钢筋工程量计算书

《钢筋工程量计算》教学设计方案任课教师：年月日教研室主任（签字）：年月日《钢筋工程量计算》教学设计方案教学内容时间分配一、掌握平法的组成及基本原理；层次性、关联性、相对完整性的理解及应用。

二、掌握钢筋的基本知识；1、钢筋的种类表示方法及图例（讲授法、讨论法）。

三、掌握保护层计算方法；1、运用多媒体讲授：保护层的概念及作用。

2、引导学生根据图集来找出保护层的影响因素有哪些？3、完成学材有关保护层计算的任务4、展示个别小组展示答案并发言讨论保护层计算要点。

四、掌握锚固长度的计算方法；1、运用多媒体讲授：锚固长度的概念及作用。

2、引导学生根据图集来找出锚固长度的影响因素有哪些？3、完成学材有关锚固长度计算的任务。

4、展示个别小组展示答案并发言讨论锚固长度计算要点。

l a=ζa l abl aE=ζaE l a五、箍筋长度计算。

1、运用多媒体讲授：箍筋的概念及作用。

2、引导学生根据学材找出箍筋长度计算原理？3、案例引导学生分析、计算箍筋长度。

4、分组两大组分别完成学材有关箍筋长度计算的任务并绘制数据分析图。

六、课下完成征稽办公楼箍筋计算相关任务。

要求：绘制箍筋数据分析图并总结箍筋计算要点，汇报并完成评价。

课外学习引导及作业布置：1、完成学材箍筋计算1.5h 本次课小结与改进措施：任课教师：年月日教研室主任（签字）：年月日陕西铁路工程职业技术学院《钢筋工程量计算》教学设计方案一、基础构件的类型；1、任务引导：要求学生利用书籍、网络等资源找出四种基础类型，并说明其特点和适用范围，并画出周围有可能出现的一种基础的轴测图。

要求利用展示板形式展示，讲解。

2、教师点评并补充相关知识。

二、基础钢筋平法表示形式及识读；1、任务引导：利用平法图集和教材，完成教材45页平法识读任务；抽取小组展示传统表示法和平法表示法之间的转换图（条形基础和独立基础）。

2、师生共同总结基础平法表示特点。

三、基础构件钢筋工程量计算的原理；1、任务引导：①以独立基础为例，引导学生利用平法构造计算钢筋工程量；②在独立基础钢筋工程量计算的基础上，学生独立计算条形基础钢筋工程量，并总结经验。

目录第一章：编制说明及施工图说明1.编制总说明2.施工图说明第二章：工程量计算表一：建筑面积计算表表二：门窗统计表表三：基数计算表表四：楼面预制构件统计表表五：工程量计算表表六：钢筋工程量计算表表七：钢筋工程量汇总表第三章：工料分析表表八：人工工日、机械台班、材料消耗分析表表九：人工、机械台班、材料消耗量汇总表第四章：工程造价计算分析表十：未计价材料费计算表表十一：主要材料价差调整表表十二：直接费计算表表十三：间接费计算表表十四：其他项目计算表表十五：定额直接工程费计算、调整表表十六：未计价材料费计算表表十七：主要材料价差调整表表十八：利税、税金调整表表十九：工程造价计算汇总表（土建）第一章编制说明及施工图说明一、编制总说明：1、工程概况：本工程为某公司四层砖混结构办公楼，建筑总面积。

具体做法可参见建筑设计说明。

2、投标报价范围包括：本司办公楼工程施工图范围内的建筑工程和装饰装修工程。

3、编制依据包括：（1) 本工程施工组织设计及所制定施工方案。

（2) 本工程现有建筑、结构施工图、图纸会审纪要、设计变更文件。

（3）《贵州省建筑装饰工程计价定额（2004）版》（4）人工费调整：2011年9月1日后执行黔建施通[2011]564号，黔建施通[2008]297号文安装专业人工费调增54%，其他专业调整57%，单独承包土石方工程调整%机械费调整：2011年9月1日后执行黔建施通[2011]564号。

