1、钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注$项目合计共13项共计3523671kg1GJ10重量=100148.1kg100148.12GJ6.5重量=13206.0kg13206.03GJ8重量=227319.4kg227319.44GJ10重量=302921.0kg302921.05GJ12重量=425638.2kg425638.26GJ14重量=152203.0kg152203.07GJ16重量2、=113756.6kg113756.68GJ18重量=193543.4kg193543.49GJ20重量=224336.7kg224336.710GJ22重量=425969.6kg425969.611GJ25重量=1282414.7kg1282414.712GJ28重量=60891.2kg60891.213GJ32重量=1322.6kg1322.6$项目小计共11项共计405938kg1GJ8重量=4589.9kg4589.92GJ10重量=35885.1kg35885.13GJ12重量=66556.9kg66556.94GJ14重量=45938.7kg45938.75GJ16重量=2160.3、7kg2160.76GJ18重量=5843.4kg5843.47GJ20重量=8620.0kg8620.08GJ22重量=76365.3kg76365.39GJ25重量=128870.7kg128870.710GJ28重量=30445.6kg30445.611GJ32重量=661.3kg661.3一承台10CT1125.010(0.18+1.35)*2+1.95114*2=2828124.6U型3128.000(2.0+2.0)*211=117.1箍筋110CT1a124.6602.78+1.35+(0.18+0.35)125=2525103.5Z型筋165.4003.58+(0.47+1.34、5)117=1717145.0下筋21411.190(3.58+0.41)*2+2.73+0.4816=6681.2箍筋1204.4603.58+0.58+0.30117=1717187.3负筋1108.3001.0*2.7+1.4*4125=2525128.0箍筋210CT32821.110(0.42+8.0)*2+2.35+0.96*2120=20202039.2U型31020.8609.74+5.56*2154=5454695.0箍筋11221.620(2.4+8.0)*2+0.41*211=1119.2箍筋17CT6223.4503.45138=3838390.7主筋1255.55055、.55135=3535747.9主筋1142.3500.2+0.6+1.55192=9292261.6Z型筋1419.160(5.6+3.5)*2+0.48*219=99208.7箍筋19CT1022524.1006.45*66+4.10*2411=111561.8主筋122569.55010.65*17+9.25*4211=111697.3主筋1143.0500.8+2.251165=165165608.9Z型筋1430.2800.48*3+28.84112=1212439.7箍筋1227.1106.45+0.33*2167=67671419.6附加筋2211.2609.85+0.33*2+6、0.75144=44441476.4附加筋225.6002.3*2+1.0164=64641068.0撑脚9CT5b22242.5504.45*42+2.65*2121=121445.6主筋122436.3006.85*17*2+5.65*(12+24)21=122600.3主筋1142.3500.2+0.6+1.552115=115230654.0Z型筋1423.84022.8+0.52*229=918519.2箍筋1144.8704.45+0.42247=4794553.9附加筋147.2706.85+0.42231=3162545.4附加筋224.2001.6*2+1.0231=31627、776.0撑脚9CT5224.4504.45259=591181564.8主筋1256.4506.45241=41822036.3主筋1143.0500.8+2.252147=1472941085.0Z型筋1422.960(4.5+6.5)*2+0.48*2216=1632889.0箍筋1144.8704.45+0.21*2244=4488518.6附加筋146.8706.45+0.21*2231=3162515.4附加筋225.6002.3*2+1.0229=2958967.9撑脚9CT122510.7009.85+0.85165=65652677.7主筋1287.1507.15186=868、862970.0主筋1143.0500.8+2.251172=172172634.8Z型筋1436.12034.2+0.48*4112=1212524.5箍筋1编制单位：第 1 页2023/10/19228.5607.15+0.33*2+0.751162=1621624132.4附加筋2211.2609.85+0.33*2+0.7515=55167.8附加筋255.6002.3*2+1.0172=72721552.3撑脚9CT12a289.6307.85+0.82+0.961102=1021024744.3主筋12811.08010.12+0.96166=66663532.1主筋1143.059、00.8+2.251138=138138509.3Z型筋1429.38027.12+0.48*3+0.41*2112=1212426.6分布筋229.4608.05+0.33*2+0.75169=69691945.2附加筋2211.53010.12+0.33*2+0.75155=55551889.8附加筋225.6002.3*2+1.0182=82821368.4撑脚9CT4224.4504.45241*2=821642174.8主筋1142.3500.8+1.55291=91182517.5Z型筋1418.4804.5*4+0.4829=918402.5箍筋1144.8704.45+0.2110、*2231*2=62124730.7附加筋224.2001.6*2+1.0221=2142525.7撑脚10CT4224.9504.95145*2=90901327.6主筋1142.6500.8+1.851126=126126404.0Z型筋1420.96020.0+0.48*2110=1010253.6箍筋1145.3704.95+0.21*2134*2=6868441.8附加筋224.8001.9*2+1.0126=2626371.9撑脚7CT6,7CT6a223.4503.45338=381141172.0主筋1225.5505.55135=3535578.9主筋1255.5505.5511、235=35701495.7主筋1142.3500.8+1.55392=92276784.8Z型筋1419.160(3.5+5.6)*2+0.48*239=927626.0箍筋18CT3254.2004.2111*3=3333533.6主筋1123.3243.324110=101029.5分布筋142.3500.8+1.55162=6262176.3Z型筋1412.80812.328+0.4819=99139.5箍筋16CT1123.8101.15+(0.18+1.15)*229*2=1836121.8U型3124.8001.2*421=128.5箍筋19CT5c2812.71011.75+012、.96120=20201227.8主筋11016.6807.8+4.44*2180=8080823.3箍筋21229.030(11.8+2.1)*2+0.41*311=1125.8箍筋18CT4a204.4504.45129=2929318.8主筋1223.7503.75127=2727301.7主筋1142.3500.8+1.55184=8484238.9Z型筋1417.56016.6+0.48*219=99191.2箍筋19CT5a225.7205.72153*2=1061061806.8主筋1143.0500.8+2.251116=116116428.1Z型筋1424.02823.06813、+0.48*2112=1212348.9箍筋1146.1305.71+0.42139*2=7878578.5附加筋225.6002.3*2+1.0145=4545751.0撑脚CTA2823.51015.85+2.87*2+0.96*24剖127=27273065.9U型3289.6308.25+0.42+0.965,6剖西128=28281302.4Z型筋2812.60011.64+0.965,6,5a剖东153=53533225.5Z型筋286.6705.8+0.875a剖西127=2727869.8下筋22821.5100.87+15.85+2.87+0.96*24a剖150=5050514、194.7U型32811.770(1.79+0.87)*2+6.45坑140=40402274.0梯形筋2511.690(1.79+0.83)*2+6.45坑140=40401800.3附加筋255.8003.80+2.05,6,5a剖154=54541205.8附加筋257.0104.15+2.864,4a剖176=76762051.1附加筋2523.21015.85+2.83*2+0.85*23,3a剖165=65655808.3U型32510.2605.85+2.83+0.73+0.851,2剖南172=72722844.1Z型筋256.6003.04+2.83+0.731,2剖北17215、=72721829.5Z型筋259.610(1.79+0.73)*2+4.57坑155=55552034.9梯形筋2526.34023.79+0.85*3坑坡侧113=13131318.3箍筋11457.18053.48+0.41*2+0.48*6114=1414968.6构造筋2518.46015.3+0.73*2+0.85*21114=1141148102.1负筋2253.8602.4+0.73*2121=2121312.1主筋12519.92012.9+0.38*2+2.28*2+0.85*2121=21211610.5负筋12519.06015.9+0.73*2+0.85*21130=16、1301309539.5主筋1256.0002.5*2+1.01244=2442445636.4撑脚CTB2211.5200.33+9.8+0.64+0.7510a剖111=1111377.6U型2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 2 页2023/10/192212.6803.58+5.16+3.19+0.757,8剖下141=41411549.2U型3222.5001.53+017、.33+0.647,8剖西164=6464476.8下筋2223.0801.8+0.64*279剖东182=8282752.6下筋32210.9805.36+2.43+3.199剖下120=2020654.4U型3223.0300.33+2.709剖西120=2020180.6下筋22512.2900.38+8.62+2.44+0.8510剖125=25251182.9U型32511.6200.38+7.95+2.44+0.8510剖116=1616715.8U型3256.4503.15+1.65*211剖坑119=1919471.8梯形筋252.4800.33+2.1511剖西120=20218、0191.0下筋2255.4203.19+1.85+0.38120=2020417.3Z型筋2211.41010.66+0.7513剖坑19=99306.0224.9700.33+2.85+1.7913剖B117=1717251.8226.3605.08+0.64*213剖-5.55米133=3333625.4主筋1225.4703.04+2.4313剖-7.1米146=4646749.82211.27810.528+0.7513-8.1米144=44441478.8224.1802.0+1.85+0.3313剖北149=4949610.4Z型筋2227.03024.78+0.75*3116=19、16161288.8下筋12212.1000.33+1.85+9.17+0.7512剖120=2020721.2Z型筋2223.20320.423+0.64*2+0.75*2东坡侧115=15151037.2主筋12215.33015.33-8.1米区124=24241096.4主筋12210.7308.70+2.03-7.1米区115=1515479.6构造筋149.3008.0+0.41*2+0.48南北19*2=1818202.6构造筋14156.7808.82*14+3.7*979东11=11189.7构造筋144.4804.0+0.48集水坑15=5527.1构造筋1415.080(20、5.4+1.9)*2+0.48梯坑114=1414255.5构造筋83.6003.0+0.3*218*2=161622.8坑盖板81.3001.0+0.3121*2=424221.6坑盖板142.3201.5+0.41*214=4411.2修孔梁81.2001.219=994.3修孔梁82.5001.9+0.3*2116=161615.8主筋183.6003.0+0.6111=111115.6主筋1225.5002.25*2+1.01172=1721722819.1撑脚2210.0808.67+0.33*2+0.751160=1601604806.1上筋12222.58020.42+0.33*21、2+0.75*2168=68684575.6上筋1二地梁DL342581.610(19.96+10.71+14.91)+5.66+10.71*2+8.9516+6=12123770.4主筋184.2800.4*2.7+0.8*41596=5965961007.6箍筋2DL2925160.4309.25+38.46+14.91+38.46+23.0*2+13.3517+7=14148647.2主筋184.2800.4*2.7+0.8*411360=136013602299.2箍筋2DL302551.86023.0+13.35+15.5117+7=14142795.3主筋184.2800.4*2.22、7+0.8*41445=445445752.3箍筋2DL312521.42010.71*217+7=14141154.5主筋184.5500.5*2.7+0.8*41168=168168301.9箍筋2DL362511.11011.1117+7=1414598.8主筋184.2800.4*2.7+0.8*4188=8888148.8箍筋2DL33326.2606.26112=1212474.0上筋1255.8605.8618=88180.5下筋1107.2200.6*2.7+1.4*4145=4545200.5箍筋2DL322510.31010.31112+12=2424952.6主筋110623、.9500.5*2.7+1.4*4180=8080343.1箍筋2三底板筋1429.31029.3126/BE块,通筋1104+17*2=1381384894.2上下筋1417.03013.75+0.82*4E轴承台间120=2020412.1下层筋147.6005.14+0.82*3C,D承台间168=6868625.3下层筋29/AB块142922.8059.4*22+64.64*2512=227073.2上下筋79/CE块1411.37010.27+0.21+0.41+0.48196*2=1921922641.5上下筋1421.76020.38+0.42+0.48*21250+70=3224、03208425.5上层筋143.1602.34+0.41*235/DE承台间193=9393355.6下层筋145.7905.7926/E空间195=9595665.6下层筋1411.2009.9+0.41*2+0.48BC承台间138=3838515.0下层筋146.0106.0117/AB间1338=3383382458.0主筋1141.8000.4*2+1.0含部分承台1450=450450980.1撑脚四柱工程钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层25、层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 3 页2023/10/19AKZ1-3.6515.552525.55019.2+2.3+0.25+0.95*4-13F520+4=2412011804.1主筋1217.4304.72+(3.34+2.46)*2+1.11538=381902940.8复合箍31216.8304.52+(3.14+2.46)*2+1.115156=15678011657.1复合箍315.5534.352524.50018.8+0.95*649F520+4=2412011319.0主筋1216.2304.32+(2.94+2.46)*2+126、.115188=18894013547.5复合箍334.3546.352516.75012.0+0.95*51013F516+4=201006448.8主筋1213.7603.92+(2.7+2.22)*25120=1206007331.3复合箍346.3555.352211.5509.0+0.85*31416F614=14842891.2主筋2511.8509.0+0.95*31416F64=4241094.9主筋1211.8703.72+2.58+1.21+2.18*2690=905405691.9复合箍355.3567.352215.40012.0+0.85*41720F612+4=1627、964405.6主筋1010.4603.28+2.7+1.07+2.54+0.876120=1207204646.8复合箍367.3576.352011.2509.0+0.75*32123F512=12601667.3主筋2211.5509.0+0.85*3AKZ1a112+4=1616550.7主筋2211.5509.0+0.85*354=420688.4角筋107.9302.88+2.14*2+0.77690=905402642.1复合箍376.3585.351811.0109.0+0.67*32426F512=12601321.2主筋1811.0109.0+0.67*364=42452828、.5角筋106.4402.68+1.94+1.82690=905402145.7复合箍285.3591.15227.0205.80+0.95+0.27614=14841757.2主筋220.9500.95上筋比下筋多64=42467.9主筋166.6705.80+0.67+0.2066=636379.4主筋106.4402.68+1.94+1.82658=583481382.8复合箍2250.3000.30下筋比上筋多62+4+4=106069.3锚段AKZ1a-3.65-0.05257.1003.6+2.3+0.25+0.95-1F136=3636984.1主筋327.4203.6+2.3+29、0.32+1.214=44187.3角筋1217.4304.72+(3.34+2.46)*2+1.11138=3838588.2复合箍3-0.0515.55256.1505.20+0.951F132+4=3636852.4主筋2512.30010.4+0.95*22,3F,AKZ1120+4=24241136.5主筋1216.8304.52+(3.14+2.46)*2+1.111156=1561562331.4复合箍315.5534.352511.8509.0+0.95*369F120+4=24241094.9主筋258.7006.80+0.95*245F132+4=36361205.8主筋230、50.9500.95上筋比下筋多112=121243.9主筋1216.2304.32+(2.94+2.46)*2+1.111158=1581582277.1复合箍334.3546.35253.9503.0+0.9510F120+4=2424365.0主筋2511.8509.0+0.95*31113F116+4=2020912.5主筋1213.7603.92+(2.7+2.22)*21120=1201201466.3复合箍3AKZ24-3.6515.552525.55019.2+2.3+0.25+0.95*4-13F418+4=22888656.3主筋1216.0704.32+(2.94+2.331、8)*2+1.114192+2=19477611073.6复合箍315.5531.352520.55015.8+0.95*548F414+4=18725696.5主筋1212.8503.92+3.18+1.31+2.22*24158=1586327211.6复合箍331.3540.352211.5509.0+0.85*3911F414+4=18722478.2主筋1011.3903.48+2.86+1.17+1.94*2490=903602529.9复合箍340.3555.352018.75015.0+0.75*51216F412=12482223.0主筋2219.25015.0+0.85*532、44=416917.8角筋1010.3403.28+2.66+1.07+2.46+0.874150=1506003827.9复合箍355.3567.352015.00012.0+0.75*41920F412+4=16642371.2主筋107.9502.9+2.14+2.14+0.774120=1204802354.5复合箍367.3576.351811.0109.0+0.67*32123F,AKZ24412+4=16641409.3主筋106.4402.68+1.94+1.82490=903601430.5复合箍376.3585.351811.0109.0+0.67*32426F412+4=33、16641409.3主筋105.9602.48+1.74*2490=903601323.8复合箍385.3591.15257.2005.8+1.1+0.327F414=14561552.3主筋166.6805.8+0.68+0.246=624253.3主筋105.9602.48+1.74*2458=58232853.1复合箍3AKZ5-3.6515.552225.12019.2+2.3+0.22+0.85*4216=16322395.4主筋2525.55019.2+2.3+0.25+0.95*424=48786.9角筋1013.5603.88+(2.5+2.34)*22194=1943883234、46.2复合箍315.5531.352220.05015.8+0.85*5212=12241434.0主筋2520.55015.8+0.95*524=48632.9角筋1010.9203.48+2.74+1.07+2.66+0.972158=1583162129.1复合箍331.3546.352018.75015.0+0.75*5212=12241111.5主筋2219.25015.0+0.85*524=48458.9角筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数35、层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 4 页2023/10/19109.7203.08+2.46+0.97+2.34+0.872150=1503001799.2复合箍346.3561.351818.35015.0+0.67*51418F212=1224880.8主筋2018.75015.0+0.75*524=48370.5角筋106.4402.68+1.94+1.822150=1503001192.0复合箍361.3576.351618.40015.0+0.68*51923F212=1224697.7主筋2018.75015.0+0.75*524=48336、70.5角筋105.9602.48+1.74*22150=1503001103.2复合箍376.3591.151618.07014.8+0.68*4+0.552427F212=1224685.2主筋1818.40014.8+0.75*4+0.624=48294.4角筋105.9602.48+1.74*22148=1482961088.5复合箍3$项目小计共10项共计462619kg1GJ6.5重量=4718.8kg4718.82GJ8重量=24738.7kg24738.73GJ10重量=101508.7kg101508.74GJ12重量=132770.8kg132770.85GJ14重量=2537、054.1kg25054.16GJ16重量=31509.8kg31509.87GJ18重量=45767.5kg45767.58GJ20重量=53703.5kg53703.59GJ22重量=32643.9kg32643.910GJ25重量=10202.9kg10202.9AKZ6-3.6515.552225.12019.2+2.3+0.22+0.85*4316=16483593.2主筋2525.55019.2+2.3+0.25+0.95*434=4121180.4角筋1213.7603.92+(2.54+2.38)*23194=1945827111.4复合箍315.5531.352220.05038、15.8+0.85*548F316=16482868.0主筋2520.55015.8+0.95*534=412949.4角筋1012.8803.68+2.3*43158=1584743766.9复合箍331.3546.352219.25015.0+0.85*5913F312+4=16482753.5主筋1210.5003.32+(2.58+1.01)*23150=1504504195.8复合箍246.3561.352018.75015.0+0.75*51418F312=12361667.3主筋2219.25015.0+0.85*534=412688.4角筋109.7203.08+2.46+0.39、97+2.34+0.873150=1504502698.8复合箍361.3576.351818.35015.0+0.67*51923F312=12361321.2主筋2018.75015.0+0.75*534=412555.8角筋106.4402.68+1.94+1.823150=1504501788.1复合箍376.3585.351811.3409.0+0.78*32426F,AKZ6,7612+4=16962177.3主筋85.8402.44+1.7*2690=905401245.7复合箍285.3591.15227.3505.8+0.95+0.667+7=14841839.9主筋167.40、0805.8+0.68+0.666=636402.7主筋85.8405.84658=58348802.8复合箍2AKZ7a,b-3.65-0.05257.1003.6+2.3+0.25+0.9528+4=1224656.0主筋226.9703.6+2.3+0.22+0.85220=2040830.8主筋1214.4404.12+(2.74+2.42)*2138=3838487.3复合箍31215.8004.52+2.82*4AKZ7b138=3838533.2复合箍3-0.055.15256.1505.2+0.95AKZ7a,7b130+8*2=46461089.2主筋226.0505.2+041、.85AKZ7b216=1632576.9主筋1214.4404.12+(2.74+2.42)*2352=521562000.3复合箍3AKZ7-3.65-0.05226.9706.97120=2020415.4主筋257.1007.1014=44109.3角筋1214.4404.12+(2.74+2.42)*2138=3838487.3复合箍35.1515.552212.10010.4+0.85*2316=16481730.8主筋2512.30010.4+0.95*234=412568.3角筋1213.7603.92+(2.54+2.38)*23104=1043123812.3复合箍315.42、5534.352223.90018.8+0.85*649F316=16483418.7主筋2524.50018.8+0.95*634=4121131.9角筋1213.0803.72+2.34*43188=1885646550.9复合箍334.3552.352223.10018.0+0.85*61015F312=12362478.2主筋2523.70018.0+0.95*634=4121094.9角筋1211.1203.52+2.78+1.11+2.7+1.013150=1504504443.6复合箍3109.7203.08+2.46+0.97+2.34+0.87330=3090539.8复合箍43、352.3561.352011.2509.0+0.75*31618F312=12361000.4主筋2211.5509.0+0.85*334=412413.0角筋109.7203.08+2.46+0.97+2.34+0.87390=902701619.3复合箍3钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 