某框架办公楼项目土建及装饰分部分项工程量计算书_毕业设计(论文)带图

'华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量某框架办公楼项目土建及装饰分部分项工程量计算书A.土建工程A.1基数计算序号项目及计算过程1建筑总高度：H=12.05m2室内外差,即室外地坪至标高±0.000的高度，H＝450mm3A.2土石方工程A.2.1土方工程序号项目编码项目名称计算式单位工程量4010101001001平整场地m29010101003001挖土方ZJ1:2个，1700*3100V清=1.9*3.3*1.3*2=16.302m3V定=2.5*3.9*1.3*2=25.350m3ZJ2:10个，4800*3200V清=5.0*3.4*1.3*10=221m3V定=5.6*4.0*1.3*10=291.2m3ZJ3:4个，4400*2900V清=4.6*3.1*1.3*4=74.152m3V定=5.2*3.7*1.3*4=100.048m3m3563.147第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量9010101003001挖土方ZJ4:1个，3300*2200V清=3.5*2.4*1.3=10.92m3V定=4.1*3.0*1.3=15.99m3ZJ5:1个，3200*6500V清=3.4*6.7*1.3=29.614m3V定=4.0*7.3*1.3=37.96m3ZJ6:1个，5600*3600V清=5.8*3.8*1.3=28.652m3V定=6.4*4.4*1.3=36.608m3ZJ7:4个，3800*2500V清=4.0*2.7*1.3*4=56.16m3V定=4.6*3.3*1.3*4=78.936m3ZJ8:1个,5900*5100V清=6.1*5.3*1.3=42.029m3V定=6.7*6.0*1.3=52.26m3ZJ9:1个,6200*3900V清=6.4*4.1*1.3=34.112m3V定=7.0*4.7*1.3=42.77m3ZJ10:1个,5700*3600V清=5.9*3.8*1.3=29.146m3V定=6.5*4.4*1.3=37.18m3ZJ10:1个,5200*2800V清=5.4*3.0*1.3=21.06m3V定=6.0*3.6*1.3=28.08m3挖沟槽工程量：清单工程量：V=0.43*（3.38-1.47-0.1）*（1.65-0.45）=0.934m3定额工程量：V=（0.13+0.3）*（3.38-1.47-0.4）*（1.65-0.45）=0.779m310010101003002挖基础土方1KL1(1A),250*700B=0.25+2*0.1=0.45m,H=0.75-0.45+0.1=0.4mV清=（6.58+1.68-1.73-0.1-1.78-0.1）*0.45*0.4=0.819m3V定=（6.58+1.68-1.73-0.4-1.78-0.4）*（0.25+0.2+0.6）*0.4=1.659m31KL2(1),250*700B=0.25+2*0.1=0.45m,H=0.4mV清=｛[8.26-(2.58+0.1)*2]+8.26-2.58-0.1-1.99-0.1｝*0.4*0.45=1.672m3V定=｛[8.26-(2.58+0.4)*2+8.26-2.58-0.4-1.99-0.4]｝*0.4*1.05=3.146m31KL3(2),250*500B=0.25+2*0.1=0.45m,,H=0.2mV清=(7.7*4-5.89-0.2-6.04-0.2-6.19-0.2-5.94-0.2)*0.45*0.2=0.535m3V定=(30.8-24.06-0.8-0.3*8)*0.2*1.05=0.743m31KL4(1),250*700B=0.25+2*0.1=0.45m,,H=0.4mV清=(8.26-2.33*2-0.2)*0.4*0.45=0.612m3V定=(8.26-2.33*2-0.2-0.6)*0.4*1.05=1.176m31KL5(2),250*700B=0.25+2*0.1=0.45m,,H=0.4mm36.823第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量10010101003002挖基础土方V清=(8.26-2.33-1.57-0.2)*0.4*0.45=0.749m3V定=(8.26-2.33-1.57-0.2-0.6)*0.4*1.05=1.459m31KL6(10),250*400B=0.25+2*0.1=0.45m,,H=0.1mV清=(46.5-1.18-0.1-1.53-0.1-2.9*2-0.4-3.2*7-14*0.4)*0.1*0.45=0.612m3V定=(46.5-1.18-0.4-1.53-0.4-2.9*2-0.4-1.2-3.2*7-14*0.1-14*0.3)*0.1*1.05=0.797m31KL7(10),250*550B=0.25+2*0.1=0.45m,,H=0.25mV清=(46.5-4.73-0.1*4-3.2*3-0.6-2.21-1.56-3.9-0.2-3.6-0.2-2.9-0.2-1.47)*0.25*0.45=1.68m3V定=(16.53-0.7-15*0.4)*0.25*1.05=2.659m31KL8(1),300*500B=0.25+2*0.1=0.45m,,H=0.2mV清=(1.12-0.2)*0.5*0.2=0.092m3V定=(1.12-0.8)*0.2*1.1=0.07m31KL9（1),250*450B=0.25+2*0.1=0.45m,,H=0.15mV清=0m3V定=0m31KL10（1),250*400B=0.25+2*0.1=0.45m,,H=0.0mV清=(3.96-1.3*2-0.2)*0.1*0.45=0.052m3V定=(1.36-0.2-0.6)*0.1*1.05=0.059m31LL1（1)与1LL2(1),250*300B=0.25+2*0.1=0.45m,,H=0.1mV清=0m3V定=0m3挖基础土方汇总：清单工程量：V清=563.147+6.823=569.97m3定额工程量：V定=746.328+11.768=758.15m3A.2.2土方回填序号项目编码项目名称计算式单位工程量11010103001001房心土土方回填室内土方回填工程量=主墙间净面积*回填厚度回填厚度=0.45-0.138=0.312mV=[(46.5-0.24)*(10.68-0.12)+(3.96-0.24)*(5.28-0.12)*2]*0.312=164.392m3m3=164.392第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量12010103001002基础土方回填基础土方回填量=挖土方量-室外地坪下构建所占体积清单工程量：V清=569.97-（253.661+43.319+4.858+23.63+8.055）=236.447m3定额工程量：V定=758.15-333.523=457.293m3m3236.44713010103001003余土外运余土外运量:（余土运距<5KM）清单工程量：V清=569.97-164.392-236.447=169.131m3定额工程量：V定=758.15-164.392-457.293=136.465m3m3169.131A.3现浇混凝土工程A.3.1现浇混凝土独立基础序号项目编码项目名称计算式单位工程量14010401002001独立基础（混凝土强度等级为C25;垫层采用C1混凝土,100mm厚）独基混凝土体积：V1;相应模板工程量:S1垫层混凝提体积：V2;相应模板工程量：S2ZJ1:2个V1=（1.7*3.1*0.45+1.1*2.5*0.45）*2=7.218m3S1=[(1.7+3.1)*0.45+(1.1+2.5)*0.45]*2=15.12m2V2=(1.7+3.1)*(3.1+0.2)*0.1*2=1.254m3S2=(1.9*0.1+3.3*0.1)*2*2=2.08m2ZJ2:10个V1=(4.8*3.2*0.45+2.8*2.2*0.45)*10=96.84m3S1=[(4.8+3.2)*0.45+(2.8+2.2)*0.45]*10*2=117m2V2=(4.8+0.2)*(3.2+0.2)*0.1*10=17m3S2=[(4.8+0.2)*0.1+(3.2+0.2)*0.1]*2*10=16.8m2ZJ3:4个V1=(4.4*2.9*0.45+2.6*1.7*0.45)*4=30.294m3S1=[(4.4+2.9)*0.45+(2.6+1.7)*0.45]*4*2=41.76m2V2=(4.4+0.2)*0.1*(2.9+0.2)*4=5.704m3S2=[(4.4+0.2)*0.1+(2.9+0.2)*0.1]*2*4=6.16m2ZJ4:1个V1=3.3*2.2*0.45+3.0*1.4*0.45=5.157m3S1=[(3.2+2.2)*0.45+(3.0+1.4)*0.45]*2=8.19m2V2=(3.3+0.2)*0.1*(2.2+0.2)=0.84m3S2=[(3.3+0.2)*0.1+(2.2+0.2)*0.1]*2=1.18m2ZJ5:1个V1=3.2*6.5*0.45+2*5*0.45=13.86m3S1=[(3.2+6.5)*0.45+(2+5)*0.45]*2=15.03m2V2=(3.2+0.2)*(6.5+0.2)*0.1=2.278m3S2=[(3.2+0.2)*0.1+(6.5+0.2)*0.1]*2=2.02m2ZJ6:1个V1=5.6*3.6*0.45+4.6*2.6*0.45=14.454m3S1=[(5.6+3.6)*0.45+(4.6+2.6)*0.45]*2=14.76m2V2=(5.6+0.2)*0.1*(3.6+0.2)=2.204m3S2=[(5.6+0.2)*0.1+(3.6+0.2)*0.1]*2=1.92m2m3253.661第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量14010401002001独立基础（混凝土强度等级为C25;垫层采用C1混凝土,100mm厚）ZJ7:4个V1=3.8*2.5*0.45+2.1*1.8*0.45=5.693*4=22.77m3S1=[(3.8+2.5)*0.45+(2.1+1.5)*0.45]*2*4=35.64m2V2=(3.8+0.2)9*(2.5+0.2)*0.1*4=4.32m3S2=[(3.8+0.2)*0.1+(2.5+0.2)*0.1]*2*4=0.864m2ZJ8:1个V1=5.9*5.1*0.45+5.5*3.7*0.45=22.698m3S1=[(5.9+5.1)*0.45+(5.5+3.7)*0.45]*2=18.18m2V2=(5.9+0.2)*(5.1+0.2)*0.1=3.233m3S2=[(5.9+0.2)*0.1+(5.1+0.2)*0.1]*2=2.28m2ZJ9:1个V1=6.2*3.9*0.45+4.7*2.4*0.45+1.1*0.31*0.45=16.11m3S1=[(6.3+3.9)*0.45+(4.7+2.4)*0.45]*2+1.1*0.45+0.31*0.45*2=16.344m2V2=(6.2+0.2)*(3.9+0.2)*0.1=2.624m3S2=[(6.2+0.2)*0.1+(3.9+0.2)*0.1]*2=2.1m2ZJ10:1个V1=5.7*3.6*0.45+4.5*2.4*0.45+0.21*1.1*0.45=14.198m3S1=[(5.7+3.6)*0.45+(4.5+2.4)*0.45]*2+1.1*0.45+0.21*0.45*2=15.264m2V2=(5.7+0.2)*(3.6+0.2)*0.1=2.242m3S2=[(5.7+0.2)*0.1+(3.6+0.2)*0.1]*2=1.94m2ZJ11:1个V1=5.2*2.8*0.45+4.0*1.6*0.45=9.432m3S1=[(5.2+2.8)*0.45+(4.0+1.6)*0.45]*2=12.24m2V2=(5.2+0.2)*(2.8+0.2)*0.1=1.62m3S2=[(5.2+0.2)*0.1+(2.8+0.2)*0.1]*2=1.68m汇总：C25：V1=253.661m3,S1=310.248m2C10:V2=43.319m3,S2=39.024m2A.3.2现浇混凝土框架基础梁序号项目编码项目名称计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量150104010014001框架基础梁（混凝土强度等级为C25，垫层采用C10混凝土，厚100mm）条基混凝土体积：V1;相应模板工程量:S1垫层混凝提体积：V2;相应模板工程量：S21KL1(1A):250*700V1=0.25*0.4*（2.42+1.68+6.58-0.38-0.5-0.2）*2=3.36m3S1=19.2*0.7*2=26.88m2V2=19.2*0.45*0.1=0.864m3S2=192*0.1*2=3.84m21KL2(2):250*700V1=（6.58+1.68-0.48*2）*3*0.25*0.7=3.833m3S1=21.9*0.7*2=30.66m2V2=21.9*0.45*0.1=0.986m3S2=21.9*0.1*2=4.38m2m323.65第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量150104010014001框架基础梁（混凝土强度等级为C25，垫层采用C10混凝土，厚100mm）1KL3(2):250*500V1=（2.42+5.28-0.28-0.25-0.4-0.5）*2*0.25*0.5=1.63m3S1=6.52*2*0.5*2=13.04m2V2=13.04*0.45*0.1=0.587m3S2=13.04*0.1*2=2.608m21KL4（2):250*700V1=（6.58+1.68-0.38*2）*0.25*0.7=1.313m3S1=7.5*0.7*2=10.5m2V2=7.5*0.45*0.1=0.338m3S2=7.5*0.1*2=1.5m21KL5（2):250*700与250*450V1=7.5*0.25*0.7+（2.42+0.4+0.12）*0.25*0.45=1.527m3S1=7.5*0.7*2+1.9*0.45*2=12.21m2V2=7.5*0.45*0.1+1.9*0.45*0.45=0.723m3S2=7.5*0.1*2+1.9*0.1*2=1.88m21KL6（10):250*400V1=（46.5-0.4*11）*0.25*0.4=4.21m3S1=42.1*0.4*2=33.68m2V2=42.1*0.45*0.1=1.895m3S2=42.1*0.1*2=8.42m21KL7（10):250*550V1=42.1*0.25*0.55=5.789m3S1=42.1*0.55*2=46.31m2V2=42.1*0.45*0.1=1.895m3S2=42.1*0.1*2=8.42m21KL8（1):300*500V1=2.9*0.3*0.5=0.435m3S1=2.9*0.5*2=2.9m2V2=2.9*0.6*0.1=0.174m3S2=2.9*0.1*2=0.58m21KL9（1):250*450V1=（3.96-0.23*2）*0.25*0.45=0.394m3S1=3.5*0.45*2=3.15m2V2=3.5*0.45*0.1=0.158m3S2=3.5*0.1*2=0.7m21KL10（1):250*400V1=3.5*0.25*0.4=0.35m3S1=3.5*0.4*2=2.8m2V2=3.5*0.45*0.1=0.518m3S2=3.5*0.1*2=0.7m21LL1（1)与1LL2（1）:250*300V1=（3.38+2.88-0.24-0.24）*0.25*0.3=0.434m3S1=5.78*0.3*2=3.468m2V2=5.78*0.48*0.1=0.277m3第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量15框架基础梁（混凝土强度等级为C25，垫层采用C10混凝土，厚100mm）S2=5.78*0.1*2=0.556m2JQL：V=0.24*0.63*5.21=0.375m3S=5.21*0.3*2=3.126m21-1：（素混凝土)V=0.6*0.4*（3.38-0.23+0.12）=0.785m3S=3.027*0.4*2=2.616m2汇总砼：C25：V1=23.65m3,S1=191.34m2C10:V2=8.055m3,S2=33.584m2汇总素砼：C25：V=0.785m3,S=2.616m2A.3.3现浇混凝土柱序号项目编码项目名称计算式单位工程量16010402001001标高-0.75m～+3.85m的框架柱（混凝土强度等级为C30）KZ1：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ2：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ3：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ4：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ5：6个，400*600V=0.4*0.6*4.6*6=6.624m3S=（0.4+0.6）*2*4.6*6=55.2m2KZ6：3个，400*600V=0.4*0.6*4.6*3=3.312m3S=（0.4+0.6）*2*4.6*3=27.6m2KZ7：2个，400*600V=0.4*0.6*4.6*2=2.208m3S=（0.4+0.6）*2*4.6*3=18.4m2KZ8：2个，1200*300V=1.2*0.3*4.6*2=3.312m3S=（1.2+0.3）*2*4.6*2=27.6m2KZ9：4个，350*400V=0.35*0.4*4.6*4=2.576m3S=6.9*4=27.6m2KZ10：4个，350*400V=0.35*0.4*4.6*4=2.576m3S=6.9*4=27.6m2m332.722第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量16010402001001标高-0.75m～+3.85m的框架柱（混凝土强度等级为C30KZ11：1个，400*600V=0.4*0.6*4.6=1.104m3S=（0.4+0.6）*2*4.6=9.2m2KZ12：1个，400*600V=0.4*0.6*4.6=1.104m3S=（0.4+0.6）*2*4.6=9.2m2KZ13：1个，400*600V=0.4*0.6*4.6=1.104m3S=（0.4+0.6）*2*4.6=9.2m2KZ14：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ15：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ16：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ17：1个，400*500V=0.4*0.5*4.6=0.92m3S=（0.4+0.5）*2*4.6=8.28m2KZ18：1个，350*400V=0.35*0.4*4.6=0.644m3S=6.9m2TZ：4个，250*350V=0.25*0.35*（0.05+1.95+0.25）*4=0.798m3S=（0.05+1.95-0.1）*（0.25+0.35）*2*4=9.12m2汇总:C30：V=32.722m3;S=293.86m2标高-0.75m～-0.45m柱砼：V=2.082m3标高-0.75m～-0.05m柱砼：V=4.858m317010402001002标高+3.85m～+23.35m(+25.8m,+26.335m,+28.00m)的框架柱（混凝土强度等级为C25）KZ1:1个，400*500V=(23.35-3.85)*0.4*0.5=3.9m3S=(0.4+0.5)*2*(23.35-3.85)=35.1m2KZ2:1个，400*500V=(23.35-3.85)*0.4*0.5=3.9m3S=(0.4+0.5)*2*(23.35-3.85)=35.1m2KZ3:1个，400*500V=(23.35-3.85)*0.4*0.5=3.9m3S=(0.4+0.5)*2*(23.35-3.85)=35.1m2KZ4:1个，400*500V=(23.35-3.85)*0.4*0.5=3.9m3S=(0.4+0.5)*2*(23.35-3.85)=35.1m2KZ5:6个，400*500V=(23.35-3.85)*0.4*0.5*6=23.4m3S=(0.4+0.5)*2*(23.35-3.85)*6=210.6m2KZ6:3个，400*500V=(23.35-3.85)*0.4*0.5*3=11.7m3S=(0.4+0.5)*2*(23.35-3.85)*3=105.3m2KZ7:2个，400*500V=(23.35-3.85)*0.4*0.5*2=7.8m3m3136.845第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量17010402001002标高+3.85m～+23.35m(+25.8m,+26.335m,+28.00m)的框架柱（混凝土强度等级为C25）S=(0.4+0.5)*2*(23.35-3.85)*2=70.2m2KZ8:2个，1200*300V=(28-3.85)*1.2*0.3*2=17.388m3S=(28-3.85)*2*(1.2+0.3)*2=144.9m2KZ9:4个,350*400V=(26.35-3.85)*0.35*0.4*4=12.6m3S=（0.35+0.4）*2*（26.35-3.85）*4=135m2KZ10:4个,350*400V=(26.35-3.85)*0.35*0.4*4=12.6m3S=（0.35+0.4）*2*（26.35-3.85）*4=135m2KZ11:1个，400*500V=(23.35-3.85)*0.4*0.5=3.9m3S=(0.4+0.5)*2*(23.35-3.85)=35.1m2KZ12:1个，400*500+250*250V=(23.35-3.85)*0.4*0.5+(26.35-23.35)*0.25*0.25=4.088m3S=35.1+3*2*(0.25+0.25)=38.1m2KZ13:1个，400*500+250*250V=(23.35-3.85)*0.4*0.5+(26.35-23.35)*0.25*0.25=4.088m3S=35.1+3*2*(0.25+0.25)=38.1m2KZ14:1个，400*500V=(23.35-3.85)*0.4*0.5=3.9m3S=(0.4+0.5)*2*(23.35-3.85)=35.1m2KZ15:1个，400*500V=(23.35-3.85)*0.4*0.5=3.9m3S=(0.4+0.5)*2*(23.35-3.85)=35.1m2KZ16:1个，400*500V=(25.8-3.85)*0.4*0.5=4.39m3S=(25.8-3.85)*2*(0.4+0.5)=39.51m2KZ17:1个，400*500V=(25.8-3.85)*0.4*0.5=4.39m3S=(25.8-3.85)*2*(0.4+0.5)=39.51m2KZ18:1个，350*400V=(25.8-3.85)*0.35*0.4=3.073m2S=(25.8-3.85)*2*(0.35+0.4)=32.925m2LZ1:1个,250*250V=(26.35-23.35)*0.25*0.25=0.188m3S=3*2*(0.25+0.25)=3m2TZ1:4个,250*350V=(1.95+0.25)*5*0.25*0.35*4=3.84m3S=(1.95-0.1)*(0.25+0.35)*5*2*4=44.31m2汇总:C25:V=136.845m3,S=1282.155m218010402001003构造柱（混凝土强度等级为C25）1.轴号1、2、8、14上各一个，H=19.25m,240*240,一字型，4个V=（0.24+0.06）*0.24*（3.2*5+3.25）*4=5.544m3S=(0.24+0.06*2)*(3.2*5+3.25)*2*4=55.44m2m318.386第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量18010402001003构造柱（混凝土强度等级为C25）2.轴号15上一个，H=19.5m,240*240,一字型，1个V=（0.24+0.06）*0.24*（3.25*6）=1.404m3S=(0.24+0.06*2)*(3.25*6)*2=14.04m23.轴号4,10上个一个，H=16m,240*240，一字型，2个V=（0.24+0.06）*0.24*3.2*5*2=2.304m3S=(0.24+0.06*2)*3.2*2*5*2=12.6m24.走廊栏杆处，H=1.0m,一字型，120*240，72个（5层，每层12个）V=0.12*(0.24+0.06)*1*12*5=2.160m3S=(0.24+0.06*2)*2*12*5=43.2m25.走廊栏杆处，L形，H=3.9-0.45=3.45m,240*240,6个V=（0.24+0.03）*0.24+0.24*0.03*3.45*6=1.49m3S=(0.24+0.06)*2*0.35*6=12.42m26.女儿墙处，一字型，H=0.84m,240*240,24个V=0.24*（0.24+0.06）*0.84*24=1.452m3S=(0.24+0.06*2)*2*0.84*24=14.515m27.女儿墙处,L形，H=0.84m,240*240,1个V=｛（0.24+0.03）*0.24+0.24*0.03｝*0.84=0.059m3S=(0.21+0.06*2)*2*0.84=0.605m28.屋顶层11和12轴之间楼梯转角处，L形，240*240，H=3.1m，2个V=｛（0.24+0.03）*0.24+0.24*0.03｝*3.2*2=0.446m3S=(0.24+0.06*2)*2*3.1*2=4.464m29.C1窗下的，一字型，H=0.9+0.05-0.08=0.87m,52个V=（0.24+0.06）*0.24*0.87*52=3.527m3S=(0.24+0.06*2)*2*0.87*52=32.573m2汇总:C25:V=18.386m3,S=189.857m2A.3.4现浇混凝土框架梁序号项目编码项目名称计算式单位工程量19010405001001矩形梁（二层梁，混凝土为C25）2KL1（1）：250*400V=（3.96-0.23*2）*0.25*（0.4-0.1）*2=0.525m3S=0.（525/0.25）*2=4.2m22KL2（2）：250*700与250*450V=(8.26-0.38*2)*0.25*(0.7-0.15)+(2.42-0.32)*0.25*(0.45-0.10)=1.309m3S=(1.309*0.25)*2=10.472m22KL3（1A）：250*700与250*450V=(8.26-0.38*2)*0.25*(0.7-0.115)+(2.42-0.32)*0.25*(0.45-0.115)=1.273m3S=(1.273-0.25)*2=10.182m22KL4（1A）：250*650与250*550/450V=(8.26-0.38*2)*0.25*(0.65-0.13)+(2.42-0.32)*[0.25*(0.45-0.1)+0.25*(0.55-0.1)+√(s1s2)]/3=1.403m3S=(1.403/0.25)*2=11.221m22KL5（1A）：250*7000与250*550/450m327.063第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量19010405001001矩形梁（二层梁，混凝土为C25V=(8.26-0.48*2)*0.25*(0.75-0.13)+(2.42-0.32)*[0.25*(0.45-0.1)+0.25*(0.55-0.1)+√(s1s2)]/3*2=2.988m3S=(2.988/0.25)*2=23.902m22KL6（2）：250*500与250*400V=(5.28-0.48)*0.25*(0.5-0.1)+(2.42-0.32)*0.25*(0.4-0.1)*4=2.61m3S=(2.61*0.25)*2=20.88m22KL7（1）：250*650V=(8.26-0.48*2)*0.25*(0.7-0.13)*2=2.081m3S=(2.081/0.25)*2=16.644m22KL8（1A）：250*650与250*550/450V=(8.26-0.38*2)*0.25*(0.65-0.13)+(2.42-0.32)*[0.25*(0.45-0.1)+0.25*(0.55-0.1)+√(s1s2)]/3=1.403m3S=(1.403/0.25)*2=11.221m22KL9（1）：250*700V=(8.26-0.48*2)*0.25*(0.7-0.13)=1.04m3S=(1.04/0.25)*28.322m22KL10（1A）：250*7000与250*550/450V=(8.26-0.38*2)*0.25*(0.7-0.115)+(2.42-0.32)*[0.25*(0.45-0.1)+0.25*(0.55-0.1)+√(s1s2)]/3=1.55m3S=(1.55/0.25)*2=12.4m22KL11（2）：250*7000与250*450V=(8.26-0.38*2)*0.25*(0.7-0.1)+(2.42-0.52)*0.25*(0.45-0.1)=1.291m3S=(1.291/0.25)*2=10.33m22KL12（10）：250*400V=(2.88-0.48+3.38-0.48)*0.25*(0.4-0.1)+(5*8-8*0.4)*0.25*(0.4-0.13)=2.837m3S=(2.837/0.25)*2=22.692m22KL13（10）：250*400V=(2.88-0.48+3.38-0.48)*0.25*(0.4-0.1)+(5*8-8*0.4)*0.25*(0.4-0.115)=2.975m3S=(2.975/0.25)*2=23.796m22KL14（12）：200*450V=(46.5-1.2*2-0.35*5)*0.2*(0.45-0.1)=2.965m3S=(2.965/0.2)*2=29.645m22L1（1）：250*300V=(3.38-0.255)*0.25*(0.3-0.1)=0.157m3S=(0.157/0.25)*2=1.256m22L2（2）：250*300V=(2.28-0.255)*0.25*(0.3-0.1)=0.101m3S=(0.101/0.25)*2=0.81m22L3（2）：250*400V=(3.96-0.26)*0.25*(0.4-0.1)*2=0.555m3S=(0.278/0.25)*2=4.44m2汇总：C25：V=27.063m3,，S=222.413m2第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量20010405001002矩形梁（三～六层梁，混凝土为C25）3～6KL1（1）：250*400V=（3.96-0.23*2）*0.25*（0.4-0.1）*2=0.525m3S=0.（525/0.25）*2=4.2m23～6KL1（1A）：250*700与250*550/450V=（8.26-0.38*2）*0.25*（0.7-0.13）+（2.42-0.32）*｛0.25*（0.45-0.1）+0.25*（0.55-0.1）+√s1s2｝/3*2=3.045m3S=(3.045/0.25)*2=24.358m23～6KL3（2）:250*500与250*400V=(5.28-0.48)*0.25*(0.5-0.1)+(2.42-0.32)*0.25*(0.4-0.1)*4=2.61m3S=(2.61*0.25)*2=20.88m23～6KL4（1）：250*700V=（8.26-0.38*2）*0.25*（0.7-0.13）=1.069m3S=(1.069/0.25)*2=8.55m23～6KL5（1A）：250*700与250*550/450V=(8.26-0.38*2)*0.25*(0.7-0.115)+(2.42-0.32)*[0.25*(0.45-0.1)+0.25*(0.55-0.1)+√(s1s2)]/3=1.55m3S=(1.55/0.25)*2=12.4m23～6KL6（10）：250*400V=(2.88-0.48+3.38-0.48)*0.25*(0.4-0.1)+(5*8-8*0.4)*0.25*(0.4-0.13)=2.837m3S=(2.837/0.25)*2=22.692m23～6KL7（10）：250*400V=(2.88-0.48+3.38-0.48)*0.25*(0.4-0.1)+(5*8-8*0.4)*0.25*(0.4-0.115)=2.975m3S=(2.975/0.25)*2=23.796m23～6KL8（12）：200*450V=(46.5-1.2*2-0.35*5)*0.2*(0.45-0.1)=2.965m3S=(2.965/0.2)*2=29.645m23～6KL9（2A）:300*650与300*450V=（8.26-0.38*2）*0.3*（0.65-0.1）+（2.42-0.12-0.4）*0.3*（0.45-0.1）+（1.8-0.35）*0.45*0.3=1.633m3S=(1.437/0.3)*2+(1.8-0.35)*0.45*2+0.25*(1.8-0.35)11.248m23～6KL10（2）：250*700与250*450V=(8.26-0.38*2)*0.25*(0.7-0.15)+(2.42-0.32)*0.25*(0.45-0.10)=1.309m3S=(1.309*0.25)*2=10.472m23～6KL11（1A）：250*700与250*450V=(8.26-0.38*2)*0.25*(0.7-0.115)+(2.42-0.32)*0.25*(0.45-0.115)=1.273m3S=(1.273-0.25)*2=10.182m23～6KL12（1A）：250*650与250*550/450V=(8.26-0.38*2)*0.25*(0.65-0.13)+(2.42-0.32)*[0.25*(0.45-0.1)+0.25*(0.55-0.1)+√s1s2]/3=1.429m3S=(1.429/0.25)*2=11.429m23～6KL13(1):250*650V=(8.26-0.38*2)*0.25*(0.65-0.13)*2=1.95m3m3109.648第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量S=(1.429/0.25)*2=15.6m220010405001002矩形梁（三～六层梁，混凝土为C25）3～6KL14（1A）：250*650与250*550/450V=(8.26-0.38*2)*0.25*(0.65-0.13)+(2.42-0.32)*[0.25*(0.45-0.1)+0.25*(0.55-0.1)+√s1s2]/3=1.429m3S=(1.429/0.25)*2=11.429m23～6L1（1）,3～6L2（1）,3～6L3（1）V=(3.38-0.255)*0.25*(0.3-0.1)+(3.38-0.255)*0.25*(0.3-0.1)+(3.96-0.26)*0.25*(0.4-0.1)*2=0.813m3S=(2.965/0.2)*2+(0.157/0.25)*2+(0.278/0.25)*2=5.506m2汇总：C25：V=27.412*4=109.648m3,，S=222.087*4=888.348m221010405001003矩形梁（屋顶层梁，混凝土为C25）W1KL1(1):250*400V=（3.96-0.23*2）*0.25*（0.4-0.1）*2=0.525m3S=0.