《工程预算和造价蚀葱碌例详细附图计算方案》由会员分享,可在线阅读,更多相关《工程预算和造价蚀葱碌例详细附图计算方案(107页珍藏版)》请在金锄头文库上搜索。
1、工程预算和造价蚀葱碌例_详细附图_计算方案Stillwatersrundeep.流静水深流静水深,人静心深人静心深Wherethereislife,thereishope。有生命必有希望。有生命必有希望解:建筑面积:S = S1S2S3S4=20.349.24 33 13.51.52.761.5=154.552() Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.、单层建筑物不论其高度如何,均按一层计算建筑面积。其建
2、筑面积按建筑物外墙勒脚以上结构的外围水平面积计算。、建筑面积计算的基本方法是面积分割法,对于矩形面积的组合图形,可先按最大的长、宽尺寸计算出基本部分的面积,然后将多余的部分逐一扣除。在计算扣除部分面积时,注意轴线尺寸的运用。 分析:分析:Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.2、某五层建筑物的各层建筑面积一样,底层外墙尺寸如图所示,墙厚均为240,试计算建筑面积。(轴线坐中) Evaluation only
3、.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:用面积分割法进行计算:1、轴线间矩形面积 S1 = 13.812.24 = 168.912()2、S2 = 30.122 = 0.72()3、扣除S3 = 3.63.18 = 11.448()4、三角形S4 = 0.54.022. 31= 4.643() 5、半圆S5 = 3.143.1220.5= 15.283()6、扇形S6 = 3.144.622150/360 = 27.926()总建筑面
4、积:S = (S1+S2S3 + S4 + S5 + S6)5 = (168.912+0.7211.448+4.643+15.283+27.926) = 1030.18()Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.分析:、多层建筑物建筑面积,按各层建筑面积之和计算,其首层建筑面积按外墙勒脚以上结构的外围水平面积计算,二层及二层以上按外墙结构的外围水平面积计算。同一建筑物如结构、层数不同时,应分别计算建筑面积。(
5、本题各层建筑面积相等,故总建筑面积等于底层建筑面积乘以层数)、当平面图形中含有圆弧形、三角形、梯形等非矩形的图形时,基本部分仍按矩形计算,而非矩形部分单独计算,然后再加(或减)到基本图形的面积上。、关于其他有关建筑面积计算的现行规定请按定额执行。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.二 土石方工程 土石方工程是预算的一个重要分部,特别是土方工程,在工程中经常遇到,并且其工程量的计算及影响造价的因素很多,因
6、此应作为重点掌握。本分部有些计算,如回填土、运土等,我们将放在基础部分中介绍。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.3、试计算图示建筑物人工场地平整的工程量及其综合基价,墙厚均为240,轴线均坐中。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspos
7、e Pty Ltd.解:、底层建筑面积:S0 = 30.2448.2466223.7612 = 1101.66()、外墙外边线长度:L外外 = (30.24 + 48.24)2 + 122 = 180.96()套用定额子目 156 人工场地平整工程量:S0 + L外外2 + 16 = 1101.66 + 180.962 + 16 = 14.796()基 价:218.44(元/100)综合基价:14.796218.44 = 3232.04(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.
8、0.Copyright 2004-2011 Aspose Pty Ltd.分析: 、除矩形底面积,其平整场地工程量可按长、宽每边各加2m计算外,对于组合图形利用公式S平 = S0 + L外外2 + 16计算工程量比较简单。、在计算平整场地工程量时,当遇到某边放不足2m,或放边部分重叠的情况,工程量仍按上式计算,不予扣除。、底层建筑面积在特殊情况下应作调整,如底层不封闭的外走廊,在计算底层建筑面积时,是按一半计算的,而平整场地工程量应全部计算。、对于一般建筑物、构筑物,应套用人工平整场地子目,不得套用机械场地平整子目。构筑物除围墙、地沟、水池、水塔、烟囱可计算平整场地外,其余均不计算。计算规则见
9、定额。、桩基工程。在桩基施工结束后,场地的平整度已被破坏,因此可再计算一次人工场地平整。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.4、某工程坑底面积为矩形,尺寸为3216,深为2.8m,地下水位距自然地面为2m,土为坚土,试计算人工挖土方的综合基价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.C
10、opyright 2004-2011 Aspose Pty Ltd.解:首先分析套用的定额子目:由于底面积大于20,宽度大于3m,故为人工挖土方。111 人工挖土方(3m以内,干土)工 程 量 : V1 = ( 32 + 20.330.8 + 0.332)(16+20.330.8+ 0.332)2 + 1/30.33223 = 11.412(100m3)基 价:1259.60(元/100m3)综合基价:11.4121259.60 = 14374.56(元)111 人工挖土方(3m以内,湿土)工 程 量 : ( 32 + 0.330.8) ( 16 +0.330.8) 0.8 + 1/30.33
