1号办公楼工程量计算书
1号办公楼安装给水排水工程量手算
1号办公楼安装给水排水工程量手算摘要：I.引言A.介绍1 号办公楼B.工程背景和目的C.工程范围和内容II.给水排水工程量手算方法A.工程量计算基本原则B.给水排水系统构成C.手算工程量的具体步骤III.1 号办公楼给水排水工程量手算实例A.工程量计算依据和数据B.各部分工程量的手算过程C.结果汇总及分析IV.工程量手算的优缺点分析A.优点1.简单易懂2.便于初学者掌握3.无需特殊工具和软件B.缺点1.计算量大，容易出错2.无法进行复杂和精确的分析V.结论A.对工程量手算的评价B.对工程量计算的建议正文：I.引言1 号办公楼是一座位于某城市的商业办公楼，为了满足楼内用户的给水排水需求，需要进行给水排水工程。
本文将介绍这个工程的工程量手算过程。
II.给水排水工程量手算方法A.工程量计算基本原则工程量计算应遵循以下基本原则：1.准确性：计算结果应保证准确无误。
2.完整性：计算范围应包括所有相关内容。
3.一致性：计算方法应保持一致，便于比较和分析。
B.给水排水系统构成给水排水系统包括以下部分：1.给水系统：供水泵、供水管道、阀门等。
2.排水系统：排水泵、排水管道、阀门等。
C.手算工程量的具体步骤1.收集资料：收集工程图纸、设备清单等资料。
2.确定计算方法：根据资料确定采用的计算方法。
3.计算工程量：按照确定的方法进行工程量计算。
4.检查核对：检查计算结果，确保准确无误。
5.汇总分析：汇总各部分工程量，进行分析和对比。
III.1 号办公楼给水排水工程量手算实例A.工程量计算依据和数据根据工程图纸和设备清单，给水系统包括供水泵3 台，供水管道500 米，阀门10 个；排水系统包括排水泵3 台，排水管道400 米，阀门8 个。
B.各部分工程量的手算过程1.给水系统- 供水泵：3 台，每台100kW，总计300kW。
- 供水管道：500 米，每米按100 元计算，总计50000 元。
- 阀门：10 个，每个按2000 元计算，总计20000 元。
一号楼临建设施工作量及工程量哈啊哈
一号楼临建设施工作量及工程量
1民工住宅彩板房410㎡=148000
2库房、伙房130㎡=63360
3吊顶400㎡=20000
4办公彩板房230㎡=11500
5硬化场地及路面3980㎡=159200
6网围栏墙260ｍ=18720
7花墙65ｍ=16900
8防水墙130ｍ=5200
9厕所（于2#楼共同所有，占50 ）
10垃圾桶（围墙外）9㎡=1800
11储水池25㎡=8000
12大门一套22000
13平推场地7000㎡=66000
14围墙30ｍ×250=7500
15门房9㎡=5000
16临电材料 4.3万
17临时用水材料1万
18砌砖：6万块价：2.7万人工费：1.5万
19基坑垫层：C15 混凝土134m³价3886 气泵混凝土134m³价：4020
20基础开挖总数11194 m³
（其中人工挖：500m³=20500，机械挖：10694=310126）
降水：泵五台3400 水管：200m =1600 电线4m㎡300m=2250 垫层磨光机一台:1500 人工费：两人10天2800
塔吊基座：C35混凝土36m³混凝土335元/m³价12060元，气泵30元/m³，价格1080元
钢筋Φ16：228公斤价：1345元Φ12：216公斤价：1540元Φ18：24公斤价142元。
1#楼一层梁模板工程量计算书
12
KL25(2)
13KL27(3) Nhomakorabea14
KL28(5)
16
KL24(1)
17
KL5(1)
18
KL8(2)
<2,D><2,J- 模板面积 = ((0.5<高度>*2+0.25<宽度>)*4.9<中心线长度>)+0.125<梁端头模板面积>((0.125*0.5)*2+0.0312)<扣柱>-((0.25*0.45)*3)<扣梁>((0.2*0.5)*2+0.2*0.25+0.25*0.5)<扣现浇砼墙>1300> ((0.975*0.12)*2+(2.65+3.35+0.45)*0.12)<扣现浇板> = 4.3733m2 模板面积 = 15.1053m2 <19,D2200><19,D > <7,D2200><7,D> <5,D><5,J2100> <19,D><19, J-825> <7,D><7,J2100> 模板面积 = <5,D模板面积 = ((0.5<高度>*2+0.25<宽度>)*2.325<中心线长度>)+0.135<梁端头模板面积 >-((0.1252+0.1257)*0.5+0.1*0.1+0.0314)<扣柱>-((0.25*0.5)*2)<扣梁>((1.9493+1.9498+0.25)*0.12)<扣现浇板> = 2.1265m2 模板面积 = ((0.5<高度>*2+0.25<宽度>)*2.325<中心线长度>)+0.1352<梁端头模板面积 >-((0.1242+0.1247)*0.5+0.102*0.1+0.0311)<扣柱>-((0.25*0.5)*2)<扣梁>((0.25+1.9508+1.9503)*0.12)<扣现浇板> = 2.1276m2 模板面积 = ((0.5<高度>*2+0.25<宽度>)*4.2<中心线长度>)+0.1825<梁端头模板面积>((0.475*0.5)*2+0.0575+0.475*0.25)<扣柱>-(0.25*0.45)<扣梁>((0.2*0.5)*2+0.2*0.25+0.25*0.5)<扣现浇砼墙>-((3.525+3.1+0.175)*0.12)<扣现浇 板> = 3.4778m2 模板面积 = ((0.5<高度>*2+0.25<宽度>)*5.5<中心线长度>)+0.175<梁端头模板面积>((0.374*0.5)*2+0.1*0.5+0.374*0.25)<扣柱>-((0.25*0.4)*2+0.25*0.45)<扣梁>1.7437<扣现浇砼墙>-((3.526+0.175)*0.12+0.3721)<扣现浇板> = 3.66m2 模板面积 = ((0.5<高度>*2+0.25<宽度>)*4.1<中心线长度>)+0.176<梁端头模板面积>((0.102+0.176+0.375)*0.5+0.0934)<扣柱>-((0.2+0.248)*0.5+0.2*0.248)<扣现浇砼 墙>-((3.924+3.525)*0.12)<扣现浇板> = 3.7134m2 1.8575m2
一号楼工程量计算书
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 =。
1号办公楼清单工程量计算式【范本模板】
大厅：(6.9－0.2)×(6+0.3－0.25+0。1)×（0。45－0。25)=8。24 m3
办公室：（6+0.35－0。25－0。1+6－0。2+6－0。2+3.3+0.35－0.25－0.1)×（6+0。3－0.25－0。1）×(0。45－0。236）
=26。61 m3
基础梁:
JZL1(4）V=0。5×(0.8－0。6）×(22。4×2+21.9×2）=8。86m3JZL2(3）V=0.5×(0。8－0.6）×(15.1×2+14。6×2)=5。94 m3
小计：251。8C30混凝设备基础
m3
33.75
参照《2014湖南省建筑工程消耗量》下册垂直运输工程定额说明：塔吊基础33。75m3
厕所：［（6+0.35－0。25－0。2－0。1)×（4.5+0。3－0。25－0.1）+（6－0。35－0。25－0.1）×(1.5－0.2）］×(0。45－0。234）
=7.06m3
室内回填：8。24+26.61+13。57+4。34+7.97+7.06=67.79m3
小计：201.58+67。79=269.37m3
m3
40.32
满堂基础基础垫层：V=24×16.8×0.1=40。32 m3
13
010501001002
C15混凝土垫层
m3
2。7
参照《2014湖南省建筑工程消耗量》下册垂直运输工程定额说明：塔吊基础垫层2.7m3
14
010501004001
C30混凝土满堂基础
1号办公楼清单计价工程量计算表84662精编版
200厚
墙高3.3
m3
体积=长度×高度×厚度-门窗洞口面积×墙厚-过梁-梯柱体积-梯梁体积
200厚
墙高3.4
m3
010402001003
240厚女儿墙，高0.84
m3
体积=长度×高度×厚度-构造柱GZ1、GZ2体积
砼工程
010501001001
C15垫层
m3
柱基垫层：JC-1：2.2×2.2×0.1×4=1.936
JC-2’：4.6×2.5×0.3+1/6×0.2×[4.6×2.5+(4.6+2.7) ×(2.5+0.6)+2.7×0.6] ×2=9.2833
合计：6.2827+7.632+22.896+40.302+7.92+7.92+9.2833=102.236
102.24
010503001001
基础梁
C30
m3
体积=梁断面×梁长同定额
梁断面=0.3×0.55
梁长：垂直方向
①②⑦⑧轴=（16.2-1.5）×4=58.8，③⑥轴=（16.2-1.6）×2=29.2
④⑤轴=（13.7-1.5）×2=24.4
水平方向
Ｂ、Ｃ、Ｄ轴=（37.8-3.5）×3=102.9
1/A轴+④⑤=（19.2-1.5）+7.2-0.3=24.6
2.13
首层砌块墙
m3
外墙长度=（4.7+0.6+2.1+6.9-0.5-0.5-0.25）×2+（37.8-0.5×7-7.2+0.5）+（6+1.4-0.5-0.25）×2+（7.2-0.5）=73.7
1号办公楼清单计价工程量计算表
合计：246.78+7.4684=254.2484
砌筑工程
010401001001
砖基础
m3
长度=（1.66-0.25）×2+（1.88+1.66）×2=9.9
