单层厂房钢屋面超高排架施工方案.doc

First compliance review of the application of the appraisal Committee, only through the compliance review of the application to take part in a detailed review. 8.1 application compliance review: does not meet one of the following conditions, procuratorial Agency to submit application through compliance reviews, be invalidated: (1) application of the formats, contents, meet the requirements of selected files, powers of Attorney, declarations by the legal representative and the tender agent application to meet the requirements; (2) licence and a bidding agent qualifications meet the requirements; (3) the similar project tendering agency agent number and provide proof of material compliance; (4) the tendering Agency intends to put into this project the number of professionals to meet the requirements; (5) are intended to the agent of the project as a project manager has similar projects the number of and references to meet the requirements; (6) no fraud case. 8.2 application review in detail the Evaluation Committee through compliance reviews will be selected for detailed review of the application. 8.2.1 tender agent institutions similar project tender performance requirements (16 points) tender agent institutions similar project tender performance 16 points, by two part composition (1) agent similar project of cumulative bid amount scored calculation rules for: Agent water project bid amount (on January 1, 2007 has has bid notice for associate) cumulative each reached 100 million Yuan have 2 points, water project cumulative bid amount scored up not over 6 points. In addition, completes a bid worth more than 500 million yuan in total 1 minute, but other items score accumulated winning amount up to a maximum of 6 points. (2) calculation rule for the number of agents similar projects: proxy bid amount (since January 1, 2007 winning notice shall prevail) bidding projects in more than 50 million Yuan by 2 points, but the Agency projects the number of scores up to 3 minutes. 8.2.2 to be agents of the construction project as a project manager in the same project performance (10 points) Project Manager agent performance scores including agents of the bidding agencies of similar projects, as well as in other similar project tendering agency service agent during performance. Total 10 Project Manager agent performance, made up of two parts (1) acting like the accumulated