（525/0.25）*2=4.2m2W1KL2(12):250*450V=(46.5-1.2*2-0.35*5)*0.2*(0.45-0.1)=2.965m3S=(2.965/0.2)*2=29.645m2W1KL3(2):250*650与250*450V=(8.26-0.38*2)*0.25*(0.65-0.1)+(2.42-0.32)*0.25*(0.45-0.1)=1.215m3S=（1.215/0.25）*2=9.72m2W1KL4(1A):250*650与250*450V=(8.26-0.38*2)*0.25*(0.65-0.115)+(2.42-0.32)*0.25*(0.45-0.1)=1.187m3S=(1.187/0.25)*2=9.495m2W1KL5(1A):250*650与250*550V=(8.26-0.38*2)*0.25*(0.65-0.13)+(2.42-0.32)*0.25*(0.55-0.1)*2=2.422m3S=(2.422/0.25)*2*2=19.38m2W1KL6(1A):250*650与250*550V=(8.26-0.38*2)*0.25*(0.65-0.13)+(2.42-0.32)*0.25*(0.55-0.1)*2=2.422m3S=(2.422/0.25)*2*2=19.38m2W1KL7(2):250*500与250*400V=(5.28-0.48)*0.25*(0.5-0.1)+(2.42-0.32)*0.25*(0.4-0.1)*4=2.61m3S=(2.61*0.25)*2=20.88m2W1KL8(1):250*650V=(8.26-0.38*2)*0.25*(0.65-0.13)=0.975m3S=(0.975/0.25)*2=7.8m2W1KL9(1):250*650V=(8.26-0.38*2)*0.25*(0.65-0.13)*2=1.95m3S=(0.975/0.25)*2*2=15.6m2W1KL10(1A):250*650与250*550V=(8.26-0.38*2)*0.25*(0.65-0.115)+(2.42-0.32)*0.25*(0.55-0.115)=1.232m3S=(1.232/0.25)*2=9.852m2m339.829第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量W1KL11（2A）:300*650与300*45021010405001003矩形梁（屋顶层梁，混凝土为C25）V=（8.26-0.38*2）*0.3*（0.65-0.1）+（2.42-0.12-0.4）*0.3*（0.45-0.1）+（1.8-0.35）*0.45*0.3=1.633m3S=(1.437/0.3)*2+(1.8-0.35)*0.45*2+0.25*(1.8-0.35)=11.248m2W1KL12（10）：250*400V=(2.88-0.48+3.38-0.48)*0.25*(0.4-0.1)+(5*8-8*0.4)*0.25*(0.4-0.13)=2.837m3S=(2.837/0.25)*2=22.692m2W1KL13（10）：250*400V=(2.88-0.48+3.38-0.48)*0.25*(0.4-0.1)+(5*8-8*0.4)*0.25*(0.4-0.115)=2.975m3S=(2.975/0.25)*2=23.796m2W1L1，W1L2，W1L3V=(3.38-0.255)*0.25*(0.3-0.1)+(3.38-0.255)*0.25*(0.3-0.1)+(3.96-0.26)*0.25*(0.4-0.1)*2=0.813m3S=(2.965/0.2)*2+(0.157/0.25)*2+(0.278/0.25)*2=5.506m2W2KL1(1):250*400V=（3.96-0.23*2）*0.25*（0.4-0.1）*2=0.525m3S=（0.525/0.25）*2=4.2m2W2KL2(2):250*500V=（5.28+2.42-0.12-0.4-0.28）*0.25*（0.5-0.1*4=2.76m3S=(2.76/0.25)*2=22.08m2W2KL3(1B),W2KL4(1b):250*450V=[(3.96-0.23*2)*0.25*（0.45-0.1）]*4+[（1.8+0.25）*2*0.25*0.45]*4=1.225+1.845=3.07m3S=(1.225/0.25)*2+[(1.8+0.25)*0.45*2+(1.8+0.25)*0.25]*2*4=29.12m2W2KL5(1A):300*650V=(8.26+2.42+1.8)*0.3*0.65=2.434m3S=12.48*0.3+12.48*0.65*2=19.968m2W2KL6(1):200*450V=2.9*0.2*0.45=0.261m3S=2.9*0.2+0.745*2*2.9=3.19m2W2L1(1):200*450V=(2.42+5.28)*0.2*0.45*4=2.772m3S=｛7.7*0.45+(7.7-0.25*6)*0.45+7.7*0.2｝*4=31.18m2W2L2(1):200*450V=(1.8-0.24)*-0.2*0.45*16=2.246m3S=(1.56*0.45*2+1.56*0.2)*16=27.456m2汇总：C25：V=39.829m3,，S=347.388m222010403005001现浇过梁（砼为C25）M2的：12个V=（1+0.25*2）*0.24*0.3*12=1.296m3S=(1+0.25*2+0.3)*2*12=43.2m2m34.479第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量M5的：2个V=(1.2+0.25*2)*0.24*0.3*2=0.245m3S=(1.2+0.25*2+0.3)*2*2=8m222010403005001现浇过梁（砼为C25）C5的：24个V=(1.2+0.25*2)*0.24*0.3*24=2.938m3S=(1.2+0.25*2+0.3)*2*24=96m2汇总：C25:V=4.479m3,S=147.2m2A.3.5现浇混凝土有梁板序号项目编码项目名称计算式单位工程量23010405001001有梁板(2～6层,混凝土为C25）H1=130mm,h2=100mmV=5.0*8*(6.58+1.68+0.12)*0.13+(2.88+0.12)*(6.58+1.68+0.12)*0.1+(3.38+0.12)*(6.58+1.68+0.12)*0.1+46.5*2.42*0.1=60.276m3*5=301.38m3S=[43.576/0.13+(60.276-43.576)/0.1]*5=502.2m2*5=2511m2汇总：C25：V=301.38m3,，S=2511m2m3301.3824010405001002有梁板(2～6层,混凝土为C25）H1=130mm,h2=100mmV=60.276m3+(3.96+0.24)*(5.28+2.42+0.24)*2*0.1=66.946m3S=502.2+6.6696/0.1=568.896m2汇总：C25：V=66.946m3,，S=568.896m2m366.946汇总：所有有梁板(加入梁)S=4538.045m2;V=544.866m3A.3.6现浇混凝土楼梯序号项目编码项目名称计算式单位工程量25010406001001直形楼梯C25S=（3.96-0.26）*（5.28-0.13-0.08）*2*6=225.108m2PTB模板：S=（3.96-0.26）*（1.8-0.13）*2*6=74.148m2小汇砼：S=225.108m2m2225.108第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量A.3.7现浇混凝土其他构件序号项目编码项目名称计算式单位工程量26010407001001现浇混凝土踏步C25（砖做的）S1=0.7*｛（2.88+5+5+4.12-0.12）+（2.42+0.7）+（10+1.92-0.24）+（5.62-0.12）｝=25.809m2S2={2.42+(10+2.88+0.7+4.12)+(1.92+10+0.42-0.24)+(5.62-0.12)}*0.35=13.202m2V=25.809*(0.45-0.02)/3+13.202*(0.45-0.02)/3=5.592m3小汇砼:V=5.592m3m35.59227010407001002现浇混凝土压顶C25女儿墙压顶：素砼：V=114.66*0.1*0.235=2.695m3S=114.66*0.1*2=22.932m2C25砼：V=114.66*0.12*0.335+114.66*0.2*0.235=9.998m3S=114.66*0.12*2+114.66*0.1+114.66*0.2*2=84.848m2楼梯间压顶：C25砼：V=0.1*37.4*0.24=0.898m3S=37.4*0.1*2=7.48m2C1窗下压顶：C25砼:V=(5-0.4)*52*0.24*0.08=4.593m3S=(5-0.4)*52*0.08*2=38.272m2阳台压顶：素砼：V=｛（3.38-0.48）*0.1*0.24+（1.68-0.24）*0.1*0.24｝*6=0.625m2S=｛(3.38-0.48)*0.1*2+(1.68-0.24)*0.1*2｝*6=5.208m2C25砼：V=｛(3.38-0.48)*0.12*(0.24+0.1)+(1.68-0.24)*0.12*(0.24+0.1)}*6+{(3.38-0.48)*0.2*0.24+(1.68-0.24)*0.2*0.24}*6=2.312m2S={(3.38-0.48)*0.12*2+(1.68-0.24)*0.12*2+(3.38-0.48)*0.1+(1.68-0.24)*0.1}*6+{(3.38-0.48)*0.2*2+(1.68-0.24)*0.2*2)}*6=19.27m2压顶砼小汇：素砼：V=3.32m3C25砼:V=17.801m3,S=178.01m2m317.801/3.32第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量28010407002001散水(900宽,砼为C25）散水砼：S=｛46.5+0.9*2+8.26+0.12+10.68+0.12+3.38+0.9+【3.96+0.24+（5.28+0.12-0.7+0.9）*2】*2｝*0.9=92.304m2散水砼小汇：C25：S=65.867m2m265.86729010405008001雨篷雨篷：S=1.8*0.76*2=2.736m2m22.73630010405007001天沟天沟砼工程量：S=0.3*（8.26+46.02+8.26+2.1+3.08+4.2*2+0.55*2*2）=23.496m2m223.496A.4钢筋工程A.4.1独立基础钢筋工程量序号项目编码计算式（独立基础钢筋工程量）30010416001001保护层厚度为40mm,顶筋保护层厚度为20mmZJ1:2个L边，A14@150：l=[(3.1-2*0.04)/0.15+1]*(1.7-2*0.04+2*6.25*0.014)*2=75.869mB边，A14@150：l=[(1.7-2*0.04)/0.15+1](3.1-2*0.04+2*6.25*0.014)*2=112.527mZJ2:10个L边，A16@100：l=[(3.2-2*0.04)/0.1+1]*(4.8-2*0.04+2*6.25*0.016)*10=1584.24mB边，A14@150：l=[(4.8-2*0.04)/0.15+1]*(3.2-2*0.04+2*6.25*0.014)*10=1069.777mZJ3:4个L边，A16@100：l=[(2.9-2*0.04)/0.1+1]*(4.4-2*0.04+2*6.25*0.016)*4=527.936mB边，A14@150：l=[(4.4-2*0.04)/0.15+1]*(2.9-2*0.04+2*6.25*0.014)*4=357.004mZJ4:1个L边，A14@100：l=[(2.2-2*0.04)/0.1+1]*(3.3-2*0.04+2*6.25*0.014)=75.369mB边，A14@150：l=[(3.3-2*0.04)/0.15+1]*(2.2-2*0.04+2*6.25*0.014)=51.561mZJ5:1个L边，A14@100：l=[(6.5-2*0.04)/0.1+1]*(3.2-2*0.04+2*6.25*0.014)=214.834ml’=[(5-2*0.02)/0.1+1]*(2-2*0.02+2*6.25*0.014)=108.031mB边，A16@100：l=[(3.2-2*0.04)/0.1+1]*(6.5-2*0.04+2*6.25*0.016)=213.164mA14@100：l’=[(2-2*0.02)/0.1+1]*(5-2*0.02+2*6.25*0.014)=105.781mZJ6:1个L边，A14@100：l=[(3.6-2*0.04)/0.1+1]*(5.6-2*0.04+2*6.25*0.014)=206.159mA14@150:l’=[(2.6-2*0.02)/0.15+1]*(4.6-2*0.04+2*6.25*0.014)=85.546mB边，A14@150：l=[(5.6-2*0.04)/0.15+1]*(3.6-2*0.04+2*6.25*0.014)=139.671ml’=[(4.6-2*0.02)/0.15+1]*(2.6-2*0.02+2*6.25*0.014)第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量=85.879mZJ7:4个L边，A14@100：l=[(2.5-2*0.04)/0.1+1]*(3.8-2*0.04+2*6.25*0.014)*4=392.616mB边，A14@150：l=[(3.8-2*0.04)/0.15+1]*(2.5-2*0.04+2*6.25*0.04)*4=267.804mZJ8:1个L边，A14@100：l=[(5.1-2*0.04)/0.1+1]*(5.9-2*0.04+2*6.25*0.014)=306.944mA14@100:l’=[(3.7-2*0.02)/0.13+1]*(5.5-2*0.02+2*6.25*0.014)=164.282mB边，A14@100：l=[(5.9-2*0.04)/0.1+1]*(5.1-2*0.04+2*6.25*0.014)=309.622ml’=[(5.5-2*0.02)/0.1+1]*(3.7-2*0.02+2*6.25*0.014)=213.226m30010416001001ZJ9:1个L边，A16@100：l=[(3.9-2*0.04)/0.1+1]*(6.2-2*0.04+2*6.25*0.016)=247.744mA14@100:l=[(2.4-2*0.02)/0.1+1]*(4.7-2*0.02+2*6.25*0.014)+[(1.1-2*0.02)/0.1+1]*(0.21-2*0.02+2*6.25*0.014)=121.296mB边，A14@130：l=[(6.2-2*0.04)/0.1+1]*(3.9-2*0.04+2*6.25*0.014)=248.489mA14@100:l=[(4.7-2*0.02)/0.1+1]*(2.4-2*0.02+2*6.25*0.014)=[(0.21-2*0.02)/0.1+1]*(1.1-2*0.02+2*6.25*0.014)=124.001mZJ10:1个L边，A14@100：l=[(3.6-0.08)/0.1+1]*(5.7-2*0.04+2*6.25*0.014)=209.779mA14@150:l=[(2.4-0.04)/0.15+1]*(4.5-2*0.02+2*6.25*0.014)+[(1.1-2*0.02)/0.15+1]*(0.31-2*0.02+2*6.25*0.014)=81.149mB边，A14@150：l=[(5.7-0.08)/0.15+1]*(3.6-2*0.04+2*6.25*0.014)=142.134ml=[(4.5-0.04)/0.15+1]*(2.4-2*0.02+2*6.25*0.014)+[(0.31-2*0.02)/0.15+1]*(1.1-2*0.02+2*6.25*0.014)=88.74mZJ10:1个L边，A14@100：l=[(2.8-2*0.04)/0.1+1]*(5.2-2*0.04+2*6.25*0.014)=149.319mB边，A14@150：l=[(5.2-0.08)/0.15+1]*(2..8-0.08+2*6.25*0.014)=101.711m汇总：A14=5609.165m*1.21=6787.09kgA16=2573.084m*1.58=4065.47kgA.4.2板钢筋工程量序号项目名称计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002保护层厚度为20mm二～六层板筋：B3板：底筋A12@200：单支长=5+0.25-2*0.02+2*6.25*0.012=5.36m支数=（8.26-0.26-2*0.05）/0.1+1=40支总长=5.36*40*8=1715.2m底筋⑪A10@180：单支长=8.26+0.24-2*0.02+2*6.25*0.01=8.585m支数=（5-0.25-2*0.05)/0.18+1=27支总长=8.585*27*8=1854.36m负弯矩筋④⑫A12@180：单支长=[1.25+（0.13-2*0.02）]*2=2.68m支数=(8.26-0.26-2*0.05)/0.18+1=45支总长=1.34*45*2*8=964.8m⑬A8@180：单支长=1.36-0.02+2(0.13-2*0.02)=1.52m支数=（5-0.25-2*0.05)/0.18+1=27支总长=1.52*27*8=328.32m⑭A12@200：单支长=1.25+0.13-2*0.02=1.34m支数=（5-0.25-2*0.05)/0.2+1=24支总长=1.34*24*8=257.28m分布筋A6@200：纵向=8.26+0.12-1.25-1.36+2*31*0.006=6.142m支数=（1.25+1.25-2*0.05-0.25）/0.2+1+1=13支横向=5-1.25*2+2*31*0.006=2.872m支数=（1.36+1.25-2*0.005-0.25）/0.2+2=14支总长=960.432m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002-②轴与Ⓐ-Ⓑ轴：底筋A12@200：单支长=2.88+0.245-2*0.02+2*6.25*0.012=3.235m支数=（6.58-0.255-2*0.05）/0.2+1=32支，总长=103.52m②A8@150：单只长=8.26+0.24-2*0.02+2*6.25*0.008=8.56m支数=（2.88-0.255-2*0.05）/0.15+1=18支总长=154.08m⑥A8@150：单只长=2.88+0.245-2*0.02+2*6.25*0.008=3.185m支数=（1.68-0.255-2*0.05）/0.15+1=10支总长=31.85m⑤A10@180：单只长=1.68+0.72*2-2*0.02+2*6.25*0.01=3.205m支数=（2.88-0.255-2*0.05）/0.18+1=15支总长=3.205*15=48.075m负弯矩筋③A10@180:单只长=0.83-0.02+2*（0.1-2*0.02）=0.93m支数=（6.58-0.245-2*0.05）/0.18+1=36支总长=0.93*36*2=66.96m④A12@180：单只长=1.25+0.1-2*0.02=1.31m支数=（8.26-0.26-2*0.05/0.18）+1=45支总长=58.95m分布筋A6@200：纵向=6.58+0.12-0.83-0.72+2*31*0.006=5.522m支数=（0.83+1.25-2*0.05-0.375）/0.2+2=10支横向=2.88+0.12-0.83-1.25+2*31*0.006=1.292m支数=（0.83+0.72-2*0.05-0.375）/0.2+2=6支纵向=1.68-0.255+2*31*0.006=1.797m支数=（1.25-0.05-0.125）/0.2+2=8支总长=78.64mⒷ-Ⓒ轴与-②轴：底筋⑥A8@150：单只长=2.88+0.255-2*0.02+2*6.25*0.008=3.195m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=47.925m⑧A8@150：单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（2.88-0.255-2*0.05）/0.15+1=18支总长=49.05m负弯矩筋⑨A8@180：单只长=0.73+0.12-0.02+2*（0.1-2*0.02）=0.95m支数=（2.88-0.255-2*0.05）/0.18+1=15支总长=14.25m⑦A8@150：单只长=0.59*2+2*(0.1-2*0.02)=1.3m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.5m分布筋A6@200：纵向=2.42-0.73-0.72+2*31*0.006=1.342m支数=（0.59-0.05-0.125）/0.2+2=4支横向=2.88-0.255-0.59+2*31*0.006=2.662m支数=（0.73+0.72-2*0.05-0.25）/0.2+2=8支总长=26.664mⒷ-Ⓒ轴与②-③轴:底筋⑧A8@150：单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（5-0.25-2*0.05）/0.15+1=32支总长=872.m⑮A8@150：单只长=5+0.25-2*0.02+2*6.25*0.008=5.31m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=79.65m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002负弯矩筋⑦A8@150：单只长=0.59*2+2*(0.1-2*0.02)=1.3m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.5m⑭A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（5-0.25-2*0.05）/0.2+1=24支总长=31.44m⑯A8@150：单只长=0.73+0.12-0.02+2*(0.1-2*0.02)=0.95m支数=（5-0.25-2*0.05）/0.15+1=32支总长=30.4m分布筋A6@200：纵向=2.42-0.73-1.25+2*31*0.006=0.812m支数=（0.59*2-2*0.005-0.25）/0.2+2=7支横向=5.0-0.59*2+2*31*0.006=4.192m支数=（0.73+1.25-2*0.05-0.25）/0.1+2=11支总长=46.792mB1板：底筋⑮A8@150：单只长=5+0.25-2*0.02+2*6.25*0.008=5.31m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=79.65m*2=159.3m⑰A8@130：单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（5-0.25-2*0.05）/0.13+1=37支总长=100.825m*2=210.65m负弯矩筋⑱A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.2m*2=38.4m⑭A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（5-0.25-2*0.05）/0.2+1=24支总长=31.44*2=62.88m⑲A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（5-0.25-2*0.05）/0.18+1=27支总长=24.57m*2=49.14m分布筋A6@200：纵向=2.42-0.67-0.125+2*31*0.006=0.625m支数=（0.58+0.59-2*0.05-0.25）/0.2+2=7支横向=5-0.59-0.58+2*31*0.006=4.202m支数=（0.67+1.25-0.25-2*0.05）/0.2+2=11支总长=45.932m*2=91.864mⒷ-Ⓒ轴与④-⑤轴；底筋⑳A8@150：单只长=4.12+0.25-2*0.02+2*6.25*0.008=4.37m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=65.55m21A8@150:单只=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（4.12-0.25-2*0.05）/0.15+1=26支总长=70.85m负弯矩筋⑭A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（4.12-0.25-2*0.05）/0.2+1=20支，总长=26.20m⑱A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.2m⑲A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（4.12-0.25-2*0.05）/0.18+1=22支总长=20.02m分布筋A6@200：纵向=2.42-0.67-0.125+2*31*0.006=0.625m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002支数=（0.58+0.59-2*0.05-0.25）/0.2+2=7支横向=4.12-0.58*2+2*31*0.006=3.332m支数=（0.67+1.25-2*0.05-0.25）/0.2+2=11支总长=37.232mB2板：底筋A8@150：单只长=3.96+0.25-2*0.02+2*6.25*0.008=4.27m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=64.05m*2=128.10m21A8@150:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（3.96-0.25-2*0.05）/0.15+1=25支总长=68.125m*2=136.25m负弯矩筋⑭A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（3.96-0.25-2*0.05）/0.2+1=19支，总长=49.78m⑱A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.2m*2=38.4m⑲A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（3.96-0.25-2*0.05）/0.18+1=21支总长=0.91*21*2=38.22m分布筋A6@200：纵向=2.42-0.67-1.25+2*31*0.006=0.872m支数=（0.58*2-0.25-2*0.05）/0.2+2=7支横向=3.96-0.58*2+2*31*0.006=3.172m支数=（1.25+0.67-0.25-2*0.05）/0.2+2=11支总长=36.952m*2=73.904mⒶ-Ⓑ轴与⑦-⑧轴：底筋25A8@150：单只长=1.92+0.25-2*0.02+2*6.25*0.008=2.23m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=33.45m21A8@150:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（1.92-0.25-2*0.05）/0.15+1=11支，总长=29.975m负弯矩筋⑭A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（1.92-0.25-2*0.05）/0.2+1=9支，总长=11.79m⑱A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.2m26A8@180：单只长=0.57+0.12-0.02+2*(0.1-2*0.01)=0.79m支数=（1.96-0.25-2*0.05）/0.18+1=10支，总长=7.9m分布筋A6@200：纵向=2.42-0.57-1.25+2*31*0.006=0.972m支数=（0.58*2-0.25-2*0.05）/0.2+1=7支横向=1.92-0.58*2+2*31*0.006=1.132m支数=（0.57+1.25-0.25-2*0.05）/0.2+2=10支总长=16.02mⒶ-Ⓑ轴与⑨-⑩轴:底筋27A8@150：单只长=5.42+0.25-2*0.02+2*6.25*0.008=5.73m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=85.95m⑰A8@130:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（5.42-0.25-2*0.08）/0.13+1=40支，总长=109m负弯矩筋⑭A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（3.96-0.25-2*0.05）/0.2+1=26支，总长=34.06m⑱A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002支数=（2.42-0.245-2*0.05）/0.15+1=15支,总长=19.2m⑲A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（5.42-0.25-0.05*2）/0.18+1=29支总长=26.39m分布筋A6@200：纵向=2.42-0.67-1.25+2*31*0.006=0.872m支数=（0.58*2-0.25-2*0.05）/0.2+2=6支横向=5.42-0.58*2+2*31*0.006=4.632m支数=（0.67+1.25-0.25-2*0.05）/0.1+2=10支总长=46.048+0.872+4.632Ⓐ-Ⓑ轴与⑫-⑭轴:底筋28A8@150：单只长=5.62+0.25-2*0.02+2*6.25*0.008=5.93m支数=（2.42-0.25-2*0.05）/0.15+1=15支,总长=88.95m⑰A8@130:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（5.62-0.25-2*0.05）/0.13+1=42支，总长=114.45m负弯矩筋⑭A12@200：单只长=1.25+0.1-2*0.02=1.31m总长=1.31*[（5.62-0.25-2*0.05）/0.2+1]=35.37m⑱A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支,总长=19.2m⑲A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（5.62-0.25-2*0.05）/0.18+1=30支总长=27.3m分布筋A6@200：纵向=2.42-0.67-1.25+2*31*0.006=0.872m支数=（0.58*2-0.25-2*0.05）/0.2+2=6支横向=5.62-0.58*2+2*31*0.006=4.832m支数=（0.67+1.25-0.25-2*0.05）/0.1+2=10支总长=53.554mⒷ-Ⓒ轴与⑭-⑮轴:底筋29A8@150：单只长=3.38+0.255-2*0.02+2*6.25*0.008=3.695m支数=（2.42-0.25-2*0.05）/0.15+1=15支,总长=55.425m21A8@150:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（3.38-0.255-2*0.05）/0.15+1=21支，总长=57.225m负弯矩筋⑲A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（3.38-0.25-0.1）/0.18+1=18支，总长=16.38m③A8@180：单只长=0.83+2*(0.1-2*0.02)=0.95m支数=（3.38-0.25-0.1）/0.18+1=18支，总长=17.1m30A8@10：单只长=0.84+2*(0.1-2*0.02)=0.96m,支数=18支，总长=17.28m分布筋A6@200：纵向=2.42-0.67-0.84+2*31*0.006=1.282m支数=（0.83+0.58-0.255-2*0.05）/0.2+2=8支横向=3.38-0.58-0.83+2*31*0.006=2.342m支数=（0.67+0.84-0.255-2*0.05）/0.2+2=9支总长=27.71mⒶ-Ⓑ轴与⑭-⑮轴:底筋②A8@150：单只长=8.56m支数=（3.38-0.255-2*0.05）/0.15+1=21支，总长=179.76m31A10@180：单只长=3.38+0.255-2*0.02+2*6.25*0.01=3.72m支数=（6.58-0.255-2*0.05）/0.18+1=36支总长=133.92m29A10@180：单只长=3.38+0.255-2*0.02+2*6.25*0.08=3.695m支数=（1.65-0.255-2*0.05）/0.15+1=10支总长=36.95m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002负弯矩筋③A8@180：单只长=0.83-0.02+2*(0.1-2*0.02)=0.93m支数=（3.38-0.255-2*0.05）/0.18+1=18支，总长=16.74m④A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（6.25-0.25-2*0.05）/0.18+1=34支，总长=44.54m30A8@180：单只长=[0.84+2*(0.1-2*0.02)]*3=2.88m支数=（3.38-0.25-0.1）/0.18+1=18支*3=54支总长=155.52m32A8@180：总长=38.88分布筋A6@200：纵向=1.680+0.12-0.83-0.84+2*31*0.006=0.502m支数=（3.38-0.255-2*0.05）/0.2+1=16支纵向6.58-0.84*2+2*31*0.006=5.272m支数=（1.25+0.98-0.255-2*0.05）/0.2+1=10支横向=3.38+0.12-0.125+0.98+2*31*0.006=1.642m支数=（0.84*2-0.255-2*0.05）/0.2+1=8支总长=73.888+7.416=81.304mPTB-1：底筋22A8@150：单只长=3.96+0.25-2*0.02+2*6.25*0.008=4.27m支数=（1.8-0.25-2*0.05）/0.15+1=11支总长=46.97m*2=93.94m23A8@150：单只长=1.8+0.25-2*0.02+2*6.25*0.00*=2.11m支数=（3.96-0.25-2*0.05）/0.15+1=25支总长=52.75m*2=105.5m负弯矩筋24A8@180：单只长=0.56-2*0.02+2*(0.1-2*0.02)=0.64m支数=[（1.8-0.25-2*0.05）/0.18+1]+[(3.96-0.25-2*0.05)/0.18+1]=9+21=30支总长=30*0.64*2=38.4m分布筋A6@200：纵向=1.8+0.25-0.56*2+2*31*0.006=1.302m支数=（0.56*2-0.5-2*0.05）/0.2+2=5支横向=3.96+0.24-0.56+2+2*31*0.006=3.452m支数=（0.56*2-0.5-2*0.05）/0.2+2=5支总长=（3.452+1.302）*5*2=47.54m小汇：A6=1593.206m*0.222*5=1768.459㎏A8=3303.83m*0.395*5=14575.677㎏A10=2036.355m*0.617*5=6282.155㎏A12=3395.81m*0.888*5=15077.396㎏屋面板板筋工程量：B1板：底筋⑫A12@200：单只长=5+0.25-2*0.02+2*6.25*0.012=5.36m支数=（8.26-0.26-2*0.05）/0.2+1=40支总长=5.36*40*8=1715.2m⑬A10@180：单只长=8.26+0.24-2*0.02+2*6.25*0.01=8.585m支数=（5-0.25-2*0.05）/0.18+1=27支总长=8.585*27*8=1854.36m负弯矩筋⑭,④A16@200：单只长=1.25+0.13-2*0.02=1.34m*2=2.68m支数=（8.26-0.26-2*0.05）/0.2+1=40支总长=2.68*40*8=857.6m⑮A8@180：单只长=1.36-0.02+2*(0.13-2*0.02)=1.52m支数=（5-0.25-2*0.05）/0.18+1=27支总长=328.32m⑯A12@150：单只长=1.25+0.13-2*0.02=1.34m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002支数=（5-0.25-2*0.05）/0.15+1=32支总长=1.34*32*8=343.04m分布筋A6@200：纵向=8.26+0.12-1.36-1.25+2*31*0.006=6.142m支数=（1.25*2-0.25-2*0.05）/0.1+2=13支横向=5-1.25*2+2*31*0.006=2.872m支数=（1.36+1.25-0.25-2*0.05）/0.2+2=14支总长=（6.142*13+2.872*14）*8=960.432mⒶ-Ⓑ轴与①-②轴底筋A12@200：单支长=2.88+0.245-2*0.02+2*6.25*0.012=3.235m支数=（6.58-0.255-2*0.05）/0.2+1=32支，总长=103.52m②A8@150：单只长=8.26+0.24-2*0.02+2*6.25*0.008=8.56m支数=（2.88-0.255-2*0.05）/0.15+1=18支总长=154.08m⑥A8@150：单只长=2.88+0.245-2*0.02+2*6.25*0.008=3.185m支数=（1.68-0.255-2*0.05）/0.15+1=10支总长=31.85m⑤A10