砌体结构课程设计(恒荷载3.1,活荷载2.6)(1)

1、.recovery and treatment in a timely manner. At the time of construction, should be taken to prevent dust and mud spill leak, measures such as the sewage outflow, vehicles stained with dirt, construction waste someone to clean up, to avoid polluting the environment 3.2 night arrangements of noise emi

2、tted by construction equipment, mixer noise emitted by machinery and equipment next to foam for noise control to prevent noise pollution of the surrounding environment. 3.3 construction managers and construction personnel, special operations personnel listing jobs, site operators, leaders, managers,

3、 operators, wearing a helmet is divided into red, blue and yellow species. 3.4 site construction and company's comprehensive evaluation, check scores published examination results issued on a regular basis. 4, construction site environmental protection measures in order to protect and improve th

4、e living environment and the ecological environment, prevent construction and operation of pollution and nuisance, safeguard the health of residents and workers near the construction area, promoting the development of Socialist construction, environmental protection must be the construction site. 4.

5、1 daily by the Deputy Project Manager, construction, safety officer for the afternoon the second comprehensive self test, where a violation of the provisions of the environment protection in construction site must be promptly identified and corrective action, made by construction workers on the day

6、of the construction of the log on post records. 4.2 monthly by the Department of projects to be checked, according to the environmental protection in construction site inspection, evaluation criteria for inspection score, fill in the score sheet as the basis for site evaluation of safe production an

7、d civilized. During the inspection, do not meet the environmental requirements of the "three" (people, time, and measures) modification, implementation and review review the duties specified. 4.3 4.3.1 pollution prevention measures in construction site clean up rubbish, used motor vehicle

8、shipments, no free air dispersion caused by dust. Construction of refuse to be cleaned up to a designated location, no feel free to pile up, cleaned up and when adequate water to reduce dust. 4.3.2 earthmoving construction site entrances and set the car wash, and arrange for someone to clean up tire

9、, not wheel dirt into other roads, affecting the city clean. 4.3.3 construction road construction site before construction ready plans and setting, make full use of red line layout, arrangement of temporary construction road, grass-roots energising, pavement paving the way Coke button, fine aggregat

10、e, and water at all times, reduce road dust. 4.3.4 construction when the protection of urban public facilities have been built, reasonable arrangements within the lot of construction organization, construction on the normal life of the residents and to minimize the impact of leisure. 4.3.5 easy clou

11、d of fine materialWe will continue to improve the company's internal control system, and steady improvement in ability to manage and control, optimize business processes, to ensure smooth processes, responsibilities in place; to further strengthen internal controls, play a control post independe

12、nt oversight role of evaluation complying with third-party responsibility; to actively make use of internal audit tools detect potential management, streamline, standardize related transactions, strengthening operations in accordance with law. Deepening the information management to ensure full comm

13、unication "zero resistance". To constantly perfect ERP, and BFS+, and PI, and MIS, and SCM, information system based construction, full integration information system, achieved information resources shared; to expand Portal system application of breadth and depth, play information system o

14、n enterprise of Assistant role; to perfect daily run maintenance operation of records, promote problem reasons analysis and system handover; to strengthening BFS+, and ERP, and SCM, technology application of training, improve employees application information system of capacity and level. Humanistic

15、 care to ensure "zero." To strengthening Humanities care, continues to foster company wind clear, and gas are, and heart Shun of culture atmosphere; strengthening love helped trapped, care difficult employees; carried out style activities, rich employees life; strengthening health and labo

16、ur protection, organization career health medical, control career against; continues to implementation psychological warning prevention system, training employees health of character, and stable of mood and enterprising of attitude, created friendly fraternity of Humanities environment. To strengthe

17、n risk management, ensure that the business of "zero risk". To strengthened business plans management, will business business plans cover to all level, ensure the business can control in control; to close concern financial, and coal electric linkage, and energy-saving scheduling, national

18、policy trends, strengthening track, active should; to implementation State-owned assets method, further specification business financial management; to perfect risk tube control system, achieved risk recognition, and measure, and assessment, and report, and control feedback of closed ring management