5 页2023/10/1961.3576.351861.400(3.0+0.67)1944、F*16+0.67*431=13368.4主筋2018.75015.0+0.75*534=412555.8角筋106.4402.68+1.94+1.823150=1504501788.1复合箍2AKZ8-3.6525.352237.47029.0+2.3+0.22+0.85*7224=24485359.7主筋2538.20029.0+2.3+0.25+0.95*724=481176.6角筋1210.1304.52+3.9+1.712290=2905805217.4复合箍2105.9401.98*32290=2905802125.7二肢箍25.3561.352045.00036.0+0.75*145、2718F224=24485335.2主筋2547.40036.0+0.95*1224=481459.9角筋1210.1304.52+3.9+1.712360=3607206476.7复合箍2105.9401.98*32360=3607202638.8二肢箍61.3591.152037.15029.8+0.75*9+0.61927F222+4=26524771.5主筋124.200(0.6+1.5)*22298=2985962222.8二肢箍108.8803.54+1.78*32298=2985963265.5复合箍2AKZ9-3.6515.552024.70019.2+2.3+0.2+0.746、5*4216*2=32643904.6主筋1423.72019.2+2.3+0.14+0.52*428*2=1632918.4竖筋1023.20019.2+2.3+0.1+0.4*427=714200.4竖筋141.9501.15+0.4*2296*2=192384906.0水平筋101.7501.15+0.3*2296=96192207.3水平筋811.680(2.44+1.7*2)*2个2128+2=1302601199.5复合箍280.7300.73232*3=9619255.4拉筋15.5561.352057.05045.8+0.75*15212*2=24486763.8主筋1252.47、55045.8+0.45*1528*2=16321493.3竖筋121.8501.15+0.35*22230*2=4609201511.4水平筋89.840(2.04+1.58+1.3)*22230=2304601787.9复合箍280.5300.53276*3=22845695.5拉筋61.3591.151836.77029.8+0.75*9+0.22212*2=24483529.9主筋1234.45029.8+0.5*9+0.1526*2=1224734.2竖筋121.8501.15+0.35*22150*2=300600985.7水平筋6.59.660(2.01+1.55+1.27)*248、个2200=2004001004.6复合箍26.50.5000.502150=15030039.0拉筋AKZ10-3.6515.552225.12025.12220=20402994.3主筋2525.55019.2+2.3+0.25+0.95*424=48786.9角筋105.0802.08*2+0.92238=3876238.2二肢箍129.3104.22+3.58+1.51238=3876628.3复合箍2104.7501.94*2+0.872156=156312914.4二肢箍128.6303.92+3.3+1.412156=1563122391.0复合箍215.5561.352054.49、80045.8+0.75*12418F218=18364872.8主筋2256.00045.8+0.85*1224=481335.0角筋123.600(0.6+1.2)*22458=4589162928.3二肢箍104.2501.74*2+0.772458=4589162402.0复合箍261.3591.151836.77029.8+0.75*9+0.22220=20402941.6主筋2037.69029.8+0.85*9+0.2424=48744.8角筋123.600(0.6+1.2)*22298=2985961905.3二肢箍104.2501.74*2+0.772298=2985961550、62.9复合箍2AKZ11-3.6515.551824.58019.2+2.3+0.18+0.67*4+0.22216=16321573.1主筋85.8402.44+1.7*22194=194388895.0复合箍2AKZ12-3.65-0.65185.2703.0+1.38+0.67+0.22216=1632337.3主筋85.8405.84232=3264147.6复合箍2六墙工程1AQ1-3.65-0.05204.8203.6+0.6+0.62116*2=3232381.0暗柱筋88.3503.04+2.18+2.3+0.83ADZ3,4134*2=6868224.3复合箍2184.7551、03.6+0.58+0.57AZ27,2818+10=1818171.0暗柱筋84.9201.84+2.22+0.43*2124=242446.6二肢箍164.6603.6+0.56+0.51120=120120883.5暗柱筋826.2503.2+3.5+1.83+4.70+2.03+1.4+1.5*3+2.13+2.96124=2424248.9二肢箍1016.1201.24+3.06+2.52+2.7*2+2.0+1.9124=2424238.7二肢箍144.6403.65+0.54+0.45124=2424134.7暗柱筋104.4103.6+0.5+0.31122*3=666617952、.6竖筋102.0801.56+0.26*2148*3=144144184.8水平筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 6 页2023/10/19100.5000.2*2+0.1122*3=666620.4撑脚124.5203.6+0.52+0.40148*2=9696385.3竖筋1211.2901.56+2.01+5.8+0.32*2*3118=1818180.5水平筋144.53、4604.46180*2=160160863.5竖筋1213.7608.46+2.8+2.5124*2=4848586.5水平筋12196.5000.7*165+0.6*13511=11174.5撑脚8116.6100.33*22+0.38*135+0.43*13511=1146.1拉筋-0.0515.552017.46015.6+0.62*3216=16321380.0主筋815.1506.8+8.351120=120120718.1复合箍21817.28015.6+0.56*3118=1818622.1主筋84.9204.921104=104104202.1二肢箍1617.10015.6+54、0.5*31120=1201203242.2主筋824.3503.2+1.6+1.83+4.70+2.03+1.4+1.5*3+2.13+2.961104=1041041000.3二肢箍1016.1201.24+3.06+2.52+2.7*2+2.0+1.91104=1041041034.4二肢箍1416.95015.6+0.45*3116+6=2222451.2主筋1016.53015.6+0.31*3122*2=4444448.8竖筋102.0801.56+0.26*21208*2=416416533.9水平筋100.5000.2*2+0.1197*2=19419459.8撑脚1216.755、4015.6+0.38*3196+160=2562563805.5竖筋1211.2901.56+2.01+5.8+0.64*3178*2=1561561564.0水平筋1213.860(2.16+7.54+1.86)+0.64*3+0.381104*2=2082082560.0水平筋12855.7000.6*585+0.7*72111=11759.9撑脚8596.3500.33*194+0.38*585+0.43*72111=11235.6拉筋15.5561.351855.85045.8+0.67*15216=16323574.4主筋815.1506.8+8.351352=352352210656、.5复合箍21654.80045.8+0.6*151120+18=13813811948.6主筋829.2703.2+1.6+1.83+4.70+2.03+1.4+1.5*3+2.13+2.96+4.921306=3063063537.9二肢箍1016.1201.24+3.06+2.52+2.7*2+2.0+1.91306=3063063043.5二肢箍1453.60045.8+0.52*15116+6=22221426.8主筋1037.87033.8+0.37*11414F122*2=44441028.1竖筋1013.48012.0+0.37*41518F118*2=3636299.4竖筋157、02.1801.56+0.31*21229*4=9169161232.1水平筋100.5000.2*2+0.11286=28628688.2撑脚1238.75033.8+0.45*11414F156+172=2282287845.5竖筋1013.80012.0+0.45*41518F142+172=2142141822.1竖筋125.5004.02+0.74*2300厚,414F1169*2=3383381650.8水平筋1020.9909.37+7.54+0.74*5+0.38250厚1226*2=4524525853.8水平筋103398.8(20.99*60+5.50*80)*2排11=58、112097.1水平筋122374.00.6*3098+0.7*73611=112108.1撑脚6.51261.30.33*428+0.38*2323+0.43*55211=11327.9拉筋61.3585.351836.05029.8+0.67*9+0.22112+14=26261874.6竖筋813.6105.84+7.771230=2302301236.5复合箍21635.40029.8+0.6*9+0.2118=18181006.8竖筋184.9202.27+2.651200=200200388.7二肢箍1430.43829.8+0.052*9+0.171138=1381385082.59、5竖筋6.527.75027.751200=2002001443.0二肢箍1016.1201.24+3.06+2.52+2.7*2+2.0+1.91150=1501501491.9二肢箍1033.25029.8+0.37*9+0.1219*4=3636738.5竖筋1102.2601.56+0.35*21150*4=600600836.7水平筋106408.427.36*180+6.34*23411=113954.0竖筋1020.52017.02+0.7*4+0.71240+80=3203204051.5水平筋1027.36024.0+0.42*81926F128*2=5656945.3竖筋160、26.4505.8+0.5+0.1527F122*2=4444252.0竖筋105.4204.02+0.7*21240+80=3203201070.1水平筋101,552.10.6*2028+0.7*47911=11957.6撑脚6.5 760.1000.3*278+0.35*1522+0.4*36011=11197.6拉筋91.1594.80163.1302.45+0.68126=2626128.6主筋812.5402.27+2.65+3.32+4.3117=171784.2二肢箍143.0502.45+0.61104=104104383.8主筋183.2102.45+0.76112=12161、277.0主筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 7 页2023/10/19161.2001.20112+8+2=222241.7主筋141.2001.201108=108108156.8主筋6.521.0503.46+1.71+1.3+1.95+3.2+1.3+4.43+1.6+2.1125=2525136.8二肢箍107.4001.5+3.34+2.56119=191986.862、二肢箍104.0703.65+0.42126+234+56=316316793.5竖筋1028.1402.56+20.16+5.42119*2=3838659.8水平筋10206.0000.5*28+0.6*250+0.7*6011=11127.1撑脚6.50.3500.351338=33833830.8拉筋1072.3202.73*14+1.55*2211=1144.6主筋94.8096.65162.7301.85+0.68+0.2112=121251.8主筋142.6201.85+0.6+0.17184=8484266.3主筋810.1203.32+4.30+2.5116=161664.063、四肢箍6.518.2002.12+1.95+1.3+7.08+1.8+1.95+1.0*2113=131361.5二肢箍102.7701.85+0.42+0.51168+152=320320546.9竖筋1058.58015.44+43.14120=2020722.9水平筋100.6000.601430=430430159.2撑脚6.50.3500.3501430=43043039.1拉筋101.3000.7+0.3*21354=354354283.9附加筋1073.60070.8+0.35*814=44181.6分布筋2AQ2-3.65-0.05204.8203.6+0.6+0.62ADZ164、,2,6146=4646547.6主筋816.6408.35+8.29130=3030197.2复合箍2105.9802.48+1.88+1.62130=3030110.7复合箍2184.7403.6+0.58+0.5614=4437.9竖筋164.6603.6+0.56+0.5188=8888647.9主筋144.5903.6+0.54+0.4518=8844.4竖筋815.0503.4+1.83+1.6+1.59+2.13+1.3+1.8+1.4124=2424142.7二肢箍1015.7801.32*2+2.97+1.9+2.42+3.12+2.73124=2424233.7二肢箍10465、.4103.6+0.5+0.31110*2=202054.4竖筋101.8201.3+0.26*2124*2=484853.9水平筋100.5000.2*2+0.1120=20206.2撑脚124.5003.6+0.52+0.38129*2=5858231.8竖筋126.6804.8+0.6+0.32*2*2118*2=3636213.5水平筋144.5903.6+0.54+0.45134=3434188.8竖筋124.5003.6+0.52+0.38134=3434135.9竖筋125.6405.0+0.64124*2=4848240.4水平筋124.5003.60+0.4+0.12+0.366、8155*2=110110439.6竖筋129.6601.2+4.92+1.62+0.64*3124*2=4848411.7水平筋12175.6000.6*78+0.7*18411=11155.9撑脚8108.7600.38*78+0.43*18411=1143.0拉筋-0.0515.552017.46015.6+0.62*3132+14=46461983.8主筋815.0906.8+8.291120=120120715.3复合箍2105.9802.48+1.88+1.621120=120120442.8复合箍21817.28015.6+0.56*314=44138.2主筋1617.1001567、.60+0.50*3188=88882377.6主筋1416.95015.60+0.45*318=88164.1主筋815.05015.051104=104104618.3二肢箍1015.78015.781104=1041041012.6二肢箍1016.53015.6+0.31*3110*2=2020204.0竖筋101.8201.821104=104104116.8水平筋100.5000.50182=828225.3撑脚1216.74015.60+0.38*3129*2=5858862.2竖筋126.6805.40+0.64*2178*2=156156925.4水平筋1416.95015.668、0+0.45*3134=3434697.3竖筋1216.74016.740155*2+34=1441442140.6竖筋1215.3005.64+9.661104*2=2082082826.0水平筋12760.0000.6*338+0.7*79611=11674.9撑脚8470.7200.38*338+0.43*79611=11185.9拉筋15.5561.352055.10045.8+0.62*15114=14141905.4主筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构69、构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 8 页2023/10/191854.20045.8+0.56*15132+4=36363902.4主筋815.0906.8+8.291353=3533532104.1复合箍2105.9802.48+1.88+1.621353=3533531302.4复合箍21653.30045.8+0.50*15188=88887410.8主筋1452.55045.8+0.45*1518=88508.7主筋815.05015.051306=3063061819.1二肢箍1015.78015.781306=30630629770、9.3二肢箍10956.04037.21*20+13.24*1611=11589.9竖筋101.9401.30+0.641229*2=458458548.2水平筋100.5000.501239=23923973.7撑脚1238.31033.8+0.41*11129*2=58581973.1竖筋1013.36012.0+0.34*4138*2=7676626.5竖筋126.8005.4+0.7*21452+120=5725723454.0水平筋1453.00045.8+0.48*15134=34342180.4竖筋1251.95045.8+0.41*15155*2+34=1441446643.071、竖筋1215.5405.0+1.2+4.92+1.62+0.7*41169*2=3383384664.2水平筋1015.46012.74+0.34*2*4180*2=1601601526.2水平筋122227.800.6*990+0.7*233411=111978.3撑脚6.5 1088.460.3*180+0.38*742+0.43*175011=11283.0拉筋61.3591.151836.64029.8+0.76*9144=44443224.3主筋814.1305.84+8.291230=2302301283.7复合箍2105.9802.48+1.88+1.621230=230230872、48.6复合箍21635.92029.8+0.68*914=44227.0主筋1435.20029.8+0.6*9196=96964088.8主筋6.514.20014.201200=200200738.4二肢箍1015.78015.781150=1501501460.4二肢箍1033.58029.8+0.42*918*2=1616331.5竖筋102.0001.30+0.701150*2=300300370.2水平筋100.5000.501155=15515547.8撑脚1033.16029.8+0.42*8129*2=58581186.7竖筋106.2205.8+0.42138*2=76773、6291.7竖筋127.0805.4+0.84*21240+80=3203202011.9水平筋1435.20029.8+0.6*9134=34341448.1竖筋121,859.200(29.8+0.5*9)*34+6.3*55*211=111651.0竖筋1027.36024.0+0.42*8155*2=1101101856.9竖筋1015.54012.74+0.35*2*41240+80=3203203068.2水平筋121450.400.6*644+0.7*152011=111288.0撑脚6.5708.920.3*116+0.38*484+0.43*114011=11184.3拉筋974、1.1594.50184.3303.35+0.76+0.22142=4242363.7主筋814.1305.84+8.29126=2626145.1复合箍2105.9802.48+1.88+1.62126=262695.9复合箍2164.2303.35+0.68+0.216=6640.1主筋144.1203.35+0.6+0.17186=8686428.7主筋6.514.20014.20123=232384.9二肢箍1015.78015.78118=1818175.3二肢箍103.8903.35+0.42+0.12120+80+144=244244585.6竖筋102.0001.30+0.7075、118*2=363644.4水平筋106.8005.40+0.70*2136=3636151.0水平筋144.1203.35+0.6+0.17134=3434169.5竖筋1015.54012.74+0.35*2*4136=3636345.2水平筋10171.9000.5*18+0.6*72+0.7*17111=11106.1撑脚6.598.250.3*14+0.38*54+0.43*17111=1125.5拉筋3AQ36-3.65-0.05184.8500.18+0.4+3.6+0.67116*2=3232310.4主筋204.9400.2+0.4+3.6+0.74168=6868829.776、主筋1029.4506.0+6.67*2+10.11132=3232581.5四肢箍83.0001.50*2124=242428.4二肢箍144.5800.14+0.4+3.6+0.4419+46+36=9191504.3竖筋124.5000.12+0.4+3.6+0.38127=2727107.9竖筋1214.9704.3+4.85+5.82124*2=4848638.1水平筋-0.0515.551817.23015.55+0.56*3132=32321102.7主筋2017.41015.55+0.62*3168=68682924.2主筋1029.4506.0+6.67*2+10.1111277、0=1201202180.5四肢箍83.0001.50*21104=104104123.2二肢箍钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 9 页2023/10/191416.87015.55+0.44*319=99183.7竖筋1216.69015.55+0.38*3127+48+36=1111111645.1竖筋1214.9704.3+4.85+5.821104=1041041382.78、5水平筋120.8000.35*2+0.11468=468468332.5撑脚120.7000.3*2+0.11195=195195121.2撑脚8381.6000.48*580+0.43*24011=11150.7拉筋15.5561.351855.85045.8+0.67*15132=32323574.4主筋2056.90045.8+0.74*15168=68689556.9主筋1029.4506.0+6.67*2+10.111353=3533536414.2四肢箍82.4001.20*21306=306306290.1二肢箍1453.60045.8+0.52*1519=99583.7竖筋179、25557.152.55*27+38.75*84+13.8*6411=114934.7竖筋125605.84.3*460+(4.85+5.82)*34011=114978.0水平筋1010.6704.85+5.82180*2=1601601053.3水平筋61.3591.151837.91029.8+0.51+0.76*10156=56564245.9主筋2038.78029.8+0.58+0.84*10142=42424023.0主筋1029.45029.451230=2302304179.2四肢箍82.4001.2*21200=200200189.6二肢箍1436.30029.8+0.5+80、0.6*1019=99395.3竖筋11235.40029.8+0.5+0.51*10127=2727848.8竖筋11027.36024.0+0.42*8184=84841418.0竖筋127.3205.8+0.5+0.51*2160=6060390.0竖筋11010.67010.671240+80=3203202106.7水平筋100.7000.3*2+0.112618=261826181130.7撑脚80.4300.4311963=19631963333.4拉筋4BW4182.5800.18+2.4184=8484433.4附加筋164.9600.16+3.4+0.9+0.5184=8481、84658.3竖外筋144.2300.14+3.4+0.25+0.44184=8484429.9竖内筋1219.1605.6+3.61+4.5+5.45121*2=4242714.6水平筋2219.7909.84+9.9513=33176.9贯通筋140.7000.3*2+0.11194=194194164.3撑脚6.50.4000.27+0.131135=13513514.0拉筋5BW5182.5800.18+2.41256+22=2782781434.5附加筋165.5600.16+4.0+0.9+0.51278=2782782442.2竖外筋144.8300.14+4.0+0.25+0.82、441278=2782781624.7竖内筋1264.38053.32+4.5+4.0+0.64*4125*2=50502858.5水平筋2268.90055.76+8.5+1.16*413=33616.0贯通筋140.7000.3*2+0.11720+58=778778659.0撑脚6.50.4000.27+0.131500+40=54054056.2拉筋6BW8182.0801.5+0.4+0.18190=9090374.4附加筋185.5403.6+0.4+0.18+0.8+0.56190*2=1801801994.4竖筋1225.3903.0+9.99+9.73+2.67125*2=583、0501127.3水平筋2227.93027.9313=33249.7贯通筋180.7000.3*2+0.11278=278278389.2撑脚6.50.4000.27+0.131194=19419420.2拉筋7BW9182.0801.5+0.4+0.181152=152152632.3附加筋185.5403.6+0.4+0.18+0.8+0.561152*2=3043043368.3竖筋1232.92032.92125*2=50501461.6水平筋2234.18034.1813=33305.6贯通筋180.7000.3*2+0.11440=440440616.0撑脚6.50.4000.284、7+0.131306=30630631.8拉筋121.9401.34+0.3*21152=152152261.9附加筋1232.92032.9212=2258.5分布主筋$项目小计共11项共计305063kg1GJ10重量=23206.0kg23206.02GJ6.5重量=213.7kg213.73GJ8重量=24986.0kg24986.04GJ10重量=3182.3kg3182.35GJ12重量=8268.7kg8268.76GJ14重量=4113.0kg4113.07GJ16重量=12837.7kg12837.78GJ18重量=16302.8kg16302.8钢 