基础工程课程设计模板.doc

difficult, not hating; blueprints, not rhetoric; words and simple, but full of love, truth, passion, entrepreneurial passion. Take this opportunity, my inspirational quotes Li Dazhaos classic iron specialise in uplifting blend with the article gave everyone, with a view on how to do well under the new situation of township and village leaders inspire and help, and also share with you. A good play to create iron shoulders strong arms, to assume the burden be passed; only specific qualities, will it be possible in specific areas to create a world. In my view, village chiefs in the new situation, we must first have five basic quality. One ambition is to pioneer. Who is handsome. People only high-minded can stimulate the flow of momentum to become brave and persistent, become quiet and powerful. Township and village party leaders, within their respective jurisdictions, political stability and economic and social development issues, decisions and orientation depends to a large extent because of your. Everybody in village chiefs and the positions, both the trust of the masses, the Organizations trust, more ability to you, fully affirmed the moral and other qualities. Therefore, we must always maintain the historical mission and social responsibility, and our ideal tree rooted in the hard work of the soil, with indomitable spirit, indomitable courage to open up a new situation of villages and towns. To have a feeling of closeness to the second. The people and country. Our business foundation in the peoples blood in the people power people. Advanced decisions of the party cadres to the feelings of the people is an eternal theme. Fan Zhong-yan, called first, and enjoy comfort about others, Zheng Banqiaos also wrote a Ya Chai lay listening to the rustling of bamboo, the suspect is suffering. Cao County officials, little my, a total turn off. Old of feudal official even has so feelings, alone we is to serving for purposes of people servant does? we more should always hold with on people of deep feelings, heart Department masses of leading visited tea, care masses of emotions thoughts complained, always insisted put masses of interests put in first, consciously from itself do up, from small do up, from masses most care, and most directly, and most reality of interests problem grabbed, real do love for people by Department, and right for people by with, and Lee for people by conspiracy to. Three with the fame of mind. Non-indifferent not insist your dream, without serenity not go far. Ascension to fame is morality, is the sublimation of the soul. As Township and village, be sure to maintain a normal state of mind, establish a correct viewpoint on power, position and values and Outlook, as fame is light like water, depending . 