19、, improve risk prevention capacity. To further standardize trading, and strive to achieve "according to law, standardize and fair." Innovation of performance management, to ensure that potential employees "zero fly". To strengthen performance management, process control, enhance

20、employee evaluation and levels of effective communication to improve performance management. To further quantify and refine employee standards . Work, full play party, and branch, and members in "five type Enterprise" construction in the of core role, and fighting fortress role and pioneer

21、 model role; to continues to strengthening "four good" leadership construction, full play levels cadres in enterprise development in the南华大学城市建设学院 砌体结构课程设计 目录1、 课程设计任务书2、 课程设计计算书 砌体结构课程设计任务书一、 设计题目：多层混合结构房屋设计某多层办公楼，建筑条件图见附图，对其进行结构设计。二、 设计内容1、结构平面布置图：柱、主梁、圈梁、构造柱及板的布置2、墙体的承载力的计算3、墙体局部受压承载力的计

22、算4、挑梁、雨蓬的计算5、墙下条形基础的设计6、绘制各层结构平面布置图（1：200）7、完成计算书三、 设计资料1、题号及楼面荷载取值第n题（见表一，表中有42道题目，每班学生根据学号选择相应的题号。）2、其它荷载取值（全部为标准荷载值）（1）、屋面活荷载取2.0,恒荷载取5.0（2）、卫生间活荷载取2.5,恒荷载取7.0（3）、钢筋混凝土容重（4）、平顶粉刷：0.40 （5）、基本风压：0.40kN/m2 （6）、铝合金门窗：0.25（7）、墙：240mm厚：5.24；180mm厚：4.103、地质条件 本工程建设场地地质条件较好，持力层为粘土层，持力层厚度4.0米，上部杂填土厚度1.2米,

23、持力层下无软弱下卧层。粘土层地耐力特征值为220kpa。4、材料（1）、混凝土：C20或C25（2）、砖采用页岩砖，砂浆采用混合砂浆或水泥砂浆，强度等级根据计算选定。表一题号恒载活载2.02.12.22.32.42.52.6 3.01234567 3.1891011121314 3.215161718192021 3.322232425262728 3.429303132333435 3.536373839404142 本人学号为14号，做第14题，楼面恒、活荷载分别为3.1，2.6。摘要：多层混合结构房屋是一种常见的建筑结构形式之一。它的结构设计的主要任务是结构承重体系的选型、墙体承载力验算

24、及基础设计。首先应充分了解设计任务，并根据相关资料选择结构承重体系和静力计算方案，然后计算各种荷载产生的内力并对内力进行组合，选取最不利内力组合对承重墙体进行承载力验算，根据计算对墙体采取一些必要的构造要求措施并进行基础设计，最后根据规范绘制各层结构平面图并注写图纸说明。对墙体的内力进行组合时，主要分为可变荷载控制和永久荷载控制两种。关键词：纵墙 局压 构造要求Abstract：Multi-layer composite structure housing is a common form of architectural structure. It is the main task of t

25、he structural design of load-bearing structural system selection, Bearing Capacity and the foundation wall design. Should first fully understand the design task, and select relevant information according to the structure and static load-bearing system calculation program, and then calculate the inte

26、rnal force generated by the various loads and internal forces to combine, select the most unfavorable combination of internal forces for Bearing Capacity of the main wall, according to calculated on the construction of the wall to take the necessary measures and to conduct basic design requirements,

27、 and finally draw the layers of the plan according to specifications and drawings note written instructions. Combination of the internal forces on the wall, the main load control is divided into variable and permanent load control two.Keywords： Vertical wall Compression Construction requirements计算书内