筋 工 程 计 算 稿 85、工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 10 页2023/10/199GJ20重量=18521.1kg18521.110GJ22重量=15510.1kg15510.111GJ25重量=177921.6kg177921.68SW1,2124.9500.12+3.95+0.5+0.381144=144144633.0竖筋104.8600.10+3.95+0.5+0.311144=144144431.8竖筋1267.786、00(1.5+0.3+0.88+0.31)+(8.4+0.3+31*d)+(4.3+0.3+0.31)*4+(8.4*4+0.6+0.31+31*d*4)136=36362164.2水平筋2271.050(1.5+0.3+0.88+0.61)+(8.4+0.3+31*d)+(4.3+0.3+0.61)*4+(8.4*4+0.6+0.61+31*d*4)13=33635.2贯通筋121.9401.34+0.3*21369=369369635.7附加筋121.6601.06+0.30*2119*9=171171252.1附加筋12126.250(67.70+9.39+4.61)+4.95*912=87、22224.2分布主筋120.6000.25*2+0.11804=804804428.4撑脚6.50.3500.22+0.131558=55855850.8拉筋9人防2165.1560.16+4.0+0.5+31*d153+16=6969562.1主筋183.340(1.02+0.47)*2+10*d*2125*2=5050334.0二肢箍1210.9002.0+6.9+2.0125=2525242.0二肢箍80.4300.27+10*d*211=110.2拉筋124.9420.12+3.95+0.5+31*d172=7272316.0竖筋145.02410*d+3.95+0.5+31*d1788、2=7272437.7竖筋1235.0704.45+5.02*2+5.21*2+5.08*2125=2525778.6水平筋2218.3902.53+4.97+5.51+5.3813=33164.4贯通筋120.7000.3*2+0.11150=15015093.2撑脚6.50.4000.27+0.131105=10510510.9拉筋161.0001.018*2=161625.3洞口加筋10人防1165.1560.16+4.0+0.5+31*d171+32=103103839.1主筋1216.4202.02+1.72+1.32+1.34+2.4+2.0+5.62125=2525364.5二肢89、箍186.2804.04+2.24125=2525314.0二肢箍80.4300.27+10*d*217*25=17517529.7拉筋124.9420.12+3.95+0.5+31*d190=9090395.0竖筋145.02410*d+3.95+0.5+31*d190=9090547.1竖筋1218.8202.77+7.31+1.84+2.42+4.48125*2=5050835.6水平筋2220.7503.07+7.61+2.28+3.01+4.7813=33185.5贯通筋120.7000.3*2+0.11190=190190118.1撑脚6.50.4000.27+0.131132=190、3213213.7拉筋161.0001.018*4=323250.6洞口加筋七框框架架梁梁1一层梁1KL30(4)2537.00032.6+(26*2+31*4)*D12=22284.9贯通筋253.4502.80+26*D12=2226.6负筋1255.9002.5*2+0.913=3368.1负筋22538.20032.6-2.7+(26*2+31)*D*413=33441.2下筋182.000(0.3+0.7)*2160*4=240240189.6二肢箍1633.80032.6+15*D*512=22106.8腰筋80.4300.27+10*D*21120=12012020.4拉筋1KL91、31(2)2513.84511.77+(26*2+31)*d12=22106.6贯通筋255.9002.5*2+0.912=2245.4负筋2253.1502.5+26*d13=3336.4负筋1229.3267.5+(31+26*2)*d16=66166.7下筋2224.5143.37+26*2*d12=2226.9下筋2250.2500.2517=776.7垫铁1612.49011.77+15*d*312=2239.5腰筋82.000(0.3+0.7)*2160+32=929272.7二肢箍80.4300.43146=46467.8拉筋-2.05m小梁163.4822.65+52*d14=92、4422.0主筋81.200(0.2+0.4)*2119=19199.0二肢箍1LL5(1)252.5001.2+52*d13+3=6657.8主筋121.5601.2+15*d*217*2=141419.4腰筋103.400(0.25+1.45)*219=9918.9二肢箍100.4200.22+20*d135=35359.1拉筋1L18(1)259.8757.8+(52+31)*d12=2276.0上筋1钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件93、件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 11 页2023/10/19253.2502.6+26*d13+2=5562.6负筋1259.8757.8+83*d14=44152.1下筋1168.5207.8+15*d*312=2226.9腰筋81.800(0.3+0.6)*2160=606042.7二肢箍80.4300.43130=30305.1拉筋1L19(2)259.5757.5+83*d12+5=77258.0主筋1253.1502.5+26*d12+5=7784.9负筋1169.5807.5+15*d*4+1.1212=2230.3腰筋81.800(0.3+0.6)94、*2158=585841.2二肢箍80.4300.43129+6=35355.9拉筋202.1601.12+52*d14=4421.3主筋81.600(0.3+0.5)*2112=12127.6二肢箍1LL4(1)222.3441.2+52*d14+4=8855.9主筋1121.5601.2+30*d17*2=141419.4腰筋103.600(0.25+1.55)*219=9920.0二肢箍100.4200.22+20*d135=35359.1拉筋1KL32(1)259.5757.5+83*d14+12=1616589.8主筋1253.1502.5+26*d12+7=99109.1负筋11895、8.9947.5+83*d16=66107.9腰筋104.9500.5*2.7+0.9*4162=6262189.4四肢箍100.6700.47+20*d16*31=18618676.9拉筋1KL33(3)2528.02524.4+(52+31*3)*d12=22215.8贯通筋253.1502.5+26*d12+4=6672.8负筋1255.9005.0+0.913*2=66136.3负筋22228.07822.6+83*d*315=55418.4下筋11625.12024.4+15*d*312=2279.4腰筋82.000(0.3+0.7)*2160*3=180180142.2二肢箍80.96、4300.27+20*d190=909015.3拉筋1LL6(1)222.1441.0+52*d14+4=8851.1主筋1121.3601.0+15*d*217*2=141416.9腰筋103.500(0.3+1.45)*218=8817.3二肢箍100.4700.27+20*d114=14144.1拉筋1KL34(2)2513.03510.96+83*d13=33150.6贯通筋259.5757.5+83*d11=1136.9上筋1253.1502.5+26*d13+4=7784.9负筋1259.5759.575112=1212442.4下筋1223.7042.56+52*d13=333397、.1下筋2104.9500.5*2.7+0.9*4160=6060183.2四肢箍81.8001.80128=282819.9二肢箍1634.090(7.5+15*d)*4+2.65+30*d11=1153.9腰筋100.6700.47+20*d154=545422.3拉筋80.4300.27+20*d114=14142.4拉筋223.800(20*d+0.9*1.4)*2+0.412=2222.6吊筋1KL35(6)2559.92053.97+(52+31*6)*d12=22461.4贯通筋2550.47545.3+(52+31*5)*d12=22388.7贯通筋255.9002.5*2+098、.9130=3030681.5负筋2259.5757.5+83*d153=53531953.8下筋3255.1203.82+52*d12=2239.4下筋216214.560(45.3+15*d*7)*4+(12.6+45*d)*211=11339.0腰筋104.2800.4*2.7+0.8*41330=330330871.5四肢箍102.000(0.3+0.7)*2168=686883.9二肢箍100.5700.37+20*d1330=330330116.1拉筋82.0002.00140=404031.6二肢箍80.4300.27+20*d120=20203.4拉筋1KL36(1)224.699、143.47+52*d13+3=6682.5主筋1163.9503.47+30*d12=2212.5腰筋81.800(0.3+0.6)*2128=282819.9二肢箍80.4300.43114=14142.4拉筋1L20(6)2555.55049.6+(52+31*6)*d12=22427.7贯通筋253.2802.63+26*d12+2+2=6675.8负筋1255.7602.63*2+0.5132=3232709.6负筋2259.9757.9+83*d136=36361382.5下筋31451.28049.6+15*d*814=44248.2腰筋84.0800.4*2.7+0.75*41100、360=360360580.2四肢箍80.5300.37+20*d1360=36036075.4拉筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 12 页2023/10/191KL37(1)224.6743.53+52*d12=2227.9上筋1221.7521.18+26*d11+3=4420.9负筋1204.5703.53+52*d13=3333.9下筋1229.7267.9+83*d1101、2=2258.0上筋1209.3807.3+52*d*213=3369.5下筋181.600(0.3+0.5)*2127+64=919157.5二肢箍1L22(1)205.2404.2+52*d26=612155.3主筋181.600(0.25+0.55)*2222=224427.8二肢箍竖向梁1KL38(1)224.8843.74+52*d13=3343.7上筋1204.7803.74+52*d13=3335.4下筋1164.2203.74+30*d12=2213.3腰筋81.800(0.3+0.6)*2130=303021.3二肢箍80.4300.43115=15152.5拉筋1LL6a(102、1)222.6441.5+52*d14+4=8863.0主筋1161.9801.5+30*d12=226.3腰筋81.800(0.3+0.6)*2111=11117.8二肢箍80.4300.4316=661.0拉筋1L24(4)2519.16016.31+(52+31*2)*d12=22147.5贯通筋252.0602.0614=4431.7负筋2252.1201.47+26*d17=7757.1负筋1259.6457.57+83*d14=44148.5下筋3256.3405.04+52*d13=3373.2下筋3184.0663.13+52*d12=2216.3下筋282.000(0.3+0103、.7)*21110=11011086.9二肢箍102.300(0.3+0.85)*2115=151521.3二肢箍1417.15016.31+15*d*414=4483.0腰筋80.4300.27+20*d1110=11011018.7拉筋1KL45(1)181.7381.0+(26+15)*d23+3=61241.7下筋2161.4161.0+26*d22=248.9腰筋81.800(0.3+0.6)*2210=102014.2二肢箍80.4300.27+20*d25=5101.7拉筋1KL39(3)257.7406.44+52*dAB轴14+11=1515447.0主筋1252.8002.104、15+26*d14+5=9997.0负筋1253.0001.70+52*dCD轴12+2=4446.2主筋1257.9406.64+52*dDE轴13+3=66183.4主筋1207.4806.44+52*dAB轴16=66110.9腰筋1611.52011.04+15*d*212=2236.4腰筋124.9500.5*2.7+0.9*4170=7070307.7四肢箍81.800(0.3+0.6)*2162=626244.1二肢箍120.7100.47+20*d135*3=10510566.2拉筋80.4300.27+20*d131=31315.3拉筋253.920(20*d+0.9*1.4105、)*2+0.412=2230.2吊筋1XL1252.0251.0+(26+15)*d23=3646.8负筋1161.6561.0+41*d23=3615.7下筋2161.4801.0+30*d22=249.4腰筋81.800(0.3+0.6)*2210=102014.2二肢箍80.4300.27+20*d25=5101.7拉筋1L26(4A)2523.69020.84+(52+31*2)*d12=22182.4贯通筋2517.5004.325*2+2.95*311=1167.4负筋12510.1902.95+2.24+3.1+1.911=1139.2负筋22566.540(8.34+83*d)106、*6+(1.0+41*d)*211=11256.2下筋2186.2765.34+52*d13=3337.7下筋3186.6365.7+52*d14=4453.1下筋21410.4309.8+15*d*314=4450.5腰筋1611.76011.04+15*d*312=2237.2腰筋82.000(0.3+0.7)*2170=707055.3二肢箍81.800(0.3+0.6)*2176=767654.0二肢箍80.4300.43170+38=10810818.3拉筋1KL40,41(3)257.8406.54+52*dAB轴24+16=20401207.4主筋1252.8302.18+26*107、d27+10=1734370.4负筋1252.9001.60+52*dCD轴22+2=4889.3主筋1257.9406.64+52*dDE轴23+3=612366.8主筋1187.3766.44+52*dAB轴24=48118.0腰筋1611.52011.04+15*d*222=2472.8腰筋104.9500.5*2.7+0.9*4272=72144439.8四肢箍钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg108、)备备注注编制单位：第 13 页2023/10/1981.800(0.3+0.6)*2262=6212488.2二肢箍100.6700.47+20*d272=7214459.5拉筋80.4300.27+20*d231=316210.5拉筋223.800(20*d+0.9*1.4)*2+0.424=4890.6吊筋1L27(3)2515.88513.81+83*d12=22122.3贯通筋253.6002.95+26*d13+1=4455.4负筋1258.9402.95+2.24+3.1+26*d11=1134.4负筋22510.4158.34+83*d16=66240.6下筋1182.9362109、.0+52*d13=3317.6下筋3183.7062.77+52*d14=4429.6下筋2148.9708.34+15*d*314=4443.4腰筋165.8205.34+15*d*212=2218.4腰筋82.000(0.3+0.7)*2160=606047.4二肢箍81.800(0.3+0.6)*2136=363625.6二肢箍80.4300.43160+18=787813.2拉筋1KL42(3)257.8406.54+52*dAB轴14+16=2020603.7主筋1252.8302.18+26*d17+10=1717185.2负筋1253.1001.80+52*dCD轴18=889110、5.5主筋11810.5509.74+15*d*3AB轴14=4484.4腰筋104.9500.5*2.7+0.9*4180=8080244.3四肢箍100.6700.47+20*d180=808033.1拉筋223.800(20*d+0.9*1.4)*2+0.414=4445.3吊筋1L28(3)2522.33019.48+(52+31*2)*d12=22171.9贯通筋253.6002.95+26*d13+1=4455.4负筋1252.5501.9+26*d11=119.8负筋12510.1902.95+5.34+1.911=1139.2负筋22510.4158.34+83*d17=772111、80.7下筋11812.91211.04+52*d*214=44103.3下筋2148.9708.34+15*d*314=4443.4腰筋1611.76011.04+15*d*312=2237.2腰筋82.000(0.3+0.7)*2160=606047.4二肢箍81.800(0.3+0.6)*2180=808056.9二肢箍80.4300.43160+40=10010017.0拉筋1L29(2A)2513.72011.92+(26+31+15)*d12=22105.6上筋12526.650(3.95+15*d)*2+(2.95+26*d)*511=11102.6负筋1255.6002.95+112、2.0+26*d13=3364.7负筋11412.67012.04+15*d*314=4461.3腰筋82.000(0.3+0.7)*2170+22=929272.7二肢箍80.4300.43192=929215.6拉筋1LL5(1)252.3001.0+52*d16=6653.1主筋1121.6241.0+52*d112=121217.3腰筋103.260(0.25+1.38)*218=8816.1二肢箍100.4200.22+20*d14*6=24246.2拉筋1LL7(1)252.3001.0+52*d28=816141.7主筋1121.6241.0+52*d216=163246.1腰筋113、103.260(0.25+1.38)*228=81632.2二肢箍100.4200.22+20*d24*8=326416.6拉筋1KL43(1)257.6406.34+52*d14+9=1313382.4主筋1252.7702.12+26*d14*2=8885.3负筋1166.8206.34+30*d14=4443.1腰筋84.9500.5*2.7+0.9*4158=5858113.4四肢箍80.6300.47+20*d154=545413.4拉筋1L30(4)2519.16016.31+(52+31*2)*d12=22147.5贯通筋252.5001.85+26*d19=9986.6负筋12114、57.0402.95+2.24+1.8512=2254.2下筋32512.4003.6*2+5.211=1147.7负筋1256.5705.27+52*d15=55126.5下筋3253.3002.0+52*d13=3338.1下筋32538.260(6.43+52*d)*4+(2.37+52*d)*211=11147.3下筋31417.15016.31+15*d*414=4483.0腰筋82.000(0.3+0.7)*21106=10610683.7二肢箍80.4300.431120=12012020.4拉筋122.300(0.3+0.85)*2115=151530.6二肢箍1KL44(2)115、255.1003.80+52*dAB轴16=66117.8主筋1256.6405.34+52*dBD轴14+6=1010255.6主筋1252.4301.78+26*d12=2218.7负筋1钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 14 页2023/10/19254.3801.78+1.3+1.313=3350.6负筋284.2800.4*2.7+0.8*4134+42=7676128116、.5四肢箍1411.67011.04+15*d*314=4456.5腰筋80.5300.37+20*d176=767615.9拉筋二层梁2L38(8)2059.98054.6+(52+31*7)*d13=33444.5贯通筋202.8001.4*212=2213.8负筋2252.8002.8016=6664.7负筋21859.44254.6+(52+31*7)*d13=33356.7下筋11456.49054.6+15*d*912=22136.7腰筋81.700(0.25+0.6)*21274=274274184.0二肢箍80.3800.22+20*d1137=13713720.6拉筋2KL3117、1(4)2537.00032.6+(52+31*4)*d12=22284.9贯通筋253.1502.5+26*d15+3=8897.0负筋1255.9002.5*2+0.914+2+3=99204.4负筋2225.9005.9012=2235.2负筋2259.5757.5+83*d121=2121774.1下筋31634.04032.6+15*d*612=22107.6腰筋82.000(0.3+0.7)*2164*4=256256202.2二肢箍80.4300.27+20*d1120=12012020.4拉筋183.030(20*d+0.7*1.4)*2+0.3514*2=8848.5吊筋2K118、L36(3)2516.74514.67+83*d12=22128.9上筋12519.3006.5*2+(2.5+26*d)*211=1174.3负筋1255.9005.0+0.914=4490.9负筋22524.340(2.45+52*d)*4+(3.37+52*d)*211=1193.7下筋3259.5757.5+83*d17=77258.0下筋1201.6501.13+26*d11=114.1负筋1209.1607.5+83*d16=66135.8腰筋166.7802.45+3.37+15*d*412=2221.4腰筋83.600(0.8+1.0)*2164=646491.0二肢箍82.0119、00(0.3+0.7)*2130+26=565644.2二肢箍80.4300.27+20*d196+56=15215225.8拉筋254.150(20*d+1.0*1.4)*2+0.3514=4463.9吊筋2L23(4)2537.20032.8+(52+31*4)*d12=22286.4贯通筋253.2502.6+26*d14+3=7787.6负筋1255.5002.6*2+0.316=66127.1负筋2259.8757.80+83*d114=1414532.3下筋3229.6267.80+83*d14=44114.7下筋31434.06032.8+15*d*612=2282.4腰筋81.120、700(0.25+0.6)*21166=166166111.5二肢箍80.3800.22+20*d1166/2=838312.5拉筋2L24(3)2017.66015.38+(52+31*2)*d12=2287.2贯通筋207.7301.4+5.81+26*d11=1119.1负筋1205.6002.80*213=3341.5负筋22017.66017.6612=2287.2下筋2209.6107.95+83*d12=2247.5下筋31434.06032.8+15*d*612=2282.4腰筋81.700(0.25+0.6)*2180=808053.7二肢箍80.3800.22+20*d14121、0=40406.0拉筋2KL33(4)2537.00032.6+(52+31*4)*d12=22284.9贯通筋253.1502.5+26*d12*2=4448.5负筋1255.9002.5*2+0.916=66136.3负筋2203.0202.5+26*d14=4429.8负筋1205.9005.9016=6687.4负筋2188.9947.5+83*d14=4472.0下筋3209.1607.5+83*d14=4490.5负筋2259.5757.5+83*d116=1616589.8下筋31634.04032.6+15*d*612=22107.6腰筋82.000(0.3+0.7)*2164122、*4=256256202.2二肢箍80.4300.27+20*d1128=12812821.7拉筋183.030(20*d+0.7*1.4)*2+0.3512*3=6636.4吊筋2KL37(3)2517.78014.93+(52+31*2)*d12=22136.9贯通筋256.6103.46+2.5+26*d12=2250.9负筋1255.9005.9012=2245.4负筋2203.0202.5+26*d12=2214.9负筋1205.9005.9012=2229.1负筋2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)123、(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 15 