（5）贵阳市2011年12月主要建筑材料市场指导价。

（6）关于印发《建筑安装工程费用项目组成的通知》[2003]206号。

（7）本工程施工合同，工程变更合同未计入。

（8）国家建筑相关法律、法规、及行政规章。

（9）图纸以外的相关措施费用及今后增加的工程数量按实签证，不包含在此次预算包干中。

4、工程说明：（1）本工程为学习指导参考用，施工图因不可直接用于实际工程。

本工程施工图预算价因编制人水平缺陷及缺乏相应的编制依据，不可用于该实际工程实际的投标报价或招标控制价。

一号楼工程量计算书一、柱钢筋计算1.±0.000以下的钢筋计算KZ 1:-纵筋：28 20()()11440.60.6 3.70.628114.833L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦81.0768m =()()()20.3 1.320.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦126.6768m =()()()30.250.820.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 84.8768m()()4110.80.320.0250.01222 1.90.0122100.012,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 42.336m ()()()50.820.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 37.506m ()()()60.520.02530.012 1.90.0122100.012,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 54.012m ()()()70.320.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 20.006m()()()80.2520.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 18.256m 1ni i L L ==∑ (8)n = 81.0768126.676884.876842.33637.50654.0120.00618.256=+++++++ 427.4872m = KZ 2:- 纵筋： 4 20()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 25()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.520.025840.008 1.90.0082100.008,0.075210.6 1.10.12 1.90.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦62.6944m =()()(){()}()20.50.02520.0224110.02220.50.0252240.008 1.90.0082100.008,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦81.2971m = 1ni i L L ==∑ (2)n =62.694481.2143.9915m =+=KZ 3:-纵筋： 7 20()()11440.60.6 3.70.6728.733L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦14 25()()11440.60.6 3.70.61457.433L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m=()()()20.250.920.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦90.364m =()()(){()}()30.50.02520.0254110.02520.50.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦52.8967m = ()()()40.920.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 39.13m()()()50.520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 25.13m()()()60.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (6)n =78.96490.36452.896739.132302.8647m =+++++=KZ 4:-纵筋：32 20()()11440.60.6 3.70.632131.233L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦81.0768m =()()()20.25 1.1520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦111.4768m = ()()()30.25120.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 100.0768m()()4110.50.320.0250.01222 1.90.0122100.012,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 40.0027m ()()5110.650.2520.0250.01222 1.90.0122100.012,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 36.211m ()()()6120.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 44.506m ()()()70.520.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 27.006m ()()()80.2520.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 18.256m 1ni i L L ==∑ (8)n =81.0768111.4768100.176840.002736.21144.50627.00618.256322.3243m =+++++++=KZ 5:-纵筋： 4 20()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦10 25()()11440.60.6 3.70.6104133L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦81.0768m =()()()20.3 1.620.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦149.4768m = ()()(){()}()30.50.02520.024110.0220.50.0252240.012 1.90.0122100.012,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦57.1773m = ()()4111.10.320.0250.01222 1.90.0122100.012,0.07526240.60.112L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 82.3387m ()()()5 1.620.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 65.506m ()()()60.320.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 20.006m 1ni i L L ==∑ (6)n =81.0768149.476857.177382.338766155.5816m =+++++=KZ 6:-纵筋： 5 20()()11440.60.6 3.70.6520.533L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦12 25()()11440.60.6 3.70.61249.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.420.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦71.364m=()()()20.250.820.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦82.764m =()()(){()}()30.50.02520.0254110.02520.40.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦45.8967m =()()()40.820.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 35.63m()()()50.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (5)n =71.36482.76445.896735.252.0347m =++++=KZ 7:-纵筋： 12 20()()11440.6 3.70.60.61249.233L m ⎡⎤=-⨯-+--⨯=⎢⎥⎣⎦箍筋： 10@100/150()()10.50.520.025840.01 1.90.012100.01,0.0752L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦()10.6 1.10.12 1.90.1513⨯-+÷++÷-+⎡⎤⎣⎦64.418m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦84.6347m = 1ni i L L ==∑ (2)n =64.41884.63149.0527m=+=KZ 8:-纵筋： 8 20()()11440.60.6 3.70.6832.833L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦66.496m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦120.524m = 1ni i L L ==∑ (2)n =66.496120.5187.02m =+=KZ 9:-纵筋： 12 18()()11440.60.6 3.70.61246.833L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.420.025840.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦58.218m =()()(){()}()20.50.02520.0184110.01820.40.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦36.456m =()()(){()}()30.40.02520.0184110.01820.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦40.1893m =1ni i L L ==∑ (3)n =58.21836.45640.102.4073m=++=KZ 10:-纵筋： 45 20()()11440.60.6 3.70.645184.533L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m=()()()20.25 2.320.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦196.764m=()()()30.25120.025840.01 1.90.012100.01,0.075240.60.113L M a x =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦97.964m =()()4110.50.2520.0250.0122 1.90.012100.01,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 34.6967m ()()5110.90.2520.0250.0122 1.90.012100.01,0.07525240.60.114L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 142.52m()()()6120.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 42.63m()()()70.520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 25.13m1ni i L L ==∑ (7)n =78.964196.76497.96434.6967142.5213716.6327m=++++++=KZ 11:-纵筋： 23 20()()11440.60.6 3.70.62394.333L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25 1.320.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦120.764m =()()(){()}()30.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦52.6633m = ()()4110.80.2520.0250.0122 1.90.012100.01,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 37.03m()()()5 1.320.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 53.13m()()()60.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (6)n =78.964120.76452.663337.035358.9313m =+++++=KZ 12:-纵筋： 8 20()()11440.60.6 3.70.6832.833L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.420.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦73.4768m =()()(){()}()20.50.02520.024110.0220.40.0252240.012 1.90.0122100.012,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦47.6093m =()()(){()}()30.40.02520.024110.0220.50.0252240.012 1.90.0122100.012,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦52.276m = 1ni i L L ==∑ (3)n =73.476847.60935173.3621m =++=KZ 13:-纵筋： 2 18()()11440.60.6 3.70.628.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦()()11440.60.6 3.70.6624.633L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100()()()10.40.420.025840.008 1.90.0082100.008,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦61.6512m =()()()20.420.02530.008 1.90.0082100.008,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦=39.508m1ni i L L ==∑ (2)n =61.651239.5101.1592m=+=KZ 14:- 纵筋： 12 20()()11440.60.6 3.70.61249.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.420.025840.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦58.3168m =()()(){()}()20.50.02520.024110.0220.40.0252240.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦36.2229m =()()(){()}()30.40.02520.024110.0220.50.0252240.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦40.0896m =1ni i L L ==∑ (3)n =58.316836.222940134.6293m =++=纵筋： 2 18()()11440.60.6 3.70.628.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦6 20()()11440.60.6 3.70.6624.633L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.40.420.025840.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦51.9168m =()()()20.420.02530.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1512L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-⨯⎡⎤⎣⎦=32.7352m1ni i L L ==∑ (2)n =51.916832.7384.652m =+=KZ 16:-纵筋： 12 20()()11440.6 3.70.60.61249.233L m ⎡⎤=-⨯-+--⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦64.418m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦84.6347m = 1ni i L L ==∑ (2)n =64.41884.63149.0527m =+=KZ 17:-纵筋：28 20()()11440.60.6 3.70.628114.833L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25120.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦97.964m =()()()30.250.820.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 82.764m ()()4110.50.2520.0250.0122 1.90.012100.01,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 34.6967m ()()()5120.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 42.63m()()()60.820.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 35.63m()()()70.520.02530.01 1.90.012100.01,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 50.26m()()()80.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m 1ni i L L ==∑ (8)n =78.96497.96482.76434.696742.6335.616.38439.2887m =+++++++=KZ 18:-纵筋： 27 20()()11440.60.6 3.70.627110.733L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25 1.620.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦143.564m =()()(){()}()30.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦37.8353m = ()()4111.10.2520.0250.0122 1.90.012100.01,0.07526240.60.112L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 71.7267m ()()()5 1.620.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 63.63m()()()60.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (6)n =78.964143.56437.835371.7267412.1m =+++++=KZ 19:-纵筋： 15 20()()11440.60.6 3.70.61561.533L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.420.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦71.364m=()()()20.25 1.0520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦101.764m =()()(){()}()30.50.02520.024110.0220.40.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦45.6633m =()()4110.550.2520.0250.0122 1.90.012100.01,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 35.8633m ()()()5 1.0520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 44.38m1ni i L L ==∑ (5)n =71.364101.76445.663335.8299.0347m =++++=KZ 20:-纵筋： 34 20()()11440.60.6 3.70.634139.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25 1.320.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦120.764m =()()()30.25 1.2520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 116.964m ()()4110.80.2520.0250.0122 1.90.012100.01,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦=37.03m()()5110.750.2520.0250.0122 1.90.012100.01,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 36.155m ()()()6 1.320.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 53.13m()()()7 1.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 51.38m()()()80.520.02530.01 1.90.012100.01,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 50.26m()()()90.2520.02530.01 1.90.012100.01,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 32.76m1ni i L L ==∑ (9)n =78.964120.764116.96437.0336.15553.1351850.2632.76577.407m =++++++++=KZ 21:-纵筋： 21 22()()11440.60.6 3.70.61249.233L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.520.025840.0 1.90.0082100.008,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦64.7168m =()()(){()}()20.50.02520.0224110.02220.50.0252240.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦84.2005m =1ni i L L ==∑ (2)n =64.716884.20148.9173m =+=AZ 1:-纵筋： 10 18()()11440.60.6 3.70.6104133L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.450.2520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦56.164m =()()(){()}()20.450.02520.0184110.01820.250.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦33.9033m =()()()30.4520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 23.38m1ni i L L ==∑ (3)n =56.16433.903323.38113.4473m=++=±0.000以下的钢筋汇总2.±0.000～3.700的钢筋计算KZ 1:-纵筋：28 20()()113.7 3.70.6 3.60.628102.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+81.0768m =()()()20.3 1.320.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 126.6768m = ()()()30.250.820.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 84.8768m ()()4110.80.320.0250.01222 1.90.0122100.012,0.0752423.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+= 45.9648m ()()()50.820.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+=40.7028m ()()()60.520.02530.012 1.90.0122100.012,0.07523.70.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+⨯= 29.3208m ()()()70.320.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ =21.7208m ()()()80.2520.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+=19.8208m 1ni i L L ==∑ (8)n =81.0768126.676884.876845.964840.720829.320821.720819.8208430.3576m =+++++++=KZ 2:-纵筋： 4 20()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦4 22()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦4 25()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.520.025840.008 1.90.0082100.008,0.07521 1.10.12 1.60.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦64.7168m =()()(){()}()20.50.02520.0224110.02220.50.0252240.008 1.90.0082100.008,0.07521 1.10.12 1.60.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⨯⎡⎤⎣⎦92.5696m =1ni i L L ==∑ (2)n =64.716892.56157.5864m =+=KZ 3:-纵筋： 7 20()()113.7 3.70.6 3.60.6725.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦14 25()()113.7 3.70.6 3.60.61451.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m=()()()20.250.920.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 90.364m =()()(){()}()30.50.02520.0254110.02520.50.0252240.01 1.90.012100.01,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+57.4307m =()()()40.920.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 42.484m ()()()50.520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 27.284m ()()()60.2520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 17.784m 1ni i L L ==∑ (6)n =78.96490.36457.430742.48427314.3107m =+++++=KZ 4:-纵筋：32 20()()113.7 3.70.6 3.60.632117.333333L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m =()()()20.25 1.1520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+109.364m =()()()30.25120.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 97.964m ()()4110.50.320.0250.01222 1.90.0122100.012,0.0752323.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+= 43.4315m ()()5110.650.2520.0250.01222 1.90.0122100.012,0.0752423.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+ = 39.3148m ()()()6120.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 48.3208m ()()()70.520.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 24.3208m ()()()80.2520.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 19.8208m 1ni i L L ==∑ (8)n =78.964109.36497.96443.431539.314848.320829.320819.8208466.5007m =+++++++=KZ 5:-纵筋： 4 20()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦10 25()()113.7 3.70.6 3.60.61036.666733L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+81.0768m =()()()20.3 1.620.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 149.4768m =()}()0.0122100.012,0.0752 3.70.11Max ⨯+⨯⨯⨯÷+ 57.1773m =()()4111.10.320.0250.01222 1.90.0122100.012,0.0752623.70.112L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+⨯89.3963m =()()()5 1.620.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 71.1208m ()()()60.320.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 21.7208m 1ni i L L ==∑ (6)n =81.0768149.476857.177389.396371.208464.354m=+++++=KZ 6:-纵筋：5 20()()113.7 3.70.6 3.60.6518.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦12 25()()113.7 3.70.6 3.60.6124433L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.420.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+71.364m=()()()20.250.820.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 82.764m =()}()0.012100.01,0.0752 3.70.11Max ⨯+⨯⨯⨯÷+ 61.2307m =()()()40.820.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ =38.684m()()()50.2520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 17.784m 1ni i L L ==∑ (5)n =60.09669.69641.962732.57271.8267m =++++=KZ 7:-纵筋： 12 20()()113.7 3.70.6 3.60.6124433L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦66.496m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.07521 1.10.12 1.60.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⨯⎡⎤⎣⎦96.2987m =1ni i L L ==∑ (2)n =66.49696.29162.7947m=+=KZ 8:-纵筋： 8 20()()113.7 3.70.6 3.60.6829.333333L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.07521 1.20.12 1.50.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦68.574m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.07521 1.20.12 1.50.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⨯⎡⎤⎣⎦99.308m = 1ni i L L ==∑ (2)n =68.57499.3167.882m =+=KZ 9:-纵筋： 12 18()()113.7 3.70.6 3.60.6124433L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.420.025840.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦60.096m =()()(){()}()20.50.02520.0184110.01820.40.0252240.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦41.664m =()()(){()}()30.40.02520.0184110.01820.50.0252240.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦45.9307m =1ni i L L ==∑ (3)n =60.09641.66445.147.6907m =++=纵筋： 45 20()()113.7 3.70.6 3.60.64516533L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m=()()()20.25 2.320.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 196.764m=()()()30.25120.025840.01 1.90.012100.01,0.07523.70.11L M a x=+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+97.967m =()()4110.50.2520.0250.0122 1.90.012100.01,0.0752323.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+=37.6707m ()()5110.90.2520.0250.0122 1.90.012100.01,0.0752523.70.114L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+⨯= 154.736m ()()()6120.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 46.284m ()()()70.520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 27.284m 1ni i L L ==∑ (7)n =78.964196.76497.96437.6707154.736027.284639.6667m =++++++=KZ 11:-23 20()()113.7 3.70.6 3.60.62384.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m =()()()20.25 1.320.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 120.764m =()()(){()}()30.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+51.1773m = ()()4110.80.2520.0250.0122 1.90.012100.01,0.0752423.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+= 40.204m ()()()5 1.320.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 57.684m ()()()60.2520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 17.784m 1ni i L L ==∑ (6)n =78.964120.76457.177340.20457372.5773m =+++++=KZ 12:-纵筋： 8 20()()113.7 3.70.6 3.60.6829.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦4 22()()113.7 3.70.6 3.60.6414.666733L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.420.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+73.4768m =()()(){()}()20.50.02520.024110.0220.40.0252240.012 1.90.0122100.012,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+ 51.6901m =()()(){()}()30.40.02520.024110.0220.50.0252240.012 1.90.0122100.012,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+56.7568m =1ni i L L ==∑ (3)n =73.476851.690156181.9237m =++=KZ 13:-纵筋： 2 18()()113.7 3.70.6 3.60.627.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦6 20()()113.7 3.70.6 3.60.662233L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100()()()10.40.420.025840.008 1.90.0082100.008,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+61.6512m =()()()20.420.02530.008 1.90.0082100.008,0.07523.70.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+⨯ =42.8944m 1ni i L L ==∑ (2)n =61.651242.8988.0384m=+=KZ 14:- 纵筋： 12 20()()113.7 3.70.6 3.60.6124433L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.420.025840.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦60.1392m =()()(){()}()20.50.02520.024110.0220.40.0252240.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦41.2192m =()()(){()}()30.40.02520.024110.0220.50.0252240.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦45.6192m =1ni i L L ==∑ (3)n =60.139241.219245146.9776m =++=KZ 15:-纵筋： 2 18()()113.7 3.70.6 3.60.627.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦6 20()()113.7 3.70.6 3.60.662233L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.40.420.025840.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦53.5392m =。