winning amount calculation rule: agents for water conservancy project bid amount (since January 1, 2007 winning notice for example) cumulative average reached 100 million Yuan 3 but scored no more than 5 minutes. (2) calculation rule for the number of agents similar projects: proxy bid amount (since January 1, 2007 winning notice for example) in the more than 50 million Yuan water conservancy project period of 3 minutes, but scores the number of agents similar projects up to a maximum of 5 points. Project Manager demonstrated to provincial-level and higher peoples Government or the development and Reform Commission published the winning bidder on the designated media publicity shall prevail. 8.2.3 staff requirement (25 points) 1, to the construction project serving personnel, 4 years experience in tendering agent, 2 points per person, 2 years experience in tendering agent .Pig is not a pig. With domestic international market and technology big environment of changes, as China traditional industry of pig production of job way and profit way are requirements related industry for resources integration, to quality security for premise, regulation based farming, and management cost and the production, and sales cost, go standardization, and scale, and intensive, and market road, fast upgrade whole industry chain of regulation capacity, market competition capacity and anti-risk capacity. First, industry analysis (a) the basic situation in China is a traditional hog production and consumption country, 2008 46.15 million tons of pork, pig stock 462.64 million head by the end pig slaughter 609.6 million. National pig industrys annual production value at around 650 billion yuan, nearly 50% per cent of annual output value of animal husbandry. Sichuan province in 2008 produced 6.52 million tons of pork, with 694,000 tons of Chengdu city, live pig sell 10.46 million, first 15 Vice-provincial cities in the country. The whole nation advantage regional planning (2008-2015) there are 437 counties (cities), 55, Sichuan, Chengdu has 7 (including in pengzhou). International pig industry mainly include the European Union, the United States, and Canada, and Brazil and other absolute scale of animal husbandry industry and technology developed countries. Market 1, the domestic market from Chinas meat consumption habits and economic analysis of the development situation, the emergence of new trends