例算框架砼计模框架板柱，10，C榀52，和矩形柱梁用采钢板模支钢，异撑梁性采用木模板木支撑，截柱面均为0.40*6解.1：框、架砼工程柱量0.40×6.1×26×4×.01=2109.m36模板（0.量4+.60）××12.2604×1×01=0082m第超个一3m0.（+04.6）×2（×09×7+3.×10=）86m2超第1个二3m（04.+.60×2）1×5.×0=30m12用应定额量砼4--12127096×.112.57=72552.395元板10-4-模8410.08×279.9=28218.596元高超模1板10次4-1-021.6×81.9427=9771.元超高模板2次10-41023.0-×1.9242=×2515.2元小计=5482.454元、2矩形框架梁砼程工量-44面断0.25×.0×（556.×21+.7）6×10=1580m3.55-断面.0250×2.5×71（.-8.10）22××0=2.3113m板量模44-断面（.0×5+2.25）0×（.56×2+1.6）710×1=62m255-断面【（015.+04./2×（）.180-.1）2×2+025×spr（0.25.×.20+5.61×81.6）】×208=26.8m2超高一次9按选跳梁55-断面模板/12算26计.9/8=13.29m24超高次二-44断面0.5*（2+0.25）（6×1.60-28×.2×）01=072m 55-面按模板断量/21算2计698/2=.31.94m2应用定额量4砼2-24-.18111×959.5=3601304.元板模10--410（112+266.98/）1×2908.3=95683.97元高一次超10-41-031394×36.85.=9.41元7超高二次104-13-0.389×3468.=51653.2元3异形梁、工砼程：1-1断面（0量.2×50.0+06.320.×21）×（5.61.76+）10×1=.37m3022断面（-02.×0550.0+4.×6012.×（5.）+1676）.×011=.32m363-3断面（.25×0.05+002./3×0.21）×25.6×017.=2m3676-面（0.2断50×3.80.2+3×.10）2×1.8（0.-21×）3×0=61.243m小砼计4=03.m34模板：-11面断【梁0（12.+0.080.+4+1.303×）+0.252×（】56+.1.76×）101=7.02m2122-面断【梁（.12+0.00+80.322+×025.）】（5×.+61.67×10=94）.492m3-3断面梁（0.+0.2550+1.+20.8+00.140.+32×）56.×10=739.2m66-断梁面【（0.1+02.0+8.14+002./23×）2（×1.-0.12）80+2.×spr50.（52×0.250.6+80.×8）6×】310×=5.8802m模板计合3=4.64m82超高一次11.720+4.9497+39.+12.6×209=35.08m22 应定额用工程砼4量-22-54.34×00123.8=7128359.模元1板04--1234346.8×137.601=624.350超高一次元1-04-3131.250×89.14=305606.3元小计275=8.027元
发布于 2025-01-15 14:53:53
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