工程量计算书一、土石方工程1.平整场地清单量S=49.2*（16.2-1.8-1.8+0.2）+（3.7+0.2）*0.8*2+（3.8*2+0.2）*0.8*2+（3.1+2.6+3.1+0.2）*1*3+（2.6+0.2）*0.8*3=682.2m²计价量S′=682.2+（49.2+2*2）*2+（16.2-1.8-1+0.2+2）*2*2+3.7*2*2+3.1*2*6+2.6*2*3+（1.2*2+1.6*2+2）*3=963.8m²2.挖一般土方：挖土深度6.6-0.7=5.9mV=［（49+1.4*2）*（16.2-1-1.8+0.5*2）+（3.1*2+2.6+1.7+1）*（0.5+1.25）*2+（3.1*2+2.6+1.1*2）*（0.5+1.25）］*5.9+（3.3*3.6*3+5.95*2.6+2.6*4.4*2）*0.2=5526.453m³计价量：考虑工作面，地下室做防水，基础外边外扩1m，放坡系数：机械开挖，坑内作业，选择0.33V′=（A+2C+KH）*（B+2C+KH）*H+1/3*K²H³=（49+1.4*2+2*0.7+0.33*5.53）*（15.2+0.5+0.45+2*0.7+0.33*5.53）*5.53+1/3*0.33²*5.53³=5901.68m³3.挖基坑土方V=（2.2+0.7*2）*（2.6+0.7*2）*3*（8.18-5.53-0.7）=84.24m³4.土方回填V（垫层）=［（49+1.4*2+0.1*2）*（13.4+0.5*2+0.1*2）+（1+1.25-0.5）*（1.2+3.1*2+ 2.6+0.5+1+0.1*2）*2+（1.25+1+0.5）*（10+1.1*+0.1*2）］*0.1=84.89m³V（防水找平层）=848.9*0.07=59.423m³V（褥垫层）=850.75*0.2=170.15m³V（满堂基础）=［（49+1.4*2）*（13.4+1）+11.5*1.75*2+12.2*1.75］*0.7+（3.3*3.6*3+5.95*2.6+2.6*4.4*2）*0.9+43.2*1.95=736.095m³V（地下室）=［49.2*13.6+（3.1*2+2.6+0.2）*1.2*3］*（5.53-0.7）=3388.35m³V（回填）=5526.45+84.24-84.89-59.423-170.15-736.095-3388.35=1171.78m³5.余方弃置V=5526.45+84.24-1171.78=4438.91m³二、砌筑工程：标准层第四层1.砌体墙 200厚外墙1轴：V=［5.6（长度）*2.9（墙高）*0.2（墙厚）-0.72（扣窗）-0.532（扣梁）］*2（根数）=3.992m³V=（3.8*2.9*0.2-0.3-0.366）*2=2.076m³J轴：V=（1.9*2.9*0.2-0.54-0.19）*3=1.116m³V=（2.4*2.9*0.2-0.285-0.24）*3=2.601m³V=（1.9*2.9*0.2-0.54-0.19）*3=1.116m³H轴：V=（3*2.9*0.2-0.54-0.3）*2=1.8m³V=（2.1*2.9*0.2-0.45-0.21）*4=2.232m³V=（3.4*2.9*0.2-0.27-0.258）*4=5.776m³V=（1.4*2.9*0.2-0.126）*2=1.372m³F轴：V=（2*2.9*0.2-0.21-0.16）*4=3.16m³A轴：V=（8.8*2.9*0.2-2.312-0.688）*3=6.312m³V=（0.9*2.9*0.2-0.238-0.072）*6=1.272m³B轴：V=（2.2*2.9*0.2-0.68-0.22）*2=0.752m³V=（6.1*2.9*0.2-1.36-0.61）*2=3.136m³2.砌体墙 200厚内墙G轴：V=［6.6（长度）*2.9（墙高）*0.2（墙厚）-0.756（扣门）-0.462（扣梁）］*2=5.22m ³V=（5.7*2.9*0.2-0.756-0.387）*4=8.652m³F轴：V=（2*2.9*0.2-0.484-0.16）*3=1.548m³V=0.9*2.9*0.2*4=2.088m³E轴：V=（3.2*2.9*0.2-0.212）*4=6.576m³C轴：V=（7.4*2.9*0.2-2.76-0.868）*3=9.444m³3轴：V=（6.6*2.9*0.2-0.588（扣洞）-0.504-0.632）*6=12.624m³V=（4.2*2.9*0.2-0.378（扣门）-0.406（扣梁））*6=9.912m³4轴：V=（3.05*2.9*0.2-0.216（扣门）-0.291（扣梁））*6=7.572m³V=（1.4*2.9*0.2-0.42（扣门））*6=2.352m³V=0.7*2.9*0.2*6=2.436m³5轴：V=（6.8*2.9*0.2-0.51（扣梁））*3=10.302m³V=（1*2.9*0.2-0.08）*3=1.5m³10轴：V=（5.8*2.9*0.2-0,566）*2=5.596m³3.砌体墙 100厚内墙F轴：V=（3.5*2.9*0.1-0.1225（扣梁））*2=0.785m³2轴：V=（2.1*2.9*0.1-0.168（扣门）-0.06（扣梁））*6=2.286m³4轴：V=1.2*2.9*0.1*6=2,088m³V=（1.75*2.9*0.1-0.147（扣门）-0.0525（扣梁））6=1.848m³D轴：V=（2.45*2.9*0.0.0813（扣梁））*6=3.7752m³三、混凝土及钢筋混凝土工程：标准层第四层1.矩形梁：L8：V=0.2*0.35*3.9=0.273m 模板：S=0.2*3.9+0.35*3.9*2=3.51㎡L4：V=0.2*0.35*3.9=0.273m³模板：S=0.2*3.9+0.35*3.9*2=3.51㎡L10：V=0.2*0.35*15.5=1.085m³模板：S=0.2*15.5+0.35*15.5*2=11.63㎡L1：V=0.2*0.3*2.2*2=0.264m³模板：S=（0.2*2.2+0.3*2.2*2）*2=3.52㎡XL2：V=0.2*0.4*0.9*6=0.432m³模板：S=（0.2*0.9+0.4*0.9*2）*6=5.4㎡L3：V=0.2*0.4*8.8*3=2.112m³模板：S=（0.2*8.8+0.4*8.8*2）*3=26.4㎡L2：V=0.2*0.5*7.2*3=2.16m³模板：S=（0.2*7.2+0.5*7.2*2）*3=25.92㎡L5：V=0.2*0.35*7.8=0.546m³模板：S=0.2*7.8+0.35*7.8*2=7.02㎡XL4：V=0.2*0.45*1.6*2=0.288m³模板：S=（0.2*1.6+0.45*1.6*2）*2=3.52㎡L9：V=0.2*0.35*3.9=0.273m 模板：S=0.2*3.9+0.35*3.9*2=3.51㎡L12：V=0.2*0.35*15.5=1.085m³模板：S=0.2*15.5+0.35*15.5*2=11.63㎡L7：V=0.2*0.35*3.9=0.273m 模板：S=0.2*3.9+0.35*3.9*2=3.51㎡L6：V=0.2*0.35*7.8=0.546m³模板：S=0.2*7.8+0.35*7.8*2=7.02㎡L13：V=0.2*0.3*1.9*4=0.456m³模板：S=（0.2*1.9+0.3*1.9*2）*4=6.08㎡L11：V=0.2*0.35*14.6=1.022m³模板：S=0.2*14.6+0.35*14.6*2=13.14㎡KL1：V=0.2*0.3*2.2*4=0.528m³模板：S=（0.2*2.2+0.3*2.2*2）*4=7.04㎡KL2：V=0.2*0.3*1.8*2=0.216m³模板：S=（0.2*1.8+0.3*1.8*2）*2=2.88㎡LLK26：V=0.2*0.5*3=0.3m³模板：S=0.2*3+0.5*3*2=3.6㎡LLK2：V=0.2*0.5*5.6*2=1.12m³模板：S=（0.2*5.6+0.5*5.6*2）*2=13.44㎡LLK3：V=0.2*0.5*11*2=2.2m³模板：S=（0.2*11+0.5*11*2）*2=26.4㎡LLK1:V=0.2*0.5*3.8=0.38m³模板：S=0.2*3.8+0.5*3.8*2=4.56㎡LLK12：V=0.2*0.5*2.5=0.25m³模板：S=0.2*2.5+0.5*2.5*2=3㎡LLK19：V=0.2*0.4*3.1=0.248m³模板：S=0.2*3.1+0.4*3.1*2=3.1㎡LLK4：V=0.2*0.5*4.5*2=0.9m³模板：S=（0.2*4.5+0.5*4.5*2）*2=10.8㎡LLK24：V=0.2*0.4*2*3=0.48m³模板：S=（0.2*2+0.4*2*2）*3=6㎡LLK5：V=0.2*0.5*4.5*4=1.8m³模板：S=（0.2*4.5+0.5*4.5*2）*4=21.6㎡LLK7：V=0.2*0.5*4.4*4=1.76m³模板：S=（0.2*4.4+0.5*4.4*2）*4=21.12㎡LLK20：V=0.2*0.5*2.1*4=0.84m³模板：S=（0.2*2.1+0.5*2.1*2）*4=10.08㎡LL1：V=0.2*0.5*1.9*4=0.76m³模板：S=（0.2*1.9+0.5*1.9*2）*4=9.12㎡LLK31：V=0.2*0.5*2.4*3=0.72m³模板：S=（0.2*2.4+0.5*2.4*2）*3=8.64㎡LLK25：V=0.2*0.4*4.2*2=0.84m³模板：S=（0.2*4.2+0.4*4.2*2）*2=8.4㎡LLK8：V=0.2*0.4*3.5*4=1.12m³模板：S=（0.2*3.5+0.4*3.5*2）*4=14㎡LL2：V=0.2*0.5*1*3=0.3m³模板：S=（0.2+0.5*2）*3=3.6㎡LLK16：V=0.2*0.6*7.4=0.888m³模板：S=0.2*7.4+0.6*7.4*2=10.36㎡LLK21：V=0.2*0.35*6.5*2=0.91m³模板：S=（0.2*6.5+0.35*6.5*2）*2=11.7㎡LLK6：V=0.2*0.5*5.7*4=2.28m³模板：S=（0.2*5.7+0.5*5.7*2）*4=27.36㎡LLK13：V=0.2*0.5*6.4=0.64m³模板：S=0.2*6.4+0.5*6.4*2=7.68㎡LLK9：V=0.2*0.5*5.9*2=1.18m³模板：S=（0.2*5.9+0.5*5.9*2）*2=14.16㎡LLK22：V=0.2*0.4*6.5*2=1.04m³模板：S=（0.2*6.5+0.4*6.5*2）*2=13㎡LL3：V=0.2*0.5*1.9*2=0.38m³模板：S=（0.2*1.9+0.5*1.9*2）*2=4.56㎡LLK29：V=0.2*0.5*3=0.3m³模板：S=0.2*3+0.5*3*2=3.6㎡LLK23：V=0.2*0.4*3.1=0.248m³模板：S=0.2*3.1+0.4*3.1*2=3.1㎡LLK11：V=0.2*0.5*3.8=0.38m³模板：S=0.2*3.8+0.5*3.8*2=4.56㎡LLK15：V=0.2*0.5*2.5=0.25m³模板：S=0.2*2.5+0.5*2.5*2=3㎡LLK14：V=0.2*0.5*6.4=0.64m³模板：S=0.2*6.4+0.5*6.4*2=7.68㎡LLK17：V=0.2*0.6*7.4=0.888m³模板：S=0.2*7.4+0.6*7.4*2=10.36㎡2.直形墙Q-1 V1=1.7（长度）*2.9（墙高）*0.2（墙厚）*16（个数）=15.776m³模板：V=1.7*（2.9-0.1）*2*16=152.32㎡V2=0.6*2.9*0.2*16=5.568m³模板：S=0.6*（2.9-0.12）*2*16=53.376㎡ V3=3.8*2.9*0.2*2=4.408m³模板：S=3.8*（2.9-0.1）*2*2=42.56㎡ V4=0.5*2.9*0.2*2=0.58m³模板：S=0.5*（2.9-0.1）*2*2=5.6㎡V5=0.3*2.9*0.2*6=1.044m³模板：S=0.3*（2.9-0.12）*2*6=10.01㎡ V6=2.2*2.9*0.2*8=10.208m³模板：S=2.2*（2.9-0.12）*2*8=97.856㎡ V7=0.8*2.9*0.2*4=1.856m³模板：S=0.8*（2.9-0.1）*2*4=17.92㎡ V8=1*2.9*0.2*2=1.16m³模板：S=1*（2.9-0.1）*2*2=11.2㎡Q-2 V1=1.7*2.9*0.2*16=15.776m³模板：S=1.7*（2.9-0.1）2*16=152.32㎡ V2=0.6*2.9*0.2*16=5.568m³模板：S=0.6*（2.9-0.1）*2*16=53.76㎡4.板现浇板 100厚V1=3.5*2.8*0.1*2=1.96m³模板：S=（3.5-0.2）*（2.8-0.2）*2=17.16㎡V2=2.3*2*0.1*2=0.92m³模板：S=（2.3-0.2）*（2-0.2）*2=7.56㎡V3=3.5*2*0.1*2=1.4m³模板：S=（3.5-0.2）*（2-0.2）*2=11.88㎡V4=2.3*1.6*0.1*2=0.736m³模板：S=（2.3-0.2）*（1.6-0.2）*2=5.88㎡V5=3.5*4*0.1*2=2.8m³模板：S=（3.5-0.2）*（4-0.2）*2=25.08㎡V6=1*2*0.1*6=1.2m³模板：S=（1-0.2）*（2-0.2）*2=2.88㎡V7=1*1.6*0.1*6=0.96m³模板：S=（1-0.2）*（1.6-0.2）*6=6.72㎡V8=2.9*3.8*0.1*6=6.612m³模板：S=（2.9-0.2）*（3.8-0.2）*6=58.32㎡V9=4.2*1.6*0.1*6=4.032m³模板：S=（4.2-0.2）*（1.6-0.2）*6=33.6㎡V10=2.4*2*0.1*3=1.44m³模板：S=（2.4-0.2）*（2-0.2）*3=11.88㎡V11=2.6*2.8*0.1*4=2.912m³模板：S=（2.6-0.2）*（2.8-0.2）*4=24.96㎡V12=1.4*2*0.1*4=1.12m³模板：S=（1.4-0.2）*（2-0.2）*4=8.64㎡V13=3.6*2*0.1*4=2.88m³模板：S=（3.6-0.2）*（2-0.2）*4=24.48㎡V14=2.4*1.6*0.1*4=1.536m³模板：S=（2.4-0.2）*（1.6-0.2）*4=12.32㎡V15=3.6*4*0.1*4=5.76m³模板：S=（3.6-0.2）*（4-0.2）*4=51.68㎡现浇板 120厚V1=（2.9*2.2+3.1*2）*0.12*6=9.058m³模板：S=［（2.9-0.2）*（2.2-0.2）+（3.1-0.2）*（2-0.2）］*6=63.72㎡V2=4.2*5*0.12*6=15.12m³模板：S=（4.2-0.2）*（5-0.2）*6=115.2㎡钢筋工程量：剪力墙:1.Q-1 ①水平筋 L=1800-2*15+10d*2=1930mm=1.93mN=［(2900-50)/200+1］*2=16*2=32根（向上取整+1）质量=0.00617*8*8*1.93*32=24.39kg②纵筋L=2900+1.2Lae=2900+1.2*35*10=3320mm=3.32mN=［(900-200*2+15*2+6*2)/200+1］*2=8根（向上取整+1）质量=0.00617*10*10*3.32*8=16.39kg③拉筋L=200-2*15+2*(5d+1,9d)=253mm质量=0.00617*6*6*0.253*18=1.02kgGBZ-1 ①纵筋L=2900+Lle=2900+49*12=3488mm=3.488mL=2900-(Lle+0.3Lle)+0.3Lle+Lle+Lle=3.488mm质量=0.00617*12*12*3.49*7*2=43.4kg②箍筋L=(700+200)*2-8*20+11.9d*2=1830.4mm=1.83mN=2900/200+1=16根质量=0.00617*8*8*1.83*16=11.56kgL=(500+200)*2-8*20+11.9d*2=1382.8mm=1.38m质量=0.00617*6*6*1.38*16=4.9kgL=200-2*20+［1.9d+max(10d,75)］*2=333mm=0.333m质量=0.00617*6*6*0.333*32=2.42kgGBZ-3 ①纵筋L=2900+Lle=2900+49*12=3488mm=3.488mL=2900-(Lle+0.3Lle)+0.3Lle+Lle+Lle=3.488mm质量=0.00617*12*12*3.49*6=18.6kg②箍筋L=(400+200)*2-8*20+11.9d*2=1182.8mm=1.183mN=2900/200+1=16根质量=0.00617*8*8*1.183*16=4.2kgL=200-2*20+［1.9d+max(10d,75)］*2=333mm=0.333m 质量=0.00617*6*6*0.333*16=1.21kgD=6 理论质量小计 (1.02+4.9+2.42+4.2+1.21)*10=137.5kgD=8 理论质量小计 (11.56+24.39)*10=359.5kgD=10 理论质量小计 16.39*10=163.9kgD=12 理论质量小计 (43.4+18.6)*10=620kg。