in the market of domestic pork and its products. Docking is a pig production and sales more closely. The Yangtze River Delta, Pearl River Delta and the Bohai rim economic developed area industrial structure adjustment gathered pace, two or three industries to the Central and Western bias. Second, the rigid domestic consumption growth. For a long period, pork is still the largest variety of meat consumption in China, the absolute consumption continues to grow. Especially in the vast rural market growth potential. Third, market for pork and higher product quality requirements. Pollution-free pork safety and health has shown a very good market prospects. Four is the market changing. Currently, cold meat, more and more varieties of meat and pork meat products, which accounted for a large proportion of pork consumption, stores, chain stores, supermarkets and other marketing methods is on the rise, and transport has been extended to more than 2000 km in RADIUS. Chengdu is an important River pig resource market, the citys commercial rate reaches above 60% of live pigs, pork and raw materials primary processing products in the domestic and international reputation is high. Western hog trading center in Chengdu and provides disease-free areas of construction in order to further accelerate the development of swine industry realizes space and conditions. 2, the international markets at present, annual volume of trade in live pigs in the world year around 18 million, about 6 million tons of pork trade. A large net exporter of pork is mainly the EU and North America,-importing countries mainly in Asia, Japan, and Korea, and Singapore, the Philippines, Hong Kong and other countries and regions, as well as Russia, about 3 million tonnes were imported. It is predicted that the world meat consumption increase of 80% in Asia in the future, our country has obvious geographical advantages, export potential. With the advancement of live pigs superiority industry belt construction, animal disease . 上海嘉定联谊建筑装潢有限公司 新爱特有限公司冲压车间超高排架施工方案第一章 编制依据1、 国家标准建筑工程施工质量验收统一标准（GN50300-2001）2、 建筑施工扣件式钢管脚手架安全技术规范JGJ130-20113、 钢管扣件式模板垂直支撑系统安全技术规程DG/TJ08-016-20114、 中华人民共和国工程建设标准强制性条文（2002版）5、 上海市工程建设地方标准强制性条文：建设工程安全生产条例6、 工程的设计图纸及相关技术要求7、 公司以往类似工程的施工经验第二章 工程概况一、 项目简况工程名称： 建设地点： 。建设单位： 设计单位： 监理单位： 施工单位： 二、 工程概况（一）建筑设计概况本工程 位于 ，建筑面积 4360 平方米（不含保温层）。建筑高度为 16.5 米。（二）结构设计概况本工程按现行国家和地方有关设计规范规程及初步设计的批准文件进行设计。