11、20.83 = 4.198(100m3)基 价 : 1259.60 +756.84( 1.18 1) = 1395.831(元/100m3)综合基价:4.1981395.831 = 5859.70(元)综合基价合计:14374.56 + 5859.70 = 20204.26(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.分析:、人工挖土分为:人工挖土方、人工挖地槽、人工挖地坑、山坡切土等分项。由于本题底面积大
12、于20,宽度大于3m,所以本题是人工挖土方。、人工挖土方当超过放坡起点时,应按放坡开挖计算(除施工组织设计规定支挡土板开挖外),坚土人工开挖放坡系数为0.33。、基底为矩形时,放坡后为四楞台,四楞台体积计算的基本公式为V = (A + KH)(B +KH)H + 1/3K2H3其中:A为基底长,B为基底宽,H为深,K为放坡系数。、人工挖土遇有湿土时,湿土部分基价乘以系数1.18,套定额时,干、湿土部分均按全深特性套用定额。子目上带“ ”者,表示基价做了换算。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profi
13、le 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.5、某工程人工挖室外管道沟槽,土为二类土,槽长40m,宽0.9m,平均深度为1.8m,槽断面如图所示,地下水位距地面1.5m,试计算地槽开挖的综合基价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:130 人工挖地槽(2m以内,干土)工 程 量 : (0.9 + 20.50.3 + 0.51.5)1.540 = 1.1
14、70(100m3)基 价:844.39(元/100m3)综合基价:1.170844.39 = 987.94(元)130 人工挖地槽(2m以内,湿土)工程量:(0.9 + 0.50.3)0.340 = 0.126(100m3)基 价:844.39 + 507.36(1.181) = 935.715(元/100m3)综合基价:0.126935.715 = 117.90(元)综合基价合计:987.94 + 117.90 = 1105.84(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0
15、.Copyright 2004-2011 Aspose Pty Ltd.分析:、因基底宽度小于3m,且长度大于宽度的3倍,所以本题是人工挖地槽。、二类土属于普通土,放坡起点为1.2m,人工挖土的放坡系数为0.5。、地槽放坡工程量计算公式为 V = (B + KH)HL其中:B为槽底宽度,K为放坡系数,H为槽深,L为槽长。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.6、已知基础平面图如图所示,土为三类土,计算人工
16、挖土的定额直接费。(砼垫层施工时需支模板)。若本土改为四类土,人工挖土定额直接费又为多少。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:134人工挖地槽(2m以内)工程量:(1.8+0.2+20.3+0.331.8)1.8(54+6.42)=3.841(100m3)基 价:1530.46(元/100m3)综合基价:3.8411530.46=5878.50(元)若改为四类土,不需要放坡,计算如下:138人工挖地
17、槽(2m以内)工程量:(1.8+0.2+20.3)1.8(5.4+6.42)=3.126(100m3)基 价:2251.83(元/100m3)综合基价:3.1262251.83=7039.22(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.分析:在计算地槽工程量时,其长度,外墙按中心线长度计算,内墙按地槽净长计算。工作面的宽度,当无施工组织设计尺寸时,按定额规定计算。砼支模板,定额规定每边加30。在计算地槽工
18、作量时,由于放坡,在T字接头处造成土方的重复计算不予扣除,放坡应从垫层底部计算,无垫层的,从基底计算。四类土是砂砾坚土,其放坡起点为2m,故不应放坡,尽管不放坡工程量减少,但是由于开挖砂砾坚土的基价较高,其综合基价还是大于坚土的综合基价。若基槽断面尺寸不同时,应分别计算工程量,按不同深度特征套用定额计算。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.7、人工挖土,底部尺寸为54m(矩形),每边还需增加工作面0.3
19、m,地下水位标高为3.00m,土为普通土,试计算综合基价,并分析人工。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:计算时首先判断挖土类别。由于本题底部尺寸(不包括工作面)54 = 20,所以是人工挖地坑。然后将标高转换为以地面为基准的绝对深度尺寸,以便于计算。144人工挖地坑(8m以内,干土)工 程 量 : ( 5.6 + 20.54.2 + 0.52.4) ( 4.6 + 20.54.2 + 0.52.4
20、) 2.4 + 1/30.522.43 = 2.652(100m3)基 价:1187.251.15 + 3.2542.95 = 1504.925(元/100m3)综合基价:2.6521504.925 = 3991.06(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.144人工挖地坑(8m以内,湿土)工程量:(5.6 + 0.54.2)(4.6 + 0.54.2) 4.2 + 1/30.524.23= 2.229