合同编号：LDW-2010-001H 编号：L-001-1 34联测内容：合同编号：LDW-2010-001H 编号：L-001-2 89联测内容：合同编号：LDW-2010-001H 编号：L-001-31415联测内容：合同编号：LDW-2010-001H 编号：L-002-12021联测内容：合同编号：LDW-2010-001H 编号：L-002-22627联测内容：合同编号：LDW-2010-001H 编号：L-002-33233联测内容：“四方”现场联测记录(计算)单3738合同编号：LDW-2010-001H 编号：L-002-4 39联测内容：“四方”现场联测记录(计算)单4344合同编号：LDW-2010-001H 编号：L-002-5 45联测内容：“四方”现场联测记录(计算)单4950合同编号：LDW-2010-001H 编号：L-002-6 51联测内容：“四方”现场联测记录(计算)单5556合同编号：LDW-2010-001H 编号：L-003-1 57联测内容：“四方”现场联测记录(计算)单6162合同编号：LDW-2010-001H 编号：L-003-2 63联测内容：“四方”现场联测记录(计算)单6768合同编号：LDW-2010-001H 编号：L-003-3 69联测内容：“四方”现场联测记录(计算)单7374合同编号：LDW-2010-001H 编号：L-003-4 75联测内容：“四方”现场联测记录(计算)单7980合同编号：LDW-2010-001H 编号：L-004-1 81联测内容：“四方”现场联测记录(计算)单8586合同编号：LDW-2010-001H 编号：L-004-2 87联测内容：“四方”现场联测记录(计算)单9192合同编号：LDW-2010-001H 编号：L-004-3 93联测内容：“四方”现场联测记录(计算)单9798合同编号：LDW-2010-001H 编号：L-005-1 99联测内容：“四方”现场联测记录(计算)单103104合同编号：LDW-2010-001H 编号：L-005-2 105联测内容：“四方”现场联测记录(计算)单109110合同编号：LDW-2010-001H 编号：L-006-1 111联测内容：“四方”现场联测记录(计算)单115116合同编号：LDW-2010-001H 编号：L-007-1 117联测内容：“四方”现场联测记录(计算)单121122合同编号：LDW-2010-001H 编号：L-007-2 123联测内容：“四方”现场联测记录(计算)单127128合同编号：LDW-2010-001H 编号：L-008-1 129联测内容：“四方”现场联测记录(计算)单133134合同编号：LDW-2010-001H 编号：L-008-2 135联测内容：“四方”现场联测记录(计算)单139140合同编号：LDW-2010-001H 编号：L-008-3 141联测内容：“四方”现场联测记录(计算)单145146合同编号：LDW-2010-001H 编号：L-009-1 147联测内容：“四方”现场联测记录(计算)单151152合同编号：LDW-2010-001H 编号：L-009-2 153联测内容：“四方”现场联测记录(计算)单157158合同编号：LDW-2010-001H 编号：L-009-3 159联测内容：“四方”现场联测记录(计算)单163164合同编号：LDW-2010-001H 编号：L-0010-1 165联测内容：“四方”现场联测记录(计算)单169170合同编号：LDW-2010-001H 编号：L-0010-2 171联测内容：“四方”现场联测记录(计算)单175176合同编号：LDW-2010-001H 编号：L-0011-1 177联测内容：“四方”现场联测记录(计算)单181182合同编号：LDW-2010-001H 编号：L-0011-2 183联测内容：“四方”现场联测记录(计算)单187188合同编号：LDW-2010-001H 编号：L-0011-3 189联测内容：191深圳2号区域绿道二线段Ⅰ标段“四方”现场联测记录(计算)单192193合同编号：LDW-2010-001H 编号：L-001-2 联测内容：194。