@150：单只长=1.68+0.72+0.58-2*0.02+2*6.25*0.01=3.065m支数=（2.88-0.255-2*0.05）/0.15+1=18支，总长=55.17m负弯矩筋③A8@180：单支长=10.83-0.02+2*(0.1-2*0.02)=0.93m支数=（6.58-0.245-2*0.05)/0.18+1=36支总长=0.93*36*2=66.96m④A16@200：单支长=1.25+0.1-2*0.02=1.31m支数=（8.26-0.26-2*0.05)/0.18+1=45支总长=1.31*45=52.40m分布筋A6@200：总长=57.45+12.579+8.611=78.64mⒷ-Ⓒ轴与-②轴：底筋⑥A8@150：单只长=2.88+0.255-2*0.02+2*6.25*0.008=3.195m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=47.925m⑧A8@150：单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（2.88-0.255-2*0.05）/0.15+1=18支总长=49.05m负弯矩筋⑩A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.1m支数=（2.42-0.245-2*0.05）/0.18+1=15支，总长=16.5m⑪A8@180：单只长=0.67+0.12-0.02+2*(0.1-2*0.02)=0.89m支数=（2.88-0.255-2*0.05）/0.18+1=15支，总长=13.35m分布筋A6@200:横向=2.88-0.255-0.58+2*31*0.06*06=2.661m支数=（0.58+0.67-0.25-2*0.05）/0.2+2=7支纵向=2.42-0.58-0.67+2*31*0.006=1.542m支数=（0.58-0.125-2*0.05）/0.2+2=4支总长=24.795mB3板：底筋⑰A8@150：单只长=5+0.25-2*0.02+2*6.25*0.008=5.31m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=79.65m*3=238.95m⑱A8@100：单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（5-0.25-2*0.05）/0.1+1=47支总长=2.725*47*3=384.2285m负弯矩筋⑩A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.1m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002支数=（2.42-0.245-2*0.05）/0.18+1=15支，总长=16.5*3=49.5m⑪A8@150：单只长=0.67+0.12-0.02+2*(0.1-2*0.02)=0.89m支数=（5-0.25-2*0.05）/0.18+1=27支总长=0.87*27*3=72.09m⑯A12@150：单只长=1.25+0.10-2*0.02=1.31m支数=32支，总长=1.31*32*3=125.76m分布筋A6@200:纵向=2.42-0.67-1.25+2*31*0.06=0.872m支数=（0.58*2-0.25-2*0.05）/0.2+2=6支横向=5-0.58*2-0.255-2*0.05+2=10支支数=（0.67+1.25-0.255-2*0.05）/0.2+2=10支总长=（0.872*6+4.212*10）*3=142.056mⒷ-Ⓒ轴与④-⑤轴:底筋⑲A8@150：单只长=4.12+0.25-2*0.02+2*6.25*0.008=4.37m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=65.55m⑨A8@150:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（4.12-0.25-2*0.05）/0.15+1=26支总长=70.85m负弯矩筋⑩A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支，总长=19.2m⑪A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02)=0.89m支数=（4.12-0.25-2*0.05）/0.18+1=22支，总长=19.58m⑯A12@150：单只长=1.25+0.1-2*0.02=1.31m支数=（4.12-0.25-2*0.05）/0.15+1=26支，总长=34.06m分布筋A6@200:纵向=2.42-0.67-1.25+2*31*0.006=0.652m支数=（0.58*2-0.25-2*0.05）/0.2+2=6支横向=4.12-0.58*2+2*31*0.006=3.332m支数=（0.67+1.25-2*0.05-0.25）/0.2+2=10支总长=37.312mB3板：底筋⑨A8@150：单只长=3.96+0.25-2*0.02+2*6.25*0.008=4.27m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=64.05m*2=128.10m⑳A8@150:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（3.96-0.25-2*0.05）/0.15+1=25支总长=68.125m*2=136.25m负弯矩筋⑯A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（3.96-0.25-2*0.05）/0.15+1=25支，总长=1.31*25*2=65.5m⑩A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.2m*2=38.4m⑪A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（3.96-0.25-2*0.05）/0.18+1=21支总长=0.91*21*2=38.22m分布筋A6@200：纵向=2.42-0.67-1.25+2*31*0.006=0.872m支数=（0.58*2-0.25-2*0.05）/0.2+2=7支横向=3.96-0.58*2+2*31*0.006=3.172m支数=（1.25+0.67-0.25-2*0.05）/0.2+2=11支总长=36.952m*2=73.904mⒶ-Ⓑ轴与⑦-⑧轴：底筋21A8@150：单只长=1.92+0.25-2*0.02+2*6.25*0.008第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002=2.23m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=33.45m⑨A8@150:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（1.92-0.25-2*0.05）/0.15+1=11支，总长=29.975m负弯矩筋⑯A12@200：单只长=1.25+0.1-2*0.02=1.31m支数=（1.92-0.25-2*0.05）/0.15+1=11支，总长=14.41m⑩A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支总长=19.2m22A8@180：单只长=0.57+0.12-0.02+2*(0.1-2*0.01)=0.79m支数=（1.96-0.25-2*0.05）/0.18+1=10支，总长=7.9m分布筋A6@200：纵向=2.42-0.57-1.25+2*31*0.006=0.972m支数=（0.58*2-0.25-2*0.05）/0.2+1=7支横向=1.92-0.58*2+2*31*0.006=1.132m支数=（0.57+1.25-0.25-2*0.05）/0.2+2=10支总长=16.02mⒷ-Ⓒ轴与⑨-⑩轴:底筋23A8@150：单只长=5.42+0.25-2*0.02+2*6.25*0.008=5.73m支数=（2.42-0.25-2*0.05）/0.15+1=15支总长=85.95m⑱A8@100:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（5.42-0.25-2*0.08）/0.10+1=52支，总长=141.7m负弯矩筋⑯A12@150：单只长=1.25+0.1-2*0.02=1.31m支数=（5.42-0.25-2*0.05）/0.15+1=35支，总长=45.85m⑩A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支,总长=19.2m⑪A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（5.42-0.25-0.05*2）/0.18+1=29支总长=26.39m分布筋A6@200：纵向=2.42-0.67-1.25+2*31*0.006=0.872m支数=（0.58*2-0.25-2*0.05）/0.2+2=6支横向=5.42-0.58*2+2*31*0.006=4.632m支数=（0.67+1.25-0.25-2*0.05）/0.1+2=10支总长=46.048+0.872+4.632Ⓐ-Ⓑ轴与⑫-⑭轴:底筋24A8@150：单只长=5.62+0.25-2*0.02+2*6.25*0.008=5.93m支数=（2.42-0.25-2*0.05）/0.15+1=15支,总长=88.95m⑱A12@150：单只长=2.725m,支数=（5.62-0.25-2*0.05）/0.1+1=54支总长=2.725*54=147.15m负弯矩筋⑯A12@150：单只长=1.25+0.1-2*0.02=1.31m总长=1.31*[（5.62-0.25-2*0.05）/0.15+1]=47.16m⑱A8@150：单只长=0.58*2+2*（0.1-2*0.02）=1.28m支数=（2.42-0.245-2*0.05）/0.15+1=15支,总长=19.2m⑲A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（5.62-0.25-2*0.05）/0.18+1=30支总长=27.3m分布筋A6@200：纵向=2.42-0.67-1.25+2*31*0.006=0.872m支数=（0.58*2-0.25-2*0.05）/0.2+2=6支横向=5.62-0.58*2+2*31*0.006=4.832m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002支数=（0.67+1.25-0.25-2*0.05）/0.1+2=10支,总长=53.554mⒷ-Ⓒ轴与⑭-⑮轴:底筋25A8@150：单只长=3.38+0.255-2*0.02+2*6.25*0.008=3.695m支数=（2.42-0.25-2*0.05）/0.15+1=15支,总长=55.425m⑨A8@150:单只长=2.42+0.245-2*0.02+2*6.25*0.008=2.725m支数=（3.38-0.255-2*0.05）/0.15+1=21支，总长=57.225m负弯矩筋⑪A8@180：单只长=0.67+0.12-0.02+2*（0.1-2*0.02）=0.91m支数=（3.38-0.25-0.1）/0.18+1=18支，总长=16.38m⑧A8@180：单只长=0.72+2*(0.1-2*0.02)-0.02=0.82m支数=（3.38-0.25-0.1）/0.18+1=18支，总长=14.76m27A12@200：单只长=0.8/4+2*(0.1-2*0.02)=0.96m支数=（3.38-0.25-2*0.05）/0.2+1=16支，总长=15.36m分布筋A6@200：纵向=2.42-0.67-0.84+2*31*0.006=1.282m支数=（0.83+0.58-0.255-2*0.05）/0.2+2=8支横向=3.38-0.58-0.72+2*31*0.006=2.452m支数=（0.67+0.84-0.255-2*0.05）/0.2+2=9支总长=28.59mⒶ-Ⓑ轴与⑭-⑮轴:底筋②A8@150：单只长=8.56m支数=（3.38-0.255-2*0.05）/0.15+1=21支，总长=179.76m28A12@200：单只长=3.38+0.245-2*0.02+2*6.25*0.012=3.735m支数=（6.58-0.25-2*0.05）/0.2+1=32支，总长=119.52m25A8@150：单只长=3.38+0.255-2*0.02+2*6.25*0.008=3.695m支数=（1.65-0.255-2*0.05）/0.15+1=10支，总长=36.95m负弯矩筋27A12@200：总长=15.36m⑦A8@180：单只长=0.98-0.02+2*(0.1-2*0.02)=1.08m支数=（6.58-0.25-2*0.05）/0.18+1=36支，总长=38.88m④A16@200：单只长=1.25+0.1-2*0.02=1.31m支数=（6.58-0.25-2*0.05）/0.2+1+（1.68-0.255-2*0.05）/0.2+1=32+8=40支总长=52.4m26A12@200：单只长=0.56-0.02+2*(0.1-2*0.02)=0.66m支数=（1.68-0.255-2*0.05）/0.18+1=8支，总长=5.28m29A12@200：单只长=1.68+0.12+0.84-0.02+2*(0.1-2*0.02)=2.47m支数=（3.38-0.255-2*0.05）/0.2+1=16支，总长=43.84m分布筋A6@200：横向=3.38-1.25-0.98+0.12+2*31*0.006=1.642m支数=（0.84*2-0.255-2*0.05）/0.2+2=9支纵向=6.58-0.84*2+2*31*0.006=5.272m支数=（1.25+0.98-0.255-2*0.05）/0.2+2=11支横向=3.38-1.25-0.56+0.12+2*31*0.006=2.062m支数=（1.68-0.255-2*0.05）/0.2+1=8支总长=93.816mPTB-1：底筋22A8@150：单只长=3.96+0.25-2*0.02+2*6.25*0.008=4.27m支数=（1.8-0.25-2*0.05）/0.15+1=11支总长=46.97m*2=93.94m23A8@150：单只长=1.8+0.25-2*0.02+2*6.25*0.00*=2.11m支数=（3.96-0.25-2*0.05）/0.15+1=25支总长=52.75m*2=105.5m负弯矩筋24A8@180：单只长=0.56-2*0.02+2*(0.1-2*0.02)=0.64m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002支数=[（1.8-0.25-2*0.05）/0.18+1]+[(3.96-0.25-2*0.05)/0.18+1]=9+21=30支总长=30*0.64*2=38.4m分布筋A6@200：纵向=1.8+0.25-0.56*2+2*31*0.006=1.302m支数=（0.56*2-0.5-2*0.05）/0.2+2=5支横向=3.96+0.24-0.56+2+2*31*0.006=3.452m支数=（0.56*2-0.5-2*0.05）/0.2+2=5支总长=（3.452+1.302）*5*2=47.54m楼梯间屋面板：底筋③A8@100：单只长=4.2+0.25-2*0.02+2*6.25*0.08=4.51m支数=（5.28-0.25-2*0.05）/0.1+1=50支总长=225.5m*2=451m④A10@180：单只长=5.28+2.42+0.24-2*0.02+2*6.25*0.01=7.845m支数=（4.2-0.25-2*0.05）/0.18+1=22支总长=172.95m*2=345.18m负弯矩筋⑤A8@180：单只长=1.1-0.02+2*(0.1-2*0.02)=1.2m支数=[（5.28-0.255-0.1）/0.18+1]*2+22=78支总长=1.2*78*2=345.18m②A12@180：单只长=0.58+0.99+2*(0.1-2*0.02)=1.582m支数=（4.2-0.25-2*0.05）/0.18+1=22支总长=1.582*22*2=69.608mA8@180：单只长=0.69-0.02+2*(0.1-2*0.02)=0.79m支数=[（2.42-0.255-0.1）/0.18+1]*2+22=46支总长=0.79*46*2=72.68m分布筋A6@200：横向=4.2+0.25-1.1*2+2*31*0.006=2.622m支数=（1.1+0.99-0.38-2*0.05）/0.2+2=10支纵向=5.28+0.25-0.99-1.1+2*31*0.006=3.812m支数=（1.1*2-0.5-2*0.05）/0.2+2=10支横向=4.2+0.25-0.69*2+2*31*0.006=3.442m支数=（0.58+0.69-0.38-2*0.05）/0.2+2=6支纵向=2.42+0.12-0.69-0.58+2*31*0.006=1.642m支数=（0.69*2-0.5-2*0.05）/0.2+2=6支总长=（2.622*9+3.812*9+3.442*6=1.642*6）*2=189.688m小汇：A6=924.309m*0.222=71.997㎏A8=4020.145m*0.395=1587.957㎏A10=2254.71m*0.617=1391.156㎏A12=2758.188m*0.888=2449.271㎏A16=910m*1.56=1419.6㎏楼梯板钢筋：AT型楼梯，砼保护层厚度为20mm楼梯踏步段内斜放的钢筋长度为：钢筋斜长=水平投影长度*K,K=√(bs2+hs2)/bs，本工程中bs=280mm,hs=150mm,所以k=1.134m1.板底下部纵筋A12@100：单只长=3.36*1.134+2*0.12+2*6.25*0.012=4.2m支数=（1.8-2*0.05）/0.1+1=18支总长=42*18*12=907.2m2.板底下部分布筋2A8：单只长=1.8-2*0.02=1.76m,支数=12*2=24支总长=1.76*24*12=506.88m3.板底支座负筋A12@200:单只长=1.8+1.4*31*0.012+6.25*0.012+3.5*0.012=1.479m支数=（1.8-2*0.05）/0.2+1=10*2=20支第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量31010416001002总长=1.479*20*12=354.672m4.板上部分布筋A8@200:单只长=1.8-2*0.02=1.76m支数=（0.84-2*0.05）/0.2+1=5*2=10支总长=1.76*10*12=211.2m小汇：A12=2241.084㎏，A8=567.283㎏板钢筋总汇：A10以内：18327.261㎏A10以外：21205.551㎏A.4.3柱钢筋工程量序号项目编码计算式（柱钢筋工程量）32010416001003采用焊接，砼保护层厚度为25mm封闭双支箍筋调整值=-8bhc+8d+2*11.9d：A6=-0.0092m,A8=0.0544m,A10=0.118mKZ1,1个，角柱，400*500，焊点60个1.柱锚梁：2B20：l=0.25+1.6-0.04+23.5-0.65+1.5*39*0.02=25.77m*2=54.46m1B18:l=0.25+1.65-0.04+23.35-0.65+1.5*36*0.018=25.613m1B20:l=0.25+1.68-0.04+23.35-0.4+1.5*39*0.02=25.98m2B16:l=0.25+1.65-0.04+23.35-0.4+1.5*39*0.016=25.377m*2=51.492m2.1B20:l=0.25+1.65-0.04+23.35-0.025+12*0.02=25.425m1B18:l=0.25+1.65-0.04+23.35-0.025+12*0.018=25.401m2B16:l=(0.25+1.65-0.04+23.35-0.025+12*0.016)*2=50.745m3.箍筋，A8@100/200：单支长=（0.4+0.5）*2+0.0544+（0.5-0.025*2+2*11.9*0.008）+[(0.5-0.05)/3++0.05+0.4]*2+0.0544=3.749m支数=（23.34+0.75-0.025）/0.2+6+[（3.9-0.7）/6*2+0.7]/0.2*5+[(3.9-0.7)/6+0.65-0.025]/0.2+[(3.2+0.75）/3]/0.2+3=186支总长=3.749*186=697.314m计：B20=254.077㎏,B18=102.028㎏,B16=161.549㎏,A8=275.439㎏KZ2,1个,400*500,边柱，焊点60个1.柱锚梁：2B22：l=（0.25+1.65-0.04+23.35-0.4+1.5*39.0.022）*2=52.194m2B16:l=(0.25+1.65-0.04+23.35-0.4+1.5*39*0.016)*2=51.492m2.4B22：l=(0.25+1.65-0.04+23.35-0.025+12*0.022)*4=101.796m2B16:l=(0.25+1.65-0.04+23.35-0.025+12*0.016)*2=50.754m3.箍筋，A8@100/200：单支长=（0.4+0.5）*2+0.0544+（0.5-0.025*2+2*11.9*0.008）+[(0.5-0.05)/3++0.05+0.4]*2+0.0544=3.749m支数=（23.34+0.75-0.025）/0.2+6+[（3.9-0.7）/6*2+0.7]/0.2*5+[(3.9-0.7)/6+0.65-0.025]/0.2+[(3.2+0.75）/3]/0.2+3=186支总长=3.749*186=697.314m计：B22=458.89㎏,B16=161.549㎏,A8=275.439㎏KZ3,1个，400*500，边柱，焊点60个1.柱锚梁：3B22：l=（0.25+1.65-0.04+23.35-0.65+1.5*39*0.022）*3=77.541m2.4B16:l=(0.25+1.65-0.04+23.35-0.025+12*0.016)*4=101.508m3B22:l=(0.25+1.65-0.04+23.35-0.025+12*0.022)*3=76.347m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量3.箍筋，A8@100/200：单支长=（0.4+0.5）*2+0.0544+（0.5-0.025*2+2*11.9*0.008）+[(0.5-0.05)/3++0.05+0.4]*2+0.0544=3.749m支数=（23.34+0.75-0.025）/0.2+6+[（3.9-0.7）/6*2+0.7]/0.2*5+[(3.9-0.7)/6+0.65-0.025]/0.2+[(3.2+0.75）/3]/0.2+3=186支总长=3.749*186=697.314m计：B22=458.565㎏,B16=160.383㎏,A8=273.439㎏KZ4,1个,400*500,中柱，焊点66个（-0.050m～+3.850m，+3850m～+7.750m，+7.750m～23.350m）1.4B25：l=0.25+1.65+3.85-0.04=5.71m*4=22.84m4B16:l=0.25+1.65+3.85-0.04=5.71m*4=22.84m4B22:l=0.25+1.65+3.85-0.04=5.71m*4=22.84m2.2B22:l=0.25+1.65+3.85-0.04+1.4*39*0.022=6.911m*2=13.822m3.箍筋，A8@100：单支长=（0.4+0.5）*2+0.0544+[（0.5-2*0.025）/3+0.4+0.025*2]*2+0.0544+[(0.4-0.025*2)/4*2+0.5+0.025*2]*2+0.0544=4.613m支数=（0.75+3.85）/0.1+1+3=50支1.4B25:l=3.9m*4=15.6m4B16:l=3.9m*4=15.6m2B22:l=3.9m*4=15.6m2.2B22:l=(3.9+1.4*39*0.022)*2=10202m3.箍筋，A8@100：单支长=（0.4+0.5）*2+0.0544+[（0.5-2*0.025）/3+0.4+0.025*2]*2+0.0544+[(0.4-2*0.025)/3+0.5+0.025*2]*2+0.0544=4.496m支数=3.9/0.1+1=40支1.4B25：l=(15.6-0.025+12*0.025)*4=63.5m4B16:l=(15.6-0.025+2*0.016)*4=63.068m2B22:l=(15.6-0.025+12*0.022)*2=31.678m2.箍筋，A8@100：单支长=（0.4+0.5*2+0.0544+[（0.5-0.025*2)/3+0.4+0.025*2]*2+0.0544+0.5-2*0.025+2*11.9*0.008=3.749m支数=（15.6-0.025）/0.2+4+[（3.9-0.7）/6+0.7]/0.2+[(3.9-0.7)/6*2+0.7]/0.2*3+[(3.9-0.7)/6+0.65-0.025]/0.2=120支总长=449.88m计：B25=392.469㎏,B22=257.299㎏.B16=160.383㎏,A8=339.846㎏KZ5,5个，边柱，400*600（-0.050～+3.850）与400*500（+3.850～+23.350），焊点72*5=360个1.柱锚梁：4B22：l=（1.65-0.04+0.25+3.85+19.5-0.65+1.5*39+0.022）*4=103.388m2.4B22:l=(23.35+16.5-0.04-0.025+12*0.022+0.25)*4=101.796m4B16:l=(23.35+1.65-0.04-0.025+0.25+12*0.016)*4=101.507m3.箍筋，A8@100/200：单支长=（0.4+0.6）*2+0.0544+[(0.6-2*0.025)/3+0.4+0.025*2]*2+0.0544+[(0.4-2*0.025)/3+0.6+0.025*2]*2+0.0544=4.963m支数=（0.75+3.85）/0.2+1+3+（3.9-0.7+0.75）/（3*0.2）+（3.9-0.7+0.65）/（6*0.2）=37支单支长=（0.4+0.5）*2+0.0544+[（0.5-2*0.025）/3+0.4+0.025*2]*2+0.0544第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量+[(0.4-2*0.025)/3+0.5+0.025*2]*2+0.0544=4.496m支数=（19.5-0.025）/0.2+5+（3.46+0.65）/0.2*4+[(3.2/6)*2+0.65-0.025]/0.2=136支总长=795.087m计：B22=611.488㎏*5,B16=160.381㎏*5,A8=314.059㎏*5KZ5,1个,中柱，焊点72个1.8B22：l=(23.35+1.65-0.04-0.025+12*0.022)*8=201.592m4B16:l=(23.35-0.025+1.65-0.04+12*0.016)*4=160.508m2.箍筋，A8@100/200：单支长=（0.4+0.6）*2+0.0544+[(0.6-2*0.025)/3+0.4+0.025*2]*2+0.0544+[(0.4-2*0.025)/3+0.6+0.025*2]*2+0.0544=4.963m支数=（0.75+3.85）/0.2+1+3+（3.9-0.7+0.75）/（3*0.2）+（3.9-0.7+0.65）/（6*0.2）=37支单支长=（0.4+0.5）*2+0.0544+[（0.5-2*0.025）/3+0.4+0.025*2]*2+0.0544+[(0.4-2*0.025)/3+0.5+0.025*2]*2+0.0544=4.496m支数=（19.5-0.025）/0.2+5+（3.46+0.65）/0.2*4+[(3.2/6)*2+0.65-0.025]/0.2=136支总长=795.087mB22=611.488㎏*5,B16=160.381㎏*5,A8=314.059㎏*5计：B22=600.744㎏,B16=158.803㎏,A8=314.059㎏KZ6,3个,边柱，400*600（-0.050～+3.850）与400*500（+3.850～23.350），焊点240个1.2B25：l=(1.65-0.04+7.75+0.25)*2=19.22m4B22:l=(1.65-0.04+0.25+7.75+1.4*39*0.022)*4=43.244m2.8B22:l=(1.65-0.04+0.25+7.75)*8=81.44m2B25:l=(1.65-0.04+7.75+0.25)*2=19.22m1.4B22:l=(16.5-0.025+1.5*39*0.022)*4=67.448m2.4B16:l=(15.6-0.025+12*0.013)*4=63.068m4B22:l=(15.6-0.025+12*0.022)*4=63.356m3.箍筋，A8@100/200：单支长=（0.4+0.6）*2+0.0544+[(0.6-0.025*2)/4*2+0.4+0.025*2]*2+0.0544+[(0.4--0.025*2)/0.4*2+0.6+0.025*2]*2+0.0544=5.263m支数=（3.85+0.75）*0.2+1+3+3.2/3/0.2+(3.2/0.6+0.7)/0.2=37支单支长=（0.4+0.5*2+0.0544+[(0.5+0.025*2)/4*2+0.4+0.025*2]*2+0.0544+[(0.4-0.025*2）/4*2+0.5+0.025*2]*2+0.0544=4.763m支数=3.9/0.2+1+（3.2/6*2+0.7）/0.2=29支单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)/3+0.4+0.025*2]*2+0.0544+[(0.4-0.025*2)/3+0.5+0.025*2]*2+0.0544+0.1=4.463m支数=（15.6-0.025）/0.2+4+（3.2*2/6+0.7）/0.2*3+（3.2*2+0.65）/0.2=117支总长=2565.087m计：B25=443.982㎏,B22=2281.416㎏.B16=298.942㎏,A8=1013.209㎏KZ7,2个,中柱，400*600～400*500，焊点76*2=152个1.-0.050m～+3.850m4B25：l=1.65-0.04+0.25+3.85=5.71m*4=22.84m4B22:l=(1.65-0.04+0.25+3.85+1.4*39*0.022)*4=27.644m8B22:l=(1.65-0.04+0.25+3.85)*8=45.68m1.+3.850m～+7.750m4B25:l=3.9+(3.9-0.7)/6+35*0.025/2=4.871m*4=19.484m4B22:l=3.9m*4=15.6m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量1.+7.750m～23.350m4B22:l=15.6-0.025+12*0.022-[(3.9-0.7)/6+35*0.025/2]=14.868m*4=59.472m4B16:l={15.6-0.025+12*0.016-[(3.9-0.7)/6+35*0.025/2]}*4=59.684m4B22:l=(15.6-0.025+12*0.022)*4=63.356m2.箍筋A8@100：单支长=（0.4+0.6）*2+0.0544+[(0.6-0.025*2)/4*2+0.4+0.025*2]*2+0.0544+[(0.4--0.025*2)/0.4*2+0.6+0.025*2]*2+0.0544=5.263m支数=（3.85+0.75）/0.1+1+3=50支A8@100/200：单支长=(0.4+0.5)*2+0.0544+[(0.5-0.025*2)/3+0.4+0.025*2]*2+0.0544+[(0.4-0.025*2)/3+0.5+0.025*2]+0.0544=4.463m支数=3.9/0.1+1=40支支数=（15.6-0.025）/0.2+4+（3.2*2/6+0.7）/0.2*3+(3.2*2/6+0.65)/0.2=117支总长=943.141m*2=1886.282m计：B25=325.895㎏,B22=1235.303㎏,B16=188.602㎏,A8=761.434㎏KZ8,1个角柱，1200*300，焊点112个1.4B22：l=(1.65+0.25-0.04+28-0.45+1.5*39*0.022)*4=122.788m5B20:l=(1.65+0.25-0.04+28-0.45+1.5*39*0.02)*5=152.9m2.2B22:l=(1.65+0.25-0.04+28-0.025+12*0.022)*2=60.198m5B20:l=(1.65+0.25-0.04+28-0.025+12*0.02)*5=150.375m3.箍筋，A8@100：单支长=（1.2+0.3）*2+0.0544+[(1.2-0.05)*4/6+0.3+0.025*2]*2+0.0544+(1.2-0.025*2+2*11.9*0.008)=6.683m支数=（2.8-0.025+0.75）/0.1+6+3=296支总长=1978.168mB22=545.298㎏,B20=749.089㎏,A8=781.376㎏KZ8,1个边柱，1200*300，焊点112个1.6B22:l=(1.65+0.25-0.04+28-0.025+12*0.022)*6=180.594m10B20:l=(1.65+0.25-0.04+28-0.025+12*0.02)*10=300.75m2.箍筋，A8@100：单支长=（1.2+0.3）*2+0.0544+[(1.2-0.05)*4/6+0.3+0.025*2]*2+0.0544+(1.2-0.025*2+2*11.9*0.008)=6.683m支数=（2.8-0.025+0.75）/0.1+6+3=296支总长=1978.168m计：B22=538.17㎏,B20=742.853㎏,A8=781.376㎏KZ9,4个中柱，350*400，焊点240个1.-0.050m～+3.850m4B25：l=（1.65-0.04+0.25+3.85）*4=22.84m4B22:l=(1.65-0.04+0.25+3.85+1.4*39+0.022)*4=27.644m2.+3.850m～+7.750m4B25:l=[3.9+(3.9-0.5)/6+35*0.025/2]*4=19.616m2B16:l=[3.9+(3.9-0.5)/6+35*0.022/2]*2=5.896m2B20:l=[(3.9+(3.9-0.5)/6+35*0.020/2]*2=5.896m3.+7.750m～+26.350m4B20:l=18.6-0.025+12*0.02-[(3.9-0.5)/6+35*0.025/2]*4=71.244m2B16:l=18.6-0.025+12*0.016=18.767m*2=37.534m2B20:l=18.6-0.025+12*0.02=18.815m*2=37.36m4.箍筋A8@100/200：单支长=（0.35+0.4）*2+0.0544+[(0.35-0.05)/3+0.4+0.025*2]+[(0.4-0.05)第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量/3+0.35+0.025*2]*2+0.0544=3.797m支数=（3.85+0.75）/0.2+3+1+（3.9-0.5）/（3*0.2）+[(3.4/6+0.5)/0.2]=38支单支长=（0.35+0.4）*2+0.0544+（0.4-0.025*2+2*11.9+0.008）+（0.35-0.025*2+2*11.9*0.008）=2.585m支数=（26.35-3.85-0.025）/0.2+6+[(3.9-0.5)*2/6+0.5]/0.2*5+[(3.9-0.5)*2/6+0.5-0.025]/0.2=167支总长=575.981m*2303.924m计：B25=635.822㎏,B22=647.161㎏,B20=606.010㎏,B16=274.478㎏,A8=910.050㎏KZ10,4个角柱，350*400，焊点58*4=232个1.-0.050m～+3.850m4B25：l=(1.65-0.04+0.25+3.85)*4=22.84m2B22:l=(1.65-0.04+0.25+3.85+1.4*39*0.022)*2=13.822m2B22:l=[1.65-0.04+0.25+3.85+（3.9-0.5）/6+35*0.022/2]*2=13.324m2B16:l=(1.65-0.04+0.25+3.85)*2=11.42m2.