钢筋工程量简易计算书
钢筋算量过程计算实例
1梁筋在钢筋的计算过程中，梁筋的计算是最为复杂的，因为它需要计算上部通长筋、支座钢筋、中部钢筋（腰筋、扭筋）、底筋、箍筋、拉筋、吊筋，当遇到有悬挑的时候还需要锚固长度还与非悬挑不一致，因此，需要详细了解03G-101，在此以上图为例进行说明。
1.1上部通长筋1）上部通长筋=通跨净长度+搭接长度+2*锚固长度（当处于中间楼层）2φ25=（7.2*4-0.45*2+38*0.025*1.2*2+2*38*0.025）*2说明：搭接长度以12米为定尺长度，即12m一搭接。
该工程为一级抗震，混凝土的等级为C30，锚固长度按表1-1取38d，表1-1搭接长度按照下表1-2以1.2*锚固长度取值表1-22）上部通长筋=梁总长+搭接长度+2*锚固长度（当处于基础层，该部分钢筋锚固到梁底）2φ25=(7.2*4-0.03*2+38*0.025*1.2*2+2*（0.7-0.03*2）)*2保护层按照下表1-3取值：（在本工程中取30）表1-33)当然，有时候遇到悬挑钢筋的时候，如下图，还需要计算弯折部分的钢筋，详见国标。
1.2支座钢筋○1轴支座筋6Ф25 4/2其中2Ф25是通长的，所以上2Ф25=（1/3*(7.2-0.45-0.325) +38*0.025）*2下2Ф25=（1/4*(7.2-0.45-0.325) +38*0.025）*2○3轴支座筋8Ф25 4/4所以上2Ф25=（1/3*(7.2-0.325-0.325)*2+0.65）*2（相邻两跨净跨取大值）下4Ф25=（1/4*(7.2-0.325-0.325)*2+0.65）*4○4轴支座筋2Ф25/ 2Ф22所以下2Ф22=（1/4*(7.2-0.325-0.325) +0.325）*26Ф25 4/2上2Ф25=（2/3*(7.2-0.325-0.325) +0.65）*2下2Ф25=（2/4*(7.2-0.325-0.325) +0.325+1.2*38*0.025）*2 ○5轴支座钢筋同○3轴支座钢筋上2Ф25=1/3*(7.2-0.45-0.325)*2下2Ф25=1/4*(7.2-0.45-0.325)*2○6轴支座钢筋同○1轴支座钢筋8Ф25 4/4上2Ф25=（1/3*(7.2-0.45-0.325) +38*0.025）*2下4Ф25=（1/4*(7.2-0.45-0.325) +38*0.025）*48Ф10(2)指的是吊筋处的箍筋1.3架立钢筋○1~○34Ф12=(1/3*(7.2-0.45-0.325) +2*0.15)*4○3~○44Ф12=(1/3*(7.2-0.325-0.325) +2*0.15)*4○4~○54Ф12=(1/3*(7.2-0.325-0.325) +2*0.15)*4○5~○64Ф12=(1/3*(7.2-0.45-0.325) +2*0.15)*41.4腰筋腰筋=跨净长+搭接长度+2*15*d（当为抗扭筋时，+2*锚固长度）所以在本题目中，配G6Ф12=（7.2*4-0.45*2+2*15*0.012+1.2*34*0.012）*61.5底筋1)、当为通常筋=净跨长+搭接长度+2*锚固长度2）、当为本题中时，分别进行计算○1、每跨的5Ф25为通常的，所以5Ф25=（7.2*4-0.45*2+2*38*0.025*1.2+2*38*0.025）*5 ○2、○1~○33Ф25=（7.2-0.325-0.45+38*0.025+1.2*38*0.025）*3○3~○4（即不伸入支座的钢筋=净跨-2*0.1*ln1）8Ф25 3（-3）/5=3*(7.2-0.325*2-0.1*(7.2-0.325*2)*2)○4~○6其中的2Ф25=（7.2*2-0.325-0.45+1.2*38*0.025*2+38*0.025）*2 ○4~○5其中的1Ф25=7.2-0.325*2+1.2*38*0.025*21.6箍筋箍筋单长=（长+宽）*2-8*保护层+20*d(二肢箍)箍筋数量=加密区/加密区间距+非加密区/非加密区间距+吊筋处增加数量箍筋单长φ10=(0.3+0.7)*2-8*0.03+20*0.01箍筋数量=（1.2+2*0.7*7）/0.1+（7.2*4+0.15*2-1.2-2*0.7*7-0.35）/0.2+8（○1~○3跨中次梁宽为250，则8φ10相当于间距为50）（1.2是图中注明的加密区范围，未注明按照规范进行计算）注：二肢箍是箍筋中最简单的类型，当出现多肢箍时，需要小心计算，多肢箍在柱箍筋中举例。
工程量计算书(含钢筋)剖析
m3
958.330
13
3-29 一层砌筑工程 （H=3900mm） 二层砌筑工程 （H=3600mm） 三层砌筑工程 （H=3600mm） 四层砌筑工程 （H=3600mm） 五层砌筑工程 （H=3600mm） 扣除门窗占的体 积
M5标准砖1砖外墙(自拌砼) 3.9*(8.4*4+7.5*9+3.6*8.1*6+7.2*2+8.1+7.2+9.3*3+2.4)*0.24 3.6*(7.5*9+8.4*4+3.6+8.1*6+7.2*3+2.4+3.6+9.3*5+8.4*4+3.6)*0.24 3.6*(7.5*9+8.4*4+3.6+8.1*6+7.2*3+2.4+9.3*5+8.4*4)*0.24 3.6*(7.5*9+8.4*4+3.6+8.1*6+7.2*3+2.4+9.3*5+8.4*4)*0.24 3.6*(7.5*9+8.4*4+3.6+8.1*6+7.2*3)*0.24 (0.9*2.7*8+1*2.7*50+32.94+565.68)*0.24
工程量计算书
工程名称:华雨中学教学楼 序号 1 位置 名称 建筑工程 标段: 子目名称及公式 单位 相同数量 合计
2
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平整场地 1、土壤类别:三类土 2、弃土运距:100m之内 3、取土运距:100m之内 工作内容： 1、土方挖填 2、场地找平 3、运输
m2
1125.750
钢筋工程量计算-(1)
4、箍筋的长度
箍筋的末端应作弯钩，弯钩形式应符合设计要求。当设 计无具体要求时，用Ⅰ级钢筋或低碳钢丝制作的箍筋，其弯 钩的弯曲直径D不应大于受力钢筋直径，且不小于箍筋直径 的2.5倍；弯钩的平直部分长度，一般结构的，不宜小于箍 筋直径的5倍；有抗震要求的结构构件箍筋弯钩的平直部分 长度不应小于箍筋直径的10倍。
1、跨数按柱网轴线计算(两相邻柱轴线之间为一跨) 2、(xxA)为一端有悬挑， (xxB)为两端有悬挑，悬挑不计 入跨数；
3、板带厚注写为h=xxx； 4、板带宽注写为b=xxx； 5、当无梁楼盖整体厚度和板带宽度已在图中注明时，此项 可不注；
箍筋
1、箍筋系选注内容，当柱上板带设计为 暗梁时才注，注写内容包括钢筋级别、直 径、间距与肢数(写在括号内)；
2、X向贯通纵筋以X打头，Y向贯通纵筋以Y打 头，两向贯通纵筋配置相同时以X&Y打头；
3、当为单向板时，另一向贯通的分布筋可不必 注写，而在图中统一注明；
4、当在某些板内配置有构造钢筋时，则X向以 Xc，Y向以Yc打头注写(例如：纯悬挑板的下部)；
5、当Y向采用放射配筋时，设计者应注明配筋 间距的度量位置；
2. 450×450 Y300×200 3. 300×600/400 4. 20ф10@150（4）/200（2） 5. 2ф22+（4ф18） 6. 3ф25；3ф22