工程量计算书模板第二部分工程量计算书第1章土建工程量工程名称:分部(项)名称计算公式工程量单位一层:S=[124.68+0.24-(5+6)*2-0.1*2]*(9+0.24)=949.133 1建筑面积S=(6+0.24)*0.23*4=5.741 2S=[3.14(4.3+0.24)*(4.3+0.24)*120度/360度+(5+0.12-1.277+5+0.12)*(6-1.6-0.332)3/2+(5+0.12-1.277+7+0.24)*(2.5+0.332)/2+(1.6+0.12)*(5+0.24)+(7+0.24)*(2.5+0.12)]*2=1 16.96S= S+ S +S=949.133+5.741+116.96=1121.834 一层总1233339.662 ? S= S+ S +S=949.133+5.741+116.96=1121.834 一层总123二层:S=[124.68+0.24-(5+6)*2-0.1*2]*(9+0.24)=949.133 1S=(6+0.24)*0.23*4=5.741 2S=[3.14(4.3+0.24)*(4.3+0.24)*120度/360度+(5+0.12-1.277+5+0.12)*(6-1.6-0.332)3/2+(5+0.12-1.277+7+0.24)*(2.5+0.332)/2+(1.6+0.12)*(5+0.24)+(7+0.24)*(2.5+0.12)]*2=1 16.96S=(1.1-0.12)*5.3*13*1/2=33.76 阳台4S= S+ S +S S=949.133+5.741+116.96+33.76=1155.594 二层总阳台123+4三层:S=[124.68+0.24-(5+6)*2-0.1*2]*(9+0.24)=949.133 1S=(6+0.24)*0.23*4=5.741 2S=[3.14(4.3+0.24)*(4.3+0.24)*120度/360度+(5+0.12-1.277+5+0.12)*(6-1.6-0.332)3/2+(5+0.12-1.277+7+0.24)*(2.5+0.332)/2+(1.6+0.12)*(5+0.24)+(7+0.24)*(2.5+0.12)]*2=1 16.96S= S+ S +S=949.133+5.741+116.96=1121.834 三层总123工程名称:桩基工程分部(项)名称计算公式工程量单位预应力混凝土管桩(162V=14*53+18*109=2704 32704 m 根)工程名称:土方工程分部(项)名称计算公式工程量单位S=(124.68+0.24+2+2)*(9+0.24+2+2)=1706.90 机械平整场地 731.56 ?地坑1-1V(1个)=(1+2*0.3+0.5*1.3)*(1+2*0.3+0.5*1.3)*1.3+0.5*0.5*1.3*1.3*1.3/3=6.764 750.326 地坑2-2V (29个)=(2.2+2*0.3+0.5*1.3)*(1+2*0.3+0.5*1.3)*1.3+0.5*0.5*1.3*1.3*1.3/3*29=2 97.946 3 m地坑3-3(33个):S底=(2.2+2*0.3)*(0.607+0.3)+(2.2+2*0.3+0.662+2*0.3)*(1.432+0.3)/2=6.057S面=(2.2+2*0.3+1.3)*(0.607+0.3+0.65)+(2.2+2*0.3+1.3+0.662+2*0.3+1.3)*(1.432 +0.3+0.65)人工挖土方 /2=14.318S 中=(2.2+2*0.3+0.65)*(0.607+0.3+0.325)+(2.2+2*0.3+0.65+0.662+2*0.3+0.65)*(1 .432+0.3+0.325)/2=9.765V=(S底+4S 中+S面)/6*1.3*33=(6.057+4*9.765+14.318)/6*1.3*33=429.96 地坑4-4V(1个)V=(2.2+0.6+0.5*1.3)*(2.2+0.6+0.5*1.3)*1.3+0.5*0.5*1.3*1.3*1.3/3=15.65 6地梁1土方:V=0.5*0.65*(2*3.14*4.39*90度/360度-0.6-0.65)*2=3.667 DL1 地梁2土方:V=0.5*0.75*[124.68*3(-5+6)*2-33*(2.2+0.6+0.65)-29*(1+0.6+0.65)-1*(1+0.6+0.65)DL2-1*(2.2+0.6+0.65)]=62.715地梁3土方:V=0.5*0.6*(2*3.14*4.39*30度/360度+2.51-0.6-0.65)*2=1.466 DL3地梁4土方:V=0.8*0.7*[9-(1.839+0.6+0.65)*2]*2=3.161 DL4地梁5土方:V=0.5*0.85*(2+3-1-0.6-0.65)*2=2.338 3DL573.347 mV=750.36+73.347-19.764-6.541-110.708-86.70-33.884=566.11 回填土 3 566.11 m工程名称:混凝土工程分部(项)名称计算公式工程量单位承台1垫层:V1-1(1个)=(0.1+0.4+0.4+0.1)*0.1*1=0.1承台2垫层:V2-2(29个)=(0.4+0.4+0.2)*(0.4+0.4+1.2+0.2)*0.1*29=6.38 承台3垫层:V3-3(33个)=[(2+0.2)*(0.507+0.1)+(0.462+2+0.2+0.2)*(1.332+0.1)/2]*0.1*33=12.80 承台4垫层:V4-4(1个)=(0.4+1.2+0.4+0.2)*(0.4+1.2+0.4+0.2)*0.1*1=0.48419.764垫层地梁1垫层:V=0.3*0.55*(2*3.14*4.39*90度/360度-1)*2*0.1=0.194 地梁2垫层:0.3*0.65*[124.68*3-(5+6)*2-29*1-33*2+(9-2.2*2)*20]*0.1=5.192地梁3垫层:V=0.3*0.4*(2*3.14*4.39*30度/360度+2.5-0.4)*0.1=0.053地梁4垫层:0.6*0.6*(9-0.4*3)*2*0.1=0.562地梁5垫层:V=0.3*0.75*(2.5+3-0.4)*0.1=0.5406.541 CT-1(1个):V=(4+0.4)*(4+0.4)*0.8*1=0.3283钢筋混凝土承台 mCT-2(29个):V=(0.4+0.4+1.2)*0.8*29=37.12 110.708 CT-3(33个):V=[(0.4+0.4+1.2)*0.507+(0.462+2)*1.332/2]*0.8*33=70.06 CT-4(1个):V=(0.4+0.4+1.2)*(0.4+0.4+1.2)*0.8*1=3.2DL-1: V=0.3*0.55*(2*3.14*4.39*90度/360度-0.4*1)*2=2.142DL-2: V=0.3*0.65*[124.68*3-(5+6)*2-60*0.4+(9-3*0.4)*20]=96.728DL-3: V=0.3*0.4*(2*3.14*4.39*30度/360度+2.5-0.4)=0.528 3地梁 m86.70 DL-4: V=0.6*0.6*(9-0.4*3)*2=5.616DL-5: V=0.3*0.75*(2.5+3-0.4)=1.148工程名称:砌筑工程分部(项)名称计算公式工程量单位 V=0.24*0.4*[124.68*2-(5+6)*2-0.4*50+(5+1.6+2)*2+(5-0.8)*2+(6-0.8)*20+(9-1-0.4)3基础砖砌体m*2+2*3.14*4.3*120度/360度*2]=33.884 33.884外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-2.7*2+0.32/0.24*0.5*8-50+0.4=247.918外墙面积S=247.918*3.9-0.9*1.8*42-4.6*3*12-5.5*11.6*4-8.9*3*2-2.3*6.3*1=410.15外墙体积V=410.15*0.24=98.436 302.755 3一层砌体 m 内墙:(厚为240):L 中=(7-0.24)*2+(9-0.24)*19-20*0.4=171.96(厚为120):L中=[(1.26-0.12)*2+3]*18+(1.26-0.12)*2+2.5=99.82内墙体积V=171.96*0.24*3.9+(99.82*3.9-0.7*2.1*19)*0.12=204.319外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318外墙面积S=253.318*3.3-0.9*1.8*42-4.2*1.8*13-8.9*6.3*2=557.488 外墙体积V=538.558*0.24=133.797 二层砌体 L中=(7-0.24)*2+(9-0.24)*18-20*0.4=163.2 内墙:263.051 内墙面积V=163.2*3.3=538.558内墙体积V=538.558*0.24=129.254 3 m 外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318外墙面积S=253.318*3-0.9*1.5*42-4.2*1.5*13=621.354外墙体积V=621.354*0.24=149.125 3三层砌体 m284.345 内墙:(厚为240):L 中=(7-0.24)*2+(9-0.24)*19-20*0.4=163.2(厚为120):L中=(2.3-0.12+1.32-0.12)*19=58.52内墙体积V=163.2*0.24*3+(58.52*3-0.7*2.1*19)*0.12=135.22工程名称:现浇混凝土梁分部(项)名称计算公式工程量单位 2KL1(1):V=0.24*0.5*(5-0.4*2+0.24)*2=1.0662KL2(2):V=0.24*0.7*(5+2+1-0.24)*2=2.607 二层现浇梁2KL3(2):V=0.24*0.5*(9-0.4*3+0.24)*2=1.932KL4(2):V=0.24*0.5*(9-0.4*3+0.24)*4=3.862KL5(2):V=0.24*0.7*(9-0.4*3+0.24+0.5)*4=5.7392KL6(2A):V=0.24*0.7*(9-0.4*3+0.24+0.5)*8=11.4783 m107.343 2KL7(5):V=0.24*0.85*(6*5-6*0.4+0.24)*2=11.1632KL8(7):V=0.24*0.85*(6*7-6*0.4+0.24)=8.0292KL9(2):V=0.24*0.85*(2*4.42*3.14*120度/360度-0.4*2)=1.7242KL10(2):V=0.24*0.85*(2*4.42*3.14*120度/360度-0.4*2)=1.724 2KL11(1A):V=0. 3*0.85*(3+5-0.4*2+0.12)=1.8672KL12(1A):V=0. 3*0.85*(3+5-0.4*2+0.12)=1.8672KL13(7):V=0.24*0.5*(6*6+5-7*0.4+0.24-0.24)=4.5842KL14(7):V =0.24*0.5(6*7-8*0.4+0.24)=4.6852KL15(7) :V=0.24*0.5*(6*6+5-7*0.4+0.24-0.24)=4.5842L1(1):0.24*0.3*(2.3-0.24)*36=5.402L1a(1):0.24*0.4*(5-0.24)=0.4572L1b(1):0.24*0.4*(9-0.24-1.44)=0.7032L2(1):0.24*0.4*(6-1.44-0.24*2)=0.3922L2b(1):0.24*0.4*(6-0.24-0.24*2)=0.50107.3432L4(7):0.24*0.4*(6*6+5-7*0.24)*2+0.24*0.4*(6+6+5-7*0.24)=11.42 3KL1(1):0.24*0.5*(5-0.4*2-0.24)*2=1.0673KL2(2):0.24*0.7*(5+2+1-0.4+0.12)*2=2.5943KL3(2):0.24*0.5*(9-0.4*3+0.24)*2=1.93 3KL4(2):0.24*0.5*(9-0.4*3+0.24)*2=1.933KL5(2):0.24*0.5*(9-0.4*3+0.24)*2=1.93 三层现浇梁3KL6(2):0.24*0.5*(9-0.4*3+0.24)*4=3.863KL7(2A):[0.24*0.5*(9-0.4*3+0.24)+0.37*0.5*0.5]*4=4.229 3KL8(2A):[0.24*0.5*(9-0.4*3+0.24)+0.37*0.5*0.5]*4=4.229 3KL9(7):0.24*0.55*(6*7-8*0.4+0.24)=5.1533KL10(2):0.3*0.85*(3+5-2*0.4+0.12)=1.8673 m125.305 3KL11(2):0.24*0.85*(3+5-2*0.4+0.12)1.724125.3053KL12(2):0.3*0.85*(3+5-2*0.4+0.12)=1.8673KL13(6):0.24*0.5*(6*5-6*0.4+0.24)=3.3413KL14(7):0.24*0.5*(6*7-8*0.4+0.24)=4.6853KL15(2):0.24*0.85*(3+5-2*0.4+0.12)1.7243KL16(6):0.24*0.5*(6*5-6*0.4+0.24)=3.3413KL17(7):0.24*0.55*(6*6+5-8*0.4+0.24)=5.0213KL18(7):0.24*0.55*(6*7-8*0.4+0.24)=5.1533KL19(7):0.24*0.55*(6*6+5-8*0.4+0.24)=5.0213KL20(5):0.24*0.55*(6*5-6*0.4+0.24)=3.6753L1(1):0.24*0.4*(5-0.24)*2=0.9143L2(1A):0.24*0.4*(5+2-1.44-0.24-0.24)*2=1.0213L3(2A):0.24*0.4*(9-1.44-0.24-0.24)*16=10.8753L4(2):0.24*0.4*(9-0.24-0.24)*16=13.0873L4a(2):0.24*0.4*(9-0.24-0.24+9-1.44-0.24-0.24)=1.4783L5(7):0.24*0.45*(6*6+5-0.24-0.24*18)=3.9363L6(6):0.24*0.45*(6*6-0.24-0.24*17)=3.4213L7(1):0.24*0.4*(2.26+2.3-0.24-0.24)*2=0.7833L8(1):0.24*0.4*(2.26+2.3-0.24)=0.4573L9(4):0.24*0.4*(6+6-1.44*2-0.24-0.24*3)*6=18.5243L10(7):0.24*0.45*(6+6+5-0.24-0.24*18)=3.9363L11(2):0.24*0.4*(2.26+2.3+5-0.24-0.24*2)=0.8493L11a(3):0.24*0.4*(6-1.44+6-0.24-0.24*4)=0.8993L12(3):0.24*0.4*(2.26+2.3+5-0.24-0.24*2)=0.8493L13(2):0.24*0.4*(4.56-0.24-0.24)=0.392WKL1(1):0.24*0.5*(5-0.4*2)*2=1.008WKL2(2):0.24*0.7*(9-1-0.4*3)=2.285WKL3(2):0.24*0.5*(9-3*0.4)*8=7.488WKL4(2):0.24*0.5*(9-3*0.4)*4=3.744WKL5(4):0.24*0.5*(9-3*0.4)*8=7.488WKL6(7):0.24*0.6*(6*7-0.4*8)*2=11.17491.793屋面梁 