断面面积=【0.04725+0.24×（1.04-0.1-0.1-0.24）】=0.2152
体积=断面面积×长度=0.2152×9.9=2.1304
楼梯间:7×(6.9-3.65+0.25)×(0.45-0.23)=5.39
走廊:15.3×1.6×(0.45-0.3) ×2=7.344
卫生间:3.2×6.95×(0.45-0.22) ×2=10.2304
办公室1:（2~3/A~B）5.8×7.25×0.22=9.251
(2~3/C~D) 5.8×6.95×0.22=8.8682
圈梁断面面积=0.25×0.18
体积=58×0.25×0.18=2.61
2.61
010502001001
矩形柱
C30
m3
框架柱KZ体积=柱断面×柱高×根数同定额量
KZ1：0.5×0.5×（1.3+14.4）×4=15.7
KZ2：0.5×0.5×[（1.2+14.4）×2+(1.3+14.4) ×4]=23.5
JC-1：2×2×0.3+1/6×0.2×[2×2+(2+0.6) ×(2+0.6)+0.6×0.6] ×4=6.2827
JC-2：3×3×0.3+1/6×0.3×[3×3+(3+0.6) ×(3+0.6)+0.6×0.6] ×2=7.632
办公楼毕业设计计算书4
17：楼梯计算：1号楼梯计算(底层)17.1.1梯段板计算设板厚120h mm =,板倾斜角1500.5,cos 0.894300tg αα===,取1m 宽板带计算 ①荷载计算梯段板的荷载计算列于表45，荷载分项系数 1.2, 1.4G Q γγ==，基本组合的总荷载设计值 1.2 6.6 1.4 3.512.82p KN =⨯+⨯=表45：梯段板的荷载计算②截面设计板水平计算跨度 3.6n l m =，弯矩设计值2210.112.82 3.616.6110n M Pl KN M ==⨯⨯=⋅ 板的有效高度012020100h mm =-=6221016.61100.1739.61000100s c M f bh αα⨯===⨯⨯ ((0.510.510.904s γ=⨯== 62016.6110790.952100.904100Y s M As mm F h γ⨯===⨯⨯⨯⨯选配φ10@100,实有2785As mm =,分布筋每级踏步一根φ8.梯段板配筋见图17.1.2平台板设计①设平台板厚100mm ，取1米宽板带计算，平台板荷载计算列于表46。
表46：平台板荷载计算总荷载设计值： 1.2 3.49 1.4 3.59.088/P KN M =⨯+⨯= ②截面设计平台板的计算跨度：0300200L 1800165022=--= 弯矩设计值：220119.088 1.65 2.471010M PL KN M ==⨯⨯=⋅ 板有效高度01002080H =-=m m62210 2.47100.04021.09.6100080s c M f bh αα⨯===⨯⨯⨯((0.510.510.979s γ=⨯==620 2.4710150.182100.97980Y s M As mm F h γ⨯===⨯⨯⨯⨯ 选配φ8@200,实有2251As mm =17.1.3平台梁设计设平台梁截面尺寸200400mm ⨯ ①荷载计算平台梁的荷载计算列于表47中。
1号办公楼应用清单计价工程量计算表
体积=58×0.25×0.18=2.61
2.61
010502001001
矩形柱
C30
m3
框架柱KZ体积=柱断面×柱高×根数同定额量
KZ1：0.5×0.5×（1.3+14.4）×4=15.7
KZ2：0.5×0.5×[（1.2+14.4）×2+(1.3+14.4)×4]=23.5
JC-2：3.2×3.2×0.1×2=2.048
JC-3：3.2×3.2×0.1×6=6.144
JC-4：5.2×3.2×0.1×6=9.984
JC-5：3.3×3.2×0.1×2=2.112
JC-6：3.3×3.2×0.1×2=2.112
JC-2`：2.7×4.8×0.1×2=2.592
合计：1.936+2.048+6.144+9.984+2.112+2.112+2.592=26.93
JC-2’：4.6×2.5×0.3+1/6×0.2×[4.6×2.5+(4.6+2.7)×(2.5+0.6)+2.7×0.6]×2=9.2833
合计：6.2827+7.632+22.896+40.302+7.92+7.92+9.2833=102.236
102.24
010503001001
基础梁
C30
4.09
01050
垫层投影面积×垫层厚度×垫层数量同定额
DC-1：2.2×2.2×0.1×4=1.936
DC-2：3.2×3.2×0.1×2=2.048
DC-3：3.2×3.2×0.1×6=6.144
1号办公楼清单计价工程量计算表
010501001001
独立基础砼垫层
C15预拌
m3
垫层投影面积×垫层厚度×垫层数量同定额
DC-1：2.2×2.2×0.1×4=1.936