21、(100m3)基 价:713.371.151.18 +(261.57 +212.31) 1.15 + 3.2542.95 = 1652.593(元/100m3)综合基价:2.2291652.593 = 3683.63(元)综 合 基 价 合 计 : 3991.06 + 3683.63 = 7674.69(元)人工用量:33.9702.6521.15 +33.9702.2291.151.18 = 206.35(工日) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2
22、004-2011 Aspose Pty Ltd.分析:本题基底设计尺寸恰好为20(不应包括工作面),所以属于人工挖地坑。人工挖地坑、人工挖地槽,当深度超过4m时,人工乘系数调整基价。6m以内,以4m深的相应定额基价乘系数1.10;8m以内乘以系数1.15;10m以内乘系数1.20;10m以外乘系数1.25。当深度超过6m时,每100m3还应增加少先吊3.25个台班(台班单价42.95元/台班),若遇有湿土时,人工还应乘湿土系数1.18,基价调整的顺序见本题。定额人工用量等于定额人工含量乘以工程量,该调整的按规定调整。 Evaluation only.Created with Aspose.Sl
23、ides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.8、人工挖地槽,槽深2.40m,长48m,槽底宽2.20m,土为坚土,一边放坡,一边支挡土板,挡土板为80%的中密板,地下水位距地面1.80m,计算挖土及支挡土板的综合基价,并分析人工及主要材料用量。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:总土方数:V
24、=(2.3 + 1/20.332.4)2.448 = 310.58(m3)湿土方数:V2 =(2.3 + 1/20.330.6)0.648 = 69.09(m3)干土方数:V1 = 310.5869.09 = 241.49(m3)135人工挖地槽(3m以内,干土)工程量:V1/2 = 1.208(100m3)基 价:1586.04(元/100m3)综合基价:1.2081586.04 = 1915.94(元)135人工挖地槽(3m以内,湿土)工程量:V2/2 = 0.346(100m3)基 价:1586.04 + 952.98(1.181)= 1757.576(元/100m3)综合基价:0.34
25、61757.576 = 608.12(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.135人工挖地槽(3m以内,支挡土板干土)工程量:V1/2 = 1.208(100m3)基 价 : 1586.04 + 952.98( 1.1 1) = 1681.338(元/100m3)综合基价:1.2081681.338 = 2031.06(元)135人工挖地槽(3m以内,支挡土板湿土)工程量:V2/2 = 0.346(1
26、00m3)基 价: 952.981.181.1 + 349.43 + 283.63 = 1870.028(元/100m3)【错误】1586.04 + 952.98(1.181)(1.11)= 1603.194(元/100m3)【正确】1586.04 + 952.98(1.181.11)= 1870.028(元/100m3)综合基价:0.3461870.028 = 647.03(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose P
27、ty Ltd.161支挡土板80%。中密挡土板工程量:482.4 = 1.152(100)基 价:(207.06 + 0.81746.40 + 82.52 + 102.10 + 82.88)+(12000.4 + 15000.825)0.80.33 = 2325.10(元/100)综合基价:1.1522325.10 = 2678.52(元)综合基价合计:7880.67(元)人工:(45.381.208 + 45.380.3461.18)(1 + 1.1)+ 12.861.152 = 168.84(工日)三等杉圆木:0.40.81.331.152 = 0.490 (m3)模板料:0.8250.8
28、1.331.152 =1.011(m3) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.分析:挖土支挡土板时,支挡土板处宽度增加10,作为挡土板所占宽度。挖地槽一边放坡,一边支挡土板时,土方工程量各占1/2,支挡土板部乘系数1.1。遇有湿土时,不论是支挡土板还是放坡的湿土部分,挖土人工乘系数1.18。中密板应以密板定额为准,材料按比例调整,人工、机械不变。若遇有湿土时,挡土板子目中木材用量乘系数1.33。分析人工、
29、材料时,调整因素也应考虑,不要漏掉。所谓主要材料系许按实调整的材料。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.9、人工挖地坑4个,设计底部砼垫层尺寸为4.54m(垫层需要支模板),深度尺寸如图,4m一边支挡土板,其他三面放坡,土为四类土,挡土板为50%中密板,试计算人工挖土及支挡土板的综合基价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 C
30、lient Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.分析:人工挖四类土(砂砾坚土)放坡起点深度为2m,放坡系数为0.25。人工挖地坑如果支挡土板,支挡土板部分挖土人工乘系数1.10,放坡与支挡土板的挖土工程量,应按底边程度分成。一边支挡土板,三面放坡总土方量的计算公式为:(B边为支挡土板)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:因为底部尺寸4.