本工程的结构设计使用年限为 50 年，结构的安全等级为 二 级，地基基础设计等级为二 级；抗震设防分类为 丙 类建筑，抗震设防烈度为 7 度，设计地震分组为第 1 组，设计基础地震加速度为 0.1 g，场地类别为 类，场地特征周期为 0.9 S。本工程0.000相当于绝对标高 5.55 m.室内外高差为 150 mm，详见施工图第三章 超高排架搭设区域概况需搭设超高排架的区域共为5个，详见附图。1区域为位于A轴面积为1536m2。1层梁结构标高为3.30m, 主梁截面尺寸240500（梁底支模高2.80m）;2层梁结构标高为7.75m, 主梁截面尺寸240500（梁底支模高7.25m）; 3层梁结构标高为12.50m, 主梁截面尺寸240500（梁底支模高12.00m）;4层梁结构标高为16.00m, 主梁截面尺寸240500（梁底支模高15.50m）;2区域为位于A轴面积为1536m2。1层梁结构标高为3.30m, 主梁截面尺寸240500（梁底支模高2.80m）;2层梁结构标高为7.75m, 主梁截面尺寸240500（梁底支模高7.25m）; 3层梁结构标高为12.50m, 主梁截面尺寸240500（梁底支模高12.00m）;4层梁结构标高为16.00m, 主梁截面尺寸240500（梁底支模高15.50m）;3区域为位于A轴面积为1536m2。1层梁结构标高为3.30m, 主梁截面尺寸240500（梁底支模高2.80m）;2层梁结构标高为7.75m, 主梁截面尺寸240500（梁底支模高7.25m）; 3层梁结构标高为12.50m, 主梁截面尺寸240500（梁底支模高12.00m）;4层梁结构标高为16.00m, 主梁截面尺寸240500（梁底支模高15.50m）;4区域为位于A轴面积为1536m2。1层梁结构标高为3.30m, 主梁截面尺寸240500（梁底支模高2.80m）;2层梁结构标高为7.75m, 主梁截面尺寸240500（梁底支模高7.25m）; 3层梁结构标高为12.50m, 主梁截面尺寸240500（梁底支模高12.00m）;4层梁结构标高为16.00m, 主梁截面尺寸240500（梁底支模高15.50m）;5区域为位于1-2轴面积为720m2。1层梁结构标高为3.30m, 主梁截面尺寸240500（梁底支模高2.80m）;2层梁结构标高为7.75m, 主梁截面尺寸240500（梁底支模高7.25m）; 3层梁结构标高为12.50m, 主梁截面尺寸240500（梁底支模高12.00m）;4层梁结构标高为16.00m, 主梁截面尺寸240500（梁底支模高15.50m）;第四章 超高模板排架设计1. 立杆：1、2、3、4、5区域立杆纵、横向间距均为1000mm、1200mm、1360mmm。详见附图超高排架区域，在主、次梁底的中心处设置顶撑，顶撑立杆底设置双扣件。立杆底均应设在填土压实后、做100mm厚碎石垫层、100mm厚C20混凝土垫层上，并设置垫木或垫板、并有可靠接触。立杆接长除顶层顶步可采用搭接处，其余各层各步接头必须采用对接扣件连接。底步立杆采用不同长度的钢管间隔布置，立杆上的对接扣件应交错布置。2. 扫地杆：纵向扫地杆应采用直角扣件固定在距底座不大于200mm 处的立杆上，横向扫地杆应采用直角扣件固定在紧靠纵向扫地杆下方的立杆上，纵、横向扫地杆应每排设置。3. 纵、横向水平杆：水平牵杆在纵、横每个方向上应每排设置，且上下两道水平杆之间宜交错布置。纵、横向水平杆步距均为1500mm。4. 剪刀撑：超高排架四边应由底至顶设置连续垂直剪刀撑、中间纵、横向每隔4m立杆间距均应设置一道垂直剪刀撑，剪刀撑与地面夹角为45或60，由底至顶连续设置。垂直剪刀撑除在框架柱四周全面布置外，在框架柱跨度间宜以不大于4m间距设纵横向剪刀撑，形成44m空间网格。在梁底下应设一道水平剪刀撑，搭设8.5梁下水平剪刀撑至扫地杆之间应设一道水平剪刀撑，并应满堂布置。详见附图计算书本工程现场实际所采用的钢管为482.8(mm壁厚)，在计算和验算时考虑其多次周转使用的因素，故在计算时按482.8(mm壁厚)进行计算，特此说明。1#区域240X500梁模板扣件钢管高支撑架计算书 高支撑架的计算参照建筑施工扣件式钢管脚手架安全技术规范（JGJ130-2001）。 模板支架搭设高度为16米， 基本尺寸为：梁截面 BD=400mm700mm，梁支撑立杆的横距(跨度方向) l=0.80米，立杆的步距 h=1.50米， 模板支架的计算参照建筑施工扣件式钢管脚手架安全技术规范（JGJ130-2001）。 模板支架搭设高度为16.0米， 搭设尺寸为：立杆的纵距 b=1.50米，立杆的横距 l=1.50米，立杆的步距 h=1.80米。 图1 楼板支撑架立面简图 图2 楼板支撑架荷载计算单元 采用的钢管类型为483.0。 一、模板面板计算 面板为受弯结构,需要验算其抗弯强度和刚度。模板面板的按照三跨连续梁计算。 