DC-2：3.2×3.2×0.1×2=2.048
DC-3：3.2×3.2×0.1×6=6.144
DC-4：5.2×3.2×0.1×6=9.984
26.93
室外地坪以下梁体积=0.3×(0.65-0.45)×(112.4+157.479)=16.1927
回填土体积=398.9867-26.928-102.236-6.85-16.1927=246.78
254.25
2.室内回填(房心回填) =主墙间净面积×回填厚度同定额
首层大堂:7×(3.65+2.1+4.7+0.25)×(0.45-0.3)=11.235
A轴、①③段+⑥⑧段=（9.3-1）×2=16.6
③④弧长=（6.0-2.5-0.25+2×3.14×2.35/4-0.25）×2=13.38
梁长合计：58.5+29.2+24.4+102.9+24.6+16.6+13.38=269.885m
体积=0.3×0.55×梁长=0.3×0.55×269.885=44.53
JC-2’：4.6×2.5×0.3+1/6×0.2×[4.6×2.5+(4.6+2.7) ×(2.5+0.6)+2.7×0.6] ×2=9.2833
合计：6.2827+7.632+22.896+40.302+7.92+7.92+9.2833=102.236
1号办公楼工程量计算式
4 #####
149.04
大厅（45AB 轴）
4.45 6.9
30.705 130
2 7.98
61.41
办公室2
7.1 3.1
22.01 120
8 #####
176.08
阳台板
9.2259 140
8 #####
73.81
梯办板公室1
4.23
37.92
（34AB轴弧形 2.00 5.6
11.20 120 8.00 ##### ##### 89.60
6 22.90
5
3
2.7 0.6 0.3 0.3
6 40.30
3.1
3
0.7 0.6 0.3 0.3
2 7.92
3 3.1
0.6 0.7 0.3 0.3
2 7.92
4.6 2.5
2.7 0.6 0.3 0.2
2 9.28
垫层宽 度
垫层 长度
垫层底面积
垫层厚 度
个数 工程量
2.2 2.2
4.84 0.1
板部分）
梯段截 面积
梯段 宽度
梯段个数
梯段体 梯段体
积
积合计
楼梯 体积 合计
3.8以下
0.79324 1.5
2 2.3797
3.8-5.6
0.72714 1.5
1 1.0907 6.5765
楼梯 5.6-11
0.69024 1.5
3 3.1061
梯梁
梯梁断 面积
梯梁 长度
梯梁根数
梯梁体 积
10.98
工程量 程量合 程量合
合计 计
计
43.22
46.37
工程量计算书办公大楼
过梁
m3
1.723
V=1.15×0.12×0.2×52+1×0.12×0.2×12=1.723
43
楼梯投影面积
m2
37.16
S=(1.35×3.1＋3.1×1.45－0.2×0.35×2－0.45×0.2×2)×2=37.16
44
柱子（700×600）箍筋
kg
15542.613
Ф10@100/200 一级钢
11
基础回填
m3
294
V=(50.5+15.5)×2×2×（1.5－0.45）+2×2×（1.5－0.45）=294m3
12
一层的柱子
m3
60.48
V=0.7×0.6×3.6×40=60.48
13
一层的梁（300×600）
m3
50.4
V=(5.3×6+2.6×2)×0.3×0.6×4+(5.4×2＋2.4)×0.3×0.6×10
华 东 交 通 大 学 理 工 学 院
《工 程 估 价》课 程
单位工程量计算书
（工程项目：办公大楼）
专 业：
学 号：
姓 名：
指导老师:
编制时间：2014年5月20日
基数计算表
序号
基数名称
代号
单位
数量
计算式
1
外墙中心线
L中
m
131.906
L中=(50.5-0.25)×2＋(15＋0.6－0.25)×2＋L弧－7.3
=131.906
2
内墙净长线
L内
m
15.35
L内=15＋0.6－0.25
3
外墙外边线
工程量清单-1号办公楼
1号办公楼工程
工程量清单
工程造价
招标人：咨询人：
（单位盖章）（单位资质专用章）
法定代表人法定代表人
或其授权人：或其授权人：
(签字或盖章）（签字或盖章）
编制人: 复核人:
（造价人员签字盖专用章）（造价工程师签字盖专用章)
编制时间：年月日复核时间: 年月日
封-1
总说明
工程名称：1号办公楼工程第 1 页共 1 页
表—01
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
分部分项工程量清单与计价表
措施项目清单与计价表（一）
注:1.本表适用于以“项”计价的措施项目。
2。
根据建设部、财政部发布的《建筑安装工程费用组成》（建标[2003］206号）的规定，“计算基础”可为“直接费”、“人工费”或“人工费+机械费”.