31、54 = 1820,所以为人工挖地坑。考虑工作面及支挡土板加宽尺寸后,底部开挖的实际尺寸为4.94.6m。总的土方量为:V = 4(4.94.66 + 0.25624.9 + 1/20.25624.6+2/30.25263) = 836.16(m3)支挡土板部分工程量:V1 = 836.16 = 202.44(m3)放坡部分工程量:V2 = VV1 = 633.72(m3) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty L
32、td.152人工挖地坑(6m以内,放坡)工程量:6.337(100m3)基 价:2744.271.1 = 3018.697(元/100m3)综合基价:6.3373018.697 = 19129.48(元)152人工挖地坑(6m以内,支挡土板)工程量:2.024(100m3)基 价:1648.921.11.1 +(604.60 +490.75)1.1 = 3200.078(元/100m3)综合基价:2.0243200.078 = 6476.96(元)161地坑单面支挡土板50%。中密挡土板工程量:(4.6 +0.256)64 = 1.464(100)基 价: 2283.960.51746.40
33、= 1410.76(元/100)综合基价:1.4641410.76 = 2065.35(元)综合基价合计:27671.79(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.10、人工挖土方,基底尺寸为5030m,深度为2m,普通土,施工时相邻两边支挡土板,另两边放坡,挡土板为稀板,试计算挖土及支挡土板的综合基价。 相邻两边支挡土板,另两边放坡的总土方量计算公式: Evaluation only.Created w
34、ith Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:总的土方量:= 30.969(100m3) V= 30.969(100m3)支挡土板部分工程量:V1 = 30.9691/2 = 15.485(100m3)放坡部分工程量:V2 = 30.9691/2 = 15.485(100m3)12人工挖土方(2m以内,放坡)工程量:15.485(100m3)基 价: 630.50(元/100m3)综合基价:15.485630.50 = 9763.29(元) Evaluatio
35、n only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.12人工挖土方(2m以内,支挡土板)工程量:15.485(100m3)基 价: 630.50 + 378.84(1.11)= 668.384(元/100m3)综合基价:15.485668.384 = 10349.93(元)1-61 支挡土板工程量:(50.1 + 30.1 +0.52)2 = 1.624(100)基 价: 934.32(元/100)综合基价:1.624934.32 = 1
36、517.34(元)综合基价合计:21630.56(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.11、某工程地基采用反铲挖掘机挖土,自卸汽车运土12km,其中人工挖土部分用翻斗车运出,运距200m,基础开挖尺寸如图,地下水位标高5.45m,其下土的含水率超过25%,土为三类土,试计算挖运土方的综合基价(不计大型机械进出场费)。 Evaluation only.Created with Aspose.Slides
37、 for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.注:机械挖土放坡起点与人工挖土放坡一样,但是放坡系数不同。机械挖土放坡系数不仅与土的类别有关,还与机械在坑上、坑下有关。反铲挖掘机在坑上。所以放坡系数取0.67。机械挖土方工程量,按机械挖土方90%,人工挖土方10%计算,人工挖土部分按相应定额项目人工乘以2。机械挖运土定额是按土壤天然含水率为准制定的:当含水率大于25%,定额人工、机械乘以系数1.15,若含水率大于40%时,另行计算。机械挖方深度以5m为准,如深度超过5m时,正铲挖掘机可增加坡道土方工
38、程量,土方工程量按实际计算。反铲挖掘机按相应定额子目中挖掘机台班数量乘以系数1.09。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:总土方量:V = (50 + 0.676.2)(20 + 0.676.2)6.2 + 1/30.6726.23 = 8145.48(m3)湿土方量:V2 = (50 +0.671.2)(20 + 0.671.2)1.2 + 1/30.6721.23 = 1268.57(m3)干土
39、方量:V1 = VV2 = 6876.91(m3)1-127反铲挖掘机挖土自卸汽车运土(12km,干土)工程量:6876.910.9 = 6.189(1000m3)基 价:8468.74 + 1580.3611 +2.630752.81 ( 1.091) = 26130.89(元/1000m3)综合基价:6.189 26130.89 = 161724.08(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.1-1
40、27反铲挖掘机挖土自卸汽车运土(12km,湿土)工程量:1268.570.9 = 1.142(1000m3)基 价:8468.74 + 1580.3611 +76.86(1.151)+ (2.370429.27 + 9.010532.51 + 0.430295.96) (1.15 1 )+ 2.630752.81 ( 1.151.091)+ 1501.68 (1.15 1 ) = 27437.51 (元/1000m3)综合基价:6.189 27437.51 = 169810.75(元)1-15人工挖土方(7m以内,干土)工程量:6876.910.1 = 6.877(100m3)基 价:1884
41、.85 + 1132.53(21) = 3017.38(元/100m3)综合基价:6.8773017.38 = 20750.52(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.1-15人工挖土方(7m以内,湿土)工程量:1268.570.1 = 1.269(100m3)基 价: 1132.5321.18 + 415.26 + 337.06 = 3425.091(元/100m3)综合基价:1.2693425.0