+3.850m～+7.750m4B25：l=[3.9+3.4/6+35*0.025/2]*4=19.616m2B16:l=3.9m*2=7.8m2B20:l=[3.9-(3.4/6+35*0.022/2)]*2=5.896m3.+7.750m～+26.350m3B20:l=[18.6-0.025+1.5*39*0.02-(3.4/6+35*0.025/2)]*3=87.138m1B20:l=18.6-0.025+12*0.02-(3.4/6+35*0.025/2)=17.811m2B20:l=(18.6-0.025+12*0.02)*2=37.36m2B16:l=(18.6-0.025+12*0.016)*2=37.534m4.箍筋A8@100/200：单支长=（0.35+0.4）*2+0.0544+[（0.35-0.05）/3+0.4+0.025*2]*2+0.0544+(0.35-0.025*2+2*11.9*0.008)=3.199m支数=（3.85+0.75）/0.2+3+1+（3.9-0.5）/（3*0.2）+（3.4/6+0.5）/0.2=38支单支长=（0.35+0.4）*2+0.0544+（0.4-0.025*2+2*11.9+0.008）+（0.35-0.025*2+2*11.9*0.008）=2.585m支数=（26.35-3.85-0.025）/0.2+6+[(3.9-0.5)*2/6+0.5]/0.2*5+[(3.9-0.5)*2/6+0.5-0.025]/0.2=167支计：B25=653.822㎏，B22=323.58㎏，B20=1466.933㎏，B16=358.685㎏A8=874.146㎏KZ11,1个中柱，400*600～400*500，焊点60个1.4B22：l=[1.65-0.04+0.25+7.75+(3.9-0.7)/6+35*0.022/2]*4=42.1132B22:l=[1.65-0.04+0.25+3.85+3.2/6+35*0.022/2]*2=13.257m4B16:l=1.65-0.04+0.25+23.35-0.025+12*0.016=25.377m*4=101.508m4B18:l=(23.35-7.75)-0.025+(3.9-0.7)/6+35*0.022/2+12*0.018=59.491m2B18:l=3.9-3.2/6+35*0.022/2+3.2/6+35*0.018/2=7.66m2B16:l=23.35-7.75-0.025+(3.9-0.7)/6+35*0.018/2+12*0.016=14.919m*22.箍筋,A8@100/200:单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)/3+0.4+0.025*2]*2+0.0544+0.5-2*00.025+2*11.9*0.008=3.749m支数=（23.35-3.85-0.25）/0.2+5+（3.2*2/6+0.7）/0.2*4+（3.2*2/6+0.65）/0.2=146m计：B22=165.003㎏，B18=134.302㎏，B16=207.527㎏，A8=297.496㎏KZ12,1个边柱，400*600～400*500～250*250，焊点76个第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量1.4B25：l=(1.65-0.04+0.25+7.75+3.2/6+35*0.025/2)*4=42.324m2B22:l=(23.35-0.025+1.65-0.04+0.25+12*0.022)*2=50.898m2B22:l=(23.35-0.65+1.65-0.04+0.25+1.5*39*0.022)*2=51.694m4B16:l=(1.65-0.04+0.25+23.35-0.025+12*0.016)*4=101.508m2B22:l=23.35-7.75-3.2/6-35*0.025/2-0.025+0.2+0.125=29.858m2B22:l=23.35-7.75-3.2/6+35*0.025/2+3.2/6+35*0.022/2=31.095m2B16:l=(3+1.5*39*0.016-0.025)*2=7.822m2B16:l=（3-0.025+3.2/6+35*0.022/2+1.5*39*0.016）*2=5.986,m2.箍筋，A8@100/200：单支长=5.263m支数=（3.85+0.75）/0.1+3+1=50支单支长=4.463m支数=（23.35-7.75）/0.2+4+（3.2*2/6+0.7）/0.2*3+（3.2*2/6+0.65）/0.2+3.9/0.1+1=157支A6@100/200：单支长=（0.25+0.25）*2+0.0544=1.0544m支数=（3-0.025）/0.2+1+[(3-0.45)*2/6+0.45]/0.2=44支计：B25=162.944㎏，B22=487.364㎏，B16=182.199㎏，A8=380.717㎏A6=9.833㎏KZ13，，1个边柱，400*600～400*500～250*250，焊点66个1.<3.850m:4B20：l=3.85+1.65-0.04+0.25+3.2/6+35*0.02/2=26.373m2B16:l=3.85+1.65-0.04+0.25+3.2/6+35*0.016/2=13.047m<7.750m4B18:l=3.9-(3.2/6+35*0.02/2)=12.067m2B18:l=3.9-(3.2/6+35*0.016/2)+(3.2/6+35*0.018/2)=7.87m<19.45m418:l=19.45-7.75+3.2/6+35*0.018/2=50.193m2B16：l=19.45-7.75-38*0.018/2+35*0.016/2=23.295m<23.350m2B22:l=3.9-3.2/6-35*0.018/2+0.125+0.2=6.753m2B22:l=3.9-35*0.018/2+35*0.022/2=7.94m2B22:l=3.9-0.025+12*0.022=8.278mL=3.9-0.025+1.5*39*0.022=10.324m<26.35m2B16:l=3-0.025+(3.2/6+35*0.022/2)+1.5*39*0.022=4.554m2B16:l=3-0.025+1.5*39*0.022+12*0.016=8.908m-0.050m～23.3502B16:l=23.35-0.025+1.65-0.04+0.025+12*0.016=8.908m2.箍筋，A8@100/200：单支长=（0.4+0.6）*2+0.0544+[（0.6-0.05）/3+0.4+0.025*2]*2+0.0544+(0.6-0.025*2+2*11.9*0.008)=4.116m支数=（0.75+3.85）/0.2+1+3+3.2*（3*0.2）+（3.2/6+0.7）/0.2-41支单支长=（0.4+0.6）*2+0.0544+[(0.5-0.05)/3+0.4+0.025*2]*2+0.0544+0.5-2*0.025+2*11.9*0.008=3.479m支数=（19.45-3.85）/0.2+3+（3.2*2/6+0.7）*3/0.2+（3.2*2/6+0.7）/0.2=116单支长=（0.4+0.5）*2+0.0544*3=[(0.5-0.05)/3+0.4+0.025*2]*2+[(0.4+0.05)/3+0.5+0.025*2]*2=4.497m支数=（23.35-19.45）/0.2+1+（3.2*2/6+0.65）/0.2=29支A6@100/200：单支长=（0.25+0.25）*2+0.0544=1.0544m支数=（3-0.025）/0.2+1+[(3-0.45)*2/6+0.45]/0.2=44支第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量计：B22=99.219㎏，B20=65.141㎏，B18=140.26㎏，B16=287.308㎏A8=289.951㎏，A6=44.295㎏KZ14,1根边柱，400*500，焊点60个1.4B25：l=1.65-0.04+0.25+7.75+3.2/6+35*0.025/2=42.323m2B22:l=15.6-0.65-3.2/6-35*0.025/2+1.5*39*0.022=30.532m2B22:l=15.6-0.025-3.2/6-35*0.025/2+12*0.022=29.071m4B16:l=16.5-0.04+0.25+23.35-0.025+12*0.022=101.796m2B25:l=1.65-0.04+0.25+3.85+3.2/6+35*0.025/2=13.362m1B22:l=19.5-0.025-3.2/6-35*0.025+35*0.025/2+12*0.022=18.768ml=19.5-0.65-3.2/6-35*0.025/2+1.5*39*0.022=19.166m2.箍筋：单支长=（0.4+0.5）*2+0.0544*2+（0.5-0.025*2+2*11.9*0.008）+[（0.5-0.05)/3+0.4+0.025*2]*2=3.749m支数=（7.75+0.75）/0.1+2+3+（15.6-0.025）/0.2*3+（3.2*2/6+0.65）/0.2=207支计：B25=214.387㎏，B22=290.66㎏，B16=160.838㎏，A8=306.537㎏KZ15,1根角柱，400*500，焊点68个1.4B22：l=1.65-0.04+0.25+3.85=22.84m2B22:l=1.65-0.04+0.25+3.85+1.4*39*0.022=13.822m4B25:l=1.65-0.04+0.25+7.75+3.2/6+35*0.025/2=42.323m2B22:l=1.65-0.04+0.25+3.85+1.4*39*0.022=13.822m4B22:l=1.65-0.04+0.25+3.85+3.2/6+35*0.022/2=26.513m4B16:l=3.9-3.2/6+35*0.022/2=15.001m4B22:l=3.9*2=7.8mL=(3.9+1.4*39*0.022)*2=10.202m2B22:l=15.6-3.2/6-35*0.025/2-0.65+1.5*39*0.022=30.532m2B22：l=15.6-3.2/6-35*0.025/2-0.025+12*0.022=28.861m1B22:l=15.6-0.025+12*0.022=15.839m4B16:l=15.6-0.25+12*0.016=63.068m1B22:l=15.6-0.65+1.5*39*0.22=16.237m2.箍筋，A8：单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)*2/4+0.025*2+0.4]*2+0.0544+[(0.4-0.025*2)*2/4+0.025*2+0.5]*2+0.0544=4.763m支数=（3.85+0.75）/0.1+1+3=50支单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)*2/3+0.025*2+0.4]*2+0.0544+[(0.4-0.025*2)*2/3+0.025*2+0.5]*2+0.0544=4.496m支数=3.9/0.1+1=40支单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)*2/3+0.025*2+0.4]*2+0.0544+（0.5-0.025*2+2*11.9*0.008）=3.695m支数=（23.35-7.75-0.025）/0.2+4+（3.2*2/6+0.7）/0.2*3+（3.2*2/6+0.65）/0.2=109支计：B25=162.944㎏,B22=555.675㎏，B16==123.349㎏，A8=324.194㎏KZ16，1根角柱，400*500，焊点70个1.4B20：l=23.35+1.65-0.04+0.25+3.2/6+35*0.02/2=104.373m4B16:l=25.8-0.025+1.65-0.04+0.25+12*0.016=11.308m2B18：l=23.35+1.65-0.04+0.25+3.2/6+35*0.018/2=52.117m2B20:l=2.45-0.65-3.2/6-35*0.02/2+1.5*39*0.02=4.173m2B20:l=2.45-0.025-3.2/6-35*0.02/2+12*0.02=2.122m1B16:l=2.45-0.65-3.2/6-35*0.018/2+1.5*39*0.02=2.122m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量1B16:l=2.45-0.65-3.2/6-35*0.018/2++12*0.016=2.144m2.箍筋A8：单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)*2/3+0.025*2+0.4]*2+0.0544+（0.5-0.025*2+2*11.9*0.008）=3.695m支数=（25.8+0.75-0.025）/0.2+7+3+3.2/（3*0.2）+（3.2*2/6+0.7）/0.2*6+（2.45/6）/0.2=203支计：B20=276.909㎏，B18=104.234㎏，B16=182.607㎏，A8=296.284㎏KZ17,1根边柱，400*500，焊点70个1.4B20：l=25.8+0.025+1.65-0.04+0.25+12*0.02=27.925m*4=111.7m2B18:l=25.8+0.025+1.65-0.04+0.25+12*0.018=27.901*2=55.802m4B16:l=25.8+0.025+1.65-0.04+0.25+12*0.016=27.877m*4=111.508m2.箍筋A8：单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)*2/3+0.025*2+0.4]*2+0.0544+（0.5-0.025*2+2*11.9*0.008）=3.695m支数=（25.8+0.75-0.025）/0.2+7+3+3.2/（3*0.2）+（3.2*2/6+0.7）/0.2*6+（2.45/6）/0.2=203支计：B20=275.899㎏，B18=111.604㎏，B16=176.183㎏，A8=296.284㎏KZ18,1根角柱，350*400，焊点56个1.4B18：l=3.85+1.65-0.04+0.25+(3.9-0.45)/6+35*0.018/2=6.6*4=26.4m2B18:l=3.85+1.65-0.04+0.25+(3.9-0.45)/6+35*0.018/2=6.6*2=13.2m2B16:l=25.80+1.65-0.04+0.25+12*0.016-0.025=27.827*2=55.654m4B16:l=25.8-3.85-0.025-(3.9-0.45)/6-35*0.018/2+12*0.0016=21.227m*4=84.908m2B16:l=25.8-3.85-0.025-(3.9-0.45)/6-35*0.018/2+12*0.016=21.227m*2=42.454m2.箍筋A8：单支长=（0.4+0.5）*2+0.0544+[(0.5-0.025*2)*2/3+0.025*2+0.4]*2+0.0544+（0.5-0.025*2+2*11.9*0.008）=3.695m支数=（25.8+0.75-0.025）/0.2+7+3+3.2/（3*0.2）+（3.2*2/6+0.7）/0.2*6+（2.45/6）/0.2=203支计：B18=79.2㎏，B16=289.165㎏，A8=207.278㎏装饰柱，焊点36个1.A轴上：A8@400：支数=（23.35-7.75-2*0.05）/0.4+1=41支单支长=（0.35+0.12-2*0.025）*2+（0.125-2*0.025）+2*6.25*0.008=1.019m总长=41*1.019*2=83.558m4A6:l=23.35-7.75-0.32+(0.3-2*0.025+15*0.006)*2=18.68m*4=74.74mC轴上侧的：A8@400：支数=（23.35-7.75-2*0.05）/0.4+1=41支单支长=（0.35+0.12-2*0.025）*2+（0.125-2*0.025）+2*6.25*0.008=1.019m总长=41*1.019*2=83.558m4A6:l=23.35-7.75-0.32+(0.3-2*0.025+15*0.006)*2=18.68m*4=74.74m2.3B14：l=(23.35-7.75)-0.3*2+(0.3-2*0.025+15*0.014)*2=18.92*3=56.76m3B14:l=23.35-7.75-2*0.025+12*0.014=18.718*3=56.154mA8@200:单支长=（0.35+0.35）*2+0.0544=1.4544m支数=（23.35-7.75-2*0.05）/0.2+1=79支总长=114.898m计：B14=136.626㎏，A8=111.396㎏，A6=33.167㎏第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量柱钢筋总汇：A10以内：10771.584㎏B10～B20以内的：9721.221㎏B20以外的：14333.081㎏焊点：2328个A.4.4构造柱钢筋工程量序号项目编码计算式（构造柱钢筋工程量）330104160010041.①②⑧⑭⑮轴出：4B16：l=[(3.2+30*0.014*2+0.5)*5+(32.5+30*0.014*2+0.5)]*4+(3.25+30*0.014*2+05)*6+[(0.5*5+0.5)*4+0.5*6]=606.8mA6@200：支数={[(3.2-2*0.05)/0.2+1]*5+(3.25-2*0.05)/0.2+2+1}*4+[(3.25-2*0.05）/0.2+1]*6+2+2*5*5=570支单支长=（0.24+0.24）*2-0.0092=0.951m2.④⑩轴处：4B14：l=(3.2+30*0.014*2+0.5)*5*4*2+0.5*4*2=185.6mA6@200：支数=[(3.2-2*0.05)/0.2+1]*5+2+2*4*2=190支单支长=（0.24+0.24）*2-0.0092=0.951m3.走廊栏杆处的：4B14：l=（1.0+30*0.014+0.5-0.025+12*0.014）*12*5*4=495.12mA6@200：支数=[(1-2*0.05)/0.2+1]*5*2=32*12=384支单支长=（0.24+0.24）*2-0.0092=0.951m总长=384*0.951=365.184m4B14：l=(3.45+30*0.014*2+0.5*2)*6*4+12=126.96mA6@200：支数=[(3.45-2*0.05)/0.2+1+2]*6=120支单支长=（0.24+0.24）*2-0.0092=0.951m总长=120*0.951=114.2m4.屋顶层：4B14：l=（0.84+30*0.014+0.5-0.025+12*0.014）*4*25=190.3mA6@200：支数=[(0.84-2*0.05)/0.2+1+2]*25=175支单支长=（0.24+0.24）*2-0.0092=0.951m总长=175*0.951=166.425m4B14：l=(3.1+30*0.014+0.5-0.025+12*0.014)*4*6=99.912mA6@200：支数=[3.1-2*0.05)/0.2+1+2]*6=108支单支长=（0.24+0.24）*2-0.0092=0.951m总长=102.708m5.C1窗下：4B14：l=（0.87+30*0.014+0.5-0.025+12*0.014）*4*52=402.064mA6@200：支数=[(0.87-2*0.05)/0.2+1+2]*52=364m单支长=（0.24+0.24）*2-0.0092=0.951m总长=346.164m6.所有构造柱梁基础出的吊筋，2B16：L=[(0.24+2*0.05)+(0.7-0.025*2)*2√2+2*20*0.016]*4*2+[0.24+2*0.05+(0.65-2*0.025)*2√2+2*20*0.016]*2=41.021mL=[0.24+0.05*2+（0.5-0.025*2）*2*√2+2*20*0.016]*2*12+[0.24+0.05*2+(0.45-2*0.025)*2√2+2*20*0.016]*2*5*12=307.392mL=[(0.24+2*0.05)+(0.7-0.025*2)*2√2+2*20*0.016]*2*2=17.834mL=[(0.24+2*0.05)+(0.45-2*0.025)*2√2+2*20*0.016]*2*24=101.328mL=[0.24+2*0.05+(0.5-0.025*2)*2√2+2*20*0.016]*2*4=18.024m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量L=[0.24+2*0.05+(0.4-2*0.025)*2√2+2*20+0.016]*2*52=204.875m构造柱钢筋总汇：B16=1090.949㎏，B14=2548.933㎏，A6=403.455㎏A.4.5框架基础梁钢筋工程量序号项目名称计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量34010416001005保护层厚度为25mm,腰部钢筋采用一级钢筋封闭双支箍筋调整值=-8bhc+8d+2*11.9d：A6=-0.0092m,A8=0.0544m,A10=0.118m纵向受力筋8米一个搭接1KLI1（1A）,250*700～250*4501.上部通长筋2B20：L=(6.58+1.68+2.42-0.38+0.2)+(0.4-0.25+15*0.02)+(0.5-0.025+15*0.02)+39*0.02*1.4=12.642m*2=25.28m2.支座负筋：第一跨右端2B20：l=[(1.68+6.58-0.38*2)/3+(0.5-0.025+15*0.02)]*2=6.55m第二跨左端2B20：l=[(1.68+6.58-0.38*2)/3+0.5+(2.42-0.32+0.3-0.025+15*0.020）=5.675*2=11.35m3.腰部钢筋N4B12：l=(7.5+31*0.012*2)*4=32.976mL=(2.1+31*0.012+2)*4=11.376m拉筋2排A6@400：支数=[(7.5-0.05*2)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支单支长=0.25-2*0.025+2*11.9*0.006+2*0.006=0.355m总长=62*0.355=22.01m4.底部钢筋：第一跨2B22：l=(1.68+6.58-0.38*2)+(0.5-0.025+15*0.022)+0.4*39*0.022+1.4*39*0.022+15*0.022=10.179m*2=20.358m1B20:l=7.5+0.5-0.025+15*0.02+0.4*39*0.02+1.4*39*0.02+15*0.02=9.979m第二跨3B16：l=2.1+0.5-0.025+15*0.016+39*0.016=3.439m*3=10.317m5.箍筋A8：支数=（1.68+6.58-0.38*2-2*0.05）/0.2+2+1.5*0.7/0.2*2+3*2=55支单支长=（0.25+0.7）*2*0.0544=1.9544m支数=（2.42-0.12-0.2-2*0.5）/0.1+1=21支单支长=（0.25+0.450*2+0.0544=1.4544m6.吊筋2B16：l=(0.25+0.05*2)+(0.7-2*0.025)*2√2+2*20*0.016=2.828m*2=5.656m计：B22=121.334㎏,B20=262.625㎏，B16=50.475㎏A12=78.753㎏,A8=111.363㎏，A6=9.772㎏1KL2（1），250*7001.上部通长筋2B20：L=(8.26-0.48*2)+(0.6-0.025+15*0.02)*2+1.4*39*0.02=10.142m*2=20.2842.支座负筋：第一跨左端2B20：l=(8.26-0.48*2)3+0.6-0.025+15*0.02=3.308m*2=6.616m第二跨右端2B20：l=(8.26-0.48*2)3+0.6-0.025+15*0.02=3.308m*2=6.616m3.腰部钢筋G4A12：L=(7.3+2*15*0.012)*4=30.64m拉筋2排A6@400：单支长=0.25-2*0.025+2*11.9*0.006+2*0.006=0.355m支数=（7.3-0.05*2）/0.4+1=19*2=38支总长=0.355*38=13.49m4.底部钢筋：2B20：l=[7.3+（0.5-0.025+15*0.02）*2+1.4*39*0.02]*2=19.884m1B18:l=7.3+(0.5-0.025+15*0.018)*2+1.4*39*0.018=9.773m序号项目名称计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量340104160010055.箍筋A8@100/200：支数=（7.3-2*0.050/0.2+1+1.5*0.7*2*0.2=48支单支长=（0.25+0.70*2+0.0544=1.9544m总长=93.811m计：B20=395.694㎏，B18=58.637㎏,A12=81.625㎏，A8=111.16㎏，A6=8.984㎏1KL3（2），250*5001.上部通长筋2B20：L=(7.7-0.28-0.4-0.12)+(0.4-0.25+15*0.02)+(0.25-0.025+15*0.02)+1.4*39*0.02=9.192m*2=18.384m2.支座负筋：第一跨右端2B20：l=(5.28-0.28-0.2)/3*2+0.4=3.6m*2=7.2m第二款右端2B20：l=(5.28-0.28-0.2)/3+0.4-0.025+15*0.02=2.275m*2=4.55m3.腰部钢筋G4A14：l=5.28-0.28-0.2+2*15*0.014=5.22m*2=10.44mL=2.42-0.12-0.2+2*15*0.014=2.52m*2=5.04m拉筋2排A6@400：单支长=0.25-2*0.025+2*11.9*0.006+2*0.06=0.355m支数=[（5.28-0.28-0.2-0.1）/0.4+1+(2.42-0.12-0.2-0.1)/0.1+1]*2=48支总长=0.355*48=17.04m4.底部钢筋：第一跨3B16：l=92.1+0.25-0.025+15*0.016+39*0.016)*3=9.567m第二跨3B22：l=4.8+0.4-0.025+15*0.022+39*0.022=6.363m*3=19.089m5.箍筋A8：支数=（4.8-2*0.05）/0.2+1+1.5*0.5*2/0.2=32支单支长=（0.2+0.50）*2+0.0544=1.5544m支数=（2.1-2*0.050/0.1+1=21支总长=（32+21）*1.5544=82.383m计：B22=227.541㎏,B20=297.724㎏，B16=60.463㎏A14=74.923㎏，A8=130.165㎏，A6=15.132㎏1KL4（1），250*7001.上部通长筋2B25：l=(8.26-0.38*2)+(0.5-0.025+15*0.025)*2+1.4*39*0.025=10.565m*2=21.13m2.支座负筋:第一跨左端1B22：l=7.5/3+0.5-0.025+15*0.022=3.305m第一跨右端1B22：l=7.5/3+0.5-0.025+15*0.022=3.305m3.腰部钢筋N4A12：l=(7.5+31*0.012*2)*4=32.976m拉筋2排A6@400：单支长=0.25-2*0.025+2*11.9*0.006+2*0.06=0.355m支数=[（7.5-0.05*2）/0.4+1]*2=40支总长=40*0.355=14.2m4.底部钢筋：2B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.622m1B20:l=7.5+(0.5-0.025+15*0.02)*2+1.4*39*0.02=10.142m5.箍筋A8：支数=(7.5-2*0.05)/0.2+1+1.5*0.7*2/0.2+3*2=55支单支长=（0.25+0.70）*2+0.0544=1.9544m总长=55*1.9544=107.492m6.吊筋2B16：l=(0.25+0.05*2)+(0.7-2*0.025)*2√2+2*20*0.016=2.828m*2=5.656m计：B25=81.351㎏,B22=81.151㎏，B20=25.051㎏，B16=8.936㎏A12=29.283㎏，A8=42.459㎏，A6=3.152㎏序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量340104160010051KL5（2），250*700～250*4501.上部通长筋2B25：l=（6.58+1.68+2.42-0.35-0.4）+（0.5-0.025+15*0.02）*2+1.4*39*0.02=12.542m*2=25.084m2.支座负筋:第一跨左端2B20：l=[(6.58+1.68-0.38*2)/3+0.5-0.025+15*0.02]*4=6.55m第二跨左端2B20：l=[(6.58+1.68-0.38*2)/3+0.5+2.1]*2=10.2m3.腰部钢筋：N4A12：l=(7.5+31*0.012*2)*4=32.976mG4A12:l=(2.1+2*15*0.012)*4=9.84n拉筋2排A6@400：单支长=0.25-2*0.025+2*11.9*0.006+2*0.06=0.355m支数=[(7.5-0.05*2)/0.4+1+(2.1-0.05*2)/0.2+1]*2=62支总长=22.01m4.底部钢筋：3B20：l=[(0.5-0.025+15*0.02)+7.5+39*0.02+1.4*39*0.02]*3=30.441m3B16:l=[(0.4-0.025+15*0.016)+2.1+39*0.016]*3=10.017m5.箍筋A8：单支长=（0.25+0.70）*2+0.0544=1.9544m支数=（7.5-0.05*2）/0.2+1+1.5*0.7*2/0.2+3*2=55支单支长=（0.25+0.450*2+0.0544=1.4544m支数=（2.1-0.05*2）/0.1+1=21支，总长=138.034m6.吊筋2B16：l=(0.25+0.05*2)+(0.7-2*0.025)*2√2+2*20*0.016=2.828m*2=5.656m计：B20=178.519㎏，B16=24.763㎏A12=38.021㎏，A8=54.533㎏，A6=4.886㎏1KL6（10），250*4001.上部通长筋2B16：l=（46.5-0.4*2）+2*（0.4-0.025+15*0.016）+6*1.4*39*0.016=52.172m*2=104.343m2.支座负筋：第一跨右端1B16：l=(5-0.4)/3+0.4-0.025+15*0.016=2.148m1B16(8个)：l=(5-0.4)*2/3+0.4=3.467m*8=27.736m3.底部钢筋：第一跨3B16：l=(2.88-0.48+0.4-0.025+15*0.022+39*0.022)*3=11.889m第二～九跨3B16：l=5-0.4+39*2*0.022=6.316m*3*8=151.584m第十跨3B16：l=(3.88-0.48+0.4-0.025+15*0.022+39*0.022)*3=14.889m4.箍筋A8@100/200：支数=（2.88-0.48-0.05*2）/0.2+1+1.5*0.4*2/0.2+[(5-0.4-0.05*2)/0.2+1+1.5*0.4*2/0.2]*8+(3.88-0.48-0.05*2)/0.2+1+1.5*0.4*2/0.2=280支单支长=（0.25+0.4）*2+0.0544=1.3544m，总长=379.232m计：B16=493.891㎏，A8=149.797㎏1KL7（10），250*2501.上部通长筋2B16：l=（46.5-0.4*2）+2*（0.4-0.025+15*0.016）+6*1.4*39*0.016=52.172m*2=104.343m2.支座负筋1B16：l=(5-0.4)*2/3+0.4=3.467m*6=20.802m3.底部钢筋：第一跨3B16：l=(2.88-0.48+0.4-0.025+15*0.022+39*0.022)*3=11.889m第二～九跨3B16：l=5-0.4+39*2*0.022=6.316m*3*8=151.584m第十跨3B16：l=(3.88-0.48+0.4-0.025+15*0.022+39*0.022)*3=14.889m序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量340104160010054.腰部钢筋G4A12：l=(2.4+15*0.012*2)*4=11.04mL=(4.6+15*0.012*2)*4*8=158.72mL=(3.4+15*0.012*2)*4=15.04m拉筋2排A6@400与A6@200：单支长=0.25-2*0.025+2*11.9*0.006+2*0.06=0.355m支数={[(4.6-2*0.05)/0.4+1]*8+(3.4-2*0.05)/0.4+1+(2.4-2*0.05)/0.4+1}*2=234支总长=83.07m5.箍筋A8：单支长=（0.25+0.55）*2+0.0544=1.6544m支数=（2.4-2*0.050/0.1+1+[(4.6-2*0.05)/0.2+1+1.5*0.55*2/0.2]*8+(3.4-2*0.05)/0.2+1+1.5*0.055*2/0.2=306支总长=506.246m计：B16=479.54㎏，A12=164.102㎏，A8=199.967㎏，A6=18.442㎏1KL8（1），300*5001.上部通长筋2B16：l=2.9+(1.2-0.025+15*0.016)*2=5.73m*2=11.46m2.腰部钢筋G2A14：l=(2.9+2*15*0.014)*2=96.64m拉筋2排A6@400：单支长=0.3-0.025+2*11.9*0.006+2*0.000.4298m支数=[(2.9-2*0.05)/0.4+1]*2=16支总长=6.877m3.底部钢筋4B16：l=[2.9+(1.2-0.025+15*0.016)*2]*4=22.92m4.箍筋A8：单支长=（0.3+0.5）*2+0.0544=1.6544m支数=（2.9-2*0.05）/0.2+1+1.5*0.5*2/0.2=23支总长=38.051m计：B16=54.32㎏，A12=5.896㎏，A8=15.03㎏，A6=1.527㎏1KL9（1），250*4501.上部通长筋2B20：l=[3.96-0.23*2+(0.25-0.025+15*0.02)*2]*2=9.5m2.底部钢筋2B20：l=[3.96-0.23*2+(0.25-0.025+15*0.02)*2]*2=9.5m3.箍筋A8：单支长=（0.25+0.45）/2+0.0544=1.4544m支数=（3.96-0.23*2-2*0.05）/0.2+1+1.5*0.45*2/0.2=25支总长=36.36m计：B20=93.86㎏，A8=28.724㎏1KL10（1），250*4001.上部通长筋2B16：l=[3.96-0.23*2+(0.35-0.25+15*0.016)*2]*2=9.26m2.支座负筋：第一跨左端(同第二跨右端)1B16：l=3.5/3+(0.35-0.025+15*0.016)*2=2.297m*2=4.594m3.底部钢筋3B16：l=[3.5+(0.35-0.025+15*0.016)*2]*3=13.89m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.5-2*0.05）/0.2+1+1.5*0.4*2/0.2=24支，总长=32.506m计：B16=87.677㎏，A8=25.679㎏1L1(1),1l(2),250*3001.上部通长筋2B16：l=3.38-0.25+(0.25-0.025+15*0.016)*2=4.06m*2=8.12mL=2.28-0.255+(0.25-0.025+15*0.016)*2=2.955m*2=5.9m2.底筋3B16：l=4.06*3=12.18m，L=2.955*3=8.865m3.箍筋A8：单支长=（0.25+0.3）*2+0.0544=1.1544m支数=（3.38-0.25-2*0.05)/0.2+1+1.5*0.3*2/0.2+(2.28-0.255-2*0.05)/0.2+1+1.5*0.3*2/0.2=36支计：B16=55.419㎏，A8=16.416㎏序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量34010416001005JQL钢筋：1.上部通长筋3B14：l=(2.42-0.24-0.12)+0.5-0.025+15*0.014+0.24-0.025+15*0.014=3.17mL=3.38-0.23-0.12+0.35-0.025+15*0.014+0.24-0.025+15*0.014=3.99m2.