28、容 一、 结构方案1. 主体结构设计方案该建筑物层数为五层，总高度为16.5m，层高3.3m<4m;体形简单，室内要求空间小，横墙较多，所以采用砖混结构能基本符合规范要求。2. 墙体方案及布置（1） 变形缝：由建筑设计知道该建筑物的总长度32.4m<60m，可不设伸缩缝。工程地质资料表明：场地土质比较均匀，领近无建筑物，没有较大差异的荷载等，可不设沉降缝；根据建筑抗震设计规范可不设防震缝。（2） 墙体布置：应当优先考虑横墙承重方案，以增强结构的横向刚度。大房间梁支撑在内外纵墙上，为纵墙承重。纵墙布置较为对称，平面上前后左右拉通；竖向上下连续对齐，减少偏心；同一轴线上的窗间墙都比较均

29、匀。个别不满足要求的局部尺寸，以设置构造拄后，可适当放宽。根据上述分析，本结构采用纵横墙混合承重体系。（3） 14层墙厚为240mm，第五层墙厚180mm。（4） 顶层采用MU15烧结页岩砖，Mb10混合砂浆；三至五层采用MU10烧结页岩砖，Mb7.5混合砂浆。（5） 梁的布置：梁尺寸为L-1，L-2为250mm*600mm，L-3为240mm*500mm伸入墙内240mm，顶层为180mm。梁布置见附图1-1。（6） 板布置：雨篷，楼梯间板和卫生间楼面采用现浇板，其余楼面均采用预制装配式楼面，预制板型号为YKB3652，走廊采用YKB2452。具体布置见附图。3. 静力计算方案 由建筑图可知

30、，最大横墙间距s=10.5m，屋盖、楼盖类别属于第一类，s<32m， 查表可知，本房屋采用刚性计算方案。二、荷载资料（均为标准值）根据设计要求，荷载资料如下：1、 屋面恒荷载：, 屋面活荷载：。2、 楼面恒荷载：， 楼面活荷载：。3、卫生间恒荷载：，活荷载：。4、钢筋混凝土容重：。5、墙体自重标准值1-4层厚墙体自重；第五层180mm厚，自重 (按墙面计) 铝合金玻璃窗自重 (按墙面计) 6、基本风压，且房屋层高小于4m，房屋总高小于38米，所以设计不考虑风荷载的影响。7、 楼梯间恒荷载，活荷载3、 墙体高厚比验算 1、 外纵墙高厚比验算 室内地面距基础高度为0.8m，故底层高度H=3.

31、3+0.8=4.1m， s=10.5m，即s>2H=8.2m，第一层计算高度H0=1.0H=4.1m，二层及二层以上为H0=3.3m。一至四层墙厚0.24m，第五层墙厚0.18m,承重墙取。有窗户的墙允许高厚比 ： ；允许高厚比，查表得：当砂浆强度等级为M10, M7.5时，=26。a、底层高厚比验算：（满足要求）；b、二层四层纵墙高厚比验算：（满足要求）；c、第五层纵墙高厚比验算：（满足要求）2、内纵墙高厚比验算 a、墙体的计算高度，底层： （满足要求）； b、二四层纵墙高厚比验算：（满足要求）；c、顶层内纵墙高厚比验算：（满足要求）3、 横墙高厚比验算 外横墙底层 ：左横墙s=6.3

32、m，H=4.1m，H<s<2H，H0=0.4s+0.2H=3.34m，无门洞2=1.0 右横墙s=6.0m，H=4.1m，H<s<2H，H0=0.4s+0.2H=3.22m，无门洞2=1.0二层四层：左横墙：s=6.3m，H=3.3m，H<s<2H，H0=0.4s+0.2H=3.18m 右横墙：s=6.0m，H=3.3m，H<s<2H，H0=0.4s+0.2H=3.06m 顶层：左横墙：s=6.3m，H=3.3m，H<s<2H，H0=0.4s+0.2H=3.18m 右横墙：s=6.0m，H=3.3m，H<s<2H，H0=0

33、.4s+0.2H=3.06m 内横墙：底层：s=2.4m，H=4.1m，s<H，H0=0.6s=1.44m 二层四层：s=2.4m，H=3.3m，s<H，H0=0.6s=1.44m 第五层：s=2.4m，H=3.3m，s<H，H0=0.6s=1.44m 故所有横墙满足要求。4、 结构承载力计算选定计算单元： 在房屋层数、墙体所采用材料种类、材料强度、楼面（屋面）荷载均相同的情况下，在外纵墙取一开间为计算单元，有门窗洞口时，计算截面宽度取窗间墙的宽度，由于内纵墙的洞口面积较小，不起控制作用，因而不必计算。外纵墙最不利计算位置可根据墙体的负载面积与其截面面积的比值来判别。横墙取1