42、91 = 4346.44(元)1135 翻斗车运土工程量:6.877 + 1.269 = 8.146(100m3)基 价:1198.80(元/100m3)综合基价:8.1461198.80 = 9765.42(元)综 合 基 价 合 计 : 161724.08 + 169810.75 + 20750.52 + 4346.44 + 9765.42 = 366397.21(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Lt
43、d.12、某工程采用强夯方法提高地基的承载力,设计锤重16t,锤升起高度12m,每点夯击8次,低锤满拍互压1/3,基础外围尺寸为4824m(矩形),试计算强夯工程的综合基价。 注:夯击能为升锤一次,锤的动力势能,即:E = 锤重锤升起的高度。强夯工程的工程量应按设计的夯击面积以计算。如果设计没有给出,应按基础外围每边外延5m,以计算。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:综合基价11页说明11,22页
44、计算规则9。夯击能:E = 1612 = 192 (tm)1170 夯击能200 tm 以内,夯击10次以内工 程 量 : ( 48 + 52) ( 24 + 52) = 19.72(100)基 价:2375.73(元/100)综合基价:19.722375.73 = 46849.40(元)1174 低锤满拍工程量:19.72(100)基 价:1792.86(元/100)综合基价:19.721792.86 = 35355.20(元)综 合 基 价 合 计 : 46849.40 + 35355.20 = 82204.60(元) Evaluation only.Created with Aspose
45、.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.13、某工程基础外围尺寸为46.216.8m(矩形),采用轻型井点降水,井点间距为1m,降水时间为30天,试计算降水工程的综合基价。 注:井点降水安、拆的工程量按根计算,根数等于井点布设的延长米除以井点的间距。井点布设当设计没有给出时,可按设计的基础外围每边外延3m,以延长米计算。使用按套天计算,轻型井点50根一套。使用天数应根据施工组织设计来确定。 Evaluation only.Created with Aspose.Slides f
46、or .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:综合基价11页说明12,22页计算规则10。1181 轻型井点安装工程量:(46.2 + 32 + 16.8 + 32)21 = 15.00(10根)基 价:1257.58(元/10根)综合基价:15.001257.58 = 18863.70(元)1181 轻型井点拆除工程量:15.00(10根)基 价:162.68(元/10根)综合基价:15.00162.68 = 2440.20(元) Evaluation only.Created with Asp
47、ose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.1181 轻型井点使用工程量:1505030 = 90(套天)基 价:595.90(元/套天)综合基价:90595.90 = 53631(元)综合基价合计:18863.70 + 2440.20 + 53631 = 74934.9(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 A
48、spose Pty Ltd. 桩基工程有很多优点,随着建筑物的层数越来越高,桩基的使用也越来越广泛,在此我们选编部分桩基工程的题目,以介绍桩基工程的预算编制的有关问题。 三、桩基工程三、桩基工程Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.14、某工程用于挡土的钢筋混凝土板桩共40根,设计桩长8m,(一段,包括桩尖),截面尺寸为450200,砼为C30(20),每根桩钢筋设计用量为100,设计桩顶标高距自然地面0.
49、60m,土为二级土,运距5km,试计算打桩的全部综合基价(打桩机的场外运费不计) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.注:预制桩制作工程量等于设计截面乘设计桩长(包括桩尖),并增加构件损耗。板桩的构件损耗为2%。运桩工程量等于制桩工程量。打桩工程量应去掉构件损耗,即为设计工作量。注意打桩工程量以m3计。砼的强度等级、石子粒径设计与定额不同时可以换算。换算公式为:换后基价 = 原基价 + (换入砼单价换出砼
50、单价)砼定额含量砼的单价可查定额附录。查表时应注意:a、分清预制,还是现浇;b、分清碎石,还是砾石。凡不加说明者,均按碎石计算。c、注意石子粒径,若设计未指明粒径者,均认为与定额粒径一致。d、若未指明水泥强度等级,并且表中有两种水泥强度等级时,应查低的相对应的单价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.打桩工程若属于小型工程,打桩定额的人工、机械乘系数1.25,即增加0.25倍。注意,送桩工程也应作小型工
51、程相应的调整。板桩小型工程量小于50 m3。送桩工程量等于桩的横截面乘以送桩长度,送桩长度等于桩顶至自然地面之距加0.5m。送桩基价以相应打桩定额子目乘以一定系数计算。【见92页16条说明】预制构件钢筋调整方法:钢筋调整量 = 预算用量定额用量预算用量 = 设计用量(1 + 构件损耗率)(1 + 制作损耗率)定额用量 = 定额含量构件制作工程量。构件损耗率,钢筋制作损耗率,查有附表。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose
52、Pty Ltd.解:575C30(20)板桩预制工 程 量 : 0.450.2840( 1 + 0.02) = 2.938(10 m3)基 价:8225.80 +(169.22150.41)10.10 = 8415.78(元/10 m3)综合基价:2.9388415.78 = 24725.56(元)614 预制桩的运输(三类构件,运距5km)工程量: 2.938(10 m3)基 价:1303.97(元/10 m3)综合基价:2.9381303.97 = 3831.06(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Clien