50 km, also red and like hundreds of thousands of the KMT military combat, but he went on to collect a variety of newspapers and magazines, and then race against time to pore over. As long as the study of mind, it is not necessary to come to the library, workshops, into the villages, people learned farming techniques, problem-solving methods, participation in目 录1工程概况 1 1.1.工程名称.1 1.2场地概况.1 1.3.设计任务.1 2工程地质条件.2 3设计计算内容.5 3.1.设计荷载.5 3.2.无筋扩展基础设计.6 3.2.1.确定基础埋深以及持力层的承载力.63.2.2.确定基底尺寸.63.3.3.承载力以及偏心距计算.7 3.2.4.地基变形验算.73.2.5.确定基础高度以及构造尺寸.7 3.3.扩展基础设计计算.8 3.3.1.确定基础埋深以及持力层的承载力.93.3.2.确定基底尺寸.9 3.3.3.承载力以及偏心距计算 9 3.3.4.地基变形验算 103.3.5.荷载计算 10 3.3.6.确定基础高度 113.3.7.内力计算 113.3.8.抗弯钢筋的配置 12 3.3.9.施工简述 133.4.桩基础设计计算 14 3.4.1.确定桩端持力层和承台埋深 143.4.2.确定单桩竖向极限承载力标准值Quk .153.4.3.初步估计所需桩数n 153.4.4.进行桩位布置和确定承台尺寸 163.4.5.计算考虑群桩效应下的基桩竖向承载力设计值R并验算桩数是否合适 16 3.4.6.求算桩顶荷载 173.4.7.基桩竖向抗压承载力验算 183.4.8.基桩水平承载力验算 183.4.9.承台抗冲切验算 18 3.4.10.承台斜截面受剪验算203.4.11.受弯计算203.4.12.抗弯钢筋配置213.4.13.施工简述21 4参考文献.22conferences, learned superiors policies; reports, you can learn to deal with problems, art, just wanted to learn, to learn at any time. To continuously expand the scope of the study. The complexity and comprehensiveness of our work, decided to not only do we want to be professionals, or if generalists, to dabble in different areas of knowledge. Mastery of knowledge not only to have knowledge to rational analysis. This on requirements we, not only to learning national of route, and approach, and policy, also to learning national of legal, and regulations; not only to with political theory armed mind, also to with economic theory guide work; not only to read history, also to read history; not only to absorption SM of mirror, also to gets is of road; not only to from local learn, also to to outside learn; not only to to books learn, also to field study learn. Therefore, I would encourage you, and more to the outside world when I have time to take a look at, take a stroll, outside developments, learn other peoples development approach, and then come back to guide our work. Second, we must think. Learning without thought to overshadow, thinking without learning is perilous. We want to foster the character of advancing with the times, forge ahead, often reflect themselves in adapting to the new situation on whether there are delays, have anything to fear in the reform and innovation, whether in terms of accelerating the development of a relaxation, keep promising State of mind. In order to do investigations, investigations is the road to heaven, God disposes of the base. To wants to real heard truth, and justice