mWKL7(5):0.24*0.6*(6*5-0.4*6)*2=7.95 91.79 WKL8(2):0.24*0.85*(2*3.14*4.42*120度/360度)=1.888 WKL9(7):0.24*0.4*(6*6+5-3-0.4*2-0.24*7)=3.41WKL10(7):0.24*0.4*(6*6+5-3-0.4*2-0.24*7)=3.41WKL11(6):0.24*0.5*(6*6+5-7*0.4)=4.584WKL12(7):0.24*0.5*(6*7-0.4*8)=4.656WKL13(2):0.24*0.85*(2*3.14*4.42*120度/360度)=1.888 WKL14(6):0.24*0.5*(6*6+5-7*0.4)=4.584WKL15(7):0.24*0.6*(6*6+5-8*0.4)=5.443WKL16(7):0.24*0.6*(6*6+5-8*0.4)=5.443WKL17(1):0.24*0.4*(2-0.12-0.2)=0.161WKLa(2):0.3*0.85*(3+5-0.24*2)=3.835WL2(7):0.24*0.4*(6*6+5-0.24*8)=3.752WL3(7):0.24*0.4*(6*7-0.24*8+6*6+5-0.24*8)=7.599工程名称:现浇混凝土板分部(项)名称计算公式工程量单位二层现浇板(厚度均为S={(6-0.24)*(9-0.24)-0.24*[(6-0.24)*2+(2.3-0.24)*2] }*16=747.274 板1120，故将板按面积不同分成三部分算，分别S=[3.14*4.3*4.3*120度/360度+(5-1.277-0.12+7-0.24)*(2.5+0.332)/2+(2.5-10.12)*(7-0.24)板23 m设轴3~15和16~22为1116.689+(5-1.277-0.12+5-0.12)*(6-1.6-0.332)/2+(1.6-0.12)*(5-0.24)]*2-0.24*[(5+6-0.24)*2+(9-1-0.24*3)板1，轴1~3和轴22~24+(2.3-0.24)*2]*2=139.609 为板2，轴15~16为板3): S=(6-0.24)*(9-0.24)-0.24*[9-0.24+5-0.24+(6-0.24*3)*2+6-1.44-0.24*2]=43.7 板3V= (S + S + S)*1.2=(747.274+139.609+43.7)*1.2=1116.689 板总板板板123 S={(6-0.24)*(9-0.24)-0.24*[(9-1.44-0.24+9-0.24)+(6-0.24*3)*2+(6-1.44-0.24)] }*16=688.435 板1三层现浇板(厚度均为120，故将板按面积不S=[3.14*4.3*4.3*120度/360度+(5-1.277-0.12+7-0.24)*(2.5+0.332)/2+(2.5-10.12)*(7-0.24)板2同分成三部分算，分别+(5-1.277-0.12+5-0.12)*(6-1.6-0.332)/2+(1.6-0.12)*(5-0.24)]*2-0.24*[(5+6-0.24)*2+(4.56-0.24)3 m设轴3~15和16~22为835.86 +(5-0.24)+(3+2.5)+(5-0.24*3)+(5+2-1.44-0.24*3)+(9-1-0.24*5)]*2=123.87 板1，轴1~3和轴22~24为板2，轴15~16为板S=(6-0.24)*(9-0.24)-0.24*[(9-0.24+9-1.44-0.24)+(6-0.24*3)*2+(1.44-0.24)]=43.565 板33):V= (S + S + S)*1.0 (747.274+139.609+43.7)*1.0=835.86 板总板板板二123 S=[(6-0.24)*(9-0.24)-0.24*(6-0.24)*3] *16=740.973 板1屋顶现浇板(厚度均为120，故将板按面积不S=[3.14*4.3*4.3*120度/360度+(5-1.277-0.12+7-0.24)*(2.5+0.332)/2+(2.5-10.12)*(7-0.24)板2同分成三部分算，分别+(5-1.277-0.12+5-0.12)*(6-1.6-0.332)/2+(1.6-0.12)*(5-0.24)]*2-0.24*[(5+6-0.24)*2+(9-1)3 m设轴3~15和16~22为919.045+(3+2)]*2=131.761 板1，轴1~3和轴22~24为板2，轴15~16为板S=(6-0.24)*(9-0.24)-0.24*(6-0.24)*3=46.311 板33):V= (S + S + S)*1.0 (740.973+131.761+46.311)*1.0=919.045 板总板板板二123工程名称:混凝土柱分部(项)名称计算公式工程量单位混凝土柱70根(此建筑物V=0.4*0.4*(10.2+0.7)*70=122.08 KZ1122.08 的柱子全部为KZ1) 3 m工程名称:屋面工程分部(项)名称计算公式工程量单位2顶层屋面 m*0.6*[124.68*2-(5+6)*2+(5+1.6+2)*2=2*3.14*4.3*120度/360度*2]=157.917 157.917工程名称:女儿墙分部(项)名称计算公式工程量单位女儿墙 V=0.12*0.6*[124.68*2-(5+6)*2+(5+1.6+2)*2=2*3.14*4.3*120度/360度*2]=18.905 3 m18.905工程名称:楼梯分部(项)名称计算公式工程量单位S=1.2*(5-1.34+3.12+0.3)*18+1.2*(5-0.3+2.12+0.3)*1=161.472 2二层楼梯m161.4722三层楼梯 mS=1.2*(5-2.12-+6-2.3-1.28+0.3)*18+1.32*(3.12+0.3)*1=125.474 125.474工程名称:脚手架工程分部(项)名称计算公式工程量单位23339.662 3339.662 m 综合脚手架2一层: 1121.834 1121.834 m 一层满堂脚手架2二层:1155.594 1155.594 m 二层满堂脚手架2三层:1109.75 1109.75 m 三层满堂脚手架工程名称:内墙抹灰分部(项)名称计算公式工程量单位S=[(7-0.24)*2+(9-0.24)*19-20*0.4+[(1.26-0.12)*2+3]*18+(1.26-0.12)*2+2.5]*3.9=1059.942 2m 一层内墙抹灰 1059.942S=[(7-0.24)*2+(9-0.24)*18-20*0.4]*3.3=538.56 538.56 2m 二层内墙抹灰:L中=(7-0.24)*2+(9-0.24)*19-20*0.4=163.2 (厚为240)(厚为120):L中=(2.3-0.12+1.32-0.12)*19=58.52 637.23 2m 三层内墙抹灰S=163.2*3+(58.52*3-0.7*2.1*19)=637.23工程名称:外墙抹灰分部(项)名称计算公式工程量单位外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-2.7*2+0.32/0.24*0.5*8-50+0.4=247.918 410.15 2m 一层外墙抹灰 S=247.918*3.9-0.9*1.8*42-4.6*3*12-5.5*11.6*4-8.9*3*2-2.3*6.3*1=410.15 外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318 2m 二层外墙抹灰 557.488 面积S=253.318*3.3-0.9*1.8*42-4.2*1.8*13-8.9*6.3*2=557.488外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318 2m 三层外墙抹灰 621.354 面积S=253.318*3-0.9*1.5*42-4.2*1.5*13=621.3542 m工程名称:女儿墙抹灰分部(项)名称计算公式工程量单位2m 女儿墙抹灰 S=0.6*[124.68*2-(5+6)*2+(5+1.6+2)*2=2*3.14*4.3*120度/360度*2]=157.542 157.5422 m工程名称:顶棚抹灰分部(项)名称计算公式工程量单位2m 一层顶棚抹灰 S=(747.274+139.609+43.7)=930.574 930.5742m 二层顶棚抹灰 S=(747.274+139.609+43.7)=835.86 835.862m 三层顶棚抹灰 S= (740.973+131.761+46.311)=919.045 919.045 工程名称:水泥砂浆楼地面(楼梯)分部(项)名称计算公式工程量单位2m 一层砂浆地面 S=(747.274+139.609+43.7)=930.574 930.5742m 二层砂浆楼面 S=(747.274+139.609+43.7)=835.86 835.862m 三层砂浆楼面 S= (740.973+131.761+46.311)=919.045 919.045 模板工程名称计算公式工程量单位桩承台模板 S=110.708*1.99=220.309 220.309 23m/m 基础梁模板 S=(2.142+0.528+5.616)*10.6+(96.728+1.148)*8.10=880.627 880.628 23m/m 柱模板 S=122.08*14.73=1798.238 1798.238 23m/m 现浇板模板(1116.689+919.045)*8.04+835.86*12.06=26447.773 26447.7723m/m 3 工程名称:门窗工程分部(项)名称计算公式工程量单位LTC0915(42个):S=0.9*1.8*52=68.04ML1(12个):S=4.6*3 *12=165.6ML2(4个):S=5.5*11.6*4=255.22 584.66 m 一层门窗ML3(2个):S=8.9*3*2=53.4ML4(1个):S=2.3*6.3=14.49M1(19个):S=0.7*2.1*19=27.93 LTC0915(42个):S=0.9*1.8*52=68.042LTC0915(13个): S=4.2*1.8*13=98.28 278.46 m 二层门窗LTC0915(2个): S=8.9*6.3*2=112.14LTC0915(42个): S=0.9*1.5*42=56.7LTC0915(13个): S=4.2*1.5*13=81.9 2166.53 m 三层门窗M1(19个):S=0.7*2.1*19=27.93模板工程量第2章钢筋工程量楼层名称:基础层(绘图输入) 钢筋总重:27423.974Kg级别直筋号计算公式根数总根数单长m 总长m 总重kg 径构件名称:构件数量:10 本构件钢筋重:107.016Kg KZ-1[2589]构件位置:<1+80,B-80>;<3+80,B>;<4,B>;<5,B>;<12,B>;<13,B>;<20,B>;<21,B>;<22,B>;<24-80,B>B20 4850/3+800-40+max(6*d,150) B边插6 60 2.527 151.62 373.919 筋.1 B20 4850/3+800-40+max(6*d,150) H边插6 60 2.527 151.62 373.919 筋.1 B22 4850/3+800-40+max(6*d,150) 角筋插4 40 2.527 101.08 301.628 筋.1 B10 2*((400-2*30)+(400-2*30))+2*(11.9*d)+(8*d)箍筋.1 2 20 1.678 33.56 20.691 构件名称:构件数量:48 本构件钢筋重:102.157Kg KZ-1[2590]构件位置:<1+80,A+80>;<2,A+80>;<3+80,2/B-80>;<3,A+80>;<4,2/B-80>;<4,A+80>;<5,2/B-80>;<5,A+80>;<6,2/B-80>;<6,A+80>;<7,2/B-80>;<7,A+80>;<8-80,2/B-80>;<8-80,A+80>;<10,2/B-80>;<10,A+80>;<11,2/B-80>;<11,A+80>;<12,2/B-80>;<12,A+80>;<13,2/B-80>;<13,A+80>;<14,2/B-80>;<14,A+80>;<15,2/B-80>;<15,A+80>;<16-80,2/B-80>;<16-80,A+80>;<18,2/B-80>;<18,A+80>;<19,2/B-80>;<19,A+80>;<20,2/B-80>;<20,A+80>;<21,2/B-80>;<21,A+80>;<22,2/B-80>;<22,A+80>;<23,A+80>;<24-80,A+80>;<2+2500,1/B>;<22+2500,1/B>;<9+80,2/B-80>;<9+80,A+79>;<17+80,2/B-80>;<17+80,A+80>;<2-3161,1/B>;<24-2900,1/B>B20 4500/3+800-40+max(6*d,150) B边插6 288 2.41 694.08 1711.712 筋.1 B20 4500/3+800-40+max(6*d,150) H边插6 288 2.41 694.08 1711.712 筋.1 B22 4500/3+800-40+max(6*d,150) 角筋插4 192 2.41 462.72 1380.781 筋.1 A10 2*((400-2*30)+(400-2*30))+2*(11.9*d)+(8*d)箍筋.1 2 96 1.678 161.088 99.317 构件名称:构件数量:12 本构件钢筋重:104.233Kg KZ-1[2602]构件位置:<6,B>;<7,B>;<8-80,B>;<10,B>;<11,B>;<14,B>;<15,B>;<16-80,B>;<18,B>;<19,B>;<9+80,B>;<17+80,B>B20 4650/3+800-40+max(6*d,150) B边插6 72 2.46 177.12 436.806 筋.1 B20 4650/3+800-40+max(6*d,150) H边插6 72 2.46 177.12 436.806 筋.1 B22 4650/3+800-40+max(6*d,150) 角筋插4 48 2.46 118.08 352.357 筋.1 A10 2*((400-2*30)+(400-2*30))+2*(11.9*d)+(8*d)箍筋.1 2 24 1.678 40.272 24.829构件名称:构件数量:1 本构件钢筋重:139.344Kg JZL-1[2659]构件位置:<22+2500,1/B><24-2836,1/B>B20 522-40+470/2+5595+500-40+470/2 1跨.