53、t Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.218打桩 【单桩体积为0.450.28 = 0.72(m3);二级土】工程量: 0.450.2840 = 28.80(m3)基 价:335.44 + (46.62 + 229.51)(1.251)= 404.47(元/m3)综合基价:28.80404.47 = 11648.81(元)218打送桩工程量: 0.450.20(0.6 +0.5)40 = 3.96(m3)基 价 : 335.44 + ( 46.62 + 229.51)(1.251.671)= 635.73(元/m3)综合基价:
54、3.96635.73 = 2517.49(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.5220 钢筋调整工程量: 0.1040(1 + 0.2)(1 + 0.2)(0.2 + 0.8)2.938 = 1.224(t)基 价:3142.35(元/t)综合基价:1.2243142.35 = 3846.24(元/t)综合基价合计:24725.56 + 3831.06 + 11648.81 + 2517.49 + 3
55、846.24 = 46569.16(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.15、某工程桩基础为柴油打桩机打沉管灌注桩,设计桩长12m,桩径500,砼为C25(20),每根桩钢筋用量为110,共有22根桩,试计算打桩工程的综合基价。(采用活瓣桩尖,土为一级土) 注:在计算工程量时,桩长增加0.25m。采用活瓣桩尖,一级土每立方米加0.28元,二级土每立方米加0.37元。本题属于小型工程,人工、机械应该乘
56、以系数1.25。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:2240C25(20)沉管灌注桩工程量:3.140.252(12 + 0.25)22 = 52.89(m3)基 价:426.63 +(166.34153.64)1.20 + 0.28 +(62.37 + 98.57)0.25 = 482.39(元/m3)综合基价:52.89482.39 = 25513.61(元)2148 钢筋笼制作工程量:0.11
57、22 = 2.42(t)基 价:3868.50(元/t)综合基价:2.423868.50 = 9361.77(元)综 合 基 价 合 计 : 25513.61 + 9361.77 = 34875.38(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.16、某工程桩基为钻冲孔灌注桩,共48根,每根桩长20m,桩径1m,砼为C20(40),每根桩钢筋笼设计重量为450,每四根桩上设置一个尺寸为880.8的独立桩承台,
58、每个独立桩承台钢筋设计用量为3.35t,砼为C20(40),试计算桩及承台的综合基价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.注:钻冲孔灌注桩工程辆计算长度为设计桩长(包括桩尖)1.05。加长的原因,主要是考虑了浮浆,施工后将多余的桩(浮浆部分)截凿掉。当截凿部分的桩长超过0.5m时,应执行第一分部相应的定额子目。本题浮浆部分桩长约为1m,所以应计算凿截桩。当截去的桩长小于0.5m时,应按剔桩头处理。钻冲孔
59、桩的砼换算应按定额附录给出的水下砼配合比表执行。因钢筋笼的钢筋是按照设计用量计算的,因此不存在调整量差的问题,而承台还需调整钢筋量差,现浇钢筋砼钢筋的调整方法:量差 = 预算用量定额用量 = 设计用量(1 + 制作损耗率)定额含量砼浇灌工程量本题未考虑泥浆外运及打桩机械的进出场费、安拆费等,若计算按定额有关规定进行计算。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:260 C20(40)钻冲孔灌注桩 钻(冲)
60、孔径在100以内工 程 量 : 3.140.52201.0548 = 79.128(10m3)基 价:5367.78 +(165.67185.28)12.5 = 5122.66(元/10m3)综合基价:79.1285122.66 = 405345.84(元)2148 钢筋笼制作工程量:0.4548 = 21.60(t)基 价:3868.50(元/t)综合基价:21.603868.50 = 83559.60(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 200
61、4-2011 Aspose Pty Ltd.1213 凿截钻孔灌注桩工程量:4.80(10根)基 价:1160.37(元/10根)综合基价:4.801160.37 = 5569.78(元)512 桩承台工程量:880.8(484) = 61.44(10m3)基 价:4876.91(元/10m3)综合基价:61.444876.91 = 299637.35(元)5220 钢筋调整工程量:3.25(484)1.02(0.11+0.171+0.399)61.44 = 1.999(t)基 价:3142.35(元/t)综合基价:1.9993142.35 = 6281.56(元)综合基价合计:405345.
62、84 + 83559.60 + 5569.78 + 299637.35 6281.56 = 787831.01(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.17、某工程采用喷粉桩进行地基加固,设计桩顶距自然地面1.5m,基础垫层距自然地面2m,桩径0.5m,桩长12m,水泥掺量为每米桩长加水泥50,共2000根桩,试计算该喷粉桩工程的综合基价。 注:喷粉桩工程量按设计尺寸以m3计算,其水泥掺量为12%,当水泥
63、掺量超过或12%时要调整。Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:每米桩的体积=3.140.2521=0.193m3, 掺水泥50,相当于每10 m3桩掺水泥2550。水泥掺量百分比为:2550194 %=13.14 %,可以视为14%。2136喷粉桩(水泥掺量13%)工程量:3.140.252122000 = 471.00(10m3)基 价:1102.76 + 44.62 2 = 1192(元/10m3