34、米为计算单元，同时取卫生间的墙体和楼梯间的横墙为计算单元。（1）纵墙的承载力验算 最不利窗间墙垛的选择墙垛长度/mm2000负载面积A/m3.5×3.155.5125 荷载计算 A. 屋盖荷载： 屋面恒荷载标准值 5.4 屋面活荷载标准值 2.0 梁及梁上抹灰：25×0.6×0.25×6.3/2+0.4×（0.6-0.12）×6/2=13.02KN 基本风压为0.4< 0.7,故不考虑风荷载影响。 设计值： 由可变荷载控制：=1.2×（13.02+5.4×3.5×3.15）+1.4×2.0

35、×3.5×3.15 =117.94KN 由永久荷载控制：= 1.35×（13.02+5.4×3.5×3.15）+2.0×1.4×0.7×3.5×3.15=119.56KNB. 楼面荷载： 屋面恒荷载 3.5 梁及梁上抹灰 13.02KN 活载 2.6设计值： 由可变荷载控制：=1.2×（13.02+3.5×3.5×3.15）+1.4×2.6×3.5×3.15=102.06KN。由永久荷载控制：= 1.35×（13.02+3.5×

36、;3.5×3.15）+0.7×1.4×2.6×3.5×3.15=97.76KN。 墙体自重及顶层梁范围自重女儿墙重（厚180mm，高500mm），高度为500+120=620mm，梁高为600mm。 标准值：= 4.1×3.5×0.62+0.6×3.5×4.1 =17.51KN设计值： 由可变荷载控制：17.51×1.2 =21.01KN 由永久荷载控制： 17.51×1.35=23.63KN计算每层墙体自重时，应扣除窗口面积，加上窗自重。A).顶层，墙厚180mm,计算高度3.3m,

37、自重标准值3.5×3.31.5×1.5×4.11.5×1.5×0.2538.69kN设计值：由可变荷载控制： 38.69×1.2=46.43KN由永久荷载控制： 38.69×1.35=52.23KNB). 对2,3,4,层，墙体厚度均为240mm，计算高度3.3m，其自重标准值为： （3.5×3.31.5×1.5）×5.24+1.5×1.5×0.25= 49.29KN设计值：由可变荷载控制： 49.29×1.2=59.15KN由永久荷载控制： 49.29×

38、1.35=66.54KNC).对1层，墙体厚度为240mm，底层楼层高度为3.3+0.45+0.35-0.6=3.5m（3.5×3.5-1.5×1.5）×5.24+1.5×1.5×0.25=52.96 KN设计值： 由可变荷载控制：52.96×1.2=63.56KN 由永久荷载控制：52.96×1.35=71.50KN内力计算 屋面及楼面梁的有效支承长度底层MU15，Mb10，f=2.31N/mm，取=161mm二四层 MU10，Mb7.5，f=1.69N/mm，取=188mm顶层 MU10，Mb7.5, f=1.69N/m

39、m 取=180mm 纵向墙体的计算简图 由可变荷载控制的纵向墙体内力计算表楼层上层传荷本层楼盖荷载截面截面(KN.M)521.0130117.9418030.64.24138.95185.384185.380102.0618844.84.57287.44346.593340.640102.0618844.84.57442.70501.852495.900102.0618844.84.57597.96657.111651.160102.0616155.65.67753.22815.78表中 =+ M =·+·(负值表示方向相反) =+（墙重） （h为支承墙的厚度）顶层：（h为