底部钢筋3B14：l=(2.42-0.24-0.12)+0.5-0.025+15*0.014+0.24-0.025+15*0.014=3.17mL=3.38-0.23-0.12+0.35-0.025+15*0.014+0.24-0.025+15*0.014=3.99m3.箍筋A6@200：单支长=（0.24+0.3）*2-0.0092=1.0708m支数=（2.42-0.24-0.12-2*0.05）/0.2+1+（3.38-0.23-0.12-2*0.05）/0.2+1=27支总长=28.912m计：B14=17.327㎏，A6=6.418㎏A.4.6框架梁钢筋工程量序号项目编码计算式钢筋简图35010416001006二层梁钢筋工程量计算：2KL1（1），250*4001.上部通长筋2B18：l=[3.9-0.23*2+(0.35-0.025+15*0.018)*2]*2=9.38m2.支座负筋：第一跨左端（同第一跨右端）1B18：L=(3.96-0.23*2)/3+(0.35-0.025+15*0.018)=1.762m*2=3.524m3.底部钢筋3B18：l=4.96*3=14.07m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.96-0.23*2-0.05*2）/0.2+1+1.5*0.4*2/0.2=25支总长=33.86m计：B18=107.896㎏，A8=26.749㎏2KL2（2），250*700～250*4501.上部通长筋2B22：l=[(6.58+1.68+2.42-0.58)+0.5-0.025+15*0.022+(0.3-0.025+15*0.022)+1.4*39*0.022]*2=25.422m2.支座负筋：第一跨左端，第一排2B25：l=(6.58+1.68-0.38*2)/3+0.5-0.025+15*0.022=3.305m*2=6.61m第二排2B25：l=(2.42-0.32)*2/4+0.5=1.55m*2=3.1m第二跨左端，第一排2B25：l=（7.5/3+0.5+2.1+0.3-0.025+15*0.025）*2=11.5m第二排2B25：l=7.5*2/4+0.5=4.25m*2=8.5m第二跨右端1B16：l=2.1/3+0.3-0.025+15*0.016=1.215m3.底部钢筋：第一跨2B25：l=[7.5+(0.5-0.025+15*0.025)+(0.5-0.025+15*0.025)+1.4*39*0.025]*2=21.13m2B22:l=[7.5+(0.5-0.025+15*0.022)+0.5-0.025+15*0.022+1.4*39**0.022]*2=20.622m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006第二跨2B20：l=(2.1+0.3-0.025+15*0.02+39*0.02)*2=6.91m1B18:l=2.1+0.3-0.025+15*0.018+39*0.018=3.347m4.腰部钢筋G4A12：l=(7.5+15*0.012*2)*4=31.44mL=(2.1+15*0.012*2)*4=9.86m拉筋2排A6@400与A6@200：单支长=0.25-0.025*2+2*11.9*0.006+2*0.006=0.355m支数=[（7.5-2*0.05）/0.4+1+（2.1-2*0.050/0.2+1]=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.7）*2+0.0544=1.9544m支数=（7.5-2*0.05）/0.2+1+1.5*0.7*2/0.2+3*2=55支单支长=（0.25+0.45）*2+0.0544=1.4544m支数=（2.10-2*0.05）/0.1+1=21支总长=126.308m计：B25=195.734㎏，B22=137.212㎏，B20=17.068㎏，B18=6.694㎏B16=1.92㎏，A12=36.657㎏，A8=54.524㎏，A6=4.886㎏，2KL3（1A）,250*700～250*4501.上部通长筋2B20：l=10.1+(0.5-0.025+15*0.02)+(0.25-0.025+12*0.02)+1.4*39*0.02=12.382m*2=24.764m2.支座负筋：第一跨左端，第一排2B25：l=7.5/3+0.5-0.025+15*0.025=3.35m*2=6.7m第二排3B25:l=7.5/4+0.5-0.025+15*0.025=2.725m*3=8.175mL=2.375>4*0.25=1,(第一排纵筋需端部弯下)第二跨左端，第一排2B25：l=7.5/3+0.5+[2.1+0.3-0.025+0.414*(0.45-0.25*2)第二排3B25：l=7.5/4+0.5+0.75*(2.42+0.1-0.12-0.025)=4.038m*3=12.114m3.底部钢筋：第一跨，第一排2B22：l=7.5+(0.5-0.025+15*0.022)+(0.5-0.025+15*0.022)+1.4*39*0.022=10.311m*2=20.622m第二排2B20：l=7.5+(0.5-0.025+15*0.02)*2+1.4*39*0.02=10.142m*2=20.284m2B22:l=7.5+(0.5-0.025+15*0.022)+(0.5-0.025+15*0.022)+1.4*39*0.022=10.311m*2=20.622m第二跨3B20：l=2.1+0.3-0.025+12*0.02=2.615m*3=7.845m4.腰部钢筋G4A12:l=(7.5+15*0.012*2)*4=31.44mL=(2.1+15*0.012*2)*4=9.84m拉筋2排A6@400:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.4+1]*2=32支总长=18.46m5.箍筋A8：单支长=（0.25+0.7）*2+0.0544=1.9544m支数=（7.5-2*0.05）/0.1+1+3*2=81支单支长=（0.25+0.45）/2+0.0544=1.4544m支数=（2.1-2*0.05）/0.1+1=21支总长=188.849m计：B25=146.57㎏，B22=122.907㎏，B20=130.675㎏A12=36.675㎏，A8=74.595㎏，A6=4.098㎏2KL4（1A）,250*650～250/550/450第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图350104160010061.上部通长筋2B20：l=10.1+0.5-0.025+15*0.02+(0.25+0.025+12*0.02)+1.4*39*0.02=12.432m*2=24.864m2.支座负筋：第一跨左端，第一排2B25：l=7.5/3+0.5-0.025+15*0.025=3.35m*2=6.7m第二排3B25：l=7.5/4+0.5-0.025+15*0.025=2.725m*3=8.175m悬挑端，第一排2B25：l=7.5/3+0.5+2.1+0.25-0.025+0.414*(0.45-0.025*2)=5.4906m*2=10.981m第二排3B25：l=7.5/4+0.5+0.75*(2.1+0.25-0.025)=4.003m*3=12.009m3.底部钢筋：第一跨，2B25：l=[7.5+(0.5+0.025+15*0.025)*2+1.4*39*0.025]*2=25.1162B22:l=[7.5+(0.5+0.025+15*0.022)*2+1.4*39*0.022]*2=21.886m悬挑端3B16：l=2.1+0.25-0.025+12*0.016=2.517m*3=7.551m4.腰部钢筋G2A14：l=(7.5+15*0.014*2)*2=15.84mL=（2.1+15*0.015*2）*2=5.04m拉筋2排A6@400:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.650)*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2=48支单支长=（0.25+0.50*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1=21支总长=121.654m计：B25=242.478㎏，B22=65.22㎏，B20=61.414㎏，B16=11.931㎏B16=11.931㎏，A14=25.265㎏，A8=48.053㎏A6=4.886㎏2KL5（1A）,250*700～250*550/450（2根）1.上部通长筋2B25：l=10.1+0.5-0.025+15*0.025+0.25-0.025+12*0.025+1.4*39*0.025=12.84m*2=25.68m2.支座负筋：第一跨左端，第一排2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=6.7m第二排4B25：l=(7.5/4+0.5-0.025+15*0.025)*4=10。9m悬挑端，第一排2B25：l=7.5/3+0.5+2.1+0.25-0.025+0.414*(0.45+0.025*2)=5.4906m*2=10981m第二排4B25：l=(7.5/4+0.5+0.7*(2.1+0.25-0.025))*4=16.012m3.底部钢筋：第一跨，第一排2B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.622m第二排2B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.622m2B25:l=[7.5+(0.5-0.025+15*0.025)*2+1.4+39*0.025]*2=21.13m悬挑端，3B16：l=2.1+0.25-0.025+12*0.016=2.517m*3=7.551m4.腰部钢筋G4A12：l=(7.5+15*2*0.012)*4=31.44mL=(2.1+15*2*0.012)*4=9.84m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006支数=[（7.5-2*0.05）/0.4+1+(2.1-2*0.050/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.7）*2+0.0544=1.9544m支数=（7.50-2*0.05）/0.2+1+1.5*0.7*2/0.2=49支单支长=（0.25+0.50*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1=21支总长=128.408m计：B25=703.805㎏，B22=245.814㎏，B16=23.861㎏,A12=73.313㎏，A8=101.442㎏，A6=4.886㎏2KL6（2），250*500～250*400（4根）1.上部通长筋2B20：l=5.28+2.42-0.28-0.12+(0.4-0.025+15*0.02)+(0.25-0.025+15*0.02)+1.4*39*0.02=9.542m*2=19.084m2.支座负筋：第一跨左端，第一排2B20：l=[(2.42-0.32)/3+0.25-0.025+15*0.02]*2=2.45m第二排2B20：l=(2.1/4+0.25-0.025+15*0.02)*2=2.1m第二跨左端，第一排2B20：l=[(5.28-0.48)/3*2+0.4]*2=7.2m第二排2B20：l=[(5.28-0.48)/4*2+0.4]*2=5.6m第二跨右端，第一排2B25：l=[(5.28-0.48)/3+0.4-0.025+15*0.025]*2=4.7m第二排2B25：l=[(5.28-0.48)/4+0.4-0.025+15*0.025]*2=3.9m3.底部钢筋：第一跨3B20：l=2.1+0.25+0.025+15*0.02+0.4-0.025+15*0.02=3.3m*3=9.9m第二跨2B25：l=[4.8+(0.4-0.025+15*0.025)*2]*2=12.6m2B22:l=[4.8+（0.4-0.025+15*0.022）*2]*2=12.42m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.1-2*0.05）/0.1+1=21支单支长=（0.25+0.5）*2+0.0544=1.5544m支数=（4.8-2*0.05）/0.15+2+1.5*0.5*2/0.2=40支总长=90.684m计：B25=326.48㎏，B20=457.78㎏，B22=148.046㎏，A8=143.177㎏2KL7（1），250*650（2根）1.上部通长筋2B25：l=8.26-0.48*2+(0.6-0.025+15*0.025)*2+1.4*39*0.025=10.565m*2=21.13m2.支座负筋：第一跨左端，第一排2B25：l=(7.3/3+0.6-0.025+15*0.025)*2=6.767m第二排3B25：l=(7.3/4+0.6-0.025+15*0.025)*3=8.235m第一跨右端，第一排2B25：l=(7.3/3+0.6-0.025+15*0.025)*2=6.767m第二排3B25：l=(7.3/4+0.6-0.025+15*0.025)*3=8.235m3.底部钢筋：2B25：l=7.3+(0.6-0.025+15*0.025)*2+1.4*39*0.025=10.565m*2=21.13m2B22：l=7.3+(0.6-0.025+15*0.022)*2+1.4*39*0.022=10.311m*2=20.622m4.腰部钢筋G4A14：l=(7.3+2*15*0.014)*2=15.44m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=（7.3-2*0.05）/0.4+1=19*2=38支总长=13.49m5.箍筋A8：单支长=（0.25+0.65）*2+0.0544=1.8544m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006支数=（7.3-2*0.05）/0.2+1+（1.5*0.65*2）/0.2=47支总长=87.157m计：B25=557.126㎏，B22=122.907㎏，A14=37.365㎏，A8=68.854㎏A6=5.99㎏2KL8（1A）,250*650～250*550/4501.上部通长筋2B22：l=10.68-0.48-0.2+(0.6-0.025+15*0.022)+0.2-0.025+15*0.022+1.4*39*0.022=12.611m*2=25.222m2.支座负筋：第一跨左端，第一排2B25：l=(7.3/3+0.6-0.025+15*0.025)*2=6.767m第二排2B25：l=(7.3/4+0.6-0.025+15*0.025)/2=5.55m悬挑端，第一排2B25：l=7.3/3+0.6+2.1+0.2-0.025+0.414*（0.45-0.025*2）=5.474m*2=10.948m第二排3B25：l=7.3/4+0.6+0.75*(2.1+0.2-0.025)=4.018*3=12.053m3.底部钢筋：第一跨4B22：l=7.3+(0.6-0.025+15*0.022)*2+1.4*39*0.022=10.311m*4=41.244m第二跨3B16：l=(2.1+0.2-0.025+12*0.016)*3=7.401m4.腰部钢筋G2A14：l=(7.3+2*15*0.014)*2=15.44mL=(2.1+2*15*0.014)*2=5.04m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.3-0.05*2)/0.4+1+(2.1-2*0.05)/0.2+1]*2=60支总长=21.3m5.箍筋A8：单支长=(0.25+0.65)*2+0.0544=1.8544m支数=（7.3-0.05*2）/0.2+1+1.5*0.65*2/0.2=47支单支长=（0.25+0.5）*2+0.0544=1.5544m支数=（2.1-0.05*2）/0.1+1=21总长=119.799m计：B25=135.624㎏，B22=198.069㎏，B16=11.69㎏A14=24.78㎏，A8=47.313㎏,A6=4.729㎏2KL9（1），250*7001.上部通长筋2B25：l=8.26-0.48*2+(0.6-0.025+15*0.025)*2+1.4*39*0.025=9.915m*2=19.83m2.底部钢筋：第一排2B25：l=7.3+(0.6+0.025+15*0.025)*2+1.4*39*0.025=10.633m*2=21.326m2B22：l=[7.3+(0.6-0.025+15*0.022)*2+1.4*39*0.022]*2=20.622m第二排2B25：l=7.3+(0.6+0.025+15*0.025)*2+1.4*39*0.025=10.633m*2=21.326m3.支座负筋：左端，第一排2B25：l=(7.3/3+0.6-0.025+15*0.025)*2=6.767m第二排2B25：l=(7.3/4+0.6-0.025+15*0.025)*4=11.1m右端，第一排2B25：l=(7.3/3+0.6-0.025+15*0.025)*2=6.767m第二排2B25：l=(7.3/4+0.6-0.025+15*0.025)*4=11.1m4.腰部钢筋G4A12：l=(7.3+2*15*0.012)*4=30.64m拉筋2排A6@400:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006支数=[(7.3-2*0.05)/0.4+1]*2=38支总长=13.49m5.箍筋A8：单支长=（0.25+0.0）*2+0.0544=1.9544m支数=（7.3-2*0.05）/0.2+1+1.5*0.7*2/0.2=48支总长=93.811m计：B25=378.13㎏，B22=61.454㎏，A12=27.208㎏，A8=37.055㎏，A6=2.995㎏2KL10（1A）,250*700～250*550/4501.上部通长筋2B22：l=1068-0.2-0.38+0.2-0.025+15*0.022+0.5-0.025+15*0.022+1.4*39*0.022=12.611m*2=25.222m2.支座负筋：第一跨左端，第一排2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=7.7m第二排4B25：l=(7.5/4+0.5-0.025+15*0.025)*4=10.9m悬挑端，第一排2B25：l=(7.3/3+0.5-2.1+0.2-0.025+0.0414*(0.45-0.025*2))*2=10.881m第二排4B25：l=[7.5/4+0.5+0.75*(2.1+0.2-0.025)]*4=15.87m3.底部钢筋：第一跨，第一排2B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.802m第二排4B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*4=41.604m悬挑端，3B16：l=2.1+0.2-0.025+12*0.016=2.467m*3=7.401m4.腰部钢筋G4A12：l=(7.5+2*15.0.012)*4=31.44mL=(2.1+2*15*0.012)*4=9.84m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.7）+0.0544==1.9544m支数=（7.5-2*0.05）/0.15+1+1.5*0.7*2/0.2+3*2=67支单支长=（0.25+0.5）*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1=21支总长=163.587m计：B25=174.601㎏，B22=261.131㎏，B16=11.694㎏，A12=36.675㎏，A8=64.617㎏，A6=4.886㎏2KL11（2），250*700～250*4501.上部通长筋2B22：l=1068-0.4-0.38+(0.5-0.025+15*0.022)+(0.4-0.025+15*0.022)+1.4*39*0.022=12.386m*2=24.772m2.支座负筋：第一跨左端，1B16：l=(8.26-0.38*2)/3+0.5-0.025+15*0.022=3.305m第二跨左端，第一排2B25：l=[(8.26-0.38*2)/3+0.5+2.1+0.4-0.025+15*0.025]*2=11.7m第二排3B25：l=(7.5/4)*2+0.5=4.25m*2=12.75m第二跨右端2B22：l=(2.1/3+0.4-0.025+15*0.022)*2=2.81m3.底部钢筋：第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006第一跨4B25：l=7.5+(0.5-0.025+15*0.025)+39+0.025+1.4*39*0.025=10.39m*4=42.76m第二跨2B20：l=(2.1+0.4-0.025+15*0.02+39*0.02)*2=7.11m1B18:l=2.1+0.4-0.025+15*0.018+39*0.018=3.447m4.腰部钢筋G4A12：l=(7.5+2*15.0.012)*4=31.44mL=(2.1+2*15*0.012)*4=9.84m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.7）+0.0544==1.9544m支数=（7.5-2*0.05）/0.2+1+1.5*0.7*2/0.2+3*2=55支单支长=（0.25+0.45）*2+0.0544=1.4544m支数=（2.1-2*0.05）/0.1+1=21支总长=138.034m计：B25=258.759㎏，B22=82.191㎏，B20=17.562㎏，B18=6.894㎏B16=5.222㎏，A12=26.675㎏，A,6=4.886㎏，A8=54.524㎏2KL12（10），250*4001.上部通长筋2B20：l=46.5-0.4*2+(0.4-0.025+15*0.02*2)+6*39*0.02*1.4=53.602m*2=107.204m2.支座负筋：第一跨左端1B16：l=(2.88-0.48)/3+(0.4-0.025+15*0.016)=1.415m第二跨左端1B18：l=(5-0.4)/3*2+0.4=3.467m第三，五，七，九跨左端2B20：l=l=(5-0.4)/3*2+0.4=3.467m*4*2=27.733m第四，六，八跨左端1B22：l=3.467m*3=10401m第十跨左端2B18：l=(5-0.4)/3*2+0.4=3.467m3.底部钢筋：第一跨3B16：l=[(2.88-0.48)+(0.4-0.025+15*0.016)+39*0.016]*3=10.917m第二～九跨3B18：l=[(5.0-0.4)+39*0.018*2]*3*8=144.096m第十跨3B16：l=[(3.38-0.48)+0.4-0.025+15*0.016+39*0.016]*3=12.417m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.88-0.48-2*0.05）/0.2+1+1.5*0.4*2/0.2+[(5.0-0.4-0.1)/0.2+1+1.5*0.4*2/0.2]*8+(3.38-0.48+2*0.05)/0.2+1+1.5*0.4*2/0.2=280支总长=379.232m计：B22=30.995㎏，B20=333.294㎏，B18=302.06㎏,B16=39.103㎏A8=149.797㎏2KL13（10），250*4001.上部通长筋2B20：l=104.343m2.支座负筋：第一跨左端1B25：l=(2.88-0.48)/3+0.4-0.025+15*0.025=1.55m第二跨左端2B25：l=[(5.0-0.4)*2/3+0.4]*2=6.934m第三～九跨左端，第一排2B20：l=[(5.0-0.4)*2/3+0.4]*2*7=48.538m第二排2B20：l=[(5.0-0.4)*2/4+0.4]*2*7=37.8m第十跨左端2B20：l=[(4.6/3)*2+0.4]*2=6.934m第十跨右端1B20：l=[(3.38-0.48)/3+0.4-0.025+15*0.02]=1.642m3.底部钢筋：第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量35010416001006第一跨3B16：l=[(2.88-0.48)+(0.4-0.025+15*0.016)+39*0.016]*3=10.917m第十跨3B16：l=[(3.38-0.48)+0.4-0.025+15*0.016+39*0.016]*3=12.417m第二，三，六跨2B25：l=（5.0-0.4+39*0.025*2）*3*2=39.3m1B18:l=(4.6+39*0.018*2)*3=18.012m第四，五跨4B22:l=(4.6+39*0.22*2)*4*2=50.528m第七跨2B20：l=(4.6+39*0.02+2)*2=12.32m1B18:l=4.6+39*0.018*2=6.004m第八跨4B25：l=(4.6+39*0.025*2)*4=26.2m第九跨3B20：l=(4.6+39*0.02*2)*3=18.48m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.88-0.48-2*0.05）/0.2+1+1.5*0.4*2/0.2+[(5.0-0.4-0.1)/0.2+1+1.5*0.4*2/0.2]*8+(3.38-0.48+2*0.05)/0.2+1+1.5*0.4*2/0.2=280支+3*8=304支总长=411.738m计：B25=294.456㎏，B22=150.573㎏，B20=311.403㎏，B18=18.032㎏B16=201.73㎏，A8=162.637㎏2KL14（12），200*4501.上部通长筋2B16：l=46.5-1.2-0.35+(1.2-0.25+15*0.016)+(0.35-0.025+15*0.016)+6*1.4*39*0.016=52.1716m*2=104.343m2.支座负筋：第一跨1B20：l2.91+1.2-0.025+15*0.02=2.442m第二跨，第一排1B20：l=(2.58-0.125)/3+1.2=2.018m第二排2B20：l=(2.445/4+1.2)*2=3.628m第三跨，第一排1B20：l=(4.12-0.245)*2/3+0.35=2.933m第二排2B20：l=[(4.12-0.245)*2/4+0.35]*2=4.575m第四跨，第一排1B20：l=(3.96-0.23*2)*2/3+0.35=2.683m第二排2B20：l=[(3.96-0.23*2)*2/4+0.35]*2=4.2m第五块，第一排1B20：l=(5.42-0.125-0.12)*2/3+0.35=3.8m第二排2B20：l=[(5.42-0.245)*2/4+0.35]*2=5.872m第六跨，第一排1B20：l=(5.62-0.245)*2/3+0.35=3.933m第二排2B20：l=[(5.62-0.245)*2/4+0.35]*2=6.075m第七跨1B20：l=(3.38-0.125-0.23)+0.35+0.025+15*0.02=1.583m总长=43.745m3.底部钢筋2B22：l=3.9+(1.2-0.025+15*0.022)+39*0.022+(5.0+4.12+2.58+0.12)+39*2*0.022+1.4*39*0.022+（3.96-0.23*2+39*0.022*2）*2+10+1.92-0.24+2*39*0.022+1.4*39*0.022+5.62+3.38-0.12-0.23+39*0.022+0.35-0.025+15*0.022+1.4*39*0.022=56.154m*2=112.308m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.9-0.05*2）/0.2+1+1.5*0.45*2/0.2+3*2+（2.58-0.125-0.05）/0.1+1+3+（5+4.12+0.125-0.12-0.05）/0.2+1+1.5*0.45*2/0.2+3+3*2+[（3.93-0.23*2-0.05*2）/0.2+1+1.5*0.45*2/0.2]*2+(1.92-0.12-0.125-0.05)/0.1+1+3+(5+5.42+0.125-0.12-0.05)/0.2+1+1.5*0.45*2/0.2+3+3*2+(5.62+3.38-0.23-0.12-0.1)/0.2+1+1.5*0.45*2/0.2=307支总长=415.801m计：B22=334.678㎏，B20=108.05㎏，B16=164.862㎏，A8=164.241㎏第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量350104160010062L1（1），2L2（1），250*3001.上部通长筋2B16：l=[3.38-0.255+(0.25-0.025+15*0.016)*2]*2=8.11mL=[2.88-0.255+(0.25-0.025+15*0.016)*2]*2=7.11m2.底部钢筋：3B25:l=[3.38-0.0255+(0.25-0.025+15*0.025)*2]*3=12.975m2B22:l=[2.88-0.255+(0.25-0.025+15*0.022)*2]*2=7.47m1B20:l=2.88-0.255+(0.25-0.025+15*0.02)*2=3.675m3.箍筋A8：单支长=（0.25+0.3）*2+0.0544=1.1544m支数=（3.38-0.0255-0.05*2）/0.2+1+（2.88-0.255-0.05*2）/0.2+1=30支计：B25=49.954㎏，B22=22.261㎏，B20=9.077㎏，B16=24.048㎏,A8=13.68㎏2L3（1），250*400,2根1.上部通长筋2B16：l=[3.96-0.13*2+(0.25-0.025+15*0.016)*2]*2=9.26m2.底部钢筋：第一排2B20：l=[3.96-0.13*2+(0.25-0.025+15*0.02)*2]*2=9.5m第二排2B22：l=[3.96-0.13*2+(0.25-0.025+15*0.016)*2]*2=9.26m2B20：l=[3.96-0.13*2+(0.25-0.025+15*0.02)*2]*2=9.5m3.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.96-0.13*2-2*0.05）/0.2+1=19支计：B22=57.335㎏，B20=93.86㎏，B16=29.263㎏，A8=20.33㎏本层挑梁的附加弯筋：2B18（6个）：l=20*0.018+2*0.05+10*2*0.018+2*11.9*0.018+(0.7-2*0.05)*2√2+0.55*2√2=4.643m*2*6=55.71m2B16(9个)：l=(0.25+0.05*2)+(0.7-2*0.025)*2√2+2*20*0.018=2.828m*2*9=50.05m计：B18=111.42㎏，B16=79.063㎏三～六层梁钢筋工程量计算：3～6KL1（1），250*400,2根1.上部通长筋2B18：l=[3.9-0.23*2+(0.35-0.025+15*0.018)*2]*2=9.38m2.支座负筋：左端与右端1B16：l=[(3.96-0.23*2)/3+0.35-0.025+15*0.016]*2=3.464m3.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.96-0.23*2-2*0.05）/0.2+1+1.5*0.4*2/0.2=25支总长=33.86m4.底部钢筋2B18：l=[3.9-0.23*2+(0.35-0.025+15*0.018)*2]*2=9.38m1B16:l=(3.96-0.23*2)+0.35-0.025+15*0.016=4.065m计四层：B18=300.16㎏，B16=95.167㎏，A8=106.998㎏3～6KL2（1A）,250*700～250*550/450（2根）1.上部通长筋2B25：l=10.1+0.5-0.025+15*0.025+0.25-0.025+12*0.025+1.4*39*0.025=12.84m*2=25.68m2.支座负筋：第一跨左端，第一排2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=6.7m第二排4B25：l=(7.5/4+0.5-0.025+15*0.025)*4=10。9m悬挑端，第一排2B25：l=7.5/3+0.5+2.1+0.25-0.025+0.414*(0.45+0.025*2)=5.4906m*2=10981m第二排4B25：l=(7.5/4+0.5+0.7*(2.1+0.25-0.025))*4=16.012m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图350104160010063.底部钢筋：第一跨，第一排2B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.622m第二排2B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.622m2B25:l=[7.5+(0.5-0.025+15*0.025)*2+1.4+39*0.025]*2=21.13m悬挑端，3B16：l=2.1+0.25-0.025+12*0.016=2.517m*3=7.551m4.腰部钢筋G4A12：l=(7.5+15*2*0.012)*4=31.44mL=(2.1+15*2*0.012)*4=9.84m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[（7.5-2*0.05）/0.4+1+(2.1-2*0.050/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.7）*2+0.0544=1.9544m支数=（7.50-2*0.05）/0.2+1+1.5*0.7*2/0.2=49支单支长=（0.25+0.50*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1=21支总长=128.408m计四层：B25=703.805*4=2815.22㎏，B22=245.814*4=983.256㎏，B16=23.861*4=95.444㎏,A12=73.31*4=293.2523㎏，A8=101.442*4=405.768㎏，A6=4.886*4=52.96㎏3～6KL3（2），250*500～250*400（4根）1.上部通长筋2B20：l=5.28+2.42-0.28-0.12+(0.4-0.025+15*0.02)+(0.25-0.025+15*0.02)+1.4*39*0.02=9.542m*2=19.084m2.支座负筋：第一跨左端，第一排2B20：l=[(2.42-0.32)/3+0.25-0.025+15*0.02]*2=2.45m第二排2B20：l=(2.1/4+0.25-0.025+15*0.02)*2=2.1m第二跨左端，第一排2B20：l=[(5.28-0.48)/3*2+0.4]*2=7.2m第二排2B20：l=[(5.28-0.48)/4*2+0.4]*2=5.6m第二跨右端，第一排2B25：l=[(5.28-0.48)/3+0.4-0.025+15*0.025]*2=4.7m第二排2B25：l=[(5.28-0.48)/4+0.4-0.025+15*0.025]*2=3.9m3.底部钢筋：第一跨3B20：l=2.1+0.25+0.025+15*0.02+0.4-0.025+15*0.02=3.3m*3=9.9m第二跨2B25：l=[4.8+(0.4-0.025+15*0.025)*2]*2=12.6m2B22:l=[4.8+（0.4-0.025+15*0.022）*2]*2=12.42m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.1-2*0.05）/0.1+1=21支单支长=（0.25+0.5）*2+0.0544=1.5544m支数=（4.8-2*0.05）/0.15+2+1.5*0.5*2/0.2=40支总长=90.684m计四层：B25=326.48*4=1305.92㎏，B20=457.78*4=1831.12㎏，B22=148.046*4=572.708㎏，A8=143.177*4=592.184㎏3～6KL4（1）,250*7001.上部通长筋2B25：l=[8.26-0.38*2+(0.5-0.025+2*0.025)*2+1.4*39*0.025]*2=19.03m2.