7. N6ф20 8. （-0.100）
9. 6ф20 4/2 10. 2ф22+2ф20 11. 6ф25 2（-2）/4
1.贯通筋指贯通整根梁，只能是同种直径钢筋搭接（或其他连 接）。
有梁板配筋原位示例
1、LB5 h=110 B：xΦ12@120;yΦ12@110
钢筋工程量计算公式手工计算大全
第一章梁第一节框架梁一、首跨钢筋的计算1、上部贯通筋上部贯通筋（上通长筋1）长度＝通跨净跨长＋首尾端支座锚固值2、端支座负筋端支座负筋长度：第一排为Ln/3＋端支座锚固值；第二排为Ln/4＋端支座锚固值3、下部钢筋下部钢筋长度＝净跨长＋左右支座锚固值注意：下部钢筋不论分排与否，计算的结果都是一样的，所以我们在标注梁的下部纵筋时可以不输入分排信息。
以上三类钢筋中均涉及到支座锚固问题,那么，在软件中是如何实现03G101-1中关于支座锚固的判断呢?现在我们来总结一下以上三类钢筋的支座锚固判断问题：支座宽≥Lae且≥0。
5Hc＋5d，为直锚，取Max｛Lae，0.5Hc＋5d }。
钢筋的端支座锚固值＝支座宽≤Lae或≤0。
5Hc＋5d，为弯锚，取Max｛Lae，支座宽度-保护层+15d }。
钢筋的中间支座锚固值＝Max{Lae，0。
5Hc＋5d }4、腰筋构造钢筋:构造钢筋长度＝净跨长＋2×15d抗扭钢筋：算法同贯通钢筋5、拉筋拉筋长度＝（梁宽－2×保护层）＋2×11。
9d(抗震弯钩值）＋2d？？拉筋根数：如果我们没有在平法输入中给定拉筋的布筋间距，那么拉筋的根数＝（箍筋根数/2）×(构造筋根数/2）；如果给定了拉筋的布筋间距，那么拉筋的根数＝布筋长度/布筋间距。
6、箍筋箍筋长度＝（梁宽－2×保护层＋梁高-2×保护层）＋2×11。
9d＋8d箍筋根数＝(加密区长度/加密区间距+1）×2＋（非加密区长度/非加密区间距－1）+1注意：因为构件扣减保护层时，都是扣至纵筋的外皮，那么,我们可以发现，拉筋和箍筋在每个保护层处均被多扣掉了直径值;并且我们在预算中计算钢筋长度时,都是按照外皮计算的,所以软件自动会将多扣掉的长度在补充回来，由此，拉筋计算时增加了2d，箍筋计算时增加了8d。
（如下图所示)7、吊筋吊筋长度＝2*锚固+2＊斜段长度+次梁宽度+2*50，其中框梁高度>800mm 夹角=60°≤800mm 夹角=45°二、中间跨钢筋的计算1、中间支座负筋中间支座负筋:第一排为Ln/3＋中间支座值＋Ln/3；第二排为Ln/4＋中间支座值＋Ln/4注意:当中间跨两端的支座负筋延伸长度之和≥该跨的净跨长时，其钢筋长度：第一排为该跨净跨长＋（Ln/3＋前中间支座值）＋(Ln/3＋后中间支座值)；第二排为该跨净跨长＋（Ln/4＋前中间支座值）＋(Ln/4＋后中间支座值）.其他钢筋计算同首跨钢筋计算。
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 =。
钢筋工程量计算公式
钢筋工程量计算公式文章中没有明显的格式错误或有问题的段落，因此直接进行小幅度的改写。
一、框架梁1）框架梁的钢筋计算1、首跨钢筋的计算在计算上部贯通筋、端支座负筋和下部钢筋长度时，需要考虑支座锚固问题。
支座宽度大于等于通跨净跨长加上首尾端支座锚固值且大于等于0.5Hc加上5d时，为直锚，取Max{支座宽度，0.5Hc+5d }；支座宽度小于等于通跨净跨长加上首尾端支座锚固值或小于等于0.5Hc加上5d时，为弯锚，取Max{支座宽度-保护层+15d，Lae }。
腰筋的长度为净跨长加上两个直径，拉筋的长度为___减去两倍保护层加上两个抗震弯钩值和两个直径。