40、支承墙的厚度） 由永久荷载控制的纵向墙体内力计算表楼层上层传荷本层楼盖荷载截面截面(KN.M)523.6330119.5618030.64.37143.19195.424195.42097.7618844.84.38293.18359.723356.77097.7618844.84.38454.53521.072518.12097.7618844.84.38615.88682.421679.47097.7616155.65.44777.23848.73体承载力计算该建筑物的静力计算方案为刚性方案，因此静力计算可以不考虑风荷载的影响，仅考虑竖向荷载。在进行墙体强度验算时，应该对危险截面进行计算，

41、即内力较大的截面；断面削弱的截面；材料强度改变的截面。所以应对荷载最大的底层墙体进行验算（240mm墙）；二层荷载虽比底层小，但砌体强度较小（一，二层用M10砂浆，三层用M7.5砂砌筑）；五层的砌体强度与2-4层相同，但截面有变化。所以应对一，二，五层墙体的截面进行强度验算。对于每层墙体，纵墙应取墙顶截面以及墙底截面进行强度验算。计算结果如下表：纵向墙体由可变荷载控制时的承载力计算表计算项目第一层第二层第五层截面截面截面截面截面截面 5.6704.5704.240753.22815.78597.96657.11138.95185.387.52807.643030.516024024024024

42、01801800.031400.031800.169503.53.53.33.33.33.314.5814.5813.7513.7518.3318.330.6940.7560.7020.7760.3740.66248000048000048000048000036000036000015151010101010107.57.57.57.52.312.311.691.691.691.69769.51838.25569.46629.49227.54402.761111 1 1 纵向墙体由永久荷载控制时的承载力计算表计算项目第一层第二层第五层截面截面截面截面截面截面 5.4404.3804.3707

43、77.23848.73615.88682.42143.19195.427.0007.11030.5202402402402401801800.029200.029600.169603.53.53.33.33.33.314.5814.5813.7513.7518.3318.330.6970.7560.7080.7760.3750.66248000048000048000048000036000036000015151010101010107.57.57.57.52.312.311.691.691.691.69772.83838.25574.33629.49304.20402.761111 1 1

44、综合上表可以看出，计算墙体在房屋的12层不满足承载力要求，说明本设计的第一、二层墙体截面偏小或选用的材料强度等级过低。应在第一层设置构造柱来提高墙的承载力，并提高第二层墙体的材料强度等级，即一二层材料强度相同MU15Z砖，MU10混合砂浆，经验算后符合要求。 砌体局部受压计算大梁下局部受压验算，验证 +f 上述窗间墙第一层墙垛为例，墙垛截面为240mm×2000mm,混凝土梁截面为600mm×250mm,支承长度240mm. 根据内力计算，当由可变荷载控制时，本层梁的支座反力为=102.06kN，=657.11kN 当由永久荷载控制时，本层梁的支座反力为=97.76KN，=

45、682.42kN= 161 mm<240 mm=b =161×250=40250 mm=240×(2×240+250)=175200 mm=4.353，取=0 压应力图形完整系数=0.7f=0.7×1.64×40250×2.31=106.74KN>=102.06KN（满足要求）。同理，改变砌筑材料后的第二层也会满足要求。第三层由于材料强度值降低,故需验算局压。第三层梁端局压验算： 根据内力计算，当由可变荷载控制时，本层梁的支座反力为=102.06KN，=346.59KN 当由永久荷载控制时，本层梁的支座反力为=97.76K

46、N，=359.72KN= 188.42mm<240mm=b =188.42×250=47105mm=240×(2×240+250)=175200 mm =3.723 , 所以=0；压应力图形完整系数=0.7f=0.7×1.58×47105×1.69= 88.05KN=102.06KN梁下局部受压承载力不满足要求，设制垫块尺寸为240mm×750mm，垫块高度为250mm，满足构造要求。 则 2180000750240AmmbaAbbbl=´=´=因为 7502×2401230mm2000m