支座负筋：左端，第一排2B25：l=[7.5/3+(0.5-0.025+15*0.025)]*2=6.7m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006第二排4B25：l=[7.5/4+(0.5-0.025+15*0.025)]*4=10.9m右端，第一排2B25：l=[7.5/3+(0.5-0.025+15*0.025)]*2=6.7m第二排4B25：l=[7.5/4+(0.5-0.025+15*0.025)]*4=10.9m3.底部钢筋：第一排2B25：l=[7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025]*2=22.162m2B22:l=[7.5+(0.5-0.022+15*0.025)*2+1.4*39*0.022]*2=21.422m第二排2B25：l=[7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025]*2=22.162m4.腰部钢筋G4A12：l=(7.5+2*15*0.012)*4=31.44m拉筋2排A6@400:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[（7.5-2*0.05）/0.4+1]*2=40支总长=14.2m5.箍筋A8：单支长=（0.25+0.7）*2+0.0544=1.9544m支数=（7.5-2*0.05）/0.2+1+1.5*0.7*2/0.2=49支总长=95.756m计四层：B25=1516.623㎏,B22=255.35㎏，A12=111.675㎏，A8=151.31㎏A6=12.6㎏3～6KL5（1A）,250*700～250*550/4501.上部通长筋2B22：l=1068-0.2-0.38+0.2-0.025+15*0.022+0.5-0.025+15*0.022+1.4*39*0.022=12.611m*2=25.222m2.支座负筋：第一跨左端，第一排2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=7.7m第二排4B25：l=(7.5/4+0.5-0.025+15*0.025)*4=10.9m悬挑端，第一排2B25：l=(7.3/3+0.5-2.1+0.2-0.025+0.0414*(0.45-0.025*2))*2=10.881m第二排4B25：l=[7.5/4+0.5+0.75*(2.1+0.2-0.025)]*4=15.87m3.底部钢筋：第一跨，第一排2B20：l=[7.5+(0.5-0.025+15*0.020)*2+1.4*39*0.020]*2=20.284m第二排2B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*4=20.802m2B20：l=[7.5+(0.5-0.025+15*0.020)*2+1.4*39*0.020]*2=20.284m悬挑端，3B16：l=2.1+0.2-0.025+12*0.016=2.467m*3=7.401m4.腰部钢筋G4A12：l=(7.5+2*15.0.012)*4=31.44mL=(2.1+2*15*0.012)*4=9.84m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.7）+0.0544==1.9544m支数=（7.5-2*0.05）/0.15+1+1.5*0.7*2/0.2+3*2=67支单支长=（0.25+0.5）*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1=21支总长=163.587m计四层：B25=698.404㎏，B22=548.606㎏，B20=400.812㎏，B16=46.774㎏A12=146.7㎏，A8=258.468㎏，A6=19.544㎏第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图350104160010063～6KL6（10），250*4001.上部通长筋2B20：l=46.5-0.4*2+(0.4-0.025+15*0.02*2)+6*39*0.02*1.4=53.602m*2=107.204m2.支座负筋：第一跨左端1B16：l=(2.88-0.48)/3+(0.4-0.025+15*0.016)=1.415m第二跨左端1B18：l=(5-0.4)/3*2+0.4=3.467m第三，五，七，九跨左端2B20：l=l=(5-0.4)/3*2+0.4=3.467m*4*2=27.733m第四，六，八跨左端1B22：l=3.467m*3=10401m第十跨左端2B18：l=(5-0.4)/3*2+0.4=3.467m3.底部钢筋：第一跨3B16：l=[(2.88-0.48)+(0.4-0.025+15*0.016)+39*0.016]*3=10.917m第二～九跨3B18：l=[(5.0-0.4)+39*0.018*2]*3*8=144.096m第十跨3B16：l=[(3.38-0.48)+0.4-0.025+15*0.016+39*0.016]*3=12.417m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.88-0.48-2*0.05）/0.2+1+1.5*0.4*2/0.2+[(5.0-0.4-0.1)/0.2+1+1.5*0.4*2/0.2]*8+(3.38-0.48+2*0.05)/0.2+1+1.5*0.4*2/0.2=280支总长=379.232m计四层：B22=30.995*4=123.98㎏，B20=333.294*4=1333.176㎏，B18=302.06*4=1208.24㎏,B16=39.103*4=156.412㎏，A8=149.797*4=599.188㎏3～6KL7（10），250*4001.上部通长筋2B20：l=104.343m2.支座负筋：第一跨左端1B25：l=(2.88-0.48)/3+0.4-0.025+15*0.025=1.55m第二跨左端2B25：l=[(5.0-0.4)*2/3+0.4]*2=6.934m第三～九跨左端，第一排2B20：l=[(5.0-0.4)*2/3+0.4]*2*7=48.538m第二排2B20：l=[(5.0-0.4)*2/4+0.4]*2*7=37.8m第十跨左端2B20：l=[(4.6/3)*2+0.4]*2=6.934m第十跨右端1B20：l=[(3.38-0.48)/3+0.4-0.025+15*0.02]=1.642m3.底部钢筋：第一跨3B16：l=[(2.88-0.48)+(0.4-0.025+15*0.016)+39*0.016]*3=10.917m第十跨3B16：l=[(3.38-0.48)+0.4-0.025+15*0.016+39*0.016]*3=12.417m第二，三，六跨2B25：l=（5.0-0.4+39*0.025*2）*3*2=39.3m1B18:l=(4.6+39*0.018*2)*3=18.012m第四，五跨4B22:l=(4.6+39*0.22*2)*4*2=50.528m第七跨2B20：l=(4.6+39*0.02+2)*2=12.32m1B18:l=4.6+39*0.018*2=6.004m第八跨4B25：l=(4.6+39*0.025*2)*4=26.2m第九跨3B20：l=(4.6+39*0.02*2)*3=18.48m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.88-0.48-2*0.05）/0.2+1+1.5*0.4*2/0.2+[(5.0-0.4-0.1)/0.2+1+1.5*0.4*2/0.2]*8+(3.38-0.48+2*0.05)/0.2+1+1.5*0.4*2/0.2=280支+3*8=304支总长=411.738m计四层：B25=1177.824㎏，B22=602.292㎏，B20=1245.612㎏B18=192.128㎏，B16=806.92㎏，A8=650.548㎏第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图350104160010063～6KL8（12），200*4501.上部通长筋2B16：l=46.5-1.2-0.35+(1.2-0.25+15*0.016)+(0.35-0.025+15*0.016)+6*1.4*39*0.016=52.1716m*2=104.343m2.支座负筋：第一跨1B20：l2.91+1.2-0.025+15*0.02=2.442m第二跨，第一排1B20：l=(2.58-0.125)/3+1.2=2.018m第二排2B20：l=(2.445/4+1.2)*2=3.628m第三跨，第一排1B20：l=(4.12-0.245)*2/3+0.35=2.933m第二排2B20：l=[(4.12-0.245)*2/4+0.35]*2=4.575m第四跨，第一排1B20：l=(3.96-0.23*2)*2/3+0.35=2.683m第二排2B20：l=[(3.96-0.23*2)*2/4+0.35]*2=4.2m第五块，第一排1B20：l=(5.42-0.125-0.12)*2/3+0.35=3.8m第二排2B20：l=[(5.42-0.245)*2/4+0.35]*2=5.872m第六跨，第一排1B20：l=(5.62-0.245)*2/3+0.35=3.933m第二排2B20：l=[(5.62-0.245)*2/4+0.35]*2=6.075m第七跨1B20：l=(3.38-0.125-0.23)+0.35+0.025+15*0.02=1.583m总长=43.745m3.底部钢筋2B22：l=3.9+(1.2-0.025+15*0.022)+39*0.022+(5.0+4.12+2.58+0.12)+39*2*0.022+1.4*39*0.022+（3.96-0.23*2+39*0.022*2）*2+10+1.92-0.24+2*39*0.022+1.4*39*0.022+5.62+3.38-0.12-0.23+39*0.022+0.35-0.025+15*0.022+1.4*39*0.022=56.154m*2=112.308m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.9-0.05*2）/0.2+1+1.5*0.45*2/0.2+3*2+（2.58-0.125-0.05）/0.1+1+3+（5+4.12+0.125-0.12-0.05）/0.2+1+1.5*0.45*2/0.2+3+3*2+[（3.93-0.23*2-0.05*2）/0.2+1+1.5*0.45*2/0.2]*2+(1.92-0.12-0.125-0.05)/0.1+1+3+(5+5.42+0.125-0.12-0.05)/0.2+1+1.5*0.45*2/0.2+3+3*2+(5.62+3.38-0.23-0.12-0.1)/0.2+1+1.5*0.45*2/0.2=307支总长=415.801m计四层：B22=1338.712㎏，B20=432.2㎏，B16=659.448㎏，A8=656.964㎏3～6KL9（2A）,300*650～300*4501.上部通长筋2B20：l=10.68-0.38+1.8-0.35+(0.5-0.025+15*0.02)+(0.35-0.025+0.35-0.025*2)+1.4*39*0.02=14.242m*2=28.484m2.支座负筋：第一跨左端，第一排2B25：l=[(8.26-0.38*2)/3+0.5-0.025+15*0.025]*2=6.7m第二排3B25：l=[7.5/4+0.5-0.025+15*0.025]*3=8.175m第二跨左端，第一排（含悬挑）2B25：l=7.5/3+0.5+2.1+0.4+1.8-0.025+0.414*(0.35-0.025*2)=7.399*2=14.798m第二排3B25:l=(7.5*2/4+0.5)*3=12.75m悬挑端，第二排3B25:l=7.5/4+0.5+0.75*(1.8-0.025)=3.706*3=11.118m3.底部钢筋：第一跨2B25：l=[7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025]*2=21.13m2B22:l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.802m第二跨4B20：l=(2.1+0.4-0.025+15*0.02)*4=10.7m悬挑端416：l=(1.8-0.025+12*0.016+2*11.9*0.016)*4=9.931m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图350104160010064.腰部钢筋G4A12:l=(7.5+2*15*0.012)*4=31.44mL=(2.1+2*15*0.012)*4=9.84mL=(1.8-0.35+2*15*0.012)*4=7.24m拉筋2排A6@400与A6@200：单支长=0.3-0.025+2*11.9*0.006+2*0.006=0.405m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.04)/0.2+1+(1.8-0.35)/0.2+1]*2=78支总长=31.59m4.箍筋A8：单支长=（0.3+0.65）*2+0.0544=1.9544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2+3*2=54支单支长=（0.3+0.45）*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1+（1.8-0.35-0.05*20/0.1+1=36支总长=161.496m计四层：B25=1149.795㎏，B22=247.96㎏，B20=387.138㎏，B16=62.764㎏A12=172.343㎏，A8=255.164㎏，A6=28.052㎏3～6KL10（2），250*700～250*4501.上部通长筋2B20：l=[(6.58-1.68+2.42-0.58)+(0.5-0.025+15*0.02)+(0.3-0.025+15*0.02)+1.4*39*0.02]*2=25.084m2.支座负筋：第一跨左端，第一排2B22：l=(7.5/3+0.5-0.025+15*0.022)*2=6.61m第二排2B22：l=(7.5/4+0.5-0.025+15*0.022)*2=5.36m第二跨左端，第一排2B22：l=(7.5/3+0.5+2.1+0.3-0.025+15*0.022)*2=11.41m第二排2B22：l=(7.5/4*2+0.5)*2=8.5m第二跨右端1B16：l=2.1/3+0.3-0.025+15*0.016=1.215m3.底部钢筋：第一跨4B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*4=41.244m第二跨3B16：l=(2.1+0.3-0.025+15*0.016)*3=7.845m4.腰部钢筋G4A12：l=(7.5+2*15.0.012)*4=31.44mL=(2.1+2*15*0.012)*4=9.84m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.7）+0.0544==1.9544m支数=（7.5-2*0.05）/0.2+1+1.5*0.7*2/0.2+3*2=55支单支长=（0.25+0.45）*2+0.0544=1.4544m支数=（2.1-2*0.05）/0.1+1=21支总长=138.034m计四层:B22=871.638㎏,B20=247.83㎏,B16=57.259㎏A12=146.627㎏,A8=218.094㎏,A6=19.545㎏3～6KL11（1A）,250*700～250*4501.上部通长筋2B20：l=10.1+(0.5-0.025+15*0.02)+(0.25-0.025+12*0.02)+1.4*39*0.02=12.382m*2=24.764m2.支座负筋：第一跨左端，第一排2B25：l=7.5/3+0.5-0.025+15*0.025=3.35m*2=6.7m第二排3B25:l=7.5/4+0.5-0.025+15*0.025=2.725m*3=8.175m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006L=2.375>4*0.25=1,(第一排纵筋需端部弯下)第二跨左端，第一排2B25：l=7.5/3+0.5+[2.1+0.3-0.025+0.414*(0.45-0.25*2)]=5.5406m*2=11.081m第二排3B25：l=7.5/4+0.5+0.75*(2.42+0.1-0.12-0.025)=4.038m*3=12.114m3.底部钢筋：第一跨，第一排2B22：l=7.5+(0.5-0.025+15*0.022)+(0.5-0.025+15*0.022)+1.4*39*0.022=10.311m*2=20.622m第二排2B20：l=7.5+(0.5-0.025+15*0.02)*2+1.4*39*0.02=10.142m*2=20.284m2B22:l=7.5+(0.5-0.025+15*0.022)+(0.5-0.025+15*0.022)+1.4*39*0.022=10.311m*2=20.622m第二跨3B20：l=2.1+0.3-0.025+12*0.02=2.615m*3=7.845m4.腰部钢筋G4A12:l=(7.5+15*0.012*2)*4=31.44mL=(2.1+15*0.012*2)*4=9.84m拉筋2排A6@400:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.4+1]*2=32支总长=18.46m5.箍筋A8：单支长=（0.25+0.7）*2+0.0544=1.9544m支数=（7.5-2*0.05）/0.1+1+3*2=81支单支长=（0.25+0.45）/2+0.0544=1.4544m支数=（2.1-2*0.05）/0.1+1=21支总长=188.849m计四层：B25=586.28㎏，B22=491.628㎏，B20=522.88㎏A12=157.54㎏，A8=298.38㎏，A6=26.48㎏3～6KL12（1A）,250*650～250*550/4501.上部通长筋2B20：l=10.68-0.48-0.2+(0.6-0.025+15*0.020)+0.2-0.025+15*0.022+1.4*39*0.02=24.864m2.支座负筋：第一跨左端，第一排2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=6.7m第二排2B25：l=(7.5/4+0.5-0.025+15*0.025)*2=5.45m悬挑端，第一排2B25：l=[7.5/3+0.5+2.1-0.25+0.025+0.414*(0.45-0.025*2)]*2=10.981m第二排2B25：l=[7.5/4+0.5+0.75*（2.1+0.25-0.025）]*2=8.238m3.底部钢筋：第一跨，2B25：l=[7.5+(0.5+0.025+15*0.025)*2+1.4*39*0.025]*2=25.1162B22:l=[7.5+(0.5+0.025+15*0.022)*2+1.4*39*0.022]*2=21.886m悬挑端3B16：l=2.1+0.25-0.025+12*0.016=2.517m*3=7.551m4.腰部钢筋G2A14：l=(7.5+15*0.014*2)*2=15.84mL=（2.1+15*0.015*2）*2=5.04m拉筋2排A6@400:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.650)*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2=48支单支长=（0.25+0.50*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1=21支，总长=121.654m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量35010416001006计四层：B25=869.869㎏，B22=260.881㎏，B20=245.656㎏，B16=47.722㎏A14=101.059㎏，A8=192.213㎏，A6=19.545㎏3～6KL13（1），250*650,2根1.上部通长筋2B22：l=8.26-0.38*2+(0.5-0.025+15*0.022)*2+1.4*39*0.022=10.311*2=20.622m2.底部钢筋2B25:l=7.5+（0.5-0.025+15*0.025）*2+1.4*39*0.025=10.565*2=21.13m2B22：l=7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022=10.311m*2=20.622m3.支座负筋：左端，第一排2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=6.7m第二排2B25：l=(7.5/4+0.5-0.025+15*0.025)*2=5.45m右端，第一排2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=6.7m第二排2B25：l=(7.5/4+0.5-0.025+15*0.025)*2=5.45m4.腰部钢筋G4A14：l=(7.3+2*15*0.014)*2=15.44m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=（7.3-2*0.05）/0.4+1=19*2=38支总长=13.49m5.箍筋A8：单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.3-2*0.05）/0.2+1+（1.5*0.65*2）/0.2=47支总长=87.157m计四层：B25=1399.244㎏，B22=983.257㎏，A14=153.331㎏A8=275.416㎏，A6=23.958㎏3～6KL14（1A）,250*650～250*550/4501.上部通长筋2B22：l=10.68-0.48-0.2+(0.6-0.025+15*0.022)+0.2-0.025+15*0.022+1.4*39*0.022=12.611m*2=25.222m2.支座负筋：第一跨左端，第一排2B20：l=(7.3/3+0.6-0.025+15*0.020)*2=6.55m第二排2B20：l=(7.3/4+0.6-0.025+15*0.020)/2=5.3m悬挑端，第一排2B25：l=7.5/3+0.5+2.1+0.25-0.025+0.414*（0.45-0.025*2）=5.491m*2=10.981m第二排2B25：l=7.5/4+0.5+0.75*(2.1+0.25-0.025)=4.119*2=8.238m3.底部钢筋：第一跨4B22：l=7.3+(0.6-0.025+15*0.022)*2+1.4*39*0.022=10.311m*4=41.244m第二跨3B16：l=(2.1+0.2-0.025+12*0.016)*3=7.401m4.腰部钢筋G2A14：l=(7.3+2*15*0.014)*2=15.44mL=(2.1+2*15*0.014)*2=5.04m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.3-0.05*2)/0.4+1+(2.1-2*0.05)/0.2+1]*2=60支总长=21.3m5.箍筋A8：单支长=(0.25+0.65)*2+0.0544=1.8544m支数=（7.3-0.05*2）/0.2+1+1.5*0.65*2/0.2=47支单支长=（0.25+0.5）*2+0.0544=1.5544m支数=（2.1-0.05*2）/0.1+1=21总长=119.799m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量35010416001006计四层：B25=305.966㎏，B22=792.275㎏，B20=117.078㎏，A14=178.736㎏A8=189.282㎏，A6=25.219㎏3～6L1（1），3～6L2（1）,250*3001.上部通长筋2B16：l=3.38-0.305+(0.2-0.025+12*0.016)*2=4.105*2=8.21mL=[2.88-0.255+(0.25-0.025+15*0.016)*2]*2=7.11m2.底部钢筋：3B25:l=[3.38-0.305+(0.2-0.025+15*0.025)*2]*3=13.125m2B22:l=[2.88-0.255+(0.25-0.025+15*0.022)*2]*2=7.47m1B20:l=2.88-0.255+(0.25-0.025+15*0.02)*2=3.675m3.箍筋A8：单支长=（0.25+0.3）*2+0.0544=1.1544m支数=（3.38-0.0255-0.05*2）/0.2+1+（2.88-0.255-0.05*2）/0.2+1=30支计四层：B25=202.125㎏，B22=89.04㎏，B20=36.309㎏，B16=96.822㎏,A8=54.719㎏3～6L3（1），250*400,2根1.上部通长筋2B16：l=[3.96-0.13*2+(0.25-0.025+15*0.016)*2]*2=9.26m2.底部钢筋：第一排2B20：l=[3.96-0.13*2+(0.25-0.025+15*0.02)*2]*2=9.5m第二排2B22：l=[3.96-0.13*2+(0.25-0.025+15*0.016)*2]*2=9.26m2B20：l=[3.96-0.13*2+(0.25-0.025+15*0.02)*2]*2=9.5m3.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.96-0.13*2-2*0.05）/0.2+1=19支计四层：B22=229.34㎏，B20=375.44㎏，B16=117.046㎏，A8=81.32㎏本层挑梁的附加弯筋：2B18（6个）：l=20*0.018+2*0.05+10*2*0.018+2*11.9*0.018+(0.7-2*0.05)*2√2+0.55*2√2=4.643m*2*6=55.71m2B16(9个)：l=(0.25+0.05*2)+(0.7-2*0.025)*2√2+2*20*0.018=2.828m*2*9=50.05m计四层：B18=445.68㎏，B16=316.252㎏屋面梁钢筋工程量计算：W1KL1（1），250*400,2根1.上部通长筋2B18：l=[3.9-0.23*2+(0.35-0.025+15*0.018)*2]*2=9.38m2.支座负筋：左端与右端1B16：l=[(3.96-0.23*2)/3+0.35-0.025+15*0.016]*2=3.464m3.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.96-0.23*2-2*0.05）/0.2+1+1.5*0.4*2/0.2=25支总长=33.86m4.底部钢筋2B18：l=[3.9-0.23*2+(0.35-0.025+15*0.018)*2]*2=9.38m1B16:l=(3.96-0.23*2)+0.35-0.025+15*0.016=4.065m计：B18=75.04㎏，B16=23.792㎏,A8=26.749㎏W1KL2（12），200*4501.上部通长筋2B16：l=46.5-1.2-0.35+1.2-0.025+15*0.016+0.35-0.025+15*0.016+6*1.4*39*0.016=52.1716m*2=104.343m2.底部钢筋2B22：第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006l=3.9+(1.2-0.025+15*0.022)+39*0.022+(5.0+4.12+2.58+0.12)+39*2*0.022+1.4*39*0.022+（3.96-0.23*2+39*0.022*2）*2+10+1.92-0.24+2*39*0.022+1.4*39*0.022+5.62+3.38-0.12-0.23+39*0.022+0.35-0.025+15*0.022+1.4*39*0.022=56.154m*2=112.308m3.支座负筋：1B20：l=2.91+1.2-0.025+15*0.02=2.442m第二跨，第一排1B18：l=[(2.58-0.125)/3+1.2]=2.018m第二排2B18：l=(2.445/4+1.2)*2=3.628m第三跨，第一排1B18：l=(4.12-0.245)*2/3+0.35=2.933m第二排2B18：l=[(4.12-0.245)*2/4+0.35]*2=4.575m第四跨，第一排1B20：l=(3.96-0.23*2)*2/3+0.35=2.683m第二排2B20：l=[(3.96-0.23*2)*2/4+0.35]*2=4.2m第五跨，第一排1B18：l=(5.42-0.125-0.12)*2/3+0.35=3.8m第二排2B18：l=(5.42-0.245)*2/4+0.35=2.9275m*2=5.875m第六跨，第一排1B18：l=(5.62-0.245)*2/3+0.35=3.933m第二排2B18：l=[(5.62-0.245)*2/4+0.35]*2=6.075m第七跨1B20：l=(3.38-0.125-0.23)/3+0.35-0.025+15*0.02=1.583m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.9-0.05*2）/0.2+1+1.5*0.45*2/0.2+3*2+（2.58-0.125-0.05）/0.1+1+3+（5+4.12+0.125-0.12-0.05）/0.2+1+1.5*0.45*2/0.2+3+3*2+[（3.93-0.23*2-0.05*2）/0.2+1+1.5*0.45*2/0.2]*2+(1.92-0.12-0.125-0.05)/0.1+1+3+(5+5.42+0.125-0.12-0.05)/0.2+1+1.5*0.45*2/0.2+3+3*2+(5.62+3.38-0.23-0.12-0.1)/0.2+1+1.5*0.45*2/0.2=307支总长=415.801m计：B22=334.678㎏，B18=87.49㎏，B16=164.862㎏，A8=164.241㎏W1KL3（2），250*650～250*4501.上部通长筋2B18：l=6.58+1.68+2.42-0.58+0.5-0.025+15*0.018+0.3-0.025++15*0.015+1.4*39*0.018=12.3728m*2=24.746m2.支座负筋：第一跨左端1B20：l=(6.58+1.68-0.38*2)/3+0.5-0.025+15*0.02=3.275m第二跨左端2B20：l=(7.5/3+0.5+2.42-0.12-0.2)*2=10.2m3.底部钢筋：第一跨3B22：l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*3=20.622m第二跨3B16：l[2.1+(0.3-0.025+15*0.016)+39*0.016]*3=9.717m4.腰部钢筋G4A12：l=(7.3+2*15*0.012)*4=31.44mL=(2.1+2*15*0.014)*4=9.84m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8:单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2+3*2=54支单支长=（0.24+0.45）*2+0.0544=1.4544m支数=（2.1-2*0.05）/0.1+1=21支总长=130.68m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006计：B22=61.454㎏，B20=33.283㎏，B18=49.492㎏，B16=15.353㎏A12=36.657㎏，A8=51.619㎏，A6=4.886㎏W1KL4（1A）,250*650～250*4501.上部通长筋2B16：l=(6.58+1.68+2.42-0.2-0.13+0.5-0.25+15*0.016+0.2-0.025+15*0.016+1.4*39*0.016)*2=25.508m2.支座负筋：第一跨左端2B16：l=(7.5/3+0.5-0.025+15*0.016)*2=6.34m悬挑端，第一排2B20：l=7.5/3+0.5+2.1+0.3-0.025+0.414*(0.45-0.025*2)=5.5406m*2=11.081m第二排2B20：l=7.5/4+0.5+0.75*(2.42-0.12-0.025)=4.081m*2=8.163m3.底部钢筋：第一跨2B25：l=[7.5+（0.5-0.025+15*0.025）*2+1.4*39*0.025]*2=21.13m2B22:l=[7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022]*2=20.622m悬挑端3B16：l=(2.42-0.12-0.025+12*0.016)*3=7.401m4.腰部钢筋G2A14：l=(7.5+2*15*0.014)*2=15.84mL=(2.1+2*15*0.015)*2=5.04m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8:单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2+3*2=54支单支长=（0.24+0.45）*2+0.0544=1.4544m支数=（2.1-2*0.05）/0.1+1=21支总长=130.68m计：B25=81.351㎏，B22=61.454㎏，B20=47.533㎏，B16=62.156㎏A14=25.265㎏，A8=51.689㎏，A6=4.886㎏W1KL5（1A）,250*650～250*550,2根1.上部通长筋2B20：l=(6.58+1.68+2.42-0.2-0.12+0.5-0.025+15*0.02+0.2-0.025+15*0.02+1.4*39*0.02=12.802m*2=25.404m2.支座负筋：第一跨左端，第一排2B18：l=(7.5/3+0.5-0.025+15*0.018)*2=6.022m第二排2B18：l(7.5/4+0.5-0.025+15*0.018)*2=4.772m悬挑端，第一排2B25：l=7.5/3+0.5+2.1+0.2-0.025+0.414*(0.55-2*0.025)=5.402m*2=10964m第二排3B25：l=7.5/4+0.5+0.75*(2.1+0.2-0.025)=3.581*3=10.744m3.底部钢筋：第一跨，第一排2B25：l=[7.5+(0.5-2*0.05+15*0.025)*2+1.4*39*0.025]*2=25.116m第二排3B25：l=[7.5+(0.5-2*0.05+15*0.025)*2+1.4*39*0.025]*3=37.674m悬挑端3B16：l=(2.1+0.2-0.025+12*0.016)*3=7.401m4.腰部钢筋G2A14：l=(7.5+2*15*0.014)*2=15.84mL=(2.1+2*15*0.015)*2=5.04m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006支数[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2+3*2=54支单支长=（0.25+0.55）*2+0.0544=1.6544m支数=（2.1-2*0.05）/0.1+1=21支总长=134.88计：B25=650.634㎏，B20=125.496㎏，B18=43.176㎏，B16=23.387㎏A14=50.53㎏，A8=106.555㎏，A6=9.772㎏W1KL6（1A）,250*650～250*550,2根】1.上部通长筋2B22：l=6.58+1.68+2.42-0.2-0.13+0.5-0.025+15*0.022+0.2-0.025+15*0.022+1.4*39*0.022=12.861m*2=25.722m2.支座负筋：第一跨左端2B25：l=(7.5/3+0.5-0.025+15*0.025)*2=6.7m悬挑端，第一排2B25：l=7.5/3+0.5+2.1+0.2-0.025+0.414*（0.55-0.025*2）=5.482m*2=10.964m第二排3B25：l=[7.5/4+0.5+0.75*(2.1+0.2-0.025)]*3=10.744m3.底部钢筋：第一跨，第一排2B25：l=[7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025]*2=25.116m第二排4B25：l=[7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025]*4=50.232m悬挑端3B16：l=(2.1+0.2-0.025+12*0.016)*3=7.401m4.