页2023/10/192520.320(2.56+52*d)*3+(3.07+52*d)*211=1178.2下筋3259.5757.5+83*d16=66221.2下筋31615.65014.93+15*d*312=2249.5腰筋82.000(0.3+0.7)*21124=12412498.0二肢箍80.4300.27+20*d160=606010.2拉筋183.030(20*d+0.7*1.4)*2+0.3512=2212.1吊筋2KL34(4)25124、37.15032.75+(52+31*4)*d12=22286.1贯通筋255.9005.9018=88181.7负筋2225.9005.9012=2235.2负筋2205.9005.9016=6687.4负筋2259.5757.5+83*d115=1515553.0下筋3188.9947.5+83*d16=66107.9下筋31634.19032.75+15*d*612=22108.0腰筋82.000(0.3+0.7)*2164*4=256256202.2二肢箍80.4300.27+20*d1128=12812821.7拉筋183.030(20*d+0.7*1.4)*2+0.3516=663125、6.4吊筋2L41(1)254.4303.13+52*d12=2234.1上筋1204.1703.13+52*d13=3330.9下筋181.600(0.3+0.5)*2128=282817.7二肢箍2KL38(3)2523.17020.32+(52+31*2)*d12=22178.4贯通筋255.9005.9011=1122.7负筋2205.9005.9012=2229.1负筋2259.5757.5+83*d17=77258.0下筋3188.9947.5+83*d12=2236.0下筋3185.1364.20+52*d13=3330.8下筋21617.76016.80+15*d*412=22126、56.1腰筋82.000(0.3+0.7)*2164*2=128128101.1二肢箍81.600(0.3+0.5)*2135=353522.1二肢箍80.4300.27+20*d164=646410.9拉筋183.030(20*d+0.7*1.4)*2+0.3514=4424.2吊筋2KL40(1)224.6143.47+52*d43=312165.0上筋1204.5103.47+52*d43=312133.7下筋181.600(0.3+0.5)*2430=3012075.8二肢箍2L25(6)2555.65049.7+(52+31*6)*d12=22428.5贯通筋255.6005.601127、14=1414301.8负筋22055.65055.6512=22274.9下筋12037.12033.60+(52+31*4)*d13=33275.1下筋32010.0608.4+83*d13=3374.5下筋31451.38049.7+15*d*812=22124.3腰筋81.700(0.25+0.6)*21250=250250167.9二肢箍80.3800.22+20*d1125=12512518.8拉筋2KL35(8B)2540.58136.456+(26+15+31*4)*d12=22312.5上筋1255.9005.90含伸至KL39118=1818408.9负筋2205.9005128、.9012=2229.1负筋2259.5757.5+83*d117=1717626.7下筋3229.3267.5+83*d14=44111.2下筋3183.7383.00+(26+15)*d13=3322.4下筋21637.89636.456+15*d*612=22119.8腰筋82.000(0.3+0.7)*21286=286286225.9二肢箍80.4300.27+20*d1143=14314324.3拉筋183.030(20*d+0.7*1.4)*2+0.3516=6636.4吊筋2KL39(3A)2523.12520.55+(26+15+31*2)*d12=22178.1贯通筋255129、.9005.9012+5=77159.0负筋2225.9005.9012=2235.2负筋2259.8257.75+83*d13+7=1010378.3下筋3224.8023.90+41*d13=3342.9下筋21621.51020.55+15*d*412=2268.0腰筋82.000(0.3+0.7)*2164*2=128128101.1二肢箍82.200(0.3+0.8)*2142=424236.5二肢箍80.4300.27+20*d185=858514.4拉筋253.310(20*d+0.7*1.4)*2+0.3513=3338.2吊筋183.030(20*d+0.7*1.4)*2+0130、.3512=2212.1吊筋2L36(8B)1862.35257.906+(30+31*7)*d14=44498.8贯通筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 16 页2023/10/19185.6005.6012*7=1414156.8负筋21459.80057.91+15*d*912=22144.7腰筋81.700(0.25+0.6)*21290=290290194.7二肢箍80131、.3800.22+20*d1146=14614621.9拉筋2F 竖向梁2L38(1)227.3646.22+52*d22=2487.8上筋1187.1566.22+52*d23=3685.9下筋1146.6406.22+30*d22=2432.1腰筋81.700(0.25+0.6)*2250=5010067.2二肢箍80.3800.22+20*d225=25507.5拉筋2KL43(2A)2513.96012.16+(41+31)*d12=22107.5上筋1252.8502.20+26*d13=3332.9负筋1254.4004.4012=2233.9负筋2253.0252.65+15*d132、11=1111.6负筋1256.7405.44+52*d14=44103.8下筋1255.1003.8+52*d14=4478.5下筋2161.7761.12+41*d13=338.4下筋21612.88012.16+15*d*312=2240.7腰筋82.100(0.3+0.75)*2150=505041.5二肢箍82.000(0.3+0.7)*2134+12=464636.3二肢箍80.4300.27+20*d146=46467.8拉筋183.170(20*d+0.75*1.4)*2+0.3512=2212.7吊筋XL5253.1452.12+41*d23=3672.6上筋1223.022133、2.12+41*d23=3654.0下筋1142.5402.12+30*d24=4824.6腰筋82.200(0.3+0.8)*2222=224438.2二肢箍80.4300.43222=22447.5拉筋2L28(3)2019.77017.49+(52+31*2)*d22=24195.3贯通筋202.3701.85+26*d12=2211.7负筋1222.4221.85+26*d12=2214.4负筋1205.1902.95+2.2412=2225.6负筋2204.4701.0+2.95+26*d11=1111.0负筋12019.77019.7713=33146.5下筋181.700(0.3134、+0.55)*21118=11811879.2二肢箍2KL44(3B)2524.51021.66+(52+31*2)*d12=22188.7贯通筋252.1451.12+41*d12=2216.5负筋1252.7702.12+26*d12=2221.3负筋2258.6702.12+1.2+1.8+1.3+2.2512=2266.8负筋2254.8252.25+1.0+1.2+15*d12=2237.2负筋1252.9002.25+26*d13=3333.5负筋1202.6402.12+26*d12=2213.0负筋1182.5882.12+26*d12=2210.4负筋1252.1451.12135、+41*d13=3324.8下筋22570.760(6.34+52*d)*4+(6.74+52*d)*511=11272.4下筋3253.1001.80+52*d14=4447.7下筋3227.4846.34+52*d12=2244.6下筋3207.7806.74+52*d14=4476.9下筋31622.62021.66+15*d*412=2271.5腰筋82.000(0.3+0.7)*21130=130130102.7二肢箍80.4300.27+20*d165=656511.0拉筋203.110(20*d+0.7*1.4)*2+0.3514=4430.7吊筋2L29(3B)2525.710136、22.86+(52+31*2)*d32=26593.9贯通筋254.7204.07+26*d31=1354.5负筋1258.1402.95*2+2.2431=1394.0负筋2204.9701.5+2.95+26*d31=1336.8负筋12224.46821.96+(52+31*2)*d32=26437.5贯通筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 17 页2023/10/1922137、10.2668.44+83*d31+1=26183.6下筋31423.70022.86+15*d*432=26172.1腰筋81.700(0.25+0.6)*23110=110330221.6二肢箍80.3800.22+20*d355=5516524.8拉筋2KL45,46(3B)2525.11022.26+(52+31*2)*d22=24386.7贯通筋255.0904.44+26*d22=2478.4负筋1252.8702.22+26*dA213=1326287.3负筋2258.8402.22*2+1.3*2+1.822=24136.1负筋2255.3702.22+1.0+1.5+26*d138、16=66124.0负筋1252.1451.12+41*d22=2433.0下筋2257.9406.64+52*d210=1020611.4下筋3253.1001.8+52*d24=4895.5下筋3252.8001.5+52*d23=3664.7下筋2207.6806.64+52*d28=816303.5下筋31623.22022.26+15*d*422=24146.8腰筋82.000(0.3+0.7)*22162=162324256.0二肢箍80.4300.27+20*d281=8116227.5拉筋203.110(20*d+0.7*1.4)*2+0.3524=4861.5吊筋2KL472139、514.23512.16+83*d14=44219.2贯通筋252.8702.22+26*d110=1010110.5负筋1182.0561.12+52*d14=4416.4下筋2257.9406.64+52*d19=99275.1下筋3253.2001.9+52*d15=5561.6下筋21612.88012.16+15*d*312=2240.7腰筋82.000(0.3+0.7)*2190=909071.1二肢箍80.4300.27+20*d145=45457.6拉筋203.110(20*d+0.7*1.4)*2+0.3512=2215.4吊筋XL-4254.1002.8+52*d18=88140、126.3上筋1183.7362.8+52*d14=4429.9下筋283.8800.4*2.7+0.7*4130=303046.0四肢箍80.5300.37+20*d130=30306.3拉筋183.3402.80+30*d12=2213.4腰筋2L32(2A)2013.45011.79+83*d12=2266.4贯通筋204.5904.07+26*d12=2222.7负筋1205.7105.19+26*d12=2228.2负筋1202.7602.24+26*d11=116.8负筋1161.9521.12+52*d12=226.2下筋22010.1008.44+83*d13=3374.8下筋141、3203.0402.0+52*d12=2215.0下筋21412.42011.79+15*d*312=2230.1腰筋81.700(0.25+0.6)*2160=606040.3二肢箍80.3800.22+20*d130=30304.5拉筋2KL-50256.3805.08+52*d15=55122.8上筋1206.1205.08+52*d13=3345.3下筋1165.5605.08+30*d12=2217.6腰筋81.900(0.3+0.65)*2135=353526.3二肢箍80.4300.43117=17172.9拉筋2KL48(3B)2522.21022.2112=22171.0贯通142、筋252.4201.12+52*d16=6655.9主筋1252.7702.12+26*d14=4442.7负筋1258.8002.28+2.12+1.2*2+2.012=2267.8负筋2252.9302.28+26*d11=1111.3负筋1257.9302.28+4.0+1.0+26*d17=77213.7负筋1255.3004.0+52*d14=4481.6负筋12515.7806.34+6.84+52*d*216=66364.5下筋3253.3002.0+52*d14=4450.8下筋3钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型143、型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 18 页2023/10/19205.0404.0+52*d15=5562.2下筋282.000(0.3+0.7)*2188=888869.5二肢箍104.0150.45*2.7+0.7*4159+41=100100247.7四肢箍80.4300.43144=44447.5拉筋100.6200.42+20*d150=505019.1拉筋1813.61012.8+45*d12=2254.4腰筋1611.76011.04+45*d12=2237.2144、腰筋183.030(20*d+0.7*1.4)*2+0.3514=4424.2吊筋2L33(3A)2523.39020.54+(52+31*2)*d12=22180.1贯通筋252.5001.85+26*d12=2219.3负筋1222.4221.85+26*d14=4428.9负筋2257.0401.85+2.24+2.9511=1127.1负筋2257.9004.3+2.95+26*d16=66182.5负筋12022.82020.54+(52+31*2)*d12=22112.7贯通筋2010.1008.44+83*d12=2249.9下筋3206.4905.45+52*d11=1116.145、0下筋31421.38020.54+15*d*412=2251.7腰筋81.700(0.25+0.6)*2162=626241.6二肢箍82.200(0.25+0.85)*2114=141412.2二肢箍82.100(0.25+0.8)*219=997.5二肢箍101.900(0.25+0.7)*2144=444451.6二肢箍80.3800.22+20*d142=42426.3拉筋100.4200.22+20*d122=22225.7拉筋2KL49(3B)2528.68525.06+(52+31*3)*d12=22220.9贯通筋253.0701.12+1.3+26*d12=2223.6负筋146、1254.9001.85*2+1.2011=1118.9负筋2255.7602.28*2+1.212=2244.4负筋2225.7605.7612=2234.3下筋3258.5302.28+1.0+4.6+26*d113=1313426.9负筋1255.9004.6+52*d14=4490.9负筋1182.0561.12+52*d12=228.2下筋2255.1003.8+52*d12=2239.3下筋3256.7405.44+52*d13=3377.8下筋3258.1406.84+52*d16=66188.0下筋3225.7444.6+52*d14=4468.5下筋2252.5001.2+5147、2*d15=5548.1加腋筋1612.88012.16+45*d12=2240.7腰筋1814.21013.4+45*d12=2256.8腰筋82.000(0.3+0.7)*2192=929272.7二肢箍102.600(0.45+0.85)*2113=131320.9二肢箍102.700(0.45+0.9)*2148=484880.0二肢箍102.300(0.45+0.7)*2156=565679.5二肢箍80.4300.27+20*d146=46467.8拉筋100.6200.42+20*d159=595922.6拉筋2L33(1)165.2324.4+52*d12=2216.5上筋12148、55.7004.4+52*d14=4487.8下筋181.300(0.25+0.4)*2121=212110.8二肢箍XL5259.2504.6+4.0+26*d110=1010356.1上筋1205.6404.6+52*d14=4455.7下筋2104.5450.35*2.7+0.9*4147=4747131.8四肢箍185.1404.6+15*d*214=4441.1腰筋100.6200.42+20*d124=24249.2拉筋LL-1222.1441.0+52*d108=880511.1主筋181.600(0.25+0.55)*21011=1111069.5二肢箍LL-2222.3441149、.2+52*d48=832223.5主筋1钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 19 页2023/10/1981.700(0.3+0.55)*2413=135234.9二肢箍LL-32516.0002.0+1.5*2+2.7+1.8+52*d*518=88492.8主筋181.700(0.3+0.55)*21100=10010067.2二肢箍L-34183.7812.845+52*d150、14=4430.2主筋16.51.040(0.12+0.4)*2122=22225.9二肢箍L-35206.1901.95+2.16+52*d*214=4461.2主筋181.200(0.2+0.4)*2130=303014.2二肢箍L-36142.5981.87+52*d12=226.3上筋1202.9101.87+52*d13=3321.6下筋180.840(0.12+0.3)*2110=10103.3二肢箍L-37202.3901.35+52*d16=6635.4主筋181.600(0.25+0.55)*218=885.1二肢箍洞口边小梁123.0003.014=4410.7主筋16.5151、0.740(0.12+0.25)*2115=15152.9二肢箍三层梁16.533.8468.8/0.2611=118.889,936.7093925/0.39511=113925.0101,082.658668/0.61711=11668.01212.02210.7/0.8911=1110.714733.471887.5/1.2111=11887.516673.4811064.1/1.5811=111064.118935.5501871.1/211=111871.1201,485.5873669.4/2.4711=113669.422747.4832227.5/2.9811=112227.5152、254,497.42917315.1/3.8511=1117315.1四层梁4L38(8)2059.98054.6+(52+31*7)*d13=33444.5贯通筋202.8001.4*212=2213.8负筋2252.8002.8016=6664.7负筋21859.44254.6+(52+31*7)*d13=33356.7下筋11456.49054.6+15*d*912=22136.7腰筋81.700(0.25+0.6)*21274=274274184.0二肢箍80.3800.22+20*d1137=13713720.6拉筋4KL35(4)2537.00037.00014=44569.8贯通153、筋253.1502.5+26*d15+3=8897.0负筋1255.9005.9018=88181.7负筋2259.5757.5+83*d126=2626958.5下筋3229.3267.5+83*d12=2255.6下筋31435.06432.6+(52+31*4)*d14=44169.7腰筋103.4800.4*2.7+0.6*4152*4=208208446.6四肢箍100.5700.37+20*d148*4=19219267.5拉筋162.670(20*d+0.6*1.4)*2+0.3518=8833.7吊筋4KL36(3)2518.08015.23+(52+31*2)*d14=442154、78.4贯通筋256.6105.96+26*d12=2250.9负筋1253.1502.5+26*d13=3336.4负筋1255.9005.9015=55113.6负筋2258.5302.56+3.37+52*d*214=44131.4下筋2259.5757.5+83*d111=1111405.5下筋32017.51015.23+(52+31*2)*d16=66259.5腰筋82.600(0.3+1.0)*2126=262626.7二肢箍85.0800.4*2.7+1.0*4166+34=100100200.7四肢箍80.4300.27+20*d126=26264.4拉筋80.5300.37155、+20*d1100=10010020.9拉筋183.870(20*d+1.0*1.4)*2+0.3512=2215.5吊筋4L25(4)2537.25032.85+(52+31*4)*d12=22286.8贯通筋253.3502.7+26*d18=88103.2负筋1255.8005.4+0.419=99201.0负筋2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 20 页2023/10/1156、92510.0758.0+83*d16*4=2424930.9下筋383.2800.4*2.7+0.55*4144*4=176176228.0四肢箍182.610(20*d+0.55*1.4)*2+0.3518=8841.8吊筋4KL37(4)2236.47232.6+(52+31*4)*d14=44434.7贯通筋223.0722.5+26*d18=8873.2负筋1225.9005.9016=66105.5负筋2229.3267.5+83*d118=1818500.2下筋383.2800.4*2.7+0.55*4148*4=192192248.8四肢箍182.610(20*d+0.55*1157、.4)*2+0.3512=2210.4吊筋4KL39(3)2517.78014.93+(52+31*2)*d14=44273.8贯通筋256.6105.96+26*d11=1125.4负筋1253.1502.5+26*d13+4=7784.9负筋1253.8602.56+52*d16=6689.2下筋2259.5757.5+83*d19=99331.8下筋3204.1103.07+52*d14=4440.6下筋281.700(0.3+0.55)*2126=262617.5二肢箍83.2800.4*2.7+0.55*4152+28=8080103.6四肢箍252.890(20*d+0.55*1.158、4)*2+0.3512=2222.3吊筋4KL38(7)2263.28857.37+(52+31*7)*d14=44754.4贯通筋225.9005.90112=1212211.0负筋2229.3267.5+83*d126=2626722.6下筋3229.0583.77+52*d*2+3.014=44108.0下筋283.2800.4*2.7+0.55*41340=340340440.5四肢箍4L26(4)2537.60033.20+(52+31*4)*d12=22289.5贯通筋203.1872.667+26*d12=2215.7负筋1253.3172.667+26*d12=2225.5负筋159、1255.7342.667*2+0.415+4+6=1515331.1负筋2259.3758.0+(12*2+31)*d116=1616577.5下筋3229.2108.0+(12*2+31)*d14=44109.8下筋383.2800.4*2.7+0.55*41188=188188243.6四肢箍182.610(20*d+0.55*1.4)*2+0.3518=8841.8吊筋4KL40(1)204.3103.27+52*d48=832340.7主筋181.600(0.3+0.5)*2426=2610465.7二肢箍4L34(1)204.7703.73+52*d42=2894.3上筋1201.160、7701.25+26*d43=31252.5负筋1164.5623.73+52*d43=31286.5下筋181.300(0.25+0.4)*2428=2811257.5二肢箍4KL39(8B)2564.08157.906+(15*2+31*7)*d14=44986.8贯通筋2515.80614.656+(15+31)*d12=22121.7负筋1257.3757.0+15*d12=2256.8负筋1255.9005.9018=88181.7负筋2259.5757.5+83*d130=30301105.9下筋3163.9623.306+(15+26)*d14=4425.0下筋2209.4107161、.75+83*d14=4493.0下筋3205.0204.2+41*d14=4449.6下筋21613.32012.6+45*d12=2242.1腰筋83.2800.4*2.7+0.55*4152*5+34=294294380.9四肢箍82.000(0.3+0.7)*2156=565644.2二肢箍82.200(0.3+0.8)*2142=424236.5二肢箍80.3800.22+20*d149=49497.4拉筋182.610(20*d+0.55*1.4)*2+0.3518=8841.8吊筋183.030(20*d+0.7*1.4)*2+0.3512=2212.1吊筋4L36(8B)186162、2.35257.906+(30+31*7)*d14=44498.8贯通筋185.6005.6012*7=1414156.8负筋21459.80057.91+15*d*912=22144.7腰筋81.700(0.25+0.6)*21290=290290194.7二肢箍钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 21 页2023/10/1980.3800.22+20*d1146=1461462163、1.9拉筋竖向梁4L38(1)207.2606.22+52*d22=2471.7上筋1202.6002.08+26*d22=2425.7负筋1187.1566.22+52*d23=3685.9下筋1146.6406.22+30*d22=2432.1腰筋81.700(0.25+0.6)*2250=5010067.2二肢箍80.3800.22+20*d225=25507.5拉筋4KL43(1A)2513.86511.79+(52+31)*d14=44213.5贯通筋253.5101.26+0.6+1.0+26*d11=1113.5负筋1251.9101.26+26*d13=3322.1负筋1252164、.4701.82+26*d12=2219.0负筋1181.9361.0+52*d14=4415.5下筋2255.1003.8+52*d17=77137.4下筋3256.7405.44+52*d15=55129.7下筋31612.51011.79+15*d*312=2239.5腰筋83.4800.4*2.7+0.6*4130+38+12=8080110.0四肢箍80.5300.37+20*d140=40408.4拉筋202.830(20*d+0.6*1.4)*2+0.3512=2214.0吊筋4L27(1)209.2307.57+83*d12+4=66136.8贯通筋202.2431.723+2165、6*d12=2211.1负筋1252.3731.723+26*d14=4436.5负筋1122.370(20*d+0.55*1.4)*2+0.3512=224.2吊筋81.700(0.3+0.55)*2142=424228.2二肢箍4L28(1A)228.7766.95+83*d12=2252.3贯通筋222.7022.13+26*d12=2216.1负筋1223.7023.13+26*d14=4444.1负筋1257.2205.92+52*d14=44111.2下筋2161.8321.0+52*d12=225.8下筋281.500(0.25+0.5)*2142=424224.9二肢箍XL62166、53.4202.12+52*d23=3679.0负筋1203.1602.12+52*d13=3323.4下筋2162.6002.12+15*d*214=4416.4腰筋82.200(0.3+0.8)*2122=222219.1二肢箍80.4300.27+20*d122=22223.7拉筋4KL44(3B)2524.61021.76+(52+31*2)*d14=44379.0贯通筋252.8972.247+26*d12+4=6666.9负筋1258.8602.113+2.5+2.0+2.24712=2268.2负筋2163.9641.0+1.3+52*d*214=4425.1下筋22518.98167、06.34+2.0+6.74+52*d*314=44292.3下筋31821.11019.76+15*d*512=2284.4腰筋103.4800.4*2.7+0.6*41128=128128274.8四肢箍102.8800.4*2.7+0.45*4120=202035.5四肢箍100.5700.37+20*d164=646422.5拉筋122.510(20*d+0.6*1.4)*2+0.3512=224.5吊筋182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋222.910(20*d+0.6*1.4)*2+0.3512=2217.3吊筋4L32(2A)259.14168、57.07+83*d42=28281.7贯通筋253.6231.0+1.973+26*d43=312167.4负筋1161.8321.0+52*d42=2823.2下筋2257.2205.92+52*d44=416444.8下筋281.500(0.25+0.5)*2442=4216899.5二肢箍4L30(1A)259.9257.85+83*d32=26229.3贯通筋255.3231.973+2.3+0.4+26*d33=39184.4负筋1257.2205.92+52*d34=412333.6下筋2163.1322.3+52*d32=2629.7下筋2钢 