to truth, and get truth, received effectiveness, on must in-depth actual, and outreach, and in-depth masses, worship masses for Division, and masses heart, with masses with discussion everyone care of problem, listening they of calls, understand they of mood, feel they of suffering, summary they of experience, concentrated they of wisdom, especially on masses most hope, and most urgent, and most worries, and most complained of hot, and difficulties and focus problem, more to active research, caught not put. Dare to innovate, in our work, often remain the old way doesnt work, the new approach would not situation, the reason, the key is that many people know that copying other peoples ideas, mechanically, using someone elses old ways. To change this predicament, requires us to break the shackles of traditional concepts to overcome conservative, conformist, good at finding new problems and to accept new things, summarize new experience, new ideas, developing new programmes and Maverick, a new approach to solve problems, speed up development. Especially in implement superior policy spirit of process in the, both implementation, and cannot mechanically, to to extraordinary of courage and develop enterprising of spirit, put flexibility and principle combined up, put superior of spirit and local reality combined up, Yong conspiracy to breakthrough of policy, and exercise innovation of lift, developed out development works of, and grass-roots welcomes of土木工程专业基础工程课程设计1工程概况1.1.工程名称：某装配车间柱下基础设计1.2.场地概况：某装配车间采用单层钢筋混凝土排架承重结构，设计跨度24m，柱距6m，车间内有2对30吨中级工作制桥式吊车。建筑平面图见图2。规定室内地面标高为0.00，相当于黄海高程455.00m，室外地面标高为-0.15m，柱顶标高为12.50m，轨顶标高为9.80m。1.3.设计任务：1号角柱柱下独立基础、扩展基础和桩基础设计。角柱Z2：长宽=1000mm400mm；基础梁的横截面尺寸如图1，梁与柱之间的净距为20mm，置于柱子外侧的基础顶面（浅基础）或承台（桩基础）上。图1 基础梁的横截面尺寸示意图（单位：mm）（单位：mm）1 图2 装配车间平面图 （单位:：mm）2工程地质条件拟建工程为XX机械厂的装配车间，建筑场地位于该机械厂厂区内，厂房平面尺寸为42m24m，采用钢筋混凝土排架结构，结构的设计跨度为24m，柱距为6m。勘察工作按施工图设计阶段的要求进行。自X年X月X日开始，至X年X月X日结束。共完成钻孔6个，并结合钻孔取原状土样X个进行了室内土工实验。场地处地面平坦。据钻探揭露，各地层的情况如下：第层：人工填土。分布于场地表面，以灰黑色粉土为主，伴有碎砖，炉渣等杂物的填土层。厚约0.51.2m，结构疏松，土质不均，平均天然重度为17.1kN/m3。第层：粉质粘土。呈棕红色。除1#孔外各孔均有，厚度9.510.1m。硬塑可塑，土质较均匀。第层：粘土。呈黄黑色，各孔均可见到，没有钻透，据调查厚度在10m以上。土质均匀，可塑硬塑。场区地下水属潜水，初见水位在2.53.1m深处，稳定水位在2.93.9m深处。地下水补给来源为大气降水，水位随季节变化，无侵蚀性。根据钻探及室内土工实验的情况分析，第层杂填土不宜用作建筑物地基。建议把基础埋置在强度较高的第层粉质粘土或第层粘性土中。其地基承载力标准值分别为：第层：fk=180kPa第层：fk=220kPa建议：基础设计采用两种方案，即浅基础和桩基础。基础形式可采用柱下预制独立基础、柱下现浇独立基础、沉管灌注桩基础或预应力管桩基础。设计桩基时不宜采用大直径桩（如大直径灌注桩），而宜采用小直径桩（如预应力管桩）。在桩基础设计时，桩径或边长建议取值范围为300400mm，即选择桩径（或边长）为300mm、350mm、400mm的圆桩（方桩）钻探点布置见图3，地质剖面见图4，图5，土工试验成果见表2-1，地质柱状图略。图3 勘查点位置示意图图4 2#3#4#勘查结果示意图图5 1#2#勘查结果示意图表2-1 某机械厂装配车间土工试验结果汇总表（4#）试样编号取样深度/m土的分类名称天然含水量/%天然重度/kN/m3比重天然孔隙比液限/%塑限/%塑性指数液性指数压缩系数/MPa-1内摩擦角粘聚力/kPa2孔-12.603.00粉质粘土24.48133.8121.3925156.223设计计算内容: 3.1.