措施项目清单与计价表（二)
注：1。
本表适用于以综合单价形式计价的措施项目.
其他项目清单与计价汇总表
注：材料暂估单价进入清单项目综合单价，此处不汇总.
规费、税金项目清单与计价表
注：根据建设部、财政部发布的《建筑安装工程费用组成》(建标[2003]206号）的规定，“计算基础”可为“直接费"
“人工费"或“人工费+机械费”。
广联达1#办公楼
净空面积=（3.3-0.1）×（6.9+0.05）=22.24
体积=22.24×(0.45-0.2205) =5.1
5.1
房心回填土（楼梯间）地面3
m3
净空面积=（7.2-0.2）×（6.9-3.65+0.25）=24.5
体积=24.5×(0.45-0.23) =5.39
1号办公楼工程量计算表
序号
工程项目
单位
计算式
工程
数量
备注
建筑面积
m2
634.4314×4
2537.73
1
脚手架
使用费
100m2
同上
25.38
2
大型机械
使用费
m2
同上
3
水电费
m2
同上
2537.73
土方工程
4
场地平整
m2
634.4314×1.4
888.20
5
挖基坑
m3
挖土深度=1.9-0.45=1.45m
102.236
11
C30框架柱KZ
m3
KZ1：0.5×0.5×（1.3+14.4）×4=15.7
KZ2：0.5×0.5×[（1.2+14.4）×2+(1.3+14.4) ×4]=23.5
KZ3：0.5×0.5×（1.2+14.4）×6=23.4
KZ4：0.5×0.5×（1.2+14.4）×12=46.8
12
C30梯柱TZ1
m3
首层TZ1：0.3×0.2×（1.95+0.1）×3=0.369
二、三层TZ1：0.3×0.2×1.8×3×2=0.648
1号办公楼安装给水排水工程量手算
1号办公楼安装给水排水工程量手算摘要：1.引言：简要介绍1号办公楼安装给水排水工程的意义和背景2.给水排水工程量手算的方法和步骤a.了解工程基本信息，包括管道长度、管径、管材等b.计算给水排水管道的长度c.计算管道的截面积d.计算管道的体积e.计算管道安装工程量3.工程实例：以1号办公楼为例，详细手算给水排水工程量a.获取工程基本信息b.计算给水排水管道长度c.计算管道截面积d.计算管道体积e.计算工程量4.手算工程量的优点和局限性a.优点：准确性高、操作简单、成本低b.局限性：耗时较长、对人员技能要求较高5.结论：总结1号办公楼给水排水工程量手算的过程和结果，以及对未来工程的启示正文：【引言】随着我国城市建设的快速发展，办公楼的建设日益增多。
给水排水工程作为办公楼建设中不可或缺的一部分，其工程量的精确计算至关重要。
本文将以1号办公楼为例，介绍给水排水工程量手算的方法和步骤，以期为类似工程提供参考。
【给水排水工程量手算的方法和步骤】给水排水工程量手算主要包括以下几个步骤：1.了解工程基本信息：在进行工程量计算前，首先要了解工程的基本情况，如管道长度、管径、管材等。
这些信息可以通过工程图纸、设计文件等渠道获取。
2.计算给水排水管道的长度：根据工程图纸，测量管道长度。
需要注意的是，要区分主管道和支管道，分别进行计算。
3.计算管道的截面积：给水排水管道的截面积与管径有关。
可以通过查阅相关表格或公式，计算出管道的截面积。
4.计算管道的体积：将管道长度、截面积代入体积计算公式，得出管道的体积。
5.计算管道安装工程量：根据工程实际情况，考虑管道焊接、弯头、阀门等附件的安装，以及管道保温、防腐等处理，计算出管道的安装工程量。
【工程实例】以1号办公楼为例，详细手算给水排水工程量。
1.获取工程基本信息：通过工程图纸和设计文件，了解管道长度、管径、管材等参数。
2.计算给水排水管道长度：主管道长度为100米，支管道长度为50米。