2.6mx2m混凝土箱涵单价分析及计算

1、单单价价构构成成一一览览表表工工程程名名称称：单单位位：元元/m/m序号 项目编码 ZB420-2-a 项目名称 现现浇浇钢钢筋筋混混凝凝土土闭闭合合框框架架方方涵涵1-2.6m2.0m1-2.6m2.0m工 料 机 名 称单 位单 价定额数 量金 额一一、挖挖掘掘机机挖挖装装土土、石石方方（1-1-9-51-1-9-5）1人工工日55.000.004513.073.23275kW以内履带式推土机台班698.630.0004613.074.2031m3以内单斗挖掘机台班910.570.0021513.0725.59二二、夯夯实实填填土土（1-1-7-21-1-7-2）4人工工日55.000.1

2、0176.5336.535蛙式夯土机台班35.440.078246.5318.116回填砂石m336.001.026.53239.78三三、余余土土5km5km倒倒运运（1-1-11-131-1-11-13）710t以内自卸汽车台班836.330.0379013.07414.28四四、垫垫层层混混凝凝土土C10C10（参参1-2-4-51-2-4-5）8人工工日55.004.780.3797.279C10混凝土m3260.001.020.3798.1210组合钢模板t3800.000.00260.373.6611铁件kg4.280.780.371.2412石油沥青t4100.000.00130

3、.371.9713其他材料费元1.001.620.370.60五五、现现浇浇箱箱涵涵- -混混凝凝土土（4-6-7-14-6-7-1）14人工工日55.002.693.06452.7315C30水泥混凝土、抗渗S4m3370.001.023.061154.8416原木m31600.000.00263.0612.7317锯材m32100.000.0033.0619.2818型钢t3900.000.00143.0616.7119钢管t4050.000.00033.063.7220组合钢模板t3800.000.00353.0640.7021门式钢支架t4000.000.00053.066.1222铁

4、件kg4.281.433.0618.7323其他材料费元1.001.843.065.632412t以内汽车式起重机台班718.570.0943.06206.6925小型机具使用费元1.000.953.062.91六六、现现浇浇箱箱涵涵- -钢钢筋筋（4-6-7-44-6-7-4）26人工工日55.0014.10.479371.4627带肋钢筋t4000.001.0250.4791963.9028电焊条kg5.4010.50.47927.16292022#铁丝kg6.502.40.4797.47305t以内汽车式起重机台班469.300.060.47913.493132k.VA以内交流电弧焊机台

5、班195.442.50.479234.0432小型机具使用费元1.0028.70.47913.75七七、防防水水层层- -涂涂沥沥青青（4-11-4-54-11-4-5）33人工工日55.000.0905.627.7234石油沥青t4100.000.00395.689.5435其他材料费元1.000.1505.60.840八八、跌跌水水口口砌砌筑筑卵卵石石( (参参4-5-2-1)4-5-2-1)36人工工日55.000.954.01209.523732.5水泥t540.000.09314.01201.6038水m35.600.404.018.9839中粗砂m368.000.384.01104

6、.1640卵石m342.001.154.01193.6841其他材料费元1.000.124.010.4842小型机具使用费元1.000.704.012.81九九、现现况况水水渠渠倒倒流流531m3以内单斗挖掘机台班910.570.15961.00145.3354工料机合计6501.3055综合费率%20.0056项目单价7801.56TJ10+431.34TJ10+431.34钢钢筋筋混混凝凝土土箱箱涵涵1-2.6m2.0m1-2.6m2.0m1、挖方采用K10+430设计路面高程502.924m涵中心内底高程499.95m(详见平面图2009W053S01DL0002DL003第28页）采用

7、K10+420原地面高程501.065mK10+440原地面高程502.135m计算出K10+430原地面高程（501.065+502.135）/2=501.6m挖深=501.6-499.95+0.3+0.1=2.05m槽底宽度=2.6+0.25*2+0.2*2+0.1*2+1*2=5.7m（每边工作宽度0.5m)槽上口宽度=5.7+2.05*0.33*2=7.05m余土运输=每延米挖方=（5.7+7.05）/2*2.05=13.07m3/m2、填方设计覆土=502.924-499.95-2-0.30=0.674m0.7m回填砂石结构体积=3.7*0.1+3.5*0.3+3.1*(2.05-0

8、.4）=6.54m3/m回填砂石=13.07-6.54=6.53m3/m3、垫层混凝土（2.6+0.25*2+0.2*2+0.1*2）*0.1=0.37m3/m4、箱涵混凝土3.5*0.3+2*0.25*2+3.1*0.3+0.2*0.2*0.5*4=3.06m3/m5、箱涵钢筋N1 16 共16根0.5*（2.6-0.08）+54*0.016+3.1-0.08+0.5*（2.6-0.08）-7*0.016=6.29m6.29*0.617*1.6*1.6*16=159kgN2 18 共8根0.2+3.1-0.08+0.2=3.42m3.42*0.617*1.8*1.8*8=55kgN2a 18

9、共8根0.3-0.08+3.1+0.32+0.3-0.08=3.86m3.86*0.617*1.8*1.8*8=62kgN3 12 共64根L=1m1*64*0.617*1.2*1.2=57kgN4 16 共16根L=0.2+2.6-0.08+0.25+0.12=3.09m3.09*16*0.617*1.6*1.6=78kgN5 16 共8根L=0.2*2+0.865=1.27m1.27*8*0.617*1.6*1.6=16kgN6 16 共8根L=0.2*2+0.865=1.27m1.27*8*0.617*1.6*1.6=16kgN7 12 共40根L=1m1*40*0.617*1.2*1.

10、2=36kg合计159+55+62+57+78+16+16+36=479kg/m6、防水层(0.3+0.2+2.3）*2=5.6m27、跌水式进出水口设计覆土0.674-4.25*0.02-0.75*0.03=0.57m跌水口高度=2+0.3+0.57=2.87m跌水口左侧底板洞口处：2.6*（0.8+0.8-0.6*0.35）/2*0.6=1.08m3跌水口左侧斜坡洞口处：（0.6*0.35）2+0.62 *（2.87+0.6）*2.6=5.76m3跌水口左侧两侧侧墙底口宽：0.6+2.87*0.35=1.6侧墙长度：（2.87+0.6)*0.35+0.8=2.01跌水口左侧两侧侧墙：（0.6+1.6)/2*2.87*2.01+(1.6+0.3+0.25)*0.6*2.01-(