64、)或 1102.76 + 44.62 1.14 = 1153.63(元/10m3)综合基价:471.001192 = 561432(元) 或 471.001153.63 = 543359.73(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.1214 凿截喷粉桩桩头工程量:200(10根)基 价:165.16(元/10根)综合基价:200165.16 = 33032(元)2138 空桩费工程量:3.140.252
65、1.52000 = 58.875(10m3)基 价:196.64(元/10m3)综合基价:58.875196.64 = 11577.18(元)综合基价合计:561432 + 33032 + 11577.18 = 606041.18(元) 或 587968.91(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.四、垫层及砖、砼基础工程 这部分题涉及定额的一、三、五、八分部的内容,通过这部分题目的训练,以提高我们的综
66、合分析能力,解决问题能力。由于基础工程中各分项工程的工程量计算数据有一定的连带关系,因此在编制预算时,可以将基础工程单独列为一项进行编制。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.18、垫层部分几个基价换算。、C15无筋砼地面垫层的基价:、C15无筋砼基础垫层的基价(不支模板和支模板的):、试计算3:7灰土基础垫层的基价:、试计算2:8灰土基础垫层的基价:、试计算碎石四合土(1:1:4:8)基础垫层的基价:E
67、valuation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.、C15无筋砼地面垫层的基价:8 14基 价 : 1947.08 +( 135.47132.20)10.10 = 1980.12(元/10 m3)、C15无筋砼基础垫层的基价(不支模板和支模板的):5 13基 价 : 2205.19 + ( 135.47132.20)10.10 = 2238.22(元/10 m3)5 14基 价 : 2631.58 + ( 135.471
68、32.20)10.10 = 2664.61(元/10 m3)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.、试计算3:7灰土基础垫层的基价:8 2基 价 : 666.91 +155.820.2 = 698.07(元/10 m3)、试计算2:8灰土基础垫层的基价:82基价:666.91 +155.820.2 + (33.4536.88)10.10 = 663.43(元/10 m3)、试计算碎石四合土(1:1:4:8)
69、基础垫层的基价:8 4 基 价 : 961.47 + 267.540.2 + (87.8447.37)10.10 = 1423.73(元/10 m3) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.注:砼基础垫层在定额的第五分部,砼地面垫层在定额的第八分部。定额第八分部的各种垫层均为地面垫层,除砼垫层外,其余各种垫层如果用作基础垫层,人工乘系数1.20,即增加0.2倍。 Evaluation only.Create
70、d with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.19、试计算八层不等高式标准砖大放脚的折算面积及其240墙的折加高度。Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.注:无论设计放脚尺寸标注为多少,都应按照标准放脚尺寸计算。标准放脚尺寸为:不等高的高层为126,低层为63,每层放脚宽
71、度为62.5;等高式的层高均为126,每层放脚宽度为62.5。在计算折算面积时,把两边大放脚扣成一个矩形,然后计算矩形面积。对于不等高大放脚,当层数为偶数时,图形上扣才能扣严;当层数为奇数时,图形应侧扣才能扣严。对于等高式大放脚,无论偶数、奇数层,上扣、下扣均可扣严。本题为不等高式偶数层,所以应该上扣。Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:折算面积:S = (0.1265 + 0.0634)0.0625
72、8 = 0.441()240墙折加高度:h = 0.4410.24 = 1.838(m)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.20、已知一条形基础地槽总长为86m,砖基础总长92.24m,断面如图所示,土为普通土,弃土距离为90m,试计算工程的综合基价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.
73、0.Copyright 2004-2011 Aspose Pty Ltd.注:定额规定挖土应从垫层底部开始放坡,不管实际施工从何处放坡,均应按定额规定执行。人工开挖普通土放坡起点深度为1.2m,放坡系数为0.5。本题由于未给出底层平面图,因此平整场地无法计算,实际预算应当计算。由于有内墙,因此砖基础长度大于地槽长度。本题“弃土”含义为挖出的土全部运出,回填土的时候再运回。由于本题未给出基础平面图及地面做法,所以无法计算室内回填土,实际预算应当计算。若题中为“余土外运”,则意味着将回填土留下,剩余土运出。做题时候要注意题目的用词。在计算砖基础工程量的时候,由于放脚,在丁字接头处造成的工程量的重复
74、计算、墙体平层防潮层所占的体积,均不扣除。定额规定的放坡起点、工作面、放坡系数等,只能用于编制预算,不能指导施工。若按定额规定应当放坡,而实际放坡不足或未放坡,挖土工程量仍按定额规定计算,不作调整,但回填土及运土的工程量应按实际发生量计算。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:130 人工挖地槽(2m以内)工程量:(1.8 + 0.51.55)1.5586 = 3.433(100 m3)基 价:844
75、.39(元/100 m3)综合基价:3.433844.39 = 2898.79(元)155 原土打夯工程量:1.886 = 1.548(100 )基 价:40.07(元/100 )综合基价:1.54840.07 = 62.03(元) 823:7灰土基础垫层工程量:1.80.386 = 4.644(100 m3)基 价:666.91 +155.820.2 = 698.07(元/100 m3)综合基价:4.644698.07 = 3241.84(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.