筋 工 程 计 算 稿 工程名称：169、广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 22 页2023/10/1981.500(0.25+0.5)*2356=5616899.5二肢箍4KL45(3B)2526.58522.96+(52+31*3)*d24=48818.8上筋1252.8972.247+26*d23+6=918200.8负筋1255.3972.5+2.247+26*d22=2483.1负筋1252.8972.247+26*d26=612133.8负筋11170、65.1641.0+2.5+52*d*224=4865.3下筋2258.0406.74+52*d23=36185.7下筋32511.3402.0+6.74+52*d*224=48349.3下筋3227.8846.74+52*d22=2494.0下筋31821.11019.76+15*d*522=24168.9腰筋83.4800.4*2.7+0.6*42110+26=136272373.9四肢箍82.8800.4*2.7+0.45*4220=204045.5四肢箍80.5300.37+20*d268=6813628.5拉筋222.910(20*d+0.6*1.4)*2+0.3524=4869.4171、吊筋4KL47(2A)2513.86511.79+83*d14=44213.5贯通筋252.8972.247+26*d12=2222.3负筋1256.1972.247+1.3+2.0+26*d18=88190.9负筋1165.1641.0+2.5+52*d*214=4432.6下筋2257.6406.34+52*d14=44117.7下筋3253.3002.0+52*d112=1212152.5下筋2189.2708.46+15*d*312=2237.1腰筋103.4800.4*2.7+0.6*4134+12=464698.8四肢箍103.6200.6*2.7+0.5*4120=202044.172、7四肢箍104.3200.6*2.7+0.675*4114=141437.3四肢箍100.5700.37+20*d123=23238.1拉筋222.910(20*d+0.6*1.4)*2+0.3512=2217.3吊筋XL-4256.2304.93+52*d18=88191.9负筋1185.8664.93+52*d13=3335.2下筋2165.4104.93+15*d*212=2217.1腰筋81.900(0.3+0.65)*2150=505037.5二肢箍80.4300.27+20*d125=25254.2拉筋4KL-50256.2804.98+52*d14=4496.7贯通筋206.02173、04.98+52*d14=4459.5下筋181.900(0.3+0.65)*2152=525239.0二肢箍165.4604.98+30*d12=2217.3腰筋80.4300.43126=26264.4拉筋4KL48(3B)2528.08524.46+(52+31*3)*d14=44432.5贯通筋252.7632.113+26*d14=4442.6负筋1252.9302.28+26*d11=1111.3负筋1257.9302.28+1.0+4.0+26*d13=3391.6负筋1165.8321.0+4.0+52*d14=4436.9下筋22519.0806.34+6.84+2.0+52174、*d*314=44293.8下筋3252.5001.2+52*d13=3328.9加腋筋103.4800.4*2.7+0.6*41104=104104223.3四肢箍102.8800.4*2.7+0.45*4120=202035.5四肢箍104.4800.4*2.7+0.85*4140=4040110.6四肢箍104.0800.4*2.7+0.75*4112=121230.2四肢箍100.5700.37+20*d178=787827.4拉筋222.910(20*d+0.6*1.4)*2+0.3514=4434.7吊筋122.510(20*d+0.6*1.4)*2+0.3512=224.5吊筋4175、L33(2A)2522.61520.54+83*d12=22174.1贯通筋252.4701.82+26*d14=4438.0负筋1257.0102.95+2.24+1.8212=2254.0负筋2257.9002.95+4.3+26*d14=44121.7负筋12218.75616.49+(24*3+31)*d14=44223.6下筋3钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 23 页176、2023/10/19164.6844.3+12*d*212=2214.8下筋281.700(0.3+0.55)*21120=12012080.6二肢箍82.000(0.3+0.7)*2144=444434.8二肢箍80.4300.43122=22223.7拉筋164.5404.3+15*d12=2214.3腰筋122.370(20*d+0.55*1.4)*2+0.3512=224.2吊筋182.610(20*d+0.55*1.4)*2+0.3512=2210.4吊筋4KL49(3B)2528.68525.06+(52+31*3)*d14=44441.7贯通筋251.9171.267+26*d1177、3=3322.1负筋1255.7602.28*2+1.211=1122.2负筋2258.5304.6+1.0+2.28+26*d14=44131.4负筋1181.9361.0+52*d13=3311.6下筋2255.1003.8+52*d17=77137.4下筋3226.5845.44+52*d15=5598.1下筋3227.9846.84+52*d14=4495.2下筋3225.7444.6+52*d14=4468.5下筋2222.3441.2+52*d13=3321.0加腋筋1826.41025.06+15*d*512=22105.6腰筋81.700(0.25+0.6)*2130=3030178、20.1二肢箍83.4800.4*2.7+0.6*4192=9292126.5四肢箍84.0800.4*2.7+0.75*4112=121219.3四肢箍84.4800.4*2.7+0.85*4148=484884.9四肢箍122.510(20*d+0.6*1.4)*2+0.3512=224.5吊筋202.830(20*d+0.6*1.4)*2+0.3512=2214.0吊筋补充未标注梁L-6(1)204.8603.82+52*d12=2224.0上筋1201.7931.273+26*d11=114.4负筋1184.7563.82+52*d12=2219.0下筋181.300(0.25+0.4179、)*2128=282814.4二肢箍L-7(1)164.6523.82+52*d15=5536.8主筋181.500(0.25+0.5)*2120=202011.9二肢箍L-8(1)204.8603.82+52*d12=2224.0上筋1201.7931.273+26*d13=3313.3负筋1164.6523.82+52*d13=3322.1下筋181.700(0.3+0.55)*2126=262617.5二肢箍L-9182.4322.0+12*d*2342=268330.8上筋1162.3842.0+24*d342=268256.1下筋16.50.840(0.12+0.3)*2346=62180、0444.6二肢箍L-10162.3842.0+24*d42=2830.1上筋1142.3362.0+24*d42=2822.6下筋16.50.740(0.12+0.25)*246=6244.6二肢箍L-11204.9203.1+0.86+12*d*414=4448.6主筋181.040(0.12+0.4)*2134=343414.0二肢箍LL-1222.1441.0+52*d108=880511.1主筋181.600(0.25+0.55)*21011=1111069.5二肢箍LL-2222.3441.2+52*d48=832223.5主筋181.700(0.3+0.55)*2413=1352181、34.9二肢箍LL-32516.0002.0+1.5*2+2.7+1.8+52*d*518=88492.8主筋181.700(0.3+0.55)*21100=10010067.2二肢箍L-35206.1901.95+2.16+52*d*214=4461.2主筋181.200(0.2+0.4)*2130=303014.2二肢箍L-37202.3901.35+52*d18=8847.2主筋181.500(0.25+0.5)*2116=16169.5二肢箍洞口边小梁1225.80025.8014=4491.6主筋16.50.740(0.12+0.25)*21116=11611622.3二肢箍钢 筋 182、工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 24 页2023/10/19五层梁L-38(8)2260.51854.6+(52+31*7)*d13=33541.0贯通筋182.8001.4*212=2211.2负筋2252.8002.8016=6664.7负筋21859.44254.6+(52+31*7)*d13=33356.7下筋11456.49054.6+15*d*912=22136.7腰筋81183、.700(0.25+0.6)*21274=274274184.0二肢箍80.3800.22+20*d1137=13713720.6拉筋KL-7(1)183.6522.716+52*d16=6643.8贯通筋181.3730.905+26*d14=4411.0负筋181.700(0.3+0.55)*2126=262617.5二肢箍KL-8(4)2537.00032.6+(52+31*4)*d14=44569.8贯通筋253.1502.5+26*d15+3=8897.0负筋1255.9005.9015=55113.6负筋2259.5757.5+83*d121=2121774.1下筋3103.480184、0.4*2.7+0.6*4162*4=248248532.5四肢箍162.530(20*d+0.55*1.4)*2+0.3518=8832.0吊筋1#梯253.1001.80+52*d17=7783.5主筋181.700(0.3+0.55)*2119=191912.8二肢箍KL-9(3)2518.08015.23+(52+31*2)*d14=44278.4贯通筋256.6105.96+26*d12=2250.9负筋1253.1502.5+26*d11=1112.1负筋1255.9005.9013=3368.1负筋2258.5302.56+3.37+52*d*214=44131.4下筋2259.185、5757.5+83*d19=99331.8下筋31617.05415.23+(52+31*2)*d16=66161.7腰筋82.600(0.3+1.0)*2126=262626.7二肢箍85.0800.4*2.7+1.0*4166+34=100100200.7四肢箍80.4300.27+20*d126=26264.4拉筋80.5300.37+20*d1100=10010020.9拉筋163.790(20*d+1.0*1.4)*2+0.3512=2212.0吊筋L-6(1)204.8603.82+52*d32=2672.0上筋1201.7931.273+26*d33=3939.9负筋1184.7186、563.82+52*d32=2657.1下筋181.300(0.25+0.4)*2328=288443.1二肢箍L-7(1)164.6523.82+52*d15=5536.8主筋181.500(0.25+0.5)*2120=202011.9二肢箍L-8(1)204.8603.82+52*d12=2224.0上筋1201.7931.273+26*d13=3313.3负筋1164.6523.82+52*d13=3322.1下筋181.700(0.3+0.55)*2126=262617.5二肢箍L-4(4)2537.25032.85+(52+31*4)*d12=22286.8贯通筋253.3502.187、7+26*d17=7790.3负筋1255.8005.4+0.419=99201.0负筋2163.1472.667+15*d*212*4=8839.8架立筋2510.0758.0+83*d126=26261008.5下筋383.2800.4*2.7+0.55*4144*4=176176228.0四肢箍162.530(20*d+0.55*1.4)*2+0.3518=8832.0吊筋KL-10(4)2537.00032.6+(52+31*4)*d14=44569.8贯通筋253.1502.5+26*d16=6672.8负筋1255.9005.9012=2245.4负筋2229.3267.5+83*188、d116=1616444.7下筋3259.5757.5+83*d12=2273.7下筋383.2800.4*2.7+0.55*41192+4=196196253.9四肢箍162.530(20*d+0.55*1.4)*2+0.3512=228.0吊筋4KL-11(3)2517.78014.93+(52+31*2)*d14=44273.8贯通筋256.6105.96+26*d11=1125.4负筋1钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根189、数数重重量量(kg)(kg)备备注注编制单位：第 25 页2023/10/19253.1902.54+26*d13=3336.8负筋1255.8802.54*2+0.812=2245.3下筋2205.8805.88014=4458.1负筋2259.5757.5+83*d110=1010368.6下筋3254.3703.07+52*d14=4467.3下筋2253.9102.61+52*d15=5575.3下筋21815.74014.93+15*d*312=2263.0腰筋103.4800.4*2.7+0.6*41114=114114244.8四肢箍100.5700.37+20*d157=575190、720.0拉筋182.610(20*d+0.55*1.4)*2+0.3512=2210.4吊筋KL-12(8)2555.95050.0+(52+31*6)*d14=44861.6贯通筋259.5203.82+3.1+52*d*212=2273.3上筋1255.9005.9016=66136.3负筋2254.9061.273+1.033+52*d*212=2237.8负筋1229.3267.5+83*d114=1414389.1下筋3259.5757.5+83*d12=2273.7下筋3259.8257.75+83*d110=1010378.3下筋3229.2083.82+52*d*2+3.11191、3=3382.3下筋283.2800.4*2.7+0.55*41292=292292378.3四肢箍81.600(0.25+0.55)*2162=626239.2二肢箍162.530(20*d+0.55*1.4)*2+0.3512=228.0吊筋L-5(4)2537.60033.20+(52+31*4)*d12=22289.5贯通筋183.1352.667+26*d12=2212.5负筋1255.7342.667*2+0.415+4+4=1313287.0负筋2205.7345.73414=4456.7负筋2259.3758.0+(12*2+31)*d116=1616577.5下筋3229.2192、108.0+(12*2+31)*d12=2254.9下筋3188.9908.0+(12*2+31)*d14=4471.9下筋3209.1008.0+(12*2+31)*d12=2245.0下筋383.2800.4*2.7+0.55*4144*4=176176228.0四肢箍162.530(20*d+0.55*1.4)*2+0.3518=8832.0吊筋KL-13(1)204.0603.02+52*d12+4=6660.2主筋1201.5301.01+26*d14=4415.1负筋181.600(0.3+0.5)*2126=262616.4二肢箍KL-17(2)2210.1368.31+83*d193、22=24120.8上筋1223.1201.26*2+0.621=1218.6负筋1225.0743.93+52*d22=2460.5负筋1229.9983.93+3.78+52*d*222=24119.2下筋181.600(0.25+0.55)*2272=7214491.0二肢箍KL-15(1)224.7143.57+52*d32=2684.3上筋1221.7621.19+26*d34=41263.0负筋1184.5063.57+52*d34=412108.1下筋181.600(0.3+0.5)*2328=288453.1二肢箍L-6a(1)204.1803.14+52*d22=2441.3194、上筋1184.0763.14+52*d22=2432.6下筋1143.8683.14+52*d22=2418.7腰筋81.600(0.25+0.55)*2232=326440.4二肢箍80.3800.22+20*d216=16324.8拉筋L-8a(1)224.4033.875+12*d*222=2452.5上筋1221.5561.292+12*d22=2418.5负筋181.100(0.25+0.3)*2220=204017.4二肢箍KL-14(6)2537.30032.9+(52+31*4)*d14=44574.4贯通筋256.0304.73+52*d14=4492.9上筋1253.250195、2.60+26*d14=4450.1负筋1255.9005.9016=66136.3负筋2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 26 页2023/10/19259.5757.5+83*d110=1010368.6下筋3259.6757.6+83*d112=1212447.0下筋3205.7704.73+52*d14=4457.0下筋2103.2800.4*2.7+0.55*41252196、=252252510.0四肢箍101.600(0.25+0.55)*2134*2=686867.1二肢箍162.530(20*d+0.55*1.4)*2+0.3518=8832.0吊筋1836.06832.9+(52+31*4)*d12=22144.3腰筋100.5700.37+20*d1126+34=16016056.3拉筋竖向梁KL-1(1)256.7405.44+52*d14=44103.8上筋1252.4631.813+26*d11=119.5负筋1202.3331.813+26*d14=4423.1负筋1226.5845.44+52*d15=5598.1下筋1185.9805.44+197、15*d*212=2223.9腰筋83.4800.4*2.7+0.6*4142=424257.7四肢箍182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋80.5300.37+20*d121=21214.4拉筋L-2(1)259.6457.57+83*d12=2274.3上筋1253.1732.523+26*d12=2224.4负筋1203.0432.523+26*d14=4430.1负筋1228.7807.57+(12*2+31)*d14=44104.7下筋381.700(0.3+0.55)*2156=565637.6二肢箍L-1(1A)227.9846.84+52198、*d42=28190.3上筋1222.5722.0+26*d42=2861.3负筋1223.2922.0+0.72+26*d41=1439.2负筋1257.5156.84+(12+15)*d44=416462.9下筋181.400(0.25+0.45)*2434=3413675.2二肢箍L-1a(1A)2210.7549.17+(15+26+31)*d42=28256.4上筋1225.2722.0+0.4+2.3+26*d44=416251.4负筋1223.2922.0+0.72+26*d41=1439.2负筋1256.6006.0+12*d*244=416406.6下筋1162.6842.3199、0+24*d42=2833.9下筋281.400(0.25+0.45)*2458=58232128.3二肢箍KL-2(3A)2523.66020.81+(52+31*2)*d34=4121093.1贯通筋252.9632.313+26*d34+4+5=1339444.9负筋1256.7132.313+1.2*2+2.032=26155.1负筋2255.3632.313+0.4+2.0+26*d33=39185.8负筋1259.0156.94+83*d36+5=11331145.4下筋3253.3002.0+52*d34+4=824304.9下筋3252.3001.0+52*d35+4=9272200、39.1加腋筋187.4806.94+15*d*232+2=412179.5腰筋182.5402.0+15*d*232=2630.5腰筋103.4800.4*2.7+0.6*43100=100300644.1四肢箍102.8800.4*2.7+0.45*4320=2060106.6四肢箍103.6800.4*2.7+0.65*4320=2060136.2四肢箍100.5700.37+20*d360=6018063.3拉筋222.910(20*d+0.6*1.4)*2+0.3534=412104.1吊筋KL-4(2)2512.21510.14+83*d16=66282.2贯通筋252.6502.201、0+26*d11=1110.2负筋1256.1455.12+(26+15)*d115=1515354.9负筋1253.6252.6+(26+15)*d1-1中部筋120=2020279.1主筋1252.3451.32+(15+26)*d2-2下部筋16=6654.2下筋2259.0156.94+83*d16=66208.2下筋3253.6252.6+41*d114=1414195.4下筋2252.3002.30114+6=2020177.1加腋筋186.5406.0+15*d*212=2226.2腰筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋202、筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 27 页2023/10/19203.0002.40+15*2*d14=4429.6腰筋83.4800.4*2.7+0.6*4146=464663.2四肢箍108.0702.88+2.28+2.04+0.87114=141469.7六肢箍107.1702.58+1.98+1.74+0.87121=212192.9六肢箍80.5300.37+20*d123=23234.8拉筋222.910(20*d+0.6*1.4)*2+0.3512=221203、7.3吊筋XL2(0A)254.6003.30+52*d111=1111194.8负筋1184.2363.30+52*d14=4433.9下筋1183.8403.30+30*d14=4430.7腰筋103.8650.35*2.7+0.73*4134=343481.1四肢箍100.5200.32+20*d134=343410.9拉筋KL-18(1)202.3901.35+52*d14=4423.6上筋1182.2861.35+52*d14=4418.3下筋181.600(0.3+0.5)*2115=15159.5二肢箍KL-18a(1A)256.2555.23+(26+15)*d15=55120204、.4负筋1226.1325.23+(26+15)*d13=3354.8下筋2KL-5(3A)2526.03522.46+0.875+(15+31*3)*d14=44400.9贯通筋253.0222.147+0.87511=1111.6负筋2252.8222.147+(1.1*0.5+5*d)12=2221.7负筋2259.4692.147+2.0+2.347+1.1*2+31*d12=2272.9负筋2257.6222.347+0.9+4.0+15*d16=66176.1负筋1227.9606.44+(1.5+1.1)*0.5+5*d*216=66142.3下筋3252.6752.0+(1.1205、*0.5+5*d)14=4441.2下筋3259.1407.04+0.675+0.65+31*d14=44140.8下筋3224.9804.0+15*d+0.6514=4459.4下筋2252.5001.20+52*d13=3328.9加腋筋1823.81022.46+15*d*512=2295.2腰筋103.4800.4*2.7+0.6*4148+50=9898210.4四肢箍102.8800.4*2.7+0.45*4121=212137.3四肢箍104.0800.4*2.7+0.75*4113=131332.7四肢箍104.4800.4*2.7+0.85*4140=4040110.6四肢箍206、100.5700.37+20*d170=707024.6拉筋182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋L-3(2A)2524.04020.54+(26+31*2)*d+1.312=22185.1贯通筋253.8302.53+1.3012=2229.5负筋1203.8052.53+(2.35*0.5+5*d)14=4437.6负筋1205.9002.75*2+0.412=2229.1负筋2255.9005.9011=1122.7负筋2258.8502.75+0.4+4.3+0.25+46*d14=44136.3负筋12510.2957.57+1.3+(26+3207、1)*d14=44158.5下筋22510.3158.24+83*d13=33119.1下筋3209.9008.24+83*d12=2248.9下筋3185.2364.30+52*d13=3331.4下筋2252.3001.0+52*d12=2217.7加腋筋202.0401.0+52*d11=115.0加腋筋81.600(0.25+0.55)*2155+50=10510566.4二肢箍81.860(0.25+0.68)*2110=10107.3二肢箍82.000(0.3+0.7)*2144=444434.8二肢箍KL-6(2A)2521.61018.96+0.375+0.725+31*d*2208、14=44332.8贯通筋252.5381.813+(1.2*0.5+5*d)11=119.8负筋2255.7942.347*2+1.1011=1122.3负筋2258.2224.6+0.9+2.347+0.37517=77221.6负筋1226.8405.44+0.725+0.67515=55101.9下筋3229.0477.04+0.675+0.65+31*d14=44107.8下筋3225.7444.60+52*d14=4468.5下筋2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式209、草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 28 