设计荷载基础梁上的荷重（包括基础梁自重）为：标准组合时为30kN/m，基本组合时为40.5kN/m。各柱（标高-0.075m处）的荷载设计值如下 角柱Z2：（横向计算）荷载组合编号： L21 L22 3.2.无筋扩展基础设计：基础荷载标准值：3.2.1.确定基础埋深以及持力层的承载力。考虑到无筋扩展基础的高度通常较大，且有报告地质勘探报告第二土层粉质黏土层地基承载力较高，宜作为持力层。况且场区地下水属潜水，初见水位在2.53.1m深处，稳定水位在2.93.9m深处，基础埋深初拟为（室外地面）。考虑4#钻孔的数据因粉质黏性土e=0.6870.85,查表得：, 深度修正：3.2.2.确定基底尺寸。先按中心荷载计算，则将基底面积扩大为,基底尺寸拟为。此外，由于基底最小边长为2.8m，故前面由深度修正计算得到的不需要再进行宽度修正。3.2.3. 承载力以及偏心距计算。竖向力：弯矩： 满足要求。偏心距：满足要求。由于第层：，厚度达到9.8m,而且第层：，故可以不用对下卧层进行承载力验算。3.2.4.地基变形验算： 由于该建筑属一般工业建筑，在地基基础设计等级中属于丙级。由地基规范知，该地基在可不作地基变形计算设计等级为丙级的建筑物范围。而且其地基承载力特征值大于130kPa,所以可不进行地基变形验算。3.2.5.确定基础高度以及构造尺寸。若用C15混凝土，为满足基础构造要求，因此：在基础的b方向：在l方向： 故可取所以基础尺寸达4.02.82.0，由于基础埋深为2.2m可知，基础顶面在地面以下0.2m,故埋深满足要求。按构造要求做成5层台阶，具体尺寸如图6所示。 图6 无筋扩展基础尺寸（单位：mm）3.3.扩展基础设计计算：基础荷载标准值：基础荷载基本组合值：3.3.1.确定基础埋深以及持力层的承载力。 考虑到扩展基础的高度通常较无筋扩展基础的高度小，且有报告地质勘探报告第二土层粉质黏土层地基承载力较高，宜作为持力层。基础埋深拟为（室外地面）。考虑4#钻孔的数据因粉质黏性土e=0.6870.85,查表得：，,深度修正承载力特征值：3.3.2.确定基底尺寸。先按中心荷载计算，则:将基地面积扩大为,基底尺寸拟为。此外，由于基底最小尺寸为2.9m，故前面计算得到的不需要进行宽度修正。3.3.3. 承载力以及偏心距计算竖向力：弯矩： 满足要求。偏心距：满足要求。由于第层：，厚度达到9.8m,而且第层：，故可不用对下卧层进行承载力验算。3.3.4.地基变形验算： 有该建筑属一般工业建筑，在地基基础设计等级中属于丙级。、由地基规范知，该地基在可不作地基变形计算设计等级为丙级的建筑物范围。而且其地基承载力特征值大于130kPa,所以可不进行地基变形验算。故扩展基础底面积拟取4.0m2.9m。3.3.5.荷载计算：竖向力：弯矩： 3.3.6.确定基础高度。 初步拟定基础高度700mm，按规范要求，铺设垫层时保护层厚度不小于40mm，因此假设钢筋重心到混凝土外表面的距离为50mm，则混凝土有效高度h0=700-50=650mm，抗冲切破坏验算公式：首先计算。 故冲切力设计值： 式中，故，基础混凝土采用C30，其， 故h0=650mm能够满足抗冲切破坏要求3.3.7.内力计算。台阶宽高比： 显然最危险控制截面在柱边处 3.3.8.抗弯钢筋的配置。采用,其。沿长边方向，由， 宽度,按梁进行配筋，可得，选用16B16。实际上，大于原先假定的650mm，上述配筋显然是可以的。沿短边方向的钢筋通常置于长边钢筋之上，并假设采用B14钢筋，故，再由，宽度，可得。选用18B14。 基础的施工图见图7。 图7 扩展基础施工图(单位：mm)3.3.9.施工简述：1、建筑定位：根据房屋建筑的布置由建筑总平面图确定。宜先确定主轴线然后逐步进行细部定位。2、基础放线：在不受施工影响的地方设置基线和水准点，布置测量控制网。根据轴线，放出基槽开挖的边线。考虑到上步填土层，故采用适当放坡，根据现场开挖实际调整，但不宜过大。3、土方开挖：由于设计地面高于实际地面，故开挖的土方宜在周围堆积保留，由于基坑小而数量多且基坑较浅，故宜分组人工开挖，但注意在雨后施工进行必要排水。或保留300mm以上的土层。4、基槽验收：开挖完成后由勘察、设计、施工人员共同进行。检查槽平面位置、断面尺寸、底部高程等是否符合要求。特别注意是否有古河道、古墓穴等地基土异常情况，并做好记录。符合设计要求的进入下一步施工。若不符合要求的进行修补，或者重新调整设计。5、基础施工：验槽完成后应及时施做垫层，防止水对基地土扰动和浸泡，然后再垫层上定出基础的外边线。然后支侧模板，放置钢筋，最后浇注混凝土，浇注前进行隐蔽工程验收。6、基槽回填：基础施工完成后，应及时进行回填。回填应时与地下管线的埋设等工作统筹安排。最后进行压实。就此开始上部主体结构的的施工。3.4.桩基础设计计算：3.4.1.确定桩端持力层和承台埋深根据地质资料确定承台埋深1.0m。并初步选定采用钢筋混凝土预制方桩，桩的截面尺寸选为。4#-1粉质黏土层的液性指数,压缩性指数0.21MPa0.5MPa，可见该粉质黏土层从上到下的该土层属于坚硬的低压缩性土，该层作为桩端持力层更佳。初选桩的长度l为3m。 图8 桩基的土层分布3.4.2.确定单桩竖向极限承载力标准值Quk 采用公式。 桩侧桩端都是4#-1粉质黏土层，因，查表5-6，可得qsk=100kPa，qpk=3500kPa, 上层埋深，需要乘以修正系数0.8，于是有3.4.3.初步估计所需桩数n 在估算桩数时，首先需要计算单桩竖向承载力设计值R,由于桩的布置和桩数还未知，先不考虑承台效应和群桩效应。 确定桩数时，由于承台尺寸还没有确定，可先根据单桩承载力设计值和上部结构荷载初步确定。中心荷载时，估算桩数，为经验系数，建筑桩基可采用1.1-1.2，本设计取。 为方便布置，取，即采用9根桩。3.4.4.进行桩位布置和确定承台尺寸桩在平面上采用行列式布置，承台选为正方形，桩中心距,取边桩中心至承台边缘的距离为1d=0.3m,承台边缘至桩的外边缘为150mm，符合有关要求。取承台边长。3.4.5计算考虑群桩效应下的桩基竖向承载力设计值R并验算桩数是否合适 承台及其土重： 说明取可以满足要求。图9 承台平面与剖面3.4.6求算桩顶荷载竖向力:取承台的高度为0.6m,则承台底所受的弯矩（绕y轴）为 各基桩所受的平均竖向压力设计值为 基桩最大和最小竖向压力设计值为 03.4.