静荷载标准值 q1 = 0.0000.0001.500+0.0001.500=0.000kN/m 活荷载标准值 q2 = (0.000+0.000)1.500=0.000kN/m 面板的截面惯性矩I和截面抵抗矩W分别为: 本算例中，截面惯性矩I和截面抵抗矩W分别为: W = 150.001.801.80/6 = 81.00cm3； I = 150.001.801.801.80/12 = 72.90cm4； (1)抗弯强度计算 f = M / W f 其中 f 面板的抗弯强度计算值(N/mm2)； M 面板的最大弯距(N.mm)； W 面板的净截面抵抗矩； f 面板的抗弯强度设计值，取15.00N/mm2； M = 0.100ql2 其中 q 荷载设计值(kN/m)； 经计算得到 M = 0.100(1.20.000+1.40.000)0.3000.300=0.000kN.m 经计算得到面板抗弯强度计算值 f = 0.00010001000/81000=0.000N/mm2 面板的抗弯强度验算 f f,满足要求! (2)抗剪计算 T = 3Q/2bh T 其中最大剪力 Q=0.600(1.20.000+1.40.000)0.300=0.000kN 截面抗剪强度计算值 T=30.0/(21500.00018.000)=0.000N/mm2 截面抗剪强度设计值 T=1.40N/mm2 抗剪强度验算 T T，满足要求! (3)挠度计算 v = 0.677ql4 / 100EI v = l / 250 面板最大挠度计算值 v = 0.6770.0003004/(1006000729000)=0.000mm 面板的最大挠度小于300.0/250,满足要求! 二、纵向支撑钢管的计算 纵向钢管按照均布荷载下连续梁计算，截面力学参数为 截面抵抗矩 W = 4.49cm3； 截面惯性矩 I = 10.78cm4； 1.荷载的计算： (1)钢筋混凝土板自重(kN/m)： q11 = 0.0000.0000.300=0.000kN/m (2)模板的自重线荷载(kN/m)： q12 = 0.0000.300=0.000kN/m (3)活荷载为施工荷载标准值与振倒混凝土时产生的荷载(kN/m)： 经计算得到，活荷载标准值 q2 = (0.000+0.000)0.300=0.000kN/m 静荷载 q1 = 1.20.000+1.20.000=0.000kN/m 活荷载 q2 = 1.40.000=0.000kN/m 2.抗弯强度计算 最大弯矩 M = 0.1ql2=0.10.001.501.50=0.000kN.m 最大剪力 Q=0.61.5000.000=0.000kN 最大支座力 N=1.11.5000.000=0.000kN 抗弯计算强度 f=0.000106/4491.0=0.00N/mm2 纵向钢管的抗弯计算强度小于205.0N/mm2,满足要求! 3.挠度计算 三跨连续梁均布荷载作用下的最大挠度 V=(0.6770.000+0.9900.000)1500.04/(1002.06105107780.0)=0.000mm 纵向钢管的最大挠度小于1500.0/150与10mm,满足要求! 三、板底支撑钢管计算 横向支撑钢管按照集中荷载作用下的连续梁计算 集中荷载P取纵向板底支撑传递力，P=0.00kN 支撑钢管计算简图 支撑钢管弯矩图(kN.m) 支撑钢管变形图(mm) 支撑钢管剪力图(kN) 经过连续梁的计算得到 最大弯矩 Mmax=0.000kN.m 最大变形 vmax=0.00mm 最大支座力 Qmax=0.000kN 抗弯计算强度 f=0.00106/4491.0=0.00N/mm2 支撑钢管的抗弯计算强度小于205.0N/mm2,满足要求! 支撑钢管的最大挠度小于1500.0/150与10mm,满足要求! 四、扣件抗滑移的计算 纵向或横向水平杆与立杆连接时，扣件的抗滑承载力按照下式计算(规范5.2.5): R Rc 其中 Rc 扣件抗滑承载力设计值,取8.0kN； R 纵向或横向水平杆传给立杆的竖向作用力设计值； 计算中R取最大支座反力，R=0.00kN 单扣件抗滑承载力的设计计算满足要求! 当直角扣件的拧紧力矩达40-65N.m时,试验表明:单扣件在12kN的荷载下会滑动,其抗滑承载力可取8.0kN； 双扣件在20kN的荷载下会滑动,其抗滑承载力可取12.0kN。 五、模板支架荷载标准值(立杆轴力) 作用于模板支架的荷载包括静荷载、活荷载和风荷载。 1.静荷载标准值包括以下内容： (1)脚手架的自重(kN)： NG1 = 0.12516.000=1.997kN (2)模板的自重(kN)： NG2 = 0.0001.5001.500=0.000kN (3)钢筋混凝土楼板自重(kN)： NG3 = 0.0000.0001.5001.500=0.000kN 经计算得到，静荷载标准值 NG = NG1+NG2+NG3 = 1.997kN。 2.活荷载为施工荷载标准值与振倒混凝土时产生的荷载。 经计算得到，活荷载标准值 NQ = (0.000+0.000)1.5001.500=0.000kN 3.不考虑风荷载时,立杆的轴向压力设计值计算公式 N = 1.2NG + 1.4NQ 六、立杆的稳定性计算 不考虑风荷载时,立杆的稳定性计算公式 其中 N 立杆的轴心压力设计值 (kN)；N = 2.40 轴心受压立杆的稳定系数,由长细比 l0/i 查表得到； i 计算立杆的截面回转半径 (cm)；i = 1.60 A 立杆净截面面积 (cm2)； A = 4.24 W 立杆净截面抵抗矩(cm3)；W = 4.49 钢管立杆抗压强度计算值 (N/mm2)； f 钢管立杆抗压强度设计值，f = 205.00N/mm2； l0 计算长度 (m)； 如果完全参照扣件式规范，由公式(1)或(2)计算 l0 = k1uh (1) l0 = (h+2a) (2) k1 计算长度附加系数，取值为1.155； u 计算长度系数，参照扣件式规范表5.3.3；u = 1.80 a 立杆上端伸出顶层横杆中心线至模板支撑点的长度；a = 0.60m； 公式(1)的计算结果： = 42.32N/mm2，立杆的稳定性计算 f,满足要求! 公式(2)的计算结果： = 27.83N/mm2，立杆的稳定性计算 f,满足要求! 七、楼板强度的计算 1.计算楼板强度说明 验算楼板强度时按照最不利考虑,楼板的跨度取0.00m，楼板承受的荷载按照线均布考虑。 宽度范围内配筋0级钢筋，配筋面积As=0.0mm2，fy=360.0N/mm2。 