页2023/10/19222.3441.20+52*d13=3321.0加腋筋1820.04018.96+15*d*412=2280.2腰筋83.4800.4*2.7+0.6*4192=9292126.5四肢箍84.0800.4*2.7+0.75*4113=131321.0四肢箍84.4800.4*2.7+0.85*4148=484884.9四肢箍80.5300.37+20*d170=707014.7拉筋182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋KL-1210、8(1)258.3002.0*2+3.0+52*d110=1010319.6主筋181.700(0.3+0.55)*2142+31=737349.0二肢箍L-9182.4322.0+12*d*2342=268330.8上筋1162.3842.0+24*d342=268256.1下筋16.50.840(0.12+0.3)*2346=620444.6二肢箍L-10162.3842.0+24*d42=2830.1上筋1142.3362.0+24*d42=2822.6下筋16.50.740(0.12+0.25)*246=6244.6二肢箍L-11204.9203.1+0.86+12*d*414=444211、8.6主筋181.040(0.12+0.4)*2134=343414.0二肢箍L-12165.7241.9+2.16+52*2*d14=4436.2主筋181.200(0.2+0.4)*2132=323215.2二肢箍LL-1222.3441.2+52*d38=824167.6主筋1121.5601.2+15*2*d37*2=144258.2腰筋103.500(0.3+1.45)*2313=133984.2二肢箍100.4700.27+20*d37*7=4914742.6拉筋LL-2222.1441.0+52*d48=832204.5主筋1121.3601.0+15*2*d46*2=12485212、8.0腰筋103.360(0.3+1.38)*2411=114491.2二肢箍100.4700.27+20*d46*6=3614441.8拉筋LL-3251.9000.6+52*d18=8858.5主筋1120.9600.6+15*2*d18*2=161613.6腰筋104.300(0.3+1.85)*217=7718.6二肢箍100.4700.27+20*d18*4=32329.3拉筋LL-4222.6441.5+52*d18=8863.0主筋1101.700(0.3+0.55)*2116=161616.8二肢箍6-27层梁KL-7(1)184.2362.716+0.745+0.775122213、 6=61321118.3贯通筋181.6500.905+0.745122 2=244145.2负筋1181.6800.905+0.775122 2=244147.8负筋281.700(0.3+0.55)*2122 26=26572384.1二肢箍KL-8(5)2540.56035.31+(62+37*4)*d122 4=48813741.7贯通筋253.3452.57+31*d122 8=81762266.6负筋1255.8402.57*2+0.7122 5=51102473.2负筋22510.1757.7+(31*2+37)*d122 21=2146218098.3下筋3253.3501.214、8+62*d122 3=366851.2下筋31836.93035.31+15*6*d122 2=2443249.8腰筋103.2800.4*2.7+0.55*4122 54*4=21647529616.9四肢箍81.700(0.3+0.55)*2122 18=18396265.9二肢箍100.5700.37+20*d122 118=1182596913.0拉筋162.530(20*d+0.55*1.4)*2+0.35122 8=8176703.5吊筋HL-1(1)2011.8409.86+99*d122 4=4882573.5上筋11611.4449.86+99*d122 7=7154278215、4.6下筋1101.600(0.25+0.55)*2122 100=10022002171.8二肢箍100.4200.22+20*d122 100=1002200570.1拉筋KL-9(3)2514.39511.92+(62+37)*d122 4=4884877.0贯通筋253.7002.15+62*d122 6=61321880.3贯通筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 29 216、页2023/10/19253.3752.60+31*d122 3=366857.6负筋1255.8002.6*2+0.6122 3=3661473.8负筋2255.0703.52+62*d122 4=4881717.7下筋22510.2757.8+99*d122 9=91987832.6下筋31816.04015.23+15*d*3122 2=2441411.5腰筋81.700(0.3+0.55)*2122 24=24528354.6二肢箍103.2800.4*2.7+0.55*4122 54+28=8218043650.9四肢箍80.4300.27+20*d122 26=2657297.2拉217、筋100.5300.37+20*d122 54=541188388.5拉筋162.530(20*d+0.55*1.4)*2+0.35122 2=244175.9吊筋L-6(1)205.0703.82+0.375+0.275+15*d*2322 2=21321653.0上筋1201.8931.273+31*d322 3=3198925.8负筋1184.9363.82+62*d322 2=21321303.1下筋181.300(0.25+0.4)*2322 28=281848948.9二肢箍L-7(1)164.8123.82+62*d122 5=5110836.3主筋181.500(0.25+0.218、5)*2122 20=20440260.7二肢箍L-8(1)205.0603.82+62*d122 2=244549.9上筋1201.8931.273+31*d122 3=366308.6负筋1164.8123.82+62*d122 3=366501.8下筋181.700(0.3+0.55)*2122 26=26572384.1二肢箍L-4(4)2537.75032.85+0.225*2+(15*2+37*4)*d122 2=2446394.9贯通筋252.2001.6+0.225+15*d122 5+3=81761490.7负筋1255.7342.667*2+0.4122 12=122645219、828.0负筋2163.1472.667+15*d*2122 8=8176875.1架立筋259.5258.0+(12*2+37)*d122 24=2452819362.4下筋3209.2208.0+(12*2+37)*d122 4=4882004.1下筋383.2800.4*2.7+0.55*4122 44*4=17638725016.6四肢箍162.530(20*d+0.55*1.4)*2+0.35122 8=8176703.5吊筋$项目小计共11项共计556118kg1 GJ10重量=25376.0kg25376.02 GJ6.5重量=1572.8kg1572.83 GJ8重量=5599220、7.6kg55997.64 GJ10重量=10275.5kg10275.55 GJ12重量=4871.5kg4871.56 GJ14重量=943.6kg943.67 GJ16重量=9450.4kg9450.48 GJ18重量=27267.4kg27267.49 GJ20重量=29167.6kg29167.610GJ22重量=82476.7kg82476.711GJ25重量=308719.2kg308719.2KL-10(4)2537.85032.6+(62+37*4)*d122 4=48812823.6贯通筋253.3422.567+31*d122 3+4=71541981.5负筋1205.8221、342.567*2+0.7122 2=244634.0负筋2185.8345.834122 4=4881026.8负筋2229.8787.7+99*d122 12=122647771.2下筋32510.1757.7+99*d122 6=61325170.9下筋383.2800.4*2.7+0.55*4122 216=21647526156.7四肢箍162.530(20*d+0.55*1.4)*2+0.35122 2=244175.9吊筋KL-11(3)2518.33014.93+(62+37*2)*d122 4=4886210.2贯通筋256.7355.96+31*d122 2=2441140222、.9负筋1203.3422.567+31*d122 4=488726.4负筋1255.8345.834122 2=244988.3负筋2205.8342.567*2+0.7122 4=4881268.1负筋22510.1757.7+99*d122 11=112429480.0下筋3254.7203.17+62*d122 4=4881599.1下筋2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第223、 30 页2023/10/19254.2102.66+62*d122 6=61322139.5下筋21815.74014.93+15*d*3122 2=2441385.1腰筋103.4800.4*2.7+0.6*4122 114=11425085385.1四肢箍100.5700.37+20*d122 57=571254441.0拉筋182.610(20*d+0.55*1.4)*2+0.35122 2=244229.7吊筋KL-12(8)2557.10050.0+(62+37*6)*d122 4=48819345.5贯通筋2510.0203.82+3.1+62*d*2122 2=2441697.224、4上筋1255.8342.567*2+0.7122 2=244988.3负筋2205.8345.834122 8=81762536.2负筋2255.664(1.273+31*d)+(1.033+31*d)*2122 1=122479.7负筋1229.8787.7+99*d122 8=81765180.8下筋32510.1757.7+99*d122 8=81766894.6下筋32510.3257.85+99*d122 10=102208745.3下筋3224.46462*d+3.1122 3=366878.0下筋2225.1843.82+62*d122 2=244679.7下筋283.2800225、.4*2.7+0.55*4122 324=32471289235.0四肢箍81.600(0.25+0.55)*2122 62=621364862.0二肢箍162.530(20*d+0.55*1.4)*2+0.35122 2=244175.9吊筋L-5(4)2538.40033.20+0.375*2+(15*2+37*4)*d122 2=2446505.0贯通筋202.2751.6+0.375+15*d122 4=488494.5负筋1255.7342.667*2+0.4122 4+4+2=102204856.7负筋2163.1472.667+15*d*2122 2*4=8176875.1架立筋226、259.5258.0+(12*2+37)*d122 16=1635212908.3下筋3229.3428.0+(12*2+37)*d122 4=4882449.8下筋3209.2208.0+(12*2+37)*d122 4=4882004.1下筋383.2800.4*2.7+0.55*4122 44*4=17638725016.6四肢箍162.530(20*d+0.55*1.4)*2+0.35122 8=8176703.5吊筋KL-13(1)224.2603.02+62*d122 2+4=61321675.7主筋1221.6921.01+31*d122 4=488443.7负筋181.600(227、0.3+0.5)*2122 26=26572361.5二肢箍KL-17(2)2210.4888.31+99*d222 2=2882750.4上筋1223.1201.26*2+0.6222 1=144409.1负筋1225.2943.93+62*d222 2=2881388.3负筋12210.4383.93+3.78+62*d*2222 2=2882737.3下筋181.600(0.25+0.55)*2222 72=7231682002.2二肢箍KL-15(1)224.9343.57+62*d322 2=21321940.8上筋1221.8721.19+31*d322 4=42641472.7负228、筋1184.6863.57+62*d322 4=42642474.2下筋181.600(0.3+0.5)*2322 28=2818481167.9二肢箍L-6a(1)184.2563.14+62*d222 4=41761498.1主筋144.0083.14+62*d222 2=288426.8腰筋81.600(0.25+0.55)*2222 32=321408889.9二肢箍80.3800.22+20*d222 16=16704105.7拉筋L-8a(1)224.4033.875+12*d*2222 2=2881154.6上筋1221.5561.292+12*d222 2=288408.0负筋229、181.100(0.25+0.3)*2222 20=20880382.4二肢箍KL-14(6)2538.15032.9+(62+37*4)*d122 4=48812925.2贯通筋256.2804.73+62*d122 4=4882127.7上筋1253.3752.60+31*d122 4=4881143.5负筋1255.8342.567*2+0.7122 6=61322964.8负筋22510.1757.7+99*d122 16=1635213789.2下筋3205.9704.73+62*d122 4=4881297.6下筋2103.2800.4*2.7+0.55*4122 224=2244230、9289973.1四肢箍101.600(0.25+0.55)*2122 34*2=6814961476.9二肢箍1834.52032.9+15*d*6122 2=2443037.8腰筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 31 页2023/10/19100.5700.37+20*d122 146=14632121129.6拉筋竖向梁KL-1(1)256.9905.44+62*d122231、 4=4882368.2上筋1252.5881.813+31*d122 4=488876.8负筋1226.8045.44+62*d122 5=51102230.4下筋1185.9805.44+15*d*2122 2=244526.2腰筋83.4800.4*2.7+0.6*4122 42=429241270.1四肢箍182.750(20*d+0.6*1.4)*2+0.35122 2=244242.0吊筋80.5300.37+20*d122 21=2146296.7拉筋L-2(1)2510.0457.57+99*d122 2=2441701.6上筋1253.2982.523+31*d122 2=2232、44558.7负筋1203.0432.523+26*d122 6=6132992.1负筋1229.3537.57+0.375+(12+15+37)*d122 4=4882452.7下筋381.700(0.3+0.55)*2122 56=561232827.3二肢箍L-1(1A)227.8756.84+0.375+15*2*d822 2=23528260.6上筋1221.9051.2+0.375+15*d822 2=23521998.3负筋1222.6501.2+0.72+0.4+15*d822 1=11761389.9负筋1227.8756.84+0.375+15*d*2822 4=47041233、6521.1下筋1207.8156.84+0.375+15*d*2822 2=23526794.7下筋181.400(0.25+0.45)*2822 34=3459843309.2二肢箍KL-2(3)2521.18017.78+(62+37*2)*d122 4=4887175.8贯通筋253.0222.247+31*d122 3=366767.9负筋1258.3942.247+1.7+2.0+2.447122 2=2441421.9负筋2253.2222.447+31*d122 7+2=91982456.1负筋1259.2156.74+99*d122 5=51103902.6下筋3253.55234、02.0+62*d122 4=4881202.7下筋3259.8157.34+99*d122 4=4883325.3下筋3209.3207.34+99*d122 2=2441012.9下筋3252.5501.0+62*d122 3+1=488863.9加腋筋1814.6206.74+7.34+15*d*2122 2=2441286.6腰筋83.4800.4*2.7+0.6*4122 100=10022003024.1四肢箍82.8800.4*2.7+0.45*4122 21=21462525.6四肢箍83.6800.4*2.7+0.65*4122 10=10220319.8四肢箍80.5700235、.37+20*d122 50=501100247.7拉筋182.750(20*d+0.6*1.4)*2+0.35122 2=244242.0吊筋222.910(20*d+0.6*1.4)*2+0.35122 2=244381.6吊筋KL-3(3)2521.88018.48+(62+37*2)*d222 4=417614825.9贯通筋253.2222.447+31*d222 17=177489278.7负筋1258.6941.8+2.447*2+2.0222 2=2882945.5负筋2253.5502.0+62*d222 4=41762405.5下筋3259.8157.34+99*d222 236、13=1357221614.6下筋3252.5501.0+62*d222 6+5=114844751.7加腋筋1815.2207.34*2+15*d*2222 2=2882678.7腰筋83.4800.4*2.7+0.6*4222 94=9441365685.3四肢箍82.8800.4*2.7+0.45*4222 20=208801001.1四肢箍83.6800.4*2.7+0.65*4222 20=208801279.2四肢箍80.5700.37+20*d222 52=522288515.1拉筋222.910(20*d+0.6*1.4)*2+0.35222 2=288763.1吊筋KL-4(237、2)257.2705.72+62*d122 6=61323694.6贯通筋222.5891.907+31*d122 2=244339.5负筋1256.2705.12+(31+15)*d122 15=153307966.0负筋1253.7502.6+(31+15)*d1-1中部筋122 20=204406352.5主筋1252.4701.32+(15+31)*d2-2下部筋122 6=61321255.3下筋2259.4156.94+99*d122 6=61324784.7下筋3253.7502.6+46*d122 14=143084446.8下筋2252.3002.30122 14+6=204238、403896.2加腋筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 32 页2023/10/19186.5406.0+15*d*2122 2=244575.5腰筋203.0002.40+15*2*d122 4=488652.1腰筋83.4800.4*2.7+0.6*4122 46=4610121391.1四肢箍108.0702.88+2.28+2.04+0.87122 14=14308153239、3.6六肢箍107.1702.58+1.98+1.74+0.87122 21=214622043.8六肢箍80.5300.37+20*d122 23=23506105.9拉筋222.910(20*d+0.6*1.4)*2+0.35122 2=244381.6吊筋KL-18(1)202.5901.35+62*d222 4=41761125.9上筋1182.4661.35+62*d222 4=4176868.0下筋181.600(0.3+0.5)*2222 15=15660417.1二肢箍KL-5(3)2521.28017.88+(62+37*2)*d122 4=4887209.7贯通筋253.0240、222.247+31*d122 3+2=51101279.8负筋2258.3602.247+1.6+2.0+2.513122 2=2441416.2负筋2253.2882.513+31*d122 1=122278.5负筋1208.7206.74+99*d122 2=244947.7下筋32523.7056.74+7.54+2.0+99*d*3122 4=4888031.3下筋31815.3606.74+7.54+15*d*4122 2=2441351.7腰筋103.4800.4*2.7+0.6*4122 104=10422884912.7四肢箍102.8800.4*2.7+0.45*4122 241、21=21462821.0四肢箍100.5700.37+20*d122 52=521144402.3拉筋182.750(20*d+0.6*1.4)*2+0.35122 2=244242.0吊筋L-3(2)2519.11016.21+0.375+(12+15+37*2)*d122 2=2443237.2贯通筋251.8201.52+12*d122 2=244308.3负筋1201.7601.52+12*d122 4=488382.6负筋1205.9002.75*2+0.4122 2=244641.2负筋2255.9005.90122 1=122499.7负筋2202.3231.648+0.375242、+15*d122 1=122126.2负筋1202.3231.648+0.375+15*d122 4=488504.9负筋1259.0957.57+(12*2+37)*d122 3=3662311.0下筋2228.9127.57+(12*2+37)*d122 2=2441168.5下筋3259.7658.24+(12*2+37)*d122 4=4883308.4下筋3229.5828.24+(12*2+37)*d122 2=2441256.4下筋3252.5501.0+62*d122 2=244432.0加腋筋222.3641.0+62*d122 1=122155.0加腋筋81.600(0.2243、5+0.55)*2122 55+50=10523101459.9二肢箍81.860(0.25+0.68)*2122 10=10220161.6二肢箍KL-6(2)2516.25513.78+99*d122 4=4885507.2贯通筋202.4331.813+31*d122 2=244264.4负筋2255.8262.513*2+0.8122 1=122493.5负筋2253.2882.513+31*d122 1=122278.5负筋1226.8045.44+62*d122 5=51102230.4下筋3229.7187.54+99*d122 2=2441274.2下筋32510.0157.5244、4+99*d122 2=2441696.5下筋31814.59013.78+15*d*3122 2=2441283.9腰筋83.4800.4*2.7+0.6*4122 104=10422883145.1四肢箍80.5300.37+20*d122 52=521144239.5拉筋182.750(20*d+0.6*1.4)*2+0.35122 2=244242.0吊筋KL-18(1)2511.6502.0*2+3.0+62*d*3122 10=102209867.6主筋181.700(0.3+0.55)*2122 42+31=7316061078.4二肢箍L-9182.4322.0+12*d*23245、422 2=214967276.5上筋1162.3842.0+24*d3422 2=214965635.0下筋16.50.840(0.12+0.3)*23422 6=64488980.2二肢箍L-10162.3842.0+24*d422 2=2176662.9上筋1142.3362.0+24*d422 2=2176497.5下筋16.50.740(0.12+0.25)*2422 6=6528101.6二肢箍钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件246、数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 33 页2023/10/19L-11204.9203.1+0.86+12*d*4122 4=4881069.4主筋181.040(0.12+0.4)*2122 34=34748307.3二肢箍L-12165.7241.9+2.16+52*2*d122 4=488795.9主筋181.200(0.2+0.4)*2122 32=32704333.7二肢箍LL-1222.3441.2+52*d322 8=85283688.1主筋1121.5601.2+15*2*d322 7*2=149241280.0腰筋103.500(0.3+1.45)247、*2322 13=138581852.9二肢箍100.4700.27+20*d322 7*7=493234937.8拉筋LL-2222.1441.0+52*d422 8=87044497.9主筋1121.3601.0+15*2*d422 6*2=1210561275.3腰筋103.360(0.3+1.38)*2422 11=119682006.8二肢箍100.4700.27+20*d422 6*6=363168918.7拉筋LL-3251.9000.6+52*d122 8=81761287.4主筋1120.9600.6+15*2*d122 8*2=16352300.1腰筋104.300(0.3248、+1.85)*2122 7=7154408.6二肢箍100.4700.27+20*d122 8*4=32704204.2拉筋LL-4222.6441.5+52*d122 8=81761386.7主筋1101.700(0.3+0.55)*2122 16=16352369.2二肢箍洞口边小梁1225.80025.80122 4=4882016.1主筋16.50.740(0.12+0.25)*2122 116=1162552491.0二肢箍夹层KL-2(1)183.9762.716+35*2*d18=8863.6贯通筋81.700(0.3+0.55)*2126=262617.5二肢箍KL-1(5)2249、037.41032.65+(35*2+42*4)*d14=44369.6贯通筋203.2001.80+35*2*d13+3=6647.4上下筋203.3002.60+35*d13+3=6648.9负筋1205.8002.60*2+0.616=6686.0负筋22010.0407.80+(35*2+42)*d14*4=1616396.8下筋383.2800.4*2.7+0.55*41200=200200259.1四肢箍81.700(0.3+0.55)*2118=181812.1二肢箍HL-1(1)2012.1009.86+112*d14=44119.5上筋11611.6529.86+112*d1250、7=77128.9下筋1101.600(0.25+0.55)*21100=10010098.7二肢箍100.4200.22+20*d1100=10010025.9拉筋KL-3(3)2014.16011.92+(70+42)*d14=44139.9贯通筋203.5502.15+70*d13+3=6652.6上下筋203.3002.60+35*d13=3324.5负筋1205.8002.6*2+0.613=3343.0负筋2221.9431.173+35*d12=2211.6负筋1225.0603.52+70*d12=2230.2下筋2204.9203.52+70*d12=2224.3下筋2201251、0.0407.8+112*d12=2249.6下筋32210.2647.8+112*d12=2261.2下筋381.700(0.3+0.55)*2124=242416.1二肢箍103.2800.4*2.7+0.55*4154+28=8282165.9四肢箍L-4(4)2538.25032.85+0.225*2+(15*2+42*4)*d12=22294.5贯通筋252.2001.6+0.225+15*d15+3=8867.8负筋1255.7342.667*2+0.4112=1212264.9负筋2163.1472.667+15*d*218=8839.8架立筋259.6508.0+(12*2+4252、2)*d124=2424891.7下筋3209.3208.0+(12*2+42)*d14=4492.1下筋383.2800.4*2.7+0.55*4144*4=176176228.0四肢箍162.530(20*d+0.55*1.4)*2+0.3518=8832.0吊筋KL-4(4)2037.01032.65+(35*2+37*4)*d14=44365.7贯通筋203.2672.567+35*d16=6648.4负筋1205.8002.60*2+0.616=6686.0负筋2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m253、)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 