下3 3 7.007 21.021 51.841 通长筋11跨.侧B12 15*d+5595+15*d面构造筋2 2 5.955 11.91 10.5741B20 522-40+470/2+5595+500-40+470/2 1跨.上3 3 7.007 21.021 51.841 部钢筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋2A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.634 47.386 18.698 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉15 15 0.426 6.39 2.521 筋1 构件名称:构件数量:1 本构件钢筋重:140.664Kg JZL-1[2660]构件位置:<2-3161,1/B><2+2500,1/B>B20 522-40+470/2+5655+522-40+470/2 1跨.下3 3 7.089 21.267 52.448 通长筋11跨.侧B12 15*d+5655+15*d面构造筋2 2 6.015 12.03 10.681B20 522-40+470/2+5655+522-40+470/2 1跨.上3 3 7.089 21.267 52.448 部钢筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋2A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.634 47.386 18.698 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉15 15 0.426 6.39 2.521 筋1 构件名称:构件数量:1 本构件钢筋重:2375.511Kg JZL-2[2661]构件位置:<3,2/B><22,2/B>B20 400-40+570/2+102200+400-40+570/2 1跨.下3 3 103.49 310.47765.669 通长筋11跨.侧B12 15*d+102200+15*d+1800面构造通4 4 104.36 417.44 370.611长筋1B20 400-40+570/2+102200+400-40+570/2 1跨.上3 3 103.49 310.47765.669 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.834 5.502 2.171 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 3跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 4跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 5跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 6跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 7跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 8跨.拉30 30 0.426 12.78 5.043 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 9跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 10跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 11跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 12跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 13跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 14跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 15跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 16跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍3 3 1.8345.502 2.171 筋2A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍29 29 1.834 53.186 20.986 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 17跨.拉30 30 0.426 12.78 5.043 筋1 构件名称:构件数量:1 本构件钢筋重:2880.308Kg JZL-2[2662]构件位置:<1,A><24,A>B20 400-40+570/2+124120+400-40+570/2 1跨.下3 3 125.41 376.23927.843 通长筋11跨.侧A12 15*d+124120+15*d+2160 面构造通4 4 126.64 506.56 449.733 长筋1B20 400-40+570/2+124120+400-40+570/2 1跨.上3 3 125.41 376.23927.843 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.834 5.502 2.171 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍24 24 1.834 44.016 17.368 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉26 26 0.426 11.076 4.37 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 3跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 4跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 5跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 6跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 7跨.拉30 30 0.426 12.78 5.043 筋1 AA8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 8跨.拉32 32 0.426 13.632 5.379 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 9跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 10跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 11跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 12跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 13跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 14跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 15跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 16跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 17跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 18跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 18跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 18跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 19跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 19跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 19跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 20跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 20跨.箍24 24 1.834 44.016 17.368 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 20跨.拉26 26 0.426 11.076 4.37 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 21跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 21跨.箍3 3 1.8345.502 2.171 筋2A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 21跨.箍29 29 1.834 53.186 20.986 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 21跨.拉30 30 0.426 12.78 5.043 筋1 构件名称:构件数量:2 本构件钢筋重:172.986Kg JZL-2[2663]构件位置:<2,A><2,1/B>;<23,A><23,1/B>B20 400-40+570/2+6570+300-40+570/2 1跨.下3 6 7.76 46.56 114.824 通长筋11跨.侧B12 15*d+6570+15*d 面构造筋4 8 6.93 55.44 49.2211B20 400-40+570/2+6570+300-40+570/2 1跨.上3 6 7.76 46.56 114.824 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 6 1.83411.004 4.342 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍24 48 1.834 88.032 34.736 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉26 52 0.426 22.152 8.741 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍2 4 1.834 7.336 2.895 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍9 18 1.83433.012 13.026 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉10 20 0.426 8.52 3.362 筋1 构件名称:构件数量:1 本构件钢筋重:2878.137Kg JZL-2[2665]构件位置:<1,B><24,B>B20 400-40+570/2+124120+400-40+570/2 1跨.下3 3 125.41 376.23927.843 通长筋11跨.侧B12 15*d+124120+15*d+2160 面构造通4 4 126.64 506.56 449.733 长筋1B20 400-40+570/2+124120+400-40+570/2 1跨.上3 3 125.41 376.23927.843 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.834 5.502 2.171 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍25 25 1.834 45.85 18.092 筋1A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉26 26 0.426 11.076 4.37 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 3跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 4跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 5跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 6跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 7跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 8跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 9跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 10跨.拉30 30 0.426 12.78 5.043 筋1。