腰部钢筋G2A14：l=(7.5+2*15*0.014)*2=15.84mL=(2.1+2*15*0.015)*2=5.04m拉筋2排A6@400与A6@200:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1]*2=62支总长=22.01m5.箍筋A8：单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2+3*2=54支单支长=（0.25+0.55）*2+0.0544=1.6544m支数=（2.1-2*0.05）/0.1+1=21支总长=134.88计：B25=742.893㎏，B22=153.303㎏，B16=23.387㎏，A14=50.53㎏A8=106.555㎏，A6=9.772㎏W1KL7（2），250*500～250*4001.上部通长筋2B18：l=5.28+2.42-0.28-0.12+(0.4-0.025+15*0.018)+(0.25-0.025+15*0.018)+1.4*39*0.018=9.4228m*2=18.846m2.支座负筋：第一跨左端，第一排2B22：l=[(5.28-0.48)*2/3+0.4]*2=7.2m第二排2B2：l=[(5.28-0.48)*2/4+0.4]*2=5.6m第二跨右端，第一排2B22：l=[(5.28-0.48)/3+0.4-0.025+15*0.022]*2=4.61m第二排2B22：l=[(5.28-0.48)/4+0.4-0.025+15*0.022]*2=3.81m3.底部钢筋：第一跨3B16：l=[2.1+(0.25-0.025+15*0.016)+(0.4-0.025+15*0.016)]*3=9.54m第二跨2B25：l=[4.8+(0.4-0.025+15*0.025)*2]*2=12.6m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图350104160010062B22:l=[4.8+（0.4-0.025+15*0.022）*2]*2=12.42m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=(2.1-2*0.05)/0.2+1+1.5*0.4*2/0.2/0.2=17支单支长=（0.25+0.5）*2+0.0544=1.5544m支数=(4.8-2*0.05)/0.1+1=48支总长=97.636m计：B25=194.04㎏,B22=400.989㎏,B18=150.768㎏,B16=60.239㎏A8=154.265㎏W1KL8（1），250*6501.上部通长筋2B22：l=8.26-0.38*2+(0.5-0.025+15*0.022)*2+1.4*39*0.022=10.311m*2=20.622m2.支座负筋：左端，第一排2B22：l=[7.5/3+(0.5-0.025+15*0.022)]*2=6.61m第二排2B22：l=[7.5/4+(0.5-0.025+15*0.022)]2=5.36m右端，第一排2B22：l=[7.5/3+(0.5-0.025+15*0.022)]*2=6.61m第二排2B22：l=[7.5/4+(0.5-0.025+15*0.022)]2=5.36m3.底部钢筋：第一排2B25：l=7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025=10.565m*2=21.131B22:l=7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022=10.311m第二排2B25：l=7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025=10.565m*2=21.132B22:l=7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022=10311m*2=20.6224.腰部钢筋G2A14：l=(7.5+2*15*0.014)*2=15.84mL=(2.1+2*15*0.015)*2=5.04m拉筋2排A6@400与:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1]*2=38支总长=13.49m5.箍筋A8：单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2=48支总长=89.011m计：B25=162.701㎏，B22=194.248㎏，A14=19.466㎏，A8=35.159㎏A6=2.995㎏W1KL9（1），250*650，2根1.上部通长筋2B25：l=7.5+（0.5-0.025+2*0.025）*2+1.4*39*0.025=9.915m*2=19.83m2.支座负筋：左端，第一排2B25：l=[7.5/3+(0.5-0.025+2*0.025)]*2=6.7m第二排3B25：l=[7.5/4+(0.50-0.025+2*0.025)]*3=8.175m右端，第一排2B25：l=[7.5/3+(0.5-0.025+2*0.025)]*2=6.7m第二排3B25：l=[7.5/4+(0.50-0.025+2*0.025)]*3=8.175m3.底部钢筋：第一排2B25：l=7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025=10.565m*2=21.13m1B22:l=7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022=10.311m序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量35010416001006第二排2B25：l=7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025=10.565m*2=21.132B22:l=7.5+(0.5-0.025+15*0.022)*2+1.4*39*0.022=10311m*2=20.6224.腰部钢筋G2A14：l=(7.5+2*15*0.014)*2=15.84mL=(2.1+2*15*0.015)*2=5.04m拉筋2排A6@400与:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1]*2=38支总长=13.49m5.箍筋A8：单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2=48支总长=89.011m计：B25=707.168㎏，B22=184.361㎏，A14=38.333㎏，A8=70.319㎏A6=5.99㎏W1KL（10），250*650～250*5501.上部通长筋2B20：l=6.58+1.68+2.42-0.2-0.12+0.5-0.025+15*0.02+0.2-0.025+15*0.02+1.4*39*0.02=12.702m*2=25.404m2.支座负筋：第一跨左端2B22：l=(7.5/3+0.5-0.025+15*0.02)*2=6.61m悬挑端，第一排2B25：l=7.5/3+0.5+2.1+0.2-0.025+0.414*(0.55+0.025*2)=5.482m*2=10.964m第二排2B25：l=7.5/4+0.5+0.75*(2.1+0.2-0.025)=3.581m*2=7.162m3.底部钢筋：第一跨4B25：l=7.5+(0.5-0.025*2+15*0.025)*2+1.4*39*0.025=12.558m*2==25.116m悬挑端3B16：l=(2.1+0.2-0.025+12*0.016)*3=7.401m4.腰部钢筋G2A14：l=(7.5+2*15*0.014)*2=15.84mL=(2.1+2*15*0.015)*2=5.04m拉筋2排A6@400与:单支长=0.25-0.025*2+2*11.9*0.06+2*0.006=0.355m支数=[(7.5-2*0.05)/0.4+1]*2=38支总长=13.49m5.箍筋A8：单支长=（0.25+0.65）*2+0.0544=1.8544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2+3*2=54支单支长=（0.25+0.55）*2+0.0544=1.6544m支数=（2.1-2*0.05）/0.1+1=21支总长=134.88计：B25=154.806㎏，B22=19.698㎏，B20=62.748㎏，B16=11.694㎏A14=25.265㎏，A8=51.689㎏，A6=4.886㎏W1KL11（1A），300*650～300*4501.上部通长筋2B18：l=10.68-0.38+1.8-0.35+0.5-0.025+15*0.018+0.35-0.025+15*0.018+1.4*39*0.018=14.073m*2=28.146m2.支座负筋：第一跨，第一排2B22：l=(7.5/3+0.5-0.025+15*0.022)*2=6.61m第二排2B22：l=(7.5/4+0.5-0.025+15*0.022)*2=5.36m第二跨，第一排2B22：l=7.5/3+0.5+2.1+0.4+1.8-0.025+0.414*(0.35-0.025)*2=7.399m*2=14.798m第二排2B22：l=(7.5*2/4+0.5)*2=8.5m悬挑端，第二排2B22：l=7.5/4+0.5+0.75*(1.8-0.025)=3.706m*2=7.412m序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量350104160010063.底部钢筋：2B25:l=[7.5+(0.5-0.025+15*0.025)*2+1.4*39*0.025]*2=21.13m2B22:l=10.401m*2=20.802m4B16:l=（2.1+0.4-0.025+15*0.016）*4=10.86m4B16:l=(1.8-0.025+12*0.016+2*11.9*0.016)*4=9.931m4.腰部钢筋G4A12:l=(7.5+2*15*0.012)*4=31.44mL=(2.1+2*15*0.012)*4=9.84mL=(1.8-0.35+2*15*0.012)*4=7.24m拉筋2排A6@400与A6@200：单支长=0.3-0.025+2*11.9*0.006+2*0.006=0.405m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.04)/0.2+1+(1.8-0.35)/0.2+1]*2=78支总长=31.59m5.箍筋A8：单支长=（0.3+0.65）*2+0.0544=1.9544m支数=（7.5-2*0.05）/0.2+1+1.5*0.65*2/0.2+3*2=54支单支长=（0.3+0.45）*2+0.0544=1.5544m支数=（2.1-2*0.05）/0.1+1+（1.8-0.35-0.05*20/0.1+1=36支总长=161.496m计：B25=81..351㎏，B22=189.176㎏，B18=56.292㎏B16=32.85㎏A12=43.086㎏，A8=63.791㎏，A6=7.013㎏W1KL12（10）,250*4001.上部通长筋2B18：l=46.5-0.4*2+(0.4-0.025+15*0.018)*2+6*1.4*39*0.018=52.887m*2=105.774m2.支座负筋3B18：l=[(5.0-0.4)*2/3+0.4]*3*9=93.6m3.底部钢筋3B16：l=[(2.88-0.48）+（0.4-0.025+15*0.016）+39*0.016]*3=10.917(8跨)2B18：l=(5.0-0.4+39*0.018*2)*2*8=96.064m（8跨）1B16：l=(4.6+39*0.016*2)*8=46.784m3B16：l=[(3.38-0.48)+(0.4-0.025+15*0.016)+39*0.016]*3=12.417m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.88-0.48-2*0.05）/0.2+1+1.5*0.4*2/0.2+[(5.0-0.4-0.1)/0.2+1+1.5*0.4*2/0.2]*8+(3.38-0.48+2*0.05)/0.2+1+1.5*0.4*2/0.2=280支总长=379.232m计：B18=590.84㎏，B16=110.786㎏，A8=149.797㎏W1KL13（10）,250*4001.上部通长筋2B20：l=104.343m2.支座负筋：第二跨左端3B22:l=4.6*2/3+0.4=3.467m第三跨左端2B20：l=4.6*2/3+0.4=3.467m*2=6.933m第四跨左端1B25：l=4.6*2/3+0.4=3.467m第五，六，八，九跨左端，第一排2B20：l=4.6*2/3+0.4=3.467m*2*4=27.732m第二排2B20:l4.6*2/4+0.4=2.7m*2*4=21.6m第七跨左端，1B25：l=4.6*2/3+0.4=3.467m第十跨左端，1B20：l=4.6*2/3+0.4=3.467m3.底部钢筋：第一跨3B16：l=2.88-0.48+0.4-0.025+15*0.016+39*0.016=3.639m*3=10.917m序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量35010416001006第二，三，六跨2B20：l=(5.0-0.4+39*0.02*2)*2=12.32m1B18：l=(4.6+39*0.018*2)=6.004m第四，五，八跨3B25：l=(4.6+39*0.025*2)*3=19.45m第七跨2B18：l=(4.6+39*0.025*2)*3=19.45m1B16：l=4.6+39*2*0.016=5.848m第九跨3B18：l(4.6+39*0.018*20*3=18.012m第十跨3B16：l=(3.38-0.48+0.4-0.025+15*0.016+39*0.016)*3=12.417m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（2.88-0.48-0.05*2）/0.2+1+1.5*0.4*2/0.2+[(5-0.4-2*0.05)/0.2+1+1.5*0.4*2/0.2]*5+(3.88-0.48-0.05*2)/0.2+1.5*0.4*2/0.2=193支总长=261.399mA10:单支长=（0.25+0.4）*2+0.118=1.418m支数=[(4.6-2*0.05)/0.2+1+1.5*0.4*2/0.2]*3=90支总长=127.62m计：B25=95.171㎏,B22=10.332㎏，B20=177.968㎏，B18=72.048㎏B16=210.97㎏，A10=78.742㎏，A8=103.253㎏W1L1（1），250*400,2根1.上部通长筋2B16：l=[3.96-0.13*2+(0.25-0.025+15*0.016)*2]*2=9.26m2.底部钢筋：第一排2B20：l=[3.96-0.13*2+(0.25-0.025+15*0.02)*2]*2=9.5m第二排2B22：l=[3.96-0.13*2+(0.25-0.025+15*0.016)*2]*2=9.26m2B20：l=[3.96-0.13*2+(0.25-0.025+15*0.02)*2]*2=9.5m3.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.96-0.13*2-2*0.05）/0.2+1=19支计：B22=57.335㎏，B20=93.86㎏，B16=29.262㎏，A8=20.33㎏W1L2（1），W1L3（1），250*3001.上部通长筋2B16：l=3.38-0.305+(0.2-0.025+12*0.016)*2=4.105*2=8.21mL=[2.88-0.255+(0.25-0.025+15*0.016)*2]*2=7.11m2.底部钢筋3B16：l=[2.88-0.255+(0.25-0.025+15*0.016)*2]*3=10.665m2B18:l=[3.88-0.255+（0.25-0.025+15*0.018）*2]*2=9.23m1B16:l=[3.88-0.255+(0.25-0.025+15*0.016)*2]=4.55m3.箍筋A8：单支长=(0.25+0.3)*2+0.0544=0.1544m支数=（2.88-0.255-2*0.05）/0.2+1+（3.88-0.255-0.05*2）/0.2+1=30支总长=34.632m计：B18=18.46㎏,B16=48.095㎏，A8=13.68㎏W2KL1（1），250*400,2根1.上部通长筋2B16：l=[3.96-0.23*2+(0.35-0.025+2*0.016)*2]*2=8.428m2.底部钢筋3B16：l=[3.96-0.23*2(0.35-0.025+2*0.0160*2]*3=12.642m3.支座负筋3B16（2边）：l=[(3.96-0.23*2)/3+(0.35-0.025+2*0..016)]*3*2=9.142m4.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（3.96-0.23*2-2*0.05）/0.2+1+1.5*0.4*2/0.2=24支总长=32.506m计：B16=95.47㎏，A8=25.679㎏序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量35010416001006W2KL2（1）,250*500，4根1.上部通长筋2B20：l=[(5.28+2.42-0.12-0.12)+0.4-0.025+15*0.02+0.25-0.025+15*0.02+1.4*39*0.02]*2=19.504m2.底部钢筋3B16：l=5.28+2.42-0.24+0.4-0.025+15*0.016+0.25-0.025+15*0.016+1.4*39+0.016=9.414m*3=28.241m3.箍筋A8：单支长=(0.25+0.50）*2+0.0544=1.5544m支数=（5.28-0.260-2*0.05）/0.2+1+1.5*0.5*4/0.2+（2.42-0.25-2*0.05）/0.2+1=52支总长=80.829m计：B20=192.7㎏，B16=178.483㎏，A8=127.71㎏W2KL3（1B）,250*450,3根1.上部通长筋3B16：l=4.2+1.8*2-2*0.025+12*0.016*2+1.4*39*0.016=9.0076m*3=27.023m2.底部钢筋3B16：l=(4.2-2*0.025+15*0.016*2)+(1.8-0.025+12*0.016)*2=8.563m*3=25.692m3.箍筋A8：单支长=(0.25+0.50）*2+0.0544=1.4544m支数=[(1.8-2*0.05)/0.1+1]*2+(4.2-2*0.05)/0.2+1+1.5*0.45*2/0.2+12=76支总长=110.534m计：B16=249.869㎏，A8=130.983㎏W2KL4（1B）,250*4501.上部通长筋3B16：l=4.2+1.8*2-2*0.025+12*0.016*2+1.4*39*0.016=9.0076m*3=27.023m2.底部钢筋3B16：l=(4.2-2*0.025+15*0.016*2)+(1.8-0.025+12*0.016)*2=8.563m*3=25.692m3.箍筋A8：单支长=(0.25+0.50）*2+0.0544=1.4544m支数=[（1.8-2*0.05）/0.1+1]*2+1.5*0.45*2/0.1+（4.2-2*0.05-1.5*0.45*2)/0.15+1+12=81支总长=117.806m计：B16=83.29㎏，A8=46.533㎏W2KL5（2A）,300*650~300*4501.上部通长筋2B16：l=8.26+2.42+1.8-0.025-0.38+0.5-0.025+15*0.016+12*0.016+1.4*39*0.016=13.8856*2=27.771m2.支座负筋：第一跨左端2B16：l=(8.26-0.38*2)/3+0.5-0.025+15*0.016=3.215m*2=6.43m悬挑端2B16：l=(8.26-0.38*2)/3+0.5+2.4+0.75*(1.8-0.025)=6.731m*2=13.463m3.底部钢筋4B16：l=[8.26-0.38*2+(0.5-0.025+15*0.016)*2+1.4*39*0.016]*4=39.2147mL=（2.1+0.5-0.025+15*0.016+39*0.016）*4=13.756mL=(1.8-0.025+12*0.016+11.9*0.016)*4=8.63m总长=61.6m4.腰部钢筋G4A12：l=(7.5+2*31*0.012)*4=32.976mL=（2.1+2*31*0.012）*4=11.37mL=(1.8-0.025+2*31*0.012)*4=10.076m，总长=54.428m拉筋2排A6@400与A6@200：单支长=0.405m支数=[(7.5-2*0.05)/0.4+1+(2.1-2*0.05)/0.2+1+(1.8-0.025-2*0.025)/0.2+1]*2=80支序号项目编码计算式钢筋简图第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量350104160010065.箍筋A8：单支长=（0.3+0.650*2+0.0544=1.9544m支数=（7.5-2*0.05-1.5*0.65*2）/0.15+1+1.5*0.65*4*0.1+（2.1-2*0.05-1.5*0.65*2）/0.15+1+（1.8-0.05*2）/0.1+1=96支总长=187.22m计：B16=172.637㎏,A12=48.332㎏,A8=74.111㎏,A6=7.189㎏W2KL6（1）,200*4501.上部通长筋2B20：l=[2.9+(1.2-0.025+15*0.02)*2]*2=11.7m2.底部钢筋2B18：l=[2.9+(1.2-0.025*15*0.018)*2]*2=11.58m3.箍筋A8：单支长=（0.2+0.450*2+0.0544=1.3544m支数=2.8/0.2+1+1.5*0.45*2/0.2=22支计：B20=28.899㎏，B18=23.16㎏，B8=11.77㎏W2L1（1），200*450,4根1.上部通长筋2B16：l=[5.28+2.42-0.4+(0.2-0.025+15*0.016)*2+1.4*39*0.016]*2=18.008m2.底部钢筋2B16：l=[5.28+2.42-0.4+(0.2-0.025+15*0.016)*2+1.4*39*0.016]*2=18.008m3.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（5.28+2.42-0.4-0.05*2）/0.2+1+4*6=61支计:B16=227.621㎏,A8=330.474㎏W2L2（1），200*450,16根1.上部通长筋2B16：l=(1.8-0.2+0.2-0.025+15*0.016+0.25-0.025+15*0.016=2.48m*2=4.96m2.底部钢筋2B16：l=(1.8-0.2+0.2-0.025+15*0.016+0.25-0.025+15*0.016=2.48m*2=4.96m3.箍筋A8：单支长=（0.25+0.4）*2+0.0544=1.3544m支数=（1.8-0.2-2*0.050/0.2+1=9支计：B16=250.778㎏，A8=77.038㎏4A6：l=[1.1-2*0.025+2*6.25*0.006+(0.15-2*0.025)*2]*4=5.3mA8:单支长=（0.15+0.15）*2+0.0544=0.6544m支数=（2.3-2*0.05）/0.15+1=14支计：A8=8.272㎏，A6=4.706㎏挑梁的附加弯筋：2B18（6个）：l=20*0.018+2*0.05+10*2*0.018+2*11.9*0.018+(0.65-2*0.025)*2√2+0.55*2√2=4.501m*2*6=54.012m吊筋2B16（4个）:l=0.25+0.05*2+（0.65-2*0.025）*2√2+2*20*0.016=2.719m*2*4=21.752m(6个)：l=0.25+0.05*2+(0.45-2*0.025)*2√2+2*20+0.016=2.121m*2*6=25.456m2B18(个)：l=20*0.018+2*0.05+10*0.018+2*11.9*0.018+(0.45-2*0.025)*2*2√2=3.187m*2*4=25.497m计：B18=159.018㎏，B16=74.589㎏TL-1的钢筋，12根1.上部通长筋2B16：l=[3.96-0.26+(0.25-0.025+15*0.016)*2]*2*12=111.12m2.底部钢筋3B16：l=[3.96-0.26+(0.25-0.025+15*0.016)*2]*3*12=166.68m3.箍筋A8：单支长=（0.25+0.35）*2+0.0544=1.2544m支数=（3.96-0.26-2*0.05）/0.2+1=19支总长=1.2544*19*12=286.003m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式钢筋简图35010416001006计：B16=438.924㎏，A8=108.972㎏框架梁钢筋汇总（含基础梁）：A10以内：9743.869㎏A10以外：2605.908㎏B20以内：22642.054㎏B20以外：30544.097㎏A.4.7墙体拉结筋，构造柱拉结筋钢筋工程量序号项目编码计算式（墙体及构造柱拉结筋钢筋工程量）360104160010072A6@500，伸入柱内210mm,伸入墙内不小于1/5枪长且不应小于1000mm1.墙体晕框架柱处的拉结筋底层墙柱相交处的：Ⓐ轴处：单支长=0.21+0.33+2*6.25*0.066=0.615m支数=（3.5-2*0.05）/0.5+1=9支总长=0.615*9*2=11.07m单支长=0.21+0.25+2*6.25*0.006=0.535m支数=（3.5-2*0.05）/0.5+1=9支总长=0.535*9*2=9.63m单支长=0.21+0.7+2*6.25*0.006=0.785m支数=（3.5-2*0.05）/0.5+1=9支总长=0.785*9*2*16=226.08m单支长=0.21+7.5/5=2*6.25*0.006=1.285m支数=（3.5-2*0.05）/0.5+1=9支总长=1.285*9*2*2=46.26m①～⑮轴处：单支长=0.21+7.5/5+2*6.25*0.006=1.785m支数=（3.2-2*0.05）/0.5+1=7支总长=1.785*7*2*8=784m单支长=0.21+（8.26-0.48*2）/5+2*6.25*0.006=1.745m支数=（3.2-2*0.05）/0.5+1=7支总长=1.745*7*2*6=146.58mⒷ～Ⓒ与⑭～⑮轴：单支长=0.21+1+2*6.25*0.006+1.285m支数=（3.35-2*0.05）/0.5+1=8支总长=1.285*8*2*3=60.384m单支长=0.21+0.58+2*6.25*0.006=0.865m支数=（3.85-0.45+0.05-2*0.05）/0.5+1=8支总长=0.865*8*2=13.84mⒷ轴处：单支长=0.21+1+2*6.25*0.006=1.285m支数=（3.5-2*0.05）/0.5+1=9支总长=1.285*9*2=23.13m单支长=0.21+0.12+2*6.25*0.006=0.405m支数=（3.5-2*0.05）/0.5+1=9支总长=0.405*9*2*8=58.32m单支长=0.21+0.4+2*6.25*0.006=0.685m支数=（3.5-2*0.05）/0.5+1=9支总长=0.685*9*2*8=98.64m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式36010416001007楼梯间处：单支长=0.93+0.21+2*6.25*0.006=1.215m支数=（3.85-0.4+0.05-2*0.050/0.5+1=8支总长=1.215*8*2*4=77.76m单支长=0.21+1+2*6.25*0.006=1.285m支数=（3.85-0.5+0.05-2*0.05）/0.5+1=8支总长=1.285*8*2*8=164.48m计：l=1720.174m二～五层（共4层）墙柱相交处的：Ⓐ轴：单支长=0.21+0.33+2*6.25*0.066=0.615m支数=（3.5-2*0.05）/0.5+1=9支总长=0.615*9*2=11.07m单支长=0.21+0.25+2*6.25*0.006=0.535m支数=（3.5-2*0.05）/0.5+1=9支总长=0.535*9*2=9.63m单支长=0.21+0.7+2*6.25*0.006=0.785m支数=（3.5-2*0.05）/0.5+1=9支总长=0.785*9*2*16=226.08m单支长=0.21+7.5/5=2*6.25*0.006=1.285m支数=（3.5-2*0.05）/0.5+1=9支总长=1.285*9*2*2=46.26m①～⑮轴与Ⓐ～Ⓑ轴：单支长=0.21+7.5/5+2*6.25*0.006=1.785m支数=7支总长=1.785*7*2*14=349.86mⒷ轴：单支长=0.21+1+2*6.25*0.006=1.285m支数=（3.5-2*0.05）/0.5+1=9支总长=1.285*9*2=23.13m单支长=0.21+0.12+2*6.25*0.006=0.405m支数=（3.5-2*0.05）/0.5+1=9支总长=0.405*9*2*8=58.32m单支长=0.21+0.4+2*6.25*0.006=0.685m支数=（3.5-2*0.05）/0.5+1=9支总长=0.685*9*2*8=98.64m楼梯间处：单支长=0.93+0.21+2*6.25*0.006=1.215m支数=（3.85-0.4+0.05-2*0.050/0.5+1=8支总长=1.215*8*2*4=77.76m单支长=0.21+1+2*6.25*0.006=1.285m支数=（3.85-0.5+0.05-2*0.05）/0.5+1=8支总长=1.285*8*2*8=164.48mⒷ～Ⓒ与⑭～⑮轴：单支长=0.21+1+2*6.25*0.006+1.285m支数=（3.35-2*0.05）/0.5+1=8支总长=1.285*8*2*3=60.384m单支长=0.21+0.58+2*6.25*0.006=0.865m支数=（3.85-0.45+0.05-2*0.05）/0.5+1=8支总长=0.865*8*2=13.84mⒷ～Ⓒ轴之间及Ⓒ轴上：单支长=0.21+1+2*6025*0.006=1.285m支数=（3.85+0.05-0.45-2*0.05）/0.5+1=8支总长=1.285*8*2*2=41.12m单支长=0.21+1+2*6025*0.006=1.285m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式36010416001007支数=（3.85+0.05-0.4-2*0.05）/0.5+1=8支总长=1.285*8*2*2=41.12m单支长=0.21+2.34+2*6.25*0.006=2.625m总长=2.625*8*2*2=84m单支长=0.21+2.42+2*6.25*0.006=2.705m总长=2.705*8*2*2=86.56m单支长=0.21+1.1+2*6.25*0.006=1.385m支数=1.385*8*2=22.16m计：1414.414m*4=5657.656m六层墙柱相交处：Ⓐ轴：单支长=0.21+0.33+2*6.25*0.066=0.615m支数=（3.5-2*0.05）/0.5+1=9支总长=0.615*9*2=11.07m单支长=0.21+0.25+2*6.25*0.006=0.535m支数=（3.5-2*0.05）/0.5+1=9支总长=0.535*9*2=9.63m单支长=0.21+0.7+2*6.25*0.006=0.785m支数=（3.5-2*0.05）/0.5+1=9支总长=0.785*9*2*16=226.08m单支长=0.21+7.5/5=2*6.25*0.006=1.285m支数=（3.5-2*0.05）/0.5+1=9支总长=1.285*9*2*2=46.26m①～⑮轴与Ⓐ～Ⓑ轴：单支长=0.21+7.5/5+2*6.25*0.006=1.785m支数=7支总长=1.785*7*2*10=249.9mⒷ轴:单支长=0.21+1+2*6.25*0.006=1.258m支数=8支总长=1.285*8*2=20.56m单支长=0.21+0.12+2*6.25*0.006=0.405m总长=0.405*8*2*4=25.92m单支长=0.21+0.56+2*6.25*0.006=0.845m总长=0.845*8*2*4=54.08m单支长=0.5+0.21+2*6.25*0.006=0.785m总长=0.785*8*2*8=100.48mⒷ～Ⓒ与⑭～⑮轴：单支长=0.21+1+2*6.25*0.006+1.285m支数=（3.35-2*0.05）/0.5+1=8支总长=1.285*8*2*3=60.384m单支长=0.21+0.58+2*6.25*0.006=0.865m支数=（3.85-0.45+0.05-2*0.05）/0.5+1=8支总长=0.865*8*2=13.84m楼梯间处：单支长=0.93+0.21+2*6.25*0.006=1.215m支数=（3.85-0.4+0.05-2*0.050/0.5+1=8支总长=1.215*8*2*4=77.76m单支长=0.21+1+2*6.25*0.006=1.285m支数=（3.85-0.5+0.05-2*0.05）/0.5+1=8支总长=1.285*8*2*8=164.48mⒷ～Ⓒ轴之间及Ⓒ轴上：单支长=0.21+1+2*6025*0.006=1.285m支数=（3.85+0.05-0.45-2*0.05）/0.5+1=8支第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式36010416001007总长=1.285*8*2*2=41.12m单支长=0.21+1+2*6025*0.006=1.285m支数=（3.85+0.05-0.4-2*0.05）/0.5+1=8支总长=1.285*8*2*2=41.12m单支长=0.21+2.34+2*6.25*0.006=2.625m总长=2.625*8*2*2=84m单支长=0.21+2.42+2*6.25*0.006=2.705m总长=2.705*8*2*2=86.56m单支长=0.21+1.1+2*6.25*0.006=1.385m支数=1.385*8*2=22.16m计：l=1337.849m屋顶墙柱相交处的拉结筋：单支长=0.21+2+2*6.25*0.006=1.285m支数=7支总长=1.285*7*2*4=71.96m单支长=0.21+0.7+2*6.25*0.006=0.985m总长=0.985*7*2*5=55.16mⒷ～Ⓒ轴之间及Ⓒ轴上：单支长=0.21+1+2*6025*0.006=1.285m支数=（3.85+0.05-0.45-2*0.05）/0.5+1=8支总长=1.285*8*2*2=41.12m单支长=0.21+1+2*6025*0.006=1.285m支数=（3.85+0.05-0.4-2*0.05）/0.5+1=8支总长=1.285*8*2*2=41.12m单支长=0.21+2.34+2*6.25*0.006=2.625m总长=2.625*8*2*2=84m单支长=0.21+2.42+2*6.25*0.006=2.705m总长=2.705*8*2*2=86.56m单支长=0.21+1.1+2*6.25*0.006=1.385m支数=1.385*8*2=22.16m⑮轴:单支长=0.21+1+2*6.25*0.006=1.285m总长=1.285*7*2=17.99m单支长=1.104+0.21+2*6.25*0.006=1.389m支数=（27+0.05-23.4-0.065-2*0.05）/0.5+1=7支总长=1.389*7*2*2=38.892m单支长=0.21+1+2*6.25*0.006=1.285m总长=1.285*7*2=17.99m单支长=0.21+0.58+2*6.25*0.006=0.865m支数=（3.85-0.45+0.05-2*0.05）/0.5+1=8支总长=0.865*8*2=13.84m计：l=490.792m2.