34 页2023/10/192010.0407.8+112*d115=1515372.0下筋32210.2647.8+112*d12=2261.2下筋32510.6007.8+112*d12=2281.6下筋383.2800.4*2.7+0.55*41216=216216279.8四肢箍KL-5(3)2518.78014.93+(70+42*2)*d14=44289.2贯通筋256.8355.96+35*d11=1126.3负筋1203.3002.60+35*d14254、=4432.6负筋1253.4752.6+35*d11=1113.4负筋1255.8002.6*2+0.612=2244.7负筋2205.8005.8014=4457.3负筋22510.6007.8+112*d111=1111448.9下筋3254.9703.22+70*d14=4476.5下筋2253.5852.71+35*d16=6682.8下筋21815.74014.93+15*d*312=2263.0腰筋103.4800.4*2.7+0.6*41114=114114244.8四肢箍100.5700.37+20*d157=575720.0拉筋L12167.9346.8+0.375*2+1255、2*2*d14=4450.1主筋181.200(0.2+0.4)*2142=424219.9二肢箍KL-6(8)2056.44050.0+(70+42*6)*d14=44557.6贯通筋209.7203.82+3.1+70*d*212=2248.0上筋1205.8002.60*2+0.619=99128.9负筋2205.439(1.273+35*d)+(1.033+35*d)*211=1113.4负筋12010.0407.8+112*d136=3636892.8下筋32210.0003.82+3.1+70*d*213=3389.4下筋283.2800.4*2.7+0.55*41324=3243256、24419.8四肢箍81.600(0.25+0.55)*2162=626239.2二肢箍L-5(4)2037.91033.20+0.375*2+(15*2+42*4)*d12=22187.3贯通筋202.2751.6+0.375+15*d14=4422.5负筋1255.7342.667*2+0.414+4+2=1010220.8负筋2163.1472.667+15*d*212*4=8839.8架立筋259.5258.0+(12*2+37)*d116=1616586.7下筋3229.3428.0+(12*2+37)*d14=44111.4下筋3209.2208.0+(12*2+37)*d14=4257、491.1下筋383.2800.4*2.7+0.55*4144*4=176176228.0四肢箍162.530(20*d+0.55*1.4)*2+0.3518=8832.0吊筋KL-7(1)209.3403.02+3.52+70*d*212=2246.1主筋1203.5831.01+1.173+35*d*212=2217.7负筋1189.0603.02+3.52+70*d*213=3354.4下筋181.600(0.3+0.5)*2126+28=545434.1二肢箍KL-8(2)2010.5508.31+112*d22=24104.2上筋1223.1201.26*2+0.622=2437.2258、负筋1185.1903.93+70*d22=2441.5下筋2185.0403.78+70*d23=3660.5下筋181.600(0.25+0.55)*2272=7214491.0二肢箍KL-9(1)184.8303.57+70*d23=3658.0主筋1164.6903.57+70*d23=3644.5下筋381.600(0.3+0.5)*2228=285635.4二肢箍L-2(1)184.2563.14+62*d24=4868.1主筋144.0083.14+62*d22=2419.4腰筋81.600(0.25+0.55)*2232=326440.4二肢箍80.3800.22+20*d21259、6=16324.8拉筋KL-10(6)2037.66032.9+(70+42*4)*d14=44372.1贯通筋206.1304.73+70*d14=4460.6上筋1203.3002.60+35*d13=3324.5负筋1205.8002.60*2+0.617=77100.3负筋2钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 35 页2023/10/192010.0407.8+112*d1260、12+4=1616396.8下筋32510.6007.8+112*d14=44163.2下筋3206.1304.73+70*d14=4460.6下筋283.2800.4*2.7+0.55*41224=224224290.2四肢箍81.600(0.25+0.55)*2134*2=686843.0二肢箍竖向梁KL-11(1)228.5402.0*2+3.0+70*d110=1010254.5主筋181.700(0.3+0.55)*2142+31=737349.0二肢箍KL-12(1)257.1905.44+70*d14=44110.7上筋1252.6881.813+35*d12=2220.7负筋1261、226.9805.44+70*d15=55104.0下筋1185.9805.44+15*d*212=2223.9腰筋83.4800.4*2.7+0.6*4142=424257.7四肢箍182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋80.5300.37+20*d121=21214.4拉筋L-1(1)256.2205.17+0.375+(15+12)*d22=2495.8上筋1251.3341.034+12*d23=3630.8负筋1186.0315.17+0.375+(15+12)*d24=4896.5下筋381.600(0.3+0.5)*2235=357044.262、2二肢箍KL-13(3)2521.83017.98+(70+42*2)*d14=44336.2贯通筋253.1882.313+35*d14=4449.1负筋1258.0932.313+1.2+2.0+2.5812=2262.3负筋2253.4552.58+35*d14+5=99119.7负筋1259.7406.94+112*d15=55187.5下筋3163.1202.0+70*d14=4419.7下筋32510.5407.74+112*d17=77284.1下筋383.4800.4*2.7+0.6*41100=100100137.5四肢箍82.8800.4*2.7+0.45*4121=212263、123.9四肢箍1815.7606.94+7.74+15*d*412=2263.0腰筋80.5300.37+20*d150=505010.5拉筋KL-14(3)2522.73018.88+(70+42*2)*d24=48700.1贯通筋253.4552.58+35*d218=1836478.9负筋1258.5601.4+2.58*2+2.022=24131.8负筋2163.1202.0+70*d24=4839.4下筋32510.5407.74+112*d214=14281136.2下筋383.4800.4*2.7+0.6*42100=100200274.9四肢箍82.8800.4*2.7+0.264、45*4221=214247.8四肢箍KL-15(2)2510.5407.74+(35*2+42)*d112=1212486.9主筋1253.4552.58+35*d13+5=88106.4负筋1253.7502.0+70*d14+4=88115.5主筋1188.2807.74+15*d*212=2233.1腰筋83.4800.4*2.7+0.6*4250=50100137.5四肢箍82.8800.4*2.7+0.45*4221=214247.8四肢箍80.5300.37+20*d225=255010.5拉筋KL-18(1)202.7501.35+70*d24=4854.3上筋1182.610265、1.35+70*d24=4841.8下筋181.600(0.3+0.5)*2215=153019.0二肢箍KL-5(3)2521.83017.98+(70+42*2)*d14=44336.2贯通筋253.1882.313+35*d14+2=6673.6负筋2258.1262.313+1.2+2.0+2.61311=1131.3负筋2253.4882.613+35*d11=1113.4负筋1209.1806.94+112*d12=2245.3下筋3259.7406.94+112*d14=44150.0下筋3253.7502.0+70*d14=4457.8下筋32510.6407.84+112*d266、15=55204.8下筋31815.8606.94+7.84+15*d*412=2263.4腰筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 36 页2023/10/19103.4800.4*2.7+0.6*41104=104104223.3四肢箍102.8800.4*2.7+0.45*4121=212137.3四肢箍100.5700.37+20*d152=525218.3拉筋KL-17(2267、)2516.68013.88+(70+42)*d14=44256.9贯通筋202.5131.813+35*d12=2212.4负筋2252.6881.813+35*d11=1110.3负筋1255.8262.613*2+0.6011=1122.4负筋2253.4882.613+35*d12+2=4453.7负筋1257.1905.44+70*d14=44110.7下筋32510.6407.84+112*d15=55204.8下筋31814.69013.88+15*d*312=2258.8腰筋83.4800.4*2.7+0.6*41104=104104143.0四肢箍80.5300.37+20*268、d152=525210.9拉筋$项目小计共13项共计942737kg1 GJ10重量=3035.3kg3035.32 GJ6.5重量=4891.9kg4891.93 GJ8重量=35676.0kg35676.04 GJ10重量=139382.0kg139382.05 GJ12重量=207683.1kg207683.16 GJ14重量=72845.7kg72845.77 GJ16重量=37183.7kg37183.78 GJ18重量=54877.3kg54877.39 GJ20重量=65364.2kg65364.210GJ22重量=117224.7kg117224.711GJ25重量=17346269、6.2kg173466.212GJ28重量=30445.6kg30445.613GJ32重量=661.3kg661.3L-9182.4322.0+12*d*2342=268330.8上筋1162.3842.0+24*d342=268256.1下筋16.50.840(0.12+0.3)*2346=620444.6二肢箍L-10162.3842.0+24*d42=2830.1上筋1142.3362.0+24*d42=2822.6下筋16.50.740(0.12+0.25)*246=6244.6二肢箍L-11204.9203.1+0.86+12*d*414=4448.6主筋181.040(0.12+270、0.4)*2134=343414.0二肢箍L-12165.7241.9+2.16+52*2*d14=4436.2主筋181.200(0.2+0.4)*2132=323215.2二肢箍LL-1222.3441.2+52*d38=824167.6主筋1121.5601.2+15*2*d37*2=144258.2腰筋103.500(0.3+1.45)*2313=133984.2二肢箍100.4700.27+20*d37*7=4914742.6拉筋LL-2222.1441.0+52*d48=832204.5主筋1121.3601.0+15*2*d46*2=124858.0腰筋103.360(0.3+1271、.38)*2411=114491.2二肢箍100.4700.27+20*d46*6=3614441.8拉筋LL-3251.9000.6+52*d18=8858.5主筋1120.9600.6+15*2*d18*2=161613.6腰筋104.300(0.3+1.85)*217=7718.6二肢箍100.4700.27+20*d18*4=32329.3拉筋LL-4222.6441.5+52*d18=8863.0主筋1101.700(0.3+0.55)*2116=161616.8二肢箍顶层WKL-7(1)183.9762.716+35*2*d16=6647.7贯通筋181.5350.905+35*d272、14=4412.3负筋181.700(0.3+0.55)*2126=262617.5二肢箍钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 37 页2023/10/19WKL-8(5)2538.60032.65+(35*2+42*4)*d14=44594.4贯通筋253.5501.80+35*2*d1#梯14+2=6682.0上下筋253.4752.60+35*d12+4=6680.3负筋125273、5.8002.60*2+0.614=4489.3负筋22510.6007.80+(35*2+42)*d122=2222897.8下筋32234.63032.65+15*D*612=22206.4腰筋103.2800.4*2.7+0.55*41216=216216437.1四肢箍81.700(0.3+0.55)*2118=181812.1二肢箍100.5700.37+20*d1108=10810838.0拉筋162.670(20*d+0.6*1.4)*2+0.3518=8833.7吊筋WKL-9(3)2514.72011.92+(70+42)*d14=44226.7贯通筋253.9002.15+274、70*d12+3=5575.1上下筋253.4752.60+35*d12=2226.8负筋1255.8002.6*2+0.612=2244.7负筋2204.9203.52+70*d14=4448.6下筋22510.6007.8+112*d16=66244.9下筋32210.2647.8+112*d12=2261.2下筋381.700(0.3+0.55)*2124=242416.1二肢箍103.2800.4*2.7+0.55*4154+28=8282165.9四肢箍2212.91011.92+15*d*312=2276.9腰筋100.5700.37+20*d141=414114.4拉筋162.6275、70(20*d+0.6*1.4)*2+0.3512=228.4吊筋JFL-1164.0102.89+35*d*215+5=101063.4主筋1204.2902.89+35*d*212=2221.2主筋181.300(0.25+0.4)*2115*2=303015.4二肢箍WL-6a164.9103.98+0.225*2+15*d*212=2215.5上筋1225.0903.98+0.225*2+15*d*216=6691.0下筋181.400(0.25+0.45)*2130=303016.6二肢箍WL-6(1)205.2203.82+70*d32=2677.4上筋1201.9731.273+276、35*d33=3943.9负筋1164.9403.82+70*d32=2646.8下筋181.300(0.25+0.4)*2328=288443.1二肢箍WL-7(1)164.9403.82+70*d15=5539.0主筋181.500(0.25+0.5)*2120=202011.9二肢箍WL-8(1)205.3303.93+70*d12=2226.3上筋1202.0101.31+35*d13=3314.9负筋1165.0503.93+70*d13=3323.9下筋181.700(0.3+0.55)*2126=262617.5二肢箍WL-4(4)2538.25032.85+0.225*2+(1277、5*2+42*4)*d12=22294.5贯通筋252.2001.6+0.225+15*d15=5542.4负筋1202.1251.6+0.225+15*d12=2210.5负筋1255.7342.667*2+0.4110=1010220.8负筋2163.1472.667+15*d*218=8839.8架立筋259.6508.0+(12*2+42)*d124=2424891.7下筋3229.4528.0+(12*2+42)*d14=44112.7下筋383.2800.4*2.7+0.55*4144*4=176176228.0四肢箍162.530(20*d+0.55*1.4)*2+0.3518=278、8832.0吊筋WKL-10(4)2528.77524.25+(35*2+37*3)*d14=44443.1贯通筋2510.8009.0+(15*2+42)*d14=44166.3上筋1253.4752.60+35*d15=5566.9负筋1203.3002.60+35*d12=2216.3负筋1253.4752.60+35*d12+2=4453.5负筋22510.6007.8+112*d112=1212489.7下筋32210.2647.8+112*d110=1010305.9下筋383.2800.4*2.7+0.55*41216=216216279.8四肢箍钢 筋 工 程 计 算 稿 工程279、名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 38 页2023/10/19188.6107.80+15*3*d14=4468.9腰筋84.0800.4*2.7+0.75*4180=8080128.9四肢箍80.5300.37+20*d140=40408.4拉筋WKL-11(3)2518.78014.93+(70+42*2)*d14=44289.2贯通筋253.4752.6+35*d14=4453.5负筋1255.8002.280、6*2+0.614=4489.3负筋22510.6007.8+112*d111=1111448.9下筋3208.7303.22+2.71+70*d*214=4486.3下筋21815.74014.93+15*d*312=2263.0腰筋103.4800.4*2.7+0.6*41114=114114244.8四肢箍100.5700.37+20*d157=575720.0拉筋182.610(20*d+0.55*1.4)*2+0.3512=2210.4吊筋WKL-12(8)2558.05050.0+(70+42*6)*d14=44894.0贯通筋2510.4203.82+3.1+70*d*212=2281、280.2上筋1255.8002.60*2+0.611=1122.3负筋2254.056(1.273+35*d)+(1.033+35*d)12=2231.2负筋1189.4403.82+3.1+70*d*214=4475.5下筋32210.2647.80+112*d127=2727825.8下筋383.2800.4*2.7+0.55*41324=324324419.8四肢箍81.600(0.25+0.55)*2162=626239.2二肢箍162.530(20*d+0.55*1.4)*2+0.3512=228.0吊筋WL-5(4)2037.91033.20+0.375*2+(15*2+42*4282、)*d12=22187.3贯通筋202.2751.6+0.375+15*d14=4422.5负筋1255.7342.667*2+0.4112=1212264.9负筋2163.1472.667+15*d*212*4=8839.8架立筋229.4528.0+(12*2+42)*d122=2222619.7下筋3209.3208.0+(12*2+42)*d14=4492.1下筋383.2800.4*2.7+0.55*4144*4=176176228.0四肢箍162.530(20*d+0.55*1.4)*2+0.3518=8832.0吊筋WKL-13(1)184.2803.02+70*d12=2217283、.1主筋1181.6401.01+35*d14=4413.1负筋1184.2803.02+70*d13=3325.7下筋181.600(0.3+0.5)*2126=262616.4二肢箍WKL-17(2)2010.5508.31+112*d22=24104.2上筋1223.1201.26*2+0.622=2437.2负筋1202.0101.31+35*d21=129.9负筋12010.5103.78+3.93+70*d*222=24103.8下筋181.600(0.25+0.55)*2272=7214491.0二肢箍WKL-15(1)184.8303.57+70*d35=515144.9主筋1284、181.8201.19+35*d34=41243.7负筋181.600(0.3+0.5)*2330=309056.9二肢箍WL-6a(1)184.2563.14+62*d24=4868.1主筋144.0083.14+62*d22=2419.4腰筋81.600(0.25+0.55)*2232=326440.4二肢箍80.3800.22+20*d216=16324.8拉筋WKL-14(6)2538.95033.0+(70+42*4)*d14=44599.8贯通筋256.4804.73+70*d14=4499.8上筋1253.4752.60+35*d13+3=6680.3负筋1255.8002.60285、*2+0.619=99201.0负筋22510.6007.8+112*d128=28281142.7下筋3206.1304.73+70*d14=4460.6下筋2103.2800.4*2.7+0.55*41224=224224453.3四肢箍101.600(0.25+0.55)*2134*2=686867.1二肢箍2246.16033.0+4.93*2+15*d*1012=22275.1腰筋100.5700.37+20*d1146=14614651.3拉筋钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸286、计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 39 页2023/10/19竖向梁WKL-18(1)223.5402.0+70*d23+3=612126.6主筋181.700(0.3+0.55)*2221=214228.2二肢箍WKL-1(1)226.9805.44+70*d14=4483.2上筋1222.5831.813+35*d13=3323.1负筋1257.1905.44+70*d14=44110.7下筋1185.9805.44+15*d*212=2223.9腰筋83.4800.4*2.7+0.6*4142=424257.7287、四肢箍182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋80.5300.37+20*d121=21214.4拉筋WL-2(1)256.2205.17+0.375+(15+12)*d12=2247.9上筋1251.3341.034+12*d12=2210.3负筋1221.2981.034+12*d13=3311.6负筋1226.1395.17+0.375+(15+12)*d16=66109.8下筋381.700(0.3+0.55)*2130=303020.1二肢箍WL-1(1A)227.8756.84+0.375+15*2*d82=216375.5上筋1221.905288、1.2+0.375+15*d84=432181.7负筋1222.6501.2+0.72+0.4+15*d81=1863.2负筋1227.8756.84+0.375+15*d*287=7561314.2下筋181.400(0.25+0.45)*2834=34272150.4二肢箍WKL-2(3)2521.83017.98+(70+42*2)*d14=44336.2贯通筋253.1882.313+35*d12+3=5561.4负筋1253.4552.58+35*d16+2=88106.4负筋1259.7406.94+112*d13=33112.5下筋3229.4046.94+112*d12=225289、6.0下筋3203.4002.0+70*d14=4433.6下筋32510.5407.74+112*d17=77284.1下筋383.4800.4*2.7+0.6*41100=100100137.5四肢箍82.8800.4*2.7+0.45*4121=212123.9四肢箍1815.7606.94+7.74+15*d*412=2263.0腰筋80.5300.37+20*d150=505010.5拉筋182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋222.910(20*d+0.6*1.4)*2+0.3512=2217.3吊筋WKL-3(3)2522.73018.88290、+(70+42*2)*d24=48700.1贯通筋253.4552.58+35*d216=1632425.7负筋1203.2802.58+35*d24=4864.8负筋2203.4002.0+70*d24=4867.2下筋32510.5407.74+112*d214=14281136.2下筋383.4800.4*2.7+0.6*42100=100200274.9四肢箍82.8800.4*2.7+0.45*4221=214247.8四肢箍222.910(20*d+0.6*1.4)*2+0.3524=4869.4吊筋1815.2207.34*2+15*d*222=24121.8腰筋80.5300.291、37+20*d250=5010020.9拉筋WKL-4(2)2513.24010.44+(35*2+42)*d14=44203.9贯通筋253.4552.58+35*d110=1010133.0负筋1203.4002.0+70*d14=4433.6主筋12510.5407.74+112*d17=77284.1下筋3252.7501.0+70*d16=6663.5加腋筋1811.25010.44+15*d*312=2245.0腰筋83.4800.4*2.7+0.6*4174=7474101.7四肢箍83.6800.4*2.7+0.65*4110=101014.5四肢箍80.5300.37+20*292、d137=37377.7拉筋222.910(20*d+0.6*1.4)*2+0.3512=2217.3吊筋WKL-18(1)202.7501.35+70*d24=4854.3上筋1182.6101.35+70*d24=4841.8下筋181.600(0.3+0.5)*2215=153019.0二肢箍钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 