板的截面尺寸为 bh=1500mm0mm，截面有效高度 h0=-20mm。 按照楼板每0天浇筑一层，所以需要验算0天、0天、0天.的 承载能力是否满足荷载要求，其计算简图如下： 2.计算楼板混凝土0天的强度是否满足承载力要求 楼板计算长边0.00m，短边0.000.00=0.00m， 楼板计算范围内摆放11排脚手架，将其荷载转换为计算宽度内均布荷载。 第2层楼板所需承受的荷载为 q=11.2(0.00+0.000.00)+ 11.2(2.0011/0.00/0.00)+ 1.4(0.00+0.00)=1.00kN/m2 计算单元板带所承受均布荷载q=1.501.00=1.50kN/m 板带所需承担的最大弯矩按照两边固接单向板计算 Mmax=ql2/12=1.000.002/12=-1.00kN.m 验算楼板混凝土强度的平均气温为0.00，查温度、龄期对混凝土强度影响曲线 得到0天后混凝土强度达到-1.00%，C0.0混凝土强度近似等效为C-1.0。 混凝土弯曲抗压强度设计值为fcm=7.20N/mm2 则可以得到矩形截面相对受压区高度： = Asfy/bh0fcm = 0.00360.00/(1500.00-20.007.20)=0.00 查表得到钢筋混凝土受弯构件正截面抗弯能力计算系数为 s=0.010 此层楼板所能承受的最大弯矩为： M1=sbh02fcm = 0.0101500.000-20.00027.210-6=0.0kN.m 结论：由于Mi = 0.04=0.04 Mmax=-1.00 所以第0天以后的楼板楼板强度和不足以承受以上楼层传递下来的荷载。 第2层以下的模板支撑必须保存。 3.计算楼板混凝土0天的强度是否满足承载力要求 楼板计算长边0.00m，短边0.000.00=0.00m， 楼板计算范围内摆放11排脚手架，将其荷载转换为计算宽度内均布荷载。 第3层楼板所需承受的荷载为 q=11.2(0.00+0.000.00)+ 11.2(0.00+0.000.00)+ 21.2(2.0011/0.00/0.00)+ 1.4(0.00+0.00)=1.00kN/m2 计算单元板带所承受均布荷载q=1.501.00=1.50kN/m 板带所需承担的最大弯矩按照两边固接单向板计算 Mmax=ql2/12=1.000.002/12=-1.00kN.m 验算楼板混凝土强度的平均气温为0.00，查温度、龄期对混凝土强度影响曲线 得到0天后混凝土强度达到-1.00%，C0.0混凝土强度近似等效为C-1.0。 混凝土弯曲抗压强度设计值为fcm=7.20N/mm2 则可以得到矩形截面相对受压区高度： = Asfy/bh0fcm = 0.00360.00/(1500.00-20.007.20)=0.00 查表得到钢筋混凝土受弯构件正截面抗弯能力计算系数为 s=0.010 此层楼板所能承受的最大弯矩为： M2=sbh02fcm = 0.0101500.000-20.00027.210-6=0.0kN.m 结论：由于Mi = 0.04+0.04=0.09 Mmax=-1.00 所以第0天以后的楼板楼板强度和不足以承受以上楼层传递下来的荷载。 第3层以下的模板支撑必须保存。 4.计算楼板混凝土0天的强度是否满足承载力要求 楼板计算长边0.00m，短边0.000.00=0.00m， 楼板计算范围内摆放11排脚手架，将其荷载转换为计算宽度内均布荷载。 第4层楼板所需承受的荷载为 q=11.2(0.00+0.000.00)+ 21.2(0.00+0.000.00)+ 31.2(2.0011/0.00/0.00)+ 1.4(0.00+0.00)=1.00kN/m2 计算单元板带所承受均布荷载q=1.501.00=1.50kN/m 板带所需承担的最大弯矩按照两边固接单向板计算 Mmax=ql2/12=1.000.002/12=-1.00kN.m 验算楼板混凝土强度的平均气温为0.00，查温度、龄期对混凝土强度影响曲线 得到0天后混凝土强度达到-1.00%，C0.0混凝土强度近似等效为C-1.0。 混凝土弯曲抗压强度设计值为fcm=7.20N/mm2 则可以得到矩形截面相对受压区高度： = Asfy/bh0fcm = 0.00360.00/(1500.00-20.007.20)=0.00 查表得到钢筋混凝土受弯构件正截面抗弯能力计算系数为 s=0.010 此层楼板所能承受的最大弯矩为： M3=sbh02fcm = 0.0101500.000-20.00027.210-6=0.0kN.m 结论：由于Mi = 0.04+0.04+0.04=0.13 Mmax=-1.00 所以第0天以后的楼板楼板强度和不足以承受以上楼层传递下来的荷载。 第4层以下的模板支撑必须保存。 5.计算楼板混凝土0天的强度是否满足承载力要求 楼板计算长边0.00m，短边0.000.00=0.00m， 楼板计算范围内摆放11排脚手架，将其荷载转换为计算宽度内均布荷载。 第5层楼板所需承受的荷载为 q=11.2(0.00+0.000.00)+ 31.2(0.00+0.000.00)+ 41.2(2.0011/0.00/0.00)+ 1.4(0.00+0.00)=1.00kN/m2 计算单元板带所承受均布荷载q=1.501.00=1.50kN/m 板带所需承担的最大弯矩按照两边固接单向板计算 Mmax=ql2/12=1.000.002/12=-1.00kN.m 验算楼板混凝土强度的平均气温为0.00，查温度、龄期对混凝土强度影响曲线 得到0天后混凝土强度达到-1.00%，C0.0混凝土强度近似等效为C-1.0。 混凝土弯曲抗压强度设计值为fcm=7.20N/mm2 则可以得到矩