构造柱处的拉结筋①②⑧⑭⑮轴：单支长=0.24+2+2*6.25*0.006=2.318m支数={[(3.2-2*0.05)/0.5+2]*5+(3.25-2*0.05)/0.5+1}*4+[（3.25-2*0.05）/0.5+1]*6=210支总长=210*2.318*2=973.56m⑭轴与Ⓒ轴处（1个）：单支长=0.24+0.24+2+2*6.25*0.006=2.555m支数=[(3.45-2*0.05)/0.5+1]*6*6=48支总长=2.555*48*2=245.28m第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码计算式36010416001007④⑩轴处（2个）：单支长=0.24+2+2*6.25*0.006=2.318m支数=[(3.2-2*0.05)/0.5+1]*5=35支总长=2.318*35*2*2=324.52m走廊栏杆处（12个）：单支长=0.24+2+2*6.25*0.006=2.318m支数=[(1-2*0.05)/0.5+1]*6*6=18支总长=18*2.318*2*12=1001.376m屋顶层女儿墙部分：单支长=0.24+2+2*6.25*0.006=2.318m支数=（0.84-2*0.05）/0.5+1=2支总长=2.318*2*2*24=222.528m单支长=0.24+0.24+2+2*6.25*0.006=2.555m支数=（0.84-2*0.05）/0.5+1=2支总长=2.555*2*2=10.22m窗C1下：单支长=0.24+2+2*6.25*0.006=2.318m支数=（0.87-2*0.05）/0.5+1=3支总长=2.318*3*2*52=723.216m拉结筋汇总：A6=7929.279m*0.222=1760.3㎏A.4.8压顶钢筋工程量序号项目编码计算式（压顶钢筋工程量）37010416001008女儿墙压顶的钢筋：1.通长筋2A8：l=(46.5-2*0.025+2*6.25*0.008)+(10.68-2*0.025+0.24+2*6.25*0.008)+(12.48-2*0.025+2*6.25*0.008)+(2.9+31*0.008*2+2*6.25*0.008)+(11.82+0.12-0.025+31*0.008+2*6.25*0.008)+(12.34+0.32*2-2*0.025+2*6.25*0.008)=98.589m*2=197.78m2.A6@200:单支长=0.24-2*0.025+（0.1-2*0.025）*2=0.29m支数=（4.6-1-2*0.05）/0.2+1+（10.265-2*0.05）/0.2+1+（2.9-2*0.05）/0.2+1+（11.7-2*0.05）/0.2+1+（12.1-2*0.05）/0.2+1+（8.26-2*0.05）/0.2+1+（8.26-2*0.05-0.38*2）/0.2+1+（2.42-0.12-0.4-2*0.05）/0.2+1+（1.8-0.3-2*0.05）/0.2+1=518m总长=518*0.29=150.22m楼梯间：1.通长筋2A8：l=(3.96+0.24-2*0.025+2*6.25*0.008)*4+(5.28+0.12+0.2-2*0.025+*2*6.25*0.0088)*4+(2.42+0.12-2*0.025+2*6.25*0.008)*2=44.78m*2=89.56m2.A6@200：单支长=0.24-2*0.025+（0.1-2*0.025）*2=0.29m支数=[（3.96-0.23*2-2*0.025）/0.2+1]*2+[(3.96-0.24-2*0.025)/0.2+1]*2+[(5.28-0.48-2*0.025)/0.2+1]*4+[(2.42-0.12-0.2-2*0.025)/0.2+1]*4=218m总长=63.22m计：A8=113.262㎏，A6=47.384㎏汇总：A8=113.262㎏，A6=47.384㎏第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量A.5砌筑工程附：门窗表门窗表门窗名称宽*高总数量一层二层三层四层五层六层屋顶层过梁体积M11000*350046999991M21000*2100122222221.296m3M31500*35006111111M41500*350044M51200*2100220.245m3C13600*2600528888812C22100*260050999995C32100*100022C42100*185012222222C51200*900244444442.938m3C62100*17006111111A.5.1砌筑工程序号项目编码项目名称计算式单位工程量38010301001001砖基础（Mu10KP1多空粘土砖，M7.5混合砂浆）砖基础：V=0.48*0.06*5.21+0.35*0.06*0.51=21+（1.13-0.3-0.2）*0.24*5.21+0.15*0.24*5.21=1.235m3M31.235第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量39010301001002砖砌体（Mu10KP1多空粘土砖，M7.5水泥砂浆）一层砌筑工程工程量：总面积S=[(46.5-11*0.4)*2-(3.38-0.48)]*(3.85-0.4+0.05)+[(8.26-0.38*2)*2+(8.26-0.48*2)*3]*(3.85-0.7+0.05)+(10.68-0.38-0.5-0.4)*(3.85-0.7+0.05)+(8.26-0.38-0.38)*(3.85-0.7+0.05)+(2.42-0.12)*(3.85-0.5)+（3.38-0.48）*（3.85-0.4+0.5）+（3.38-0.23-0.12）*（3.8-0.45）+（2.28-0.24）*（3.85-0.3+0.05）+（5.28-0.48）*4*（3.85-0.5+0.05）+（3.96-0.23*2）*2*(3.85-0.4+0.05)=581.787m2门窗洞口面积：S=2.1*0.7+3.6*2.6*8+1.5*3.5+2.1*2.6*9+1*3.5*8+1*2.1*2+2.1*1*2+3.5*1=170.64m2不扣除过梁,构造柱，压顶的砌筑体积：V=（581.787-170.64）*0.24=98.675二～五层砌筑工程工程量（4层），H=3.9m：总面积：S=[（46.5-11*0.4）*2-（3.38-0.48）]*(3.9-0.4)+(8.26-0.38*2)*7*(3.9-0.7)+(2.42-0.12)*(3.9-0.5)+(2.42-0.4-0.12)*(3.9-0.45)+(1.8-0.35)*(3.9-0.45)+(3.38-0.24)*(3.9-0.3)+(3.38-0.12-0.23)*(3.9-0.45)+(2.28-0.24)*(3.9-0.3)+(5.28-0.48)*4*(3.9-0.5)+(3.96-0.23*2)*2*(3.9-0.4)=590.809m2门窗洞口面积：S=3.6*2.6*8+2.1*1.7+1.5*3.5+2.1*2.6*9+1.0*3.5*8+2.1*2+2.1*1.85*2+1.2*0.9*4+1.0*3.5=180.63m2不扣除过梁，构造柱，压顶的砌筑体积：V=（590.809-180.63）*0.24*4=393.772m3六层砌筑工程工程量：总面积：S=[（46.5-11*0.4）*2+0.4-3.38]*(3.9-0.4)-(8.26-0.38*2)*5*(3.9-0.65)+(2.42-0.12)*(3.9-0.55)+(2.42+1.8-0.35-0.12-0.4)*(3.9-0.45)+(3.38-0.12-0.23)*(3.9-0.45)+(3.38-0.24)*(3.9-0.3)+(2.88-0.12*2)*(3.9-0.3)+(5.28-0.48)*4*(3.9-0.5)+(3.96-0.23*2)*2*(3.9-0.4)=546.729m2门窗洞口面积：S=1*3.5*1+2.1*1.7+3.6*2.6*12+2.1*2.6*5+2.1*1.85*2+0.9*1.2*4+1.5*3.5+1*2*2.1+1.5*3.5*4=189.23m2不扣除过梁，构造柱，压顶的砌筑体积：V=（546.729-189.23）*0.24=85.80m3走廊栏杆处的砌体工程工程量：宽=120mm,高=1000mm二～五层：l=(2.42-0.27)+2.9+2.58+5+4.12-0.12+6.92-0.12+5-0.12+5.62-0.24=33.69mV=33.69*1.0*0.12=16.171m3六层：V=33.69*1.0*0.12=4.075m3出屋顶层砌筑工程工程量：L=(46.5-0.4)+(10.68-0.3-0.115)+(12.48-0.35-0.4-0.5-0.38)+17+0.12-1.2*2-0.12+12.34-0.24+5.62-0.12+3.38-0.115=114.66mM3598.927第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量楼梯：l=[3.96-0.46+(3.7-0.12)*2+3.96-0.12+(2.42-0.32)*2]*2=37.4mV=114.66*0.24*0.84+37.4*0.24*(27-23.4-0.45)=50.908m3门窗洞口面积：S=2.1*1.85*2+1.2*0.9*4+1.2*2.1*2=17.13m2不扣除过梁，构造柱的砌筑体积：V=46.797m3医务室与办公室的阳台处（需要扣除的量）：V=[（3.38-0.48）*（3.9-0.58-0.4）+（1.68-0.24）*（3.9-0.58-0.65）]*0.24*6=17.730m3扣除过梁，构造柱，压顶后整体的砌筑工程工程量：过梁体积V=4.479构造柱体积V=19.561C1压顶体积V=4.593V=（98.675+98.443*4+85.8+16.171+4.075+46.797）-（4.479+19.561+4.593+17.730）=598.927m3汇总：V=598.927m340010302006001零星砌砖室外台阶：V=[（2.88+5.0+5.0+4.12-0.12）+(2.42+0.7*2)+(10+1.92+0.42-0.24)+5.62]*0.15*0.35+[(10+2.88+4.21-0.12)+(2.42+0.7)+(10+1.92+0.42-0.24)+5.62)]*0.15*0.35=3.997m3M33.997第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量A.6屋面及防水工程A.6.1屋面工程序号项目编码项目名称做法及计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量41010702001001屋面卷材防水1.25厚1:2.5水泥砂浆抹平压光1*1m分格，密封胶嵌缝（缝宽30mm）S=(46.26-0.24)*(8.26+2.42-0.36)+(3.96-0.24)*(5.28-0.12)*2=513.317m2V=513.317*0.25=128.329m32.隔离层，干铺防静电处理的纤维布或低强度等级M2.5砂浆一道S=(46.26-0.24)*(8.26+2.42-0.36)+(3.96-0.24)*(5.28-0.12)*2=513.317m23.1.2厚合成高分子（APP改性沥青或SBS）防水卷材清单工程量：S=（46.26-0.24）*（8.26+2.42-0.36）+（3.96-0.24）*（5.28-0.12）*2+（46.26-0.24）*2*0.2+（8.26+2.42-0.36）*2*0.2+（3.96-0.24）*2*0.2+（5.28+2.42-0.24）*2*0.2*2=543.305m2定额工程量：屋面坡度为2%，延迟系数近似为1S=（46.26-0.24）*（8.26+2.42-0.36）+（3.96-0.24）*（5.28-0.12）*2+（46.26-0.24）*2*0.2+（8.26+2.42-0.36）*2*0.2+（3.96-0.24）*2*0.2+（5.28+2.42-0.24）*2*0.2*2=543.305m24.刷基层处理剂一道S=(46.26-0.24)*(8.26+2.42-0.36)+(3.96-0.24)*(5.28-0.12)*2=513.317m25.20厚1:3水泥砂浆找平层S=(46.26-0.24)*(8.26+2.42-0.36)+(3.96-0.24)*(5.28-0.12)*2=513.317m26.保温层，挤塑聚苯板70厚清单工程量：S=(46.26-0.24)*(8.26+2.42-0.36)+(3.96-0.24)*(5.28-0.12)*2=513.317m2定额工程量：V=513.317*0.7=359.322m37.20厚1:3水泥砂浆找平层S=(46.26-0.24)*(8.26+2.42-0.36)+(3.96-0.24)*(5.28-0.12)*2=513.317m2M339.951第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量41010702001001屋面卷材防水8.40厚（最薄处）1:8（质量比）水泥珍珠岩找坡层2%（1）平均厚度：h=0.04+(8.26/2)*2%*0.5=0.0813mV=（46.26-0.24）*8.26*0.0813=30.904m3(2)平均厚度：h=0.04+(3.38/2)*2%=0.0738mV=3.38*(2.42-0.24)*0.0738=0.544m3（3）平均厚度：h=0.04+[（17-0.24）/2]*1%*0.5=0.0819mV=（2.42-0.125-0.24）*（17-0.24）*0.0819=2.828m3平均厚度=0.04+[(12.34-0.24)/2]*1%*0.5=0.0703mV=（2.42-0.125-0.24）*（12.34-0.24）*0.0703=1.747m3平均厚度=0.04+[(5.62-0.12)/2]*1%=0.0675mV=（5.62-0.12）*（2.42-0.125-0.24）*0.0675=0.763m3(4)平均厚度：h=0.04+[(3.96-0.24)/2]*2%*0.5=0.0586mV=(5.28+2.42-0.24)*(3.96-0.24)*2*0.586=3.165m3汇总：V=39.951m342010702004001屋面排水管A100,L=(23.4+0.45)*6=143.1m雨水斗6个，弯头12个m143.143010702005001天沟天沟砼工程量：S=0.3*（8.26+46.02+8.26+2.1+3.08+4.2*2+0.55*2*2）=23.496m2M223.4964401080300101屋面保温6.保温层，挤塑聚苯板70厚清单工程量：S=(46.26-0.24)*(8.26+2.42-0.36)+(3.96-0.24)*(5.28-0.12)*2=513.317m2定额工程量：V=513.317*0.7=359.322m3M2513.317A.6.2墙身防潮序号项目编码项目名称计算式单位工程量44010703003001墙身砂浆防潮立面防潮层：1）水平段墙身防潮（砖基础部分）：S=[（2.42-0.12）+（3.38-0.25-0.12）]*0.24=1.274m2水平防潮层：卫生间反边2卫生间20厚的墙身防潮（即卫生间周边200厚C20素砼反边）S=[（6.58+1.68-0.38*2）*2+（3-0.48）*2+（3-0.24）]*0.24=5.472m2M2588.533第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量序号项目编码项目名称计算式单位工程量44010703003001墙身砂浆防潮水平防潮层：设于室内地面以下60mm处，做法为20厚1:2水泥砂浆，内加5%防水剂1）S=[（46.5-11*0.4）*2-（3.38-0.48）]*(3.38-0.4+0.05)+[(8.26-0.38*2)*2+(8.26-0.48*2)*3]*(3.85-0.7+0.05)+(10.68-3.85-0.5-0.4)*(3.85-0.7+0.05)+(8.26-0.38-0.38)*(3.85-0.7+0.05)+(2.42-0.12)*(3.85-0.5)+(3.38-0.48)*(3.85-0.4+0.05)+(3.38-0.23-0.12)*(3.85-0.45)+(2.28-0.24)*(3.85-0.3+0.05)+(5.28-0.48)*4*(3.85-0.5+0.05)+(3.96-0.23*2)*2*(3.85-0.4-0.05)=581.787m2第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量B.装饰工程B.1楼地面工程B.1.1楼梯，卫生间和医务室楼地面序号项目编码项目名称项目特征及计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量1020102002001块料楼地面1.铺6（8）厚防滑（耐磨）地砖楼面，干水泥擦缝1）楼梯间及卫生间地面楼面：清单工程量S1=（2.88-0.24）*[(6.58-0.24)+(1.68-0.24)]=20.5392m2*6=123.235m2梯井宽度120mm<500mm,所以不扣除梯井水平投影面积S2=（3.96-0.24）*（5.28-0.12）=19.195m2*6=115.171m2定额工程量S1=123.235+1.0*0.24*2*6=126.115m2S2=（3.96-0.24）*（5.28-0.12）=19.195m2*6=115.171m22)医务室清单工程量S=[(1.68-0.24)+(6.58-0.12)+(2.42-0.24)]*(3.88-0.24)=31.691m2定额工程量S=33.691+1.5*0.24+1.0*0.24=37.291m22.撒素水泥面（洒适量清水）3.30厚1:3干硬性水泥砂浆结合层（内渗建筑胶）清单工程量=定额工程量S=123.235+115.171+31.691=270.643m24.1.5厚合成高分子涂膜防水层四周翻起300高清单工程量=定额工程量S=275.643+[(2.88-0.24)*0.3*4+(6.58-0.24+1.68-0.24)*0.3*2-1.0*0.3*3]*6+[(1.68-0.24)+(6.58-0.12)+(2.42-0.24)]*0.3*2+(3.88-0.24)*4*0.4-1.5*0.3*2-1.0*0.3=322.931m25.1:3水泥砂浆找坡，最薄处20厚，坡向地漏，一次抹平1）医务室阳台：平均厚度=0.02+（3.38-0.24）*2%*0.5=0.0514mV=(3.38-0.24)*(1.68-0.24)*0.0514=0.226m32)女厕所平均厚度=0.02+（6.7-0.24）*1%*0.5=0.0523mV=(6.7-0.24-0.12)*(3-0.24-0.12-1.4)*0.0523*3=1.233m33）男厕所平均厚度=0.02+2.34*2%*0.5=0.0434mV=0.65*2.34*0.0434*3=0.066m3平均厚度=0.02+(3-0.36-0.65)*0.5*1%=0.02995mV=（1.49+0.5）*2.34*0.02995*3=0.418m3平均厚度=0.02+（4.0-0.12）*0.5*1%=0.0394mV=(4-0.12)*(3-0.24-0.12-1.4)*0.0394*3=0.568m3V总=2.517m36.现浇钢筋混凝土楼板，随打随磨光㎡270.6437.100厚C15混凝土垫层（一层）V=275.634*0.1=27.063m38.素土夯实B.1.2其他水磨石地面序号项目编码项目名称项目特征及计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量2020102002002块料楼地面1.1：2.5白水泥色石子水磨石面层20mm厚，15mm*2mm铜分隔条清单工程量：S=（10-0.24）*（8.26-0.24）*4+（46.5-0.36）*（2.42-0.12）+[(10-0.24)*(8.26-0.24)*4+(46.5-0.36)*(2.42-0.24)]*4+(20-0.24)*(8.26-0.24)*2+(46.5-0.36)*(2.42-0.24)=2491.513m2定额工程量：S=（10-0.24）*（8.26-0.24）*4+1.0*0.24*8+（46.5-0.36）*（2.42-0.12）+[(10-0.24)*(8.26-0.24)*4+1.0*0.24*8+(46.5-0.36)*(2.42-0.24)]*4+(20-0.24)*(8.26-0.24)*2+1.5*0.24*4+(46.5-0.36)*(2.42-0.24)]=2502.543m22.5厚1:2.5水泥砂浆粘结层（内渗建筑胶）V=2502.543*0.005=12.513m33.20厚1:3干硬性水泥砂浆结合层（内渗建筑胶）V=2502.543*0.02=50.051m34.水泥砂浆找平一道（内渗建筑胶）S=10-0.24）*（8.26-0.24）*4+1.0*0.24*8+（46.5-0.36）*（2.42-0.12）+[(10-0.24)*(8.26-0.24)*4+1.0*0.24*8+(46.5-0.36)*(2.42-0.24)]*4+(20-0.24)*(8.26-0.24)*2+1.5*0.24*4+(46.5-0.36)*(2.42-0.24)]=2502.543m25.现浇钢筋混凝土楼板，底层100厚C15混凝土垫层，素土夯实垫层：S=（10-0.24）*（8.26-0.24）*4+（46.5-0.36）*（2.42-0.12）+[（2.88+5+5+4.12-0.12）+（10+1.92-0.24）+（5.62-0.12）]=446.952m2V=446.952*0.1=44.695m3㎡B.1.3台阶装饰序号项目编码项目名称项目特征及计算式3020108001001室外台阶贴面瓷砖贴面S=[（2.88+5.0+5.0+4.12-0.12）+（2.42+0.7*2）+（10+1.92+0.42-0.24）+5.62]*0.15+[(10+2.88+4.12-0.12)+(2.42+0.7)+(10+1.92+0.42-0.24)+5.62]*0.15+(10+2.88+4.12-0.12+2.42-0.12+10+1.92+0.42-0.24+5.62)*0.13+[(2.88+10+4.12-0.12)+(2.42+0.7*2)+(10+1.92+0.42-0.24)+5.62]*0.7=42.297m2m242.297B.1.4扶手，栏杆，栏板装饰序号项目编码项目名称项目特征及计算式单位工程量4020107001001楼梯扶手，栏杆扶手：l=√(3..362+1.952)*12+11*(0.12+0.1)=49.038*2=98.076m栏杆：l=1.05*12*12*2=302.4m总长：l=98.076+302.4=400.476mm400.476第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量B.1.5踢脚线序号项目编码项目名称项目特征及计算式单位工程量5020105003001瓷砖踢脚线踢脚线高120mm，采用瓷砖饰面清单工程量：底层：l=[46.5-4*0.24-(2.88+0.12)-(3.38+0.12)]*2+(6.58+1.68-0.12-0.12)*8+[46.5-0.24-（3.38+0.12）]+(2.42-0.12)+(3.96-0.24)*2+(5.28-0.12)*4=213.46m二～五层：l=213.46m*4=853.84m六层：l=[46.5-2*0.24-(2.88+0.12)-(3.38+0.12)]*2+[46.5-0.24-(3.38+0.12)]+(2.42-0.12)+(3.96-0.24)*2+(5.28-0.12)*4+(6.58+1.68-0.24)*4=184.26mS=（213.46+853.84+184.26）*0.12=150.187m2定额工程量：底层：l=[46.5-4*0.24-(2.88+0.12)-(3.38+0.12)]*2+(6.58+1.68-0.12-0.12)*8+[46.5-0.24-（3.38+0.12）]+(2.42-0.12)+(3.96-0.24)*2+(5.28-0.12)*4-9*1=204.46m二～五层：l=204.46*4=817.84m六层：l=[46.5-2*0.24-(2.88+0.12)-(3.38+0.12)]*2+[46.5-0.24-(3.38+0.12)]+(2.42-0.12)+(3.96-0.24)*2+(5.28-0.12)*4+(6.58+1.68-0.24)*4-1-4*1.5=177.26mS=(204.46+817.84+177.26)*0.12=143.947m2㎡150.187B.2墙柱面工程B.2.1墙裙序号项目编码项目名称项目特征及计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量60202004003001块料墙面（墙裙）1.厕所与医务室，H=1800mm,大于1500mm,所以按墙面计算m2328.266清单工程量：l1=[(6.58+1.68-0.24-0.24)*2+(2.88-0.24)*4]*6+(6.58+2.42-0.36)*2+(3.38-0.24)*2=180.28mL2=3.38-0.24=3.14mL3=3.38-0.24-2.1=1.04mS=180.28*1.8+3.14*0.9+1.04*0.9=328.266m2定额工程量：l1=180.26-1.0*2*6-1.0*1-1.5=165.76mL2=3.38-0.24=3.14mL3=3.38-0.24-2.1=1.04mS=165.76*1.8+3.14*0.9+1.04*0.9=302.13m27块料墙裙2.办公室墙裙H=1200mm清单工程量：l1=（6.58+2.42-0.36）*2+(3.38-0.24)*2=23.56mL2=3.38-0.24=3.14mL3=3.38-0.24-2.1=1.04mS=（23.56*1.2+3.14*0.9+1.04*0.9）*5=160.17m2定额工程量：l1=23.56-1-1*1.5=21.06mL2=3.38-0.24=3.14mL3=3.38-0.24-2.1=1.04mS=(20.06*1.2+3.14*0.9+1.04*0.9)*5=145.07m2m2160.17B.2.2内墙面抹灰序号项目编码项目名称项目特征及计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量8020201001001墙面抹灰内墙面采用一般抹灰，先刷一道厚6mmde1:2水泥砂浆，再刷一道厚10mm1:1.6的混合砂浆，然后2.5厚的纸筋灰浆刷2道罩面底层：S=[（46.5-7*0.24）*2]*(3.9-0.4)-(3.38+0.24)*(3.9-0.4)+(3.38-0.24)*1.2+[(2.88-0.24)*2+(3.38-0.24)*2]*(3.9-0.3)+[(6.58+1.68-0.48)*2]*(3.9-0.7)+(6.58+1.68-0.24)*8*(3.9-0.7)+(6.58+1.68-0.36)*(3.9-0.7)+(6.58-0.12)*(3.9-0.7)+(2.42-0.24)*2*(3.9-0.5)+(1.68-0.24)*1.2+(3.96-0.24)*2*(3.9-0.4)+(5.28-0.12)*4*(3.9-0.5)=760.278m2门窗洞口面积=1.0*3.5*9+1.0*2.1*2+1.5*3.5+3.6*2.6*8+2.1*2.6*9+2.1*1.0*2*2.1*1.7=172.74m2S’=760.278-172.74=587.538m2二～五层:S=[（46.5-7*0.24）*2*(3.9-0.4)-(3.38+0.24)*(3.9-0.4)+(3.38-0.24)*1.2+[(2.88-0.24)*2+(3.38-0.24)*2]*(3.9-0.3)+（6.58+1.68-0.48）*2*（3.9-0.7）+（6.58+1.68-0.24）*8*（3.9-0.7）+（6.58+1.68-0.36）*（3.9-0.7）+（6.58-0.12）*（3.9-0.65）+（1.68-0.24）*1.2+（2.42-0.24）*2*（3.9-0.5）+（3.96-0.24）*2*（3.9-0.4）+（5.28-0.12)**4*(3.9-0.5)=760.601m2门窗洞口面积=1.0*3.5*9+1.0*2.1*2+1.5*3.5+3.6*2.6*8+2.1*2.6*9+2.1*1.85*2+1.2*0.9*4+2.1*1.7=180.63m2m22993.05第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量S’=760.601-180.63=579.971m2*4=2319.884m2顶层：S=（46.5-5*0.24）*2*（3.9-0.40）-（3.38+0.24）*（3.9-0.4）+（3.38-0.24）*1.2+[(2.88-0.24)*2+(3.38-0.24)*2]*(3.9-0.3)+(6.58+1.68-0.48)*2*(3.9-0.65)+(6.58+1.68-0.24)*4*(3.9-0.65)+(1.68++6.58-0.36)*(3.9-0.65)+(6.58-0.12)*(3.9-0.65)+(1.68-0.24)*(3.9-0.65)+(2.42-0.24)*2*(3.9-0.5)+(3.96-0.24)*2*(3.9-0.4)+(5.28-0.12)*4*(3.9-0.5)=667.034m2门窗洞口面积=1.0*3.5+1.0*2.1*2+1.5*3.5+1.5*3.5*4+3.6*2.6*12+2.1*2.6*5+2.1*1.85*2+1.2*0.9*4+2.1*1.7=189.23m2S’=667.034-189.23=477.804m2屋顶层楼梯间：S=（3.96-0.24）*2*（27.0-23.4-0.45）+（5.28+2.42-0.24）*4*（27.0-23.4-0.45）=117.134m2门窗洞口面积=2.1*1.85*2+1.2*0.9*4+1.2*2.1*2=17.13m2S’=117.134-17.13=100.004m2扣除墙裙工程量，汇总:清单工程量：S=587.538+2319.884+477.804+100.004-（332.01+160.17）=2993.05m2定额工程量：S=587.538+2319.884+477.804+100.004-（305.847-145.17）=3034.186m2B.2.3外墙面抹灰序号项目编码项目名称项目特征及计算式单位工程量9020201001002墙面抹灰统一采用刷喷涂料，底层先刷一道10厚的1:3水泥砂浆，内掺5%防水剂，再刷一遍按1:3稀释的107胶水，外层刷喷乳胶漆S=[46.5-(3.38+0.24)]*(23.4+1.5+0.45)+[46.5-(3.38+0.24)+(2.42-0.12)]*(23.4-6*0.1)+(6.58+1.68+0.24)*(24.9+0.45)+(6.58+2.42)*(25.8+0.45)+(3.38+0.24)*(24.9+0.45)+[(3.38+0.24)+1.68+0.24]*1.2*5+[46.5-(3.96+0.24)*2+2.42-(3.38+0.24)]*1.5*5*2+(3.96+0.24）*2+（27+0.45）+（5.28+0.12）*4*（27+0.45）=4040.844m2门窗洞口面积=172.74m2+180.63m2+189.23m2+17.13m2=559.73m2扣除门窗洞口面积工程量，汇总:S=4070.844-559.73=3511.114m2m23511.114第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量B.3天棚工程B.3.1天棚抹灰工程序号项目编码项目名称项目特征及计算式单位工程量10020301001001天棚抹灰采用一般抹灰，同墙柱面底层（不含楼梯间）：S=（2.88-0.24）*（6.58-0.24）+（1.68-0.24）*（2.88-0.24）*（1.68+6.58-0.24）*（10-0.24）*4+（1.68-0.24）*（3.38-0.24）+（6.58+2.42-0.12-0.24）*（3.38-0.24）+（2.42-0.12）*（46.5-0.12-3.38-0.24）=463.639m2二～五层（不含楼梯间）：S=（2.88-0.24）*（6.58-0.24）+（1.68-0.24）*（2.88-0.24）*（1.68+6.58-0.24）*（10-0.24）*4+（1.68-0.24）*（3.38-0.24）+（6.58+2.42-0.12-0.24）*（3.38-0.24）+（2.42-0.12）*（46.5-0.12-3.38-0.24）=463.639m2*4=1854.557m2六层（不含楼梯间）：S=(2.88-0.24)*(6.58-0.24)+(1.68-0.24)*(2.88-0.24)+(1.68+6.58-0.24)*(20-0.24)*2+(1.68-0.24)*(3.38-0.24)+(6.58+2.42-0.12-0.24)*(3.38-0.24)+(2.42-0.12)*(46.5-0.12-3.38-0.24)=467.489m2楼梯间：S=[3.36*1.95*1.15*12+1.8*（3.96-0.24）*6+（5.28+2.42-0.24）*（3.96-0.24）]*2=315.394m2清单工程量=定额工程量：S=3101.079m2m23101.079B.4门窗工程B.4.1金属门序号项目编码项目名称项目特征及计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量11020402001001金属平开门带明锁铁皮防盗门，带亮窗M1：清单工程量；46樘定额工程量：1.0*3.5*46=161m2M2:清单工程量：12樘定额工程量：1.0*2.1*12=25.2m2M3：清单工程量：6樘定额工程量：1.5*3.5*6=31.5m2M4：清单工程量：4樘定额工程量：1.5*3.5*4=21.0m2樘70M5：清单工程量：2樘定额工程量：1.2*2.1*2=5.04m2B.4.2金属窗12020406001001金属推拉窗铝合金推拉窗，白铝白玻璃C1：清单工程量：52樘定额工程量：3.6*2.6*52=468m2C2：清单工程量：50樘定额工程量：2.1**2.6*50=273m2C3：清单工程量：2樘定额工程量：2.1*1.0*2=4.2m2C4：清单工程量：12樘定额工程量：2.1*1.85*12=46.62m2C5：清单工程量：24樘定额工程量：1.2*0.9*24=25.92m2C6：清单工程量：6樘定额工程量：2.1*1.7*6=21.42m2樘146B.5油漆、涂料、裱糊工程B.5.1金属面油漆(扶手栏杆)序号项目编码项目名称项目特征及计算式单位工程量14020505001001金属面油漆栏杆高度H=1.05-0.15=0.9m单位质量为：2.46㎏/m金属面油漆合计:清单工程量：400.476*2.46=985.171㎏定额工程量：985.171*1.71=1.685tt0.985B.5.2抹灰面油漆序号项目编码项目名称项目特征及计算式单位工程量第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量15020506001001抹灰面油漆外墙面外层喷乳胶漆S=[46.5-(3.38+0.24)]*(23.4+1.5+0.45)+[46.5-(3.38+0.24)+(2.42-0.12)]*(23.4-6*0.1)+(6.58+1.68+0.24)*(24.9+0.45)+(6.58+2.42)*(25.8+0.45)+(3.38+0.24)*(24.9+0.45)+[(3.38+0.24)+1.68+0.24]*1.2*5+[46.5-(3.96+0.24)*2+2.42-(3.38+0.24)]*1.5*5*2+(3.96+0.24）*2+（27+0.45）+（5.28+0.12）*4*（27+0.45）=4040.844m2门窗洞口面积=172.74m2+180.63m2+189.23m2+17.13m2=559.73m2扣除门窗洞口面积工程量，汇总:S=4070.844-559.73=3511.114m2㎡3511.114措施项目工程量（一）脚手架工程量计算序号项目名称项目特征及计算式单位工程量1砌筑脚手架1.砌筑综合脚手架按建筑面积计算S=3285.36m22.建筑外墙采用双排外脚手架（现浇钢筋砼脚手架）S=[46.5-（3.96+0.24）*2]*(24.9+0.45)+46.5*(24.9+0.45)+(1.68+6.58+2.42+0.12)*(25.8+0.45)+(1.68+6.58+2.42+0.12)*(25.8+0.45)+[(3.96+0.24)*2+(5.28+0.12)*4]*(27.0+0.45)=2877.368m2m2（二）垂直运输工程量计算序号项目名称项目特征及计算公式单位工程量2土建部分20m以内（6层以内）卷扬机施工工程量量为：3285.36m2㎡3285.36（三）模板工程量序号项目名称项目特征及计算公式单位工程量3独立基础模板工程量：独基模板S=310.248m2垫层模板S=39.024m2㎡349.2724条形基础模板工程量：条形基础S=191.34m2垫层模板S=33.584m2m2224.9245现浇砼矩形柱模板工程量：S=1651.668m2m21651.1186现浇异形柱模板工程量：S=114.204m2m2114.2047现浇砼过梁模板工程量：S=147.2m2m2147.2第97页共97页 华东交通大学土木建筑学院毕业设计(论文)某框架办公楼项目土建及装饰分部分项工程量8有梁板模板工程量：S=3079.896+1458.896=4538.045m2以上所有详细计算式参见现浇混凝土工程m24538.045第97页共97页'