40 页2023/10/19WKL-5(3)25293、21.83017.98+(70+42*2)*d14=44336.2贯通筋253.1882.313+35*d12+1=3336.8负筋2253.4882.613+35*d15=5567.1负筋1259.7406.94+112*d15=55187.5下筋3203.4002.0+70*d14=4433.6下筋32510.6407.84+112*d16=66245.8下筋31815.8606.94+7.84+15*d*412=2263.4腰筋83.4800.4*2.7+0.6*41104=104104143.0四肢箍82.8800.4*2.7+0.45*4121=212123.9四肢箍80.5300.294、37+20*d152=525210.9拉筋182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋WL-3(2)2518.31016.21+0.375+(12+15+42)*d12=22141.0贯通筋251.8141.514+12*d14=4427.9负筋1255.8942.747*2+0.413=3368.1负筋2203.4222.747+0.375+15*d11=118.5负筋2259.2207.57+(12*2+42)*d13=33106.5下筋3259.8908.24+(12*2+42)*d14=44152.3下筋3229.6928.24+(12*2+42)*d295、12=2257.8下筋381.600(0.25+0.55)*2196=969660.7二肢箍WKL-6(2)2516.68013.88+112*d14=44256.9贯通筋202.5131.813+35*d11=116.2负筋2255.6262.513*2+0.611=1121.7负筋2257.1905.44+70*d14=44110.7下筋32510.6407.84+112*d14=44163.9下筋31814.69013.88+15*d*312=2258.8腰筋83.4800.4*2.7+0.6*41104=104104143.0四肢箍80.5300.37+20*d152=525210.9296、拉筋182.750(20*d+0.6*1.4)*2+0.3512=2211.0吊筋WKL-16(1)254.7503.0+70*d16=66109.7主筋181.600(0.3+0.5)*2131=313119.6二肢箍WL-9182.4322.0+12*d*2202=240194.6上筋1162.3842.0+24*d202=240150.7下筋16.50.840(0.12+0.3)*2206=612026.2二肢箍WL-11204.9203.1+0.86+12*d*414=4448.6主筋181.040(0.12+0.4)*2134=343414.0二肢箍WL-12165.7241.9+2297、.16+52*2*d14=4436.2主筋181.200(0.2+0.4)*2132=323215.2二肢箍WLL-1222.3441.2+52*d38=824167.6主筋1121.5601.2+15*2*d37*2=144258.2腰筋103.500(0.3+1.45)*2313=133984.2二肢箍100.4700.27+20*d37*7=4914742.6拉筋WLL-2222.1441.0+52*d48=832204.5主筋1121.3601.0+15*2*d46*2=124858.0腰筋103.360(0.3+1.38)*2411=114491.2二肢箍100.4700.27+20298、*d46*6=3614441.8拉筋WLL-3251.9000.6+52*d18=8858.5主筋1120.9600.6+15*2*d18*2=161613.6腰筋104.300(0.3+1.85)*217=7718.6二肢箍100.4700.27+20*d18*4=32329.3拉筋WLL-4222.6441.5+52*d18=8863.0主筋1101.700(0.3+0.55)*2116=161616.8二肢箍洞口边小梁1225.80025.8014=4491.6主筋16.50.740(0.12+0.25)*21116=11611622.3二肢箍JFL-2168.9127.12+(35*2299、+42)*d12=2228.2上筋1209.3607.12+112*d14=4492.5下筋1钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 41 页2023/10/1981.500(0.25+0.5)*2138=383822.5二肢箍JFL-3204.1102.71+70*d19=9991.4主筋181.600(0.3+0.5)*2128=282817.7二肢箍80.4300.27+20*d300、114=14142.4拉筋沿沟侧梁2065.54158.261+(35*2+42*7)*d14=44647.5主筋181.500(0.25+0.5)*21300=300300177.8二肢箍机房楼梯TL-1142.0701.2+0.225*2+15*2*d14=4410.0主筋181.200(0.25+0.35)*217=773.3二肢箍TL-2182.1901.2+0.225*2+15*2*d23=3626.3上筋1142.0701.2+0.225*2+15*2*d22=2410.0下筋181.200(0.25+0.35)*2213=132612.3二肢箍梯段84.0103.77+15*d*301、219*2=181828.5主筋81.3001.2+12.5*d120*2=404020.5分布筋平台板82.0201.85+0.085*2118=181814.4主筋81.3701.2+0.085*2118=18189.7主筋80.3000.1*2+0.1125=25253.0撑脚一承台10CT1125.010(0.18+1.35)*2+1.95114*2=2828124.6U型3128.000(2.0+2.0)*211=117.1箍筋110CT1a124.6602.78+1.35+(0.18+0.35)125=2525103.5Z型筋165.4003.58+(0.47+1.35)117=1302、717145.0下筋21411.190(3.58+0.41)*2+2.73+0.4816=6681.2箍筋1204.4603.58+0.58+0.30117=1717187.3负筋1108.3001.0*2.7+1.4*4125=2525128.0箍筋210CT32821.110(0.42+8.0)*2+2.35+0.96*2120=20202039.2U型31020.8609.74+5.56*2154=5454695.0箍筋11221.620(2.4+8.0)*2+0.41*211=1119.2箍筋17CT6223.4503.45138=3838390.7主筋1255.5505.55135=303、3535747.9主筋1142.3500.2+0.6+1.55192=9292261.6Z型筋1419.160(5.6+3.5)*2+0.48*219=99208.7箍筋19CT1022524.1006.45*66+4.10*2411=111561.8主筋122569.55010.65*17+9.25*4211=111697.3主筋1143.0500.8+2.251165=165165608.9Z型筋1430.2800.48*3+28.84112=1212439.7箍筋1227.1106.45+0.33*2167=67671419.6附加筋2211.2609.85+0.33*2+0.75144304、=44441476.4附加筋225.6002.3*2+1.0164=64641068.0撑脚9CT5b22242.5504.45*42+2.65*2121=121445.6主筋122436.3006.85*17*2+5.65*(12+24)21=122600.3主筋1142.3500.2+0.6+1.552115=115230654.0Z型筋1423.84022.8+0.52*229=918519.2箍筋1144.8704.45+0.42247=4794553.9附加筋147.2706.85+0.42231=3162545.4附加筋224.2001.6*2+1.0231=3162776.0撑脚305、9CT5224.4504.45259=591181564.8主筋1256.4506.45241=41822036.3主筋1143.0500.8+2.252147=1472941085.0Z型筋1422.960(4.5+6.5)*2+0.48*2216=1632889.0箍筋1144.8704.45+0.21*2244=4488518.6附加筋146.8706.45+0.21*2231=3162515.4附加筋225.6002.3*2+1.0229=2958967.9撑脚9CT122510.7009.85+0.85165=65652677.7主筋1287.1507.15186=86862970.306、0主筋1钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 42 页2023/10/19143.0500.8+2.251172=172172634.8Z型筋1436.12034.2+0.48*4112=1212524.5箍筋1228.5607.15+0.33*2+0.751162=1621624132.4附加筋2211.2609.85+0.33*2+0.7515=55167.8附加筋255.600307、2.3*2+1.0172=72721552.3撑脚9CT12a289.6307.85+0.82+0.961102=1021024744.3主筋12811.08010.12+0.96166=66663532.1主筋1143.0500.8+2.251138=138138509.3Z型筋1429.38027.12+0.48*3+0.41*2112=1212426.6分布筋229.4608.05+0.33*2+0.75169=69691945.2附加筋2211.53010.12+0.33*2+0.75155=55551889.8附加筋225.6002.3*2+1.0182=82821368.4撑脚9C308、T4224.4504.45241*2=821642174.8主筋1142.3500.8+1.55291=91182517.5Z型筋1418.4804.5*4+0.4829=918402.5箍筋1144.8704.45+0.21*2231*2=62124730.7附加筋224.2001.6*2+1.0221=2142525.7撑脚10CT4224.9504.95145*2=90901327.6主筋1142.6500.8+1.851126=126126404.0Z型筋1420.96020.0+0.48*2110=1010253.6箍筋1145.3704.95+0.21*2134*2=6868441309、.8附加筋224.8001.9*2+1.0126=2626371.9撑脚7CT6,7CT6a223.4503.45338=381141172.0主筋1225.5505.55135=3535578.9主筋1255.5505.55235=35701495.7主筋1142.3500.8+1.55392=92276784.8Z型筋1419.160(3.5+5.6)*2+0.48*239=927626.0箍筋18CT3254.2004.2111*3=3333533.6主筋1123.3243.324110=101029.5分布筋142.3500.8+1.55162=6262176.3Z型筋1412.808310、12.328+0.4819=99139.5箍筋16CT1123.8101.15+(0.18+1.15)*229*2=1836121.8U型3124.8001.2*421=128.5箍筋19CT5c2812.71011.75+0.96120=20201227.8主筋11016.6807.8+4.44*2180=8080823.3箍筋21229.030(11.8+2.1)*2+0.41*311=1125.8箍筋18CT4a204.4504.45129=2929318.8主筋1223.7503.75127=2727301.7主筋1142.3500.8+1.55184=8484238.9Z型筋1417311、.56016.6+0.48*219=99191.2箍筋19CT5a225.7205.72153*2=1061061806.8主筋1143.0500.8+2.251116=116116428.1Z型筋1424.02823.068+0.48*2112=1212348.9箍筋1146.1305.71+0.42139*2=7878578.5附加筋225.6002.3*2+1.0145=4545751.0撑脚CTA2823.51015.85+2.87*2+0.96*24剖127=27273065.9U型3289.6308.25+0.42+0.965,6剖西128=28281302.4Z型筋2812.60312、011.64+0.965,6,5a剖东153=53533225.5Z型筋286.6705.8+0.875a剖西127=2727869.8下筋22821.5100.87+15.85+2.87+0.96*24a剖150=50505194.7U型32811.770(1.79+0.87)*2+6.45坑140=40402274.0梯形筋2511.690(1.79+0.83)*2+6.45坑140=40401800.3附加筋255.8003.80+2.05,6,5a剖154=54541205.8附加筋257.0104.15+2.864,4a剖176=76762051.1附加筋2523.21015.85+313、2.83*2+0.85*23,3a剖165=65655808.3U型32510.2605.85+2.83+0.73+0.851,2剖南172=72722844.1Z型筋256.6003.04+2.83+0.731,2剖北172=72721829.5Z型筋259.610(1.79+0.73)*2+4.57坑155=55552034.9梯形筋2526.34023.79+0.85*3坑坡侧113=13131318.3箍筋11457.18053.48+0.41*2+0.48*6114=1414968.6构造筋2518.46015.3+0.73*2+0.85*21114=1141148102.1负筋22314、53.8602.4+0.73*2121=2121312.1主筋12519.92012.9+0.38*2+2.28*2+0.85*2121=21211610.5负筋12519.06015.9+0.73*2+0.85*21130=1301309539.5主筋1256.0002.5*2+1.01244=2442445636.4撑脚钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 43 页2023/10315、/19CTB2211.5200.33+9.8+0.64+0.7510a剖111=1111377.6U型22212.6803.58+5.16+3.19+0.757,8剖下141=41411549.2U型3222.5001.53+0.33+0.647,8剖西164=6464476.8下筋2223.0801.8+0.64*279剖东182=8282752.6下筋32210.9805.36+2.43+3.199剖下120=2020654.4U型3223.0300.33+2.709剖西120=2020180.6下筋22512.2900.38+8.62+2.44+0.8510剖125=25251182.9316、U型32511.6200.38+7.95+2.44+0.8510剖116=1616715.8U型3256.4503.15+1.65*211剖坑119=1919471.8梯形筋252.4800.33+2.1511剖西120=2020191.0下筋2255.4203.19+1.85+0.38120=2020417.3Z型筋2211.41010.66+0.7513剖坑19=99306.0224.9700.33+2.85+1.7913剖B117=1717251.8226.3605.08+0.64*213剖-5.55米133=3333625.4主筋1225.4703.04+2.4313剖-7.1米146317、=4646749.82211.27810.528+0.7513-8.1米144=44441478.8224.1802.0+1.85+0.3313剖北149=4949610.4Z型筋2227.03024.78+0.75*3116=16161288.8下筋12212.1000.33+1.85+9.17+0.7512剖120=2020721.2Z型筋2223.20320.423+0.64*2+0.75*2东坡侧115=15151037.2主筋12215.33015.33-8.1米区124=24241096.4主筋12210.7308.70+2.03-7.1米区115=1515479.6构造筋149.318、3008.0+0.41*2+0.48南北19*2=1818202.6构造筋14156.7808.82*14+3.7*979东11=11189.7构造筋144.4804.0+0.48集水坑15=5527.1构造筋1415.080(5.4+1.9)*2+0.48梯坑114=1414255.5构造筋83.6003.0+0.3*218*2=161622.8坑盖板81.3001.0+0.3121*2=424221.6坑盖板142.3201.5+0.41*214=4411.2修孔梁81.2001.219=994.3修孔梁82.5001.9+0.3*2116=161615.8主筋183.6003.0+0.6319、111=111115.6主筋1225.5002.25*2+1.01172=1721722819.1撑脚2210.0808.67+0.33*2+0.751160=1601604806.1上筋12222.58020.42+0.33*2+0.75*2168=68684575.6上筋1二地梁DL342581.610(19.96+10.71+14.91)+5.66+10.71*2+8.9516+6=12123770.4主筋184.2800.4*2.7+0.8*41596=5965961007.6箍筋2DL2925160.4309.25+38.46+14.91+38.46+23.0*2+13.3517+7320、=14148647.2主筋184.2800.4*2.7+0.8*411360=136013602299.2箍筋2DL302551.86023.0+13.35+15.5117+7=14142795.3主筋184.2800.4*2.7+0.8*41445=445445752.3箍筋2DL312521.42010.71*217+7=14141154.5主筋184.5500.5*2.7+0.8*41168=168168301.9箍筋2DL362511.11011.1117+7=1414598.8主筋184.2800.4*2.7+0.8*4188=8888148.8箍筋2DL33326.2606.261321、12=1212474.0上筋1255.8605.8618=88180.5下筋1107.2200.6*2.7+1.4*4145=4545200.5箍筋2DL322510.31010.31112+12=2424952.6主筋1106.9500.5*2.7+1.4*4180=8080343.1箍筋2三底板筋1429.31029.3126/BE块,通筋1104+17*2=1381384894.2上下筋1417.03013.75+0.82*4E轴承台间120=2020412.1下层筋147.6005.14+0.82*3C,D承台间168=6868625.3下层筋29/AB块142922.8059.4*2322、2+64.64*2512=227073.2上下筋79/CE块1411.37010.27+0.21+0.41+0.48196*2=1921922641.5上下筋1421.76020.38+0.42+0.48*21250+70=3203208425.5上层筋143.1602.34+0.41*235/DE承台间193=9393355.6下层筋145.7905.7926/E空间195=9595665.6下层筋1411.2009.9+0.41*2+0.48BC承台间138=3838515.0下层筋146.0106.0117/AB间1338=3383382458.0主筋1141.8000.4*2+1.0含323、部分承台1450=450450980.1撑脚钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 44 页2023/10/19四柱工程AKZ1-3.6515.552525.55019.2+2.3+0.25+0.95*4-13F520+4=2412011804.1主筋1217.4304.72+(3.34+2.46)*2+1.11538=381902940.8复合箍31216.8304.52+(3.14324、+2.46)*2+1.115156=15678011657.1复合箍315.5534.352524.50018.8+0.95*649F520+4=2412011319.0主筋1216.2304.32+(2.94+2.46)*2+1.115188=18894013547.5复合箍334.3546.352516.75012.0+0.95*51013F516+4=201006448.8主筋1213.7603.92+(2.7+2.22)*25120=1206007331.3复合箍346.3555.352211.5509.0+0.85*31416F614=14842891.2主筋2511.8509.0+325、0.95*31416F64=4241094.9主筋1211.8703.72+2.58+1.21+2.18*2690=905405691.9复合箍355.3567.352215.40012.0+0.85*41720F612+4=16964405.6主筋1010.4603.28+2.7+1.07+2.54+0.876120=1207204646.8复合箍367.3576.352011.2509.0+0.75*32123F512=12601667.3主筋2211.5509.0+0.85*3AKZ1a112+4=1616550.7主筋2211.5509.0+0.85*354=420688.4角筋107326、.9302.88+2.14*2+0.77690=905402642.1复合箍376.3585.351811.0109.0+0.67*32426F512=12601321.2主筋1811.0109.0+0.67*364=424528.5角筋106.4402.68+1.94+1.82690=905402145.7复合箍285.3591.15227.0205.80+0.95+0.27614=14841757.2主筋220.9500.95上筋比下筋多64=42467.9主筋166.6705.80+0.67+0.2066=636379.4主筋106.4402.68+1.94+1.82658=583481327、382.8复合箍2250.3000.30下筋比上筋多62+4+4=106069.3锚段AKZ1a-3.65-0.05257.1003.6+2.3+0.25+0.95-1F136=3636984.1主筋327.4203.6+2.3+0.32+1.214=44187.3角筋1217.4304.72+(3.34+2.46)*2+1.11138=3838588.2复合箍3-0.0515.55256.1505.20+0.951F132+4=3636852.4主筋2512.30010.4+0.95*22,3F,AKZ1120+4=24241136.5主筋1216.8304.52+(3.14+2.46)*2328、+1.111156=1561562331.4复合箍315.5534.352511.8509.0+0.95*369F120+4=24241094.9主筋258.7006.80+0.95*245F132+4=36361205.8主筋250.9500.95上筋比下筋多112=121243.9主筋1216.2304.32+(2.94+2.46)*2+1.111158=1581582277.1复合箍334.3546.35253.9503.0+0.9510F120+4=2424365.0主筋2511.8509.0+0.95*31113F116+4=2020912.5主筋1213.7603.92+(2.7+329、2.22)*21120=1201201466.3复合箍3AKZ24-3.6515.552525.55019.2+2.3+0.25+0.95*4-13F418+4=22888656.3主筋1216.0704.32+(2.94+2.38)*2+1.114192+2=19477611073.6复合箍315.5531.352520.55015.8+0.95*548F414+4=18725696.5主筋1212.8503.92+3.18+1.31+2.22*24158=1586327211.6复合箍331.3540.352211.5509.0+0.85*3911F414+4=18722478.2主筋10330、11.3903.48+2.86+1.17+1.94*2490=903602529.9复合箍340.3555.352018.75015.0+0.75*51216F412=12482223.0主筋2219.25015.0+0.85*544=416917.8角筋1010.3403.28+2.66+1.07+2.46+0.874150=1506003827.9复合箍355.3567.352015.00012.0+0.75*41920F412+4=16642371.2主筋107.9502.9+2.14+2.14+0.774120=1204802354.5复合箍367.3576.351811.0109.0331、+0.67*32123F,AKZ24412+4=16641409.3主筋106.4402.68+1.94+1.82490=903601430.5复合箍376.3585.351811.0109.0+0.67*32426F412+4=16641409.3主筋105.9602.48+1.74*2490=903601323.8复合箍385.3591.15257.2005.8+1.1+0.327F414=14561552.3主筋166.6805.8+0.68+0.246=624253.3主筋105.9602.48+1.74*2458=58232853.1复合箍3AKZ5-3.6515.552225.12332、019.2+2.3+0.22+0.85*4216=16322395.4主筋2525.55019.2+2.3+0.25+0.95*424=48786.9角筋1013.5603.88+(2.5+2.34)*22194=1943883246.2复合箍315.5531.352220.05015.8+0.85*5212=12241434.0主筋2520.55015.8+0.95*524=48632.9角筋1010.9203.48+2.74+1.07+2.66+0.972158=1583162129.1复合箍3钢 筋 工 程 计 算 稿 工程名称：广场 编制人：序序号号分分类类名名构构件件名名称称钢钢筋筋333、型型号号单单长长(m)(m)断断料料尺尺寸寸计计算算式式草草 图图构构件件数数层层数数单单件件数数总总根根数数重重量量(kg)(kg)备备注注编制单位：第 45 页2023/10/1931.3546.352018.75015.0+0.75*5212=12241111.5主筋2219.25015.0+0.85*524=48458.9角筋109.7203.08+2.46+0.97+2.34+0.872150=1503001799.2复合箍346.3561.351818.35015.0+0.67*51418F212=1224880.8主筋2018.75015.0+0.75*524=48370.5角筋106.4402.68+1.94+1.822150=1503001192.0复合箍361.3576.351618.40015.0+0.68*51923F212=1224697.7主筋2018.7501