计算式单构件长（m）fdgfd φ14134+12错误#VALUE! 1.21#VALUE!φ14234*23*12+34错误#VALUE!1.21#VALUE!合计#VALUE!3434φ16445+23+56+76错误#VALUE!1.58#VALUE!合计#VALUE!总计#VALUE!序号项 目说明规格同样件数钢筋工程量计算书说明：在项目栏填写“合计”自动合计当前内容，在项目栏填写“总计”自动总计全部内容解密密码：111111 记得要启用宏程序！单构件钢筋长度总长（m）单位重（kg）总重(kg)备注（图号）说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容钢筋工程量计算书说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容钢筋工程量计算书说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容钢筋工程量计算书说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容钢筋工程量计算书说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容钢筋工程量计算书说明：在项目栏填写“合计”自动合计当前内容，在解密密码：111111 记得要启用宏程序！项目栏填写“总计”自动总计全部内容。

钢筋工程量计算书项目名称：建筑工程项目工程地点：地区街道编制日期：2024年1月1日1.工程概况此次钢筋工程施工范围为整个建筑结构，包括柱、梁、板、墙等部分。

本项目总建筑面积为XXX平方米，结构高度为XX米。

2.钢筋种类和规格2.1混凝土柱2.1.1钢筋种类：HRB3352.1.2钢筋规格：Ф12、Ф162.1.3钢筋数量：柱1至柱10，每根柱需使用Ф12钢筋8根，Ф16钢筋4根。

2.2混凝土梁2.2.1钢筋种类：HRB4002.2.2钢筋规格：Ф16、Ф202.2.3钢筋数量：梁1至梁20，每根梁需使用Ф16钢筋12根，Ф20钢筋8根。

2.3预制板2.3.1钢筋种类：HRB5002.3.2钢筋规格：Ф10、Ф122.3.3钢筋数量：板1至板50，每块板需使用Ф10钢筋8根，Ф12钢筋4根。

2.4砌筑墙2.4.1钢筋种类：HRB5002.4.2钢筋规格：Ф10、Ф122.4.3钢筋数量：墙1至墙100，每道墙需使用Ф10钢筋4根，Ф12钢筋2根。

3.钢筋总量根据上述钢筋种类、规格和数量进行统计，整个钢筋工程的总量如下：3.1钢筋总根数：-Ф12钢筋根数：柱1至柱10共柱根数+梁1至梁20共梁根数+预制板1至板50共板根数+墙1至墙100共墙根数。

-Ф16钢筋根数：柱1至柱10共柱根数+梁1至梁20共梁根数。

-Ф20钢筋根数：梁1至梁20共梁根数。

-总根数=Ф12钢筋根数+Ф16钢筋根数+Ф20钢筋根数。

3.2钢筋总重量：-Ф12钢筋重量：总根数×长度×单位重量。

-Ф16钢筋重量：总根数×长度×单位重量。

-Ф20钢筋重量：总根数×长度×单位重量。

-总重量=Ф12钢筋重量+Ф16钢筋重量+Ф20钢筋重量。

4.注意事项4.1钢筋种类和规格应符合相关国家标准和工程设计要求。

4.2钢筋的加工、安装和保护应符合相关规范和施工规范。

4.3钢筋工程施工过程中应注意安全，确保施工质量。