其它部位更明显。
基金
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  • 国家自然科学基金项目(51868032)
文献
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参考文献 引证文献
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2024年第44卷第5期
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doi: 10.13197/j.eeed.2024.0506
  • 接收时间：2023-10-10
  • 首发时间：2026-03-30
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  • 收稿日期：2023-10-10
  • 修回日期：2023-12-04
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国家自然科学基金项目(51868032)
作者信息
    1.昆明理工大学 建筑工程学院，云南 昆明 650500
    2.昆明理工大学 建筑与城市规划学院，云南 昆明 650500
    3.云南工程抗震研究所，云南 昆明 650500

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高永林（1981—），男，高级工程师，博士，主要从事传统建筑结构研究。E-mail：
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2种不同金属材料的力学参数
科
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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