箍筋的长度为___减去两倍保护层加上___减去两倍保护层再乘以2，再加上两个抗震弯钩值和8个直径。
2、中间跨钢筋的计算在计算中间支座负筋长度时，需要考虑中间跨两端的支座负筋延伸长度之和是否大于等于该跨的净跨长。
其他钢筋计算同首跨钢筋计算。
二、非框架梁非框架梁的钢筋计算方法与框架梁类似，具体计算时需要根据梁的具体情况进行调整。
墙身竖向钢筋的根数可以通过以下公式计算：墙净长除以间距再加1，其中墙身竖向钢筋的布置从暗柱、端柱边50mm处开始。
如果墙身有洞口，则墙身竖向筋在洞口上下两边截断，分别横向弯折15d。
墙身拉筋的长度可以通过以下公式计算：墙厚减去保护层再加上弯钩的长度，其中弯钩的长度为11.9加上2*D。
拉筋的根数可以通过墙净面积除以拉筋的布置面积计算，其中墙净面积需要扣除暗（端）柱、暗（连）梁，即墙面积减去门洞总面积、暗柱剖面积和暗梁面积。
拉筋的面筋面积指的是其横向间距乘以竖向间距。
对于剪力墙墙柱，纵筋的长度需要分层计算。
首层墙柱纵筋长度为基础插筋加上首层层高和伸入上层的搭接长度。
中间层墙柱纵筋长度为本层层高加上伸入上层的搭接长度。
顶层墙柱纵筋长度为层净高加上顶层锚固长度。
需要注意的是，如果是端柱，顶层锚固需要区分边、中、角柱以及外侧钢筋和内侧钢筋。
钢筋工程量计算书
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钢筋工程量简易计算书
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。
工程实例教你手算钢筋
钢筋工程量计算规则(一）钢筋工程量计算规则1、钢筋工程，应区别现浇、预制构件、不同钢种和规格，分别按设计长度乘以单位重量，以吨计算。
2、计算钢筋工程量时，设计已规定钢筋塔接长度的，按规定塔接长度计算；设计未规定塔接长度的，已包括在钢筋的损耗率之内，不另计算塔接长度。
钢筋电渣压力焊接、套筒挤压等接头，以个计算。
3、先张法预应力钢筋，按构件外形尺寸计算长度，后张法预应力钢筋按设计图规定的预应力钢筋预留孔道长度，并区别不同的锚具类型，分别按下列规定计算：（1)低合金钢筋两端采用螺杆锚具时，预应力的钢筋按预留孔道长度减0.35m,螺杆另行计算。
（2）低合金钢筋一端采用徽头插片，另一端螺杆锚具时，预应力钢筋长度按预留孔道长度计算，螺杆另行计算。
（3）低合金钢筋一端采用徽头插片，另一端采用帮条锚具时，预应力钢筋增加0. 15m,两端采用帮条锚具时预应力钢筋共增加0.3m计算。
（4）低合金钢筋采用后张硅自锚时，预应力钢筋长度增加0. 35m计算。
（5）低合金钢筋或钢绞线采用JM, XM, QM型锚具孔道长度在20m以内时，预应力钢筋长度增加lm；孔道长度20m以上时预应力钢筋长度增加1.8m计算。
（6）碳素钢丝采用锥形锚具，孔道长在20m以内时，预应力钢筋长度增加lm；孔道长在20m以上时，预应力钢筋长度增加1．8m.（7）碳素钢丝两端采用镦粗头时，预应力钢丝长度增加0. 35m计算。
（二）各类钢筋计算长度的确定钢筋长度=构件图示尺寸－保护层总厚度+两端弯钩长度+（图纸注明的搭接长度、弯起钢筋斜长的增加值）式中保护层厚度、钢筋弯钩长度、钢筋搭接长度、弯起钢筋斜长的增加值以及各种类型钢筋设计长度的计算公式见以下：1、钢筋的砼保护层厚度受力钢筋的砼保护层厚度，应符合设计要求，当设计无具体要求时，不应小于受力钢筋直径，并应符合下表的要求。
钢筋的砼保护层厚度（mm）注：（1）轻骨料砼的钢筋的保护层厚度应符合国家现行标准《轻骨料砼结构设计规程》。
钢筋工程量计算书
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。