47、m 所以 A0295200mm2=1.64 ,1.02428.18.08.01=´=gg上部荷载产生的平均压应力 查表可得刚性垫块上表面梁端有效支撑长度：Nl合力点至墙边的位置为 0.4Nl对垫块重心的偏心距为 垫块承重的上部荷载为 0.74×180000=133.2kN 作用在垫块上的轴向力 N=Nl+N0=132.2+102.06=239.26KN轴向力对垫块重心的偏心距 查表可得 834.0=j>N=239.26 满足要求第五层由于墙体截面发生变化，故也需要验算局部压力。根据内力计算，当由可变荷载控制时，本层梁的支座反力为=117.94KN，=21.01KN 当

48、由永久荷载控制时，本层梁的支座反力为=119.56KN，=23.63KN= 180mm<240mm=b =180×250=45000mm=180×(2×180+250)=109800 mm =2.44<3 , 所以=1.5-0.5×2.44=0.28； 压应力图形完整系数=0.7f=0.7×1.42×45000×1.69= 75.59KN+=120.38KN 不满足要求设制垫块尺寸为180mm×800mm，垫块高度为250mm，满足构造要求。 则 2144000800180AmmbaAbbbl=

49、0;=´=因为 8002×1801160mm2000mm 所以 A0208800mm2=1.45 ,1.00826.18.08.01=´=gg上部荷载产生的平均压应力 查表可得刚性垫块上表面梁端有效支撑长度：Nl合力点至墙边的位置为 0.4Nl对垫块重心的偏心距为 垫块承重的上部荷载为 0.065×144000=9.36kN 作用在垫块上的轴向力 轴向力对垫块重心的偏心距， 查表可得 566.0=j>N=128.92 满足要求(2) 横墙的承载力验算 荷载计算 对于楼面荷载较小，横墙的计算不考虑一侧无活荷载时的偏心受力情况，按两侧均匀布置活荷载的轴

50、心受压构件取1m宽横墙进行承载力验算。卫生间之间的横墙承受由现浇板传来的荷载，现浇板为双向板，内力较大，需要进行墙体承载力验算；同时楼梯间荷载也较大，需要对二号轴线墙体进行验算，楼梯墙上的梁传来的集中荷载等效转化为均布荷载作用于墙上。A.标准一米横墙承载力验算屋盖荷载设计值：由可变荷载控制： =1.2×5.4×3.5×1.0+1.4×2×3.5×1.0=32.48KN由永久荷载控制的组合：=1.35×5.4×3.5×1.0+0.7×1.4×2×3.5×1.0=32.

51、38KN楼面荷载： 由可变荷载控制=1.2×3.5×3.5×1.0+1.4×2.6×3.5×1.0=27.44KN由永久荷载控制的组合：1.35×3.5×3.5×1.0+1.4×2.6×3.5×1.0=29.28KN墙体自重：第五层墙体厚180mm，计算高度3.3m自重标准值为： 4.10×3.3×1.0=13.53KN设计值： 由可变荷载控制的组合：1.2×13.53=16.24KN 由永久荷载控制的组合：1.35×13.53=18.

52、27KN对2，3，4层，墙厚240mm，计算高度3.3m自重标准值为：5.24×3.3×1.0=17.29KN设计值 由可变荷载控制的组合：17.29×1.2=20.75KN 由永久荷载控制的组合：17.29×1.35=23.34KN 对一层，墙厚为240mm，计算高度3.5m自重标准值为：5.24×3.5×1.0=18.34KN设计值 由可变荷载控制的组合：18.34×1.2=22.01KN 由永久荷载控制的组合：18.34×1.35=24.76KN承载力验算 横向墙体由可变荷载控制时的承载力计算表计算项目第一层

53、第三层第五层242.74145.1048.722402401803.53.33.314.5813.7518.330.7560.7760.6622400002400001800002.311.691.69419.13314.75201.38111横向墙体由永久荷载控制时的承载力计算表计算项目第一层第三层第五层262.55155.8950.652402401803.53.33.314.5813.7518.330.7560.7760.6622400002400001800002.311.691.69419.13314.75201.38111上述承载力计算表明，墙体的承载力满足要求。B.楼梯间的横墙计算屋盖荷载设计值：由可变荷载控制： = 1.2×（5.4×1.75×1.0+5.4×1.75×1.0）+1.4×