某楼楼钢筋工程量计算书
宽 0.4 0.6 0.6
长 柱高 梁高 柱净高 直径 0.65 5.7 0.5 5.2 20 0.65 3 0.4 2.6 20 0.65 3 0.4 2.6 18
径1 根数 重量 8 224.90 4 59.18 12 143.82
径2 直径 根数 重量 18 6 136.63 18 8 95.88 0.00
径2 直径 根数 16 4 16 4 16 4 16 4
重量 37.88 37.88 37.88 37.88
径3 直径 根数 12 2 12 2 12 2 12 2
重量 10.65 10.65 10.65 10.65
承台高
名称 KZ6Aa
备注 -1.2~4.5 4.5-7.5 7.5-10.5
数量 2 2 2
备注 -1.2~4.5
数量 1
宽 0.5
径1 长 柱高 梁高 柱净高 直径 根数 重量 0.5 5.7 0.5 5.2 22 4 68.03
径2 直径 根数 重量 20 8 112.45
径3 承台高 直径 根数 重量 0.00 1.10
名称
备注
-1.2~4.5 4.5-7.5 7.5-10.5 10.5-13.5 13.5-16.5 16.5-19.5 KZ4Aa&KZ3B 19.5-22.5 22.5-25.5 25.5-28.5 28.5-31.5 31.5-34.5 34.5-37.3 小计
径3 承台高 直径 根数 重量 0.00 1.10 12 4 21.31 12 4 21.31
KZ5J
KZ5J
10.5-13.5 13.5-16.5 16.5-19.5 19.5-22.5 22.5-25.5 25.5-28.5 28.5-31.5 31.5-34.5 34.5-35.6
建筑工程工程量计算——钢筋工程量计算（附公式及实际解析）
建筑工程工程量计算——钢筋工程量计算（附公式及实际解析）一、钢筋工程量计算规则1、钢筋工程，应区别现浇、预制构件、不同钢种和规格，分别按设计长度乘以单位重量，以吨计算。
2、计算钢筋工程量时，设计已规定钢筋塔接长度的，按规定塔接长度计算；设计未规定塔接长度的，已包括在钢筋的损耗率之内，不另计算塔接长度。
钢筋电渣压力焊接、套筒挤压等接头，以个计算。
各类钢筋计算长度的确定钢筋长=构件长-保护层*2+弯勾长*2+弯起钢筋增加值(△L)*2钢筋的混凝土保护层受力钢筋的保护层,应符合设计要求;当设计无要求时,不应小于受力钢筋直径,并应符合下表要求:纵向受力钢筋的混凝土保护层的最小厚度(㎜)混凝土保护层的最小厚度见下表：附注:①基础中纵向受力钢筋的混凝土保护层厚度不应小于35㎜,无垫层时不应小于70㎜;②板墙壳中的分布筋的保护层厚度不应小于表中相应数值减10㎜,且不应小于10㎜;梁柱中的箍筋和构造筋的保护层不应小于15㎜.2. 箍筋的弯勾长度:平钩（180 °） 6.25d ；直钩（90 °） 3.5d ；斜钩（135 °） 4.9d3. 弯起钢筋增加长度:30 °： 0.268H0;45 °： 0.41H0;60 °： 0.585H04. 箍筋长度:封闭方箍箍筋长度=2*(长+宽)+20d或=构件截面外边周长-8倍保护层厚+27.8d⑶ 箍筋根数的确定： N= （构件长 - 保护层） / 间距 +1二各种构件钢筋计算方法基础（一）条形基础1、横向受力钢筋的直径，一般为6~16mm；间距为120—250mm。
2、纵向分布钢筋的直径，一般为5~6mm；间距为250~350mm。
3、条形基础的宽度B≥1600mm时，横向受力钢筋的长度可减至0.9B，交错布置，如图2-3示。
（二）独立基础1、独立基础系双向受力，其受力钢筋直径不宜小于8mm，间距为100~200mm。