76、0.0.Copyright 2004-2011 Aspose Pty Ltd.31M7.5水泥砂浆砌砖基础工程量:(1.7 + 1.838)0.2492.24 = 7.832(10 m3)基 价:1461.08 + (128.76122.55)2.58 = 1477.10(元/10 m3)综合基价:7.8321477.10 = 11568.66(元)822 1:2水泥砂浆防潮层工程量:0.2492.24 = 0.221(100 )基 价:795.17(元/100 )综合基价:0.221795.17 = 175.73(元)Evaluation only.Created with Aspose.S
77、lides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.154 基础回填土工 程 量 : 343.30 46.44 78.32 + 0.450.2492.24 = 2.285(100 m3)基 价:680.64(元/100m3)综合基价:2.285680.64 = 1555.26(元)157 运土方工程量:343.30 + 228.50 = 5.718(100 m3)基 价:911.36 + 106.40 = 1017.76(元/100 m3)综合基价:5.7181017.76 = 5819.55
78、(元)综合基价合计:25321.86(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.21、实际中没有放坡的综合基价计算。154 基础回填土工 程 量 : 1.81.5586 46.44 78.32 + 0.450.2492.24 = 1.251(100 m3)基 价:680.64(元/100m3)综合基价:1.251680.64 = 851.48(元)157 运土方工程量:1.81.5586 + 125.10
79、 = 3.650(100 m3)基 价:911.36 + 106.40 = 1017.76(元/100 m3)综合基价:3.6501017.76 = 3714.82(元)综合基价调减:1555.26 + 5819.55 851.483714.82 = 2808.51(元)综合基价合计:25321.862808.51 =22513.35(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.22、基础尺寸做法如图所示,土
80、为普通土,余土用翻斗车运出,运距200m,地面厚度为10,钢筋用量同定额,计算基础工程的综合基价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.156 人工场地平整130 人工挖地槽155
81、 基底夯实514 C10砼基础垫层54C20钢筋砼带型基础31M7.5水泥砂浆砖基础530 C20地圈梁154 基础回填土154 室内回填土1135 翻斗车运土Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:156 人工场地平整工程量: (18.24 + 4)(9.24 + 4)= 2.945(100 )基 价:218.44(元/100 )综合基价:2.945218.44 = 643.31(元)130 人工挖地槽
82、工程量: (2 + 0.32 + 0.51.8)1.8(18 + 9)2 +(92.6)2= 4.208(100 m3)基 价:844.39(元/100 m3)综合基价:4.208844.39 = 3553.19(元)155 基底夯实工程量: 2.6(18 + 9)2 +(92.6)2= 1.737 (100 )基 价:40.07(元/100 )综合基价:1.73740.07 = 69.60(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011
83、Aspose Pty Ltd.514 C10砼基础垫层工程量: 20.1(54 + 72)= 1.36(10 m3)基 价:2631.58(元/10 m3)综合基价:1.362631.58 = 3578.95(元)54C20钢筋砼带型基础工程量: 1.80.25 +(1.8 + 0.6)20.2(54 + 7.22) + 0.60.2(1.2 +1.8)64 = 4.744(10 m3)基 价:4449.99 + (143.68135.47)10.15 = 4533.32(元/10 m3)综合基价:4.7444533.32 = 21506.08(元)31M7.5水泥砂浆砖基础工程量: (1.3
84、10.24 + 0.01575)(54 + 8.762)= 2.361(10 m3)基 价:1461.08 + (128.76122.55)2.58 = 1477.10(元/10 m3)综合基价:2.3611477.10 = 3487.43(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.530 C20地圈梁工程量: 0.240.24(54 + 8.762)= 0.412(10 m3)基 价:6288.29(元/
85、10 m3)综合基价:0.4126288.29 = 2590.78(元)154 基础回填土工 程 量 : 420.80 13.60 47.44 23.61 4.12 + 0.3(54 + 8.762)0.24 = 3.372(100 m3)基 价:680.64(元/100 m3)综合基价:3.372680.64 = 2295.12(元)154 室内回填土工程量: 18.249.24(54 + 8.762)0.240.2 = 0.303(100 m3)基 价:680.64(元/100 m3)综合基价:0.303680.64 = 206.23(元) Evaluation only.Created
86、with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.1135 翻斗车运土工 程 量 : 420.80 337.2030.27 = 0.533(100 m3)基 价:1198.80(元/100 m3)综合基价:0.5331198.80 = 638.96(元)综合基价合计:643.31+3553.19+69.60+3578.95+21506.08+3487.43+2590.78+2295.12+206.23+638.96 =38569.64(元) Evaluation o
87、nly.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.24、某工程有现浇杯型基础共20个,尺寸如图,砼为C20(40),每个杯型基础钢筋设计用量为400,试计算杯型基础的综合基价。土为坚土,室内外高差0.15m,垫层为C10(40)无筋砼。(回填土及运土不计) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-
88、2011 Aspose Pty Ltd.解:143 人工挖地坑工 程 量 : ( 5.4 0.332.05) ( 4.20.332.05)2.051/30.3322.05320=12.212(100m3)基 价:1010.41(元/100 m3)综合基价:12.2121010.41=12339.13(元)155 原土打夯工程量:5.44.220=4.536(100)基 价:40.07(元/100)综合基价:4.53640.07=181.44(元)514 C10(40)无筋砼垫层工程量:4.803.600.120=3.456(10 m3)基 价:2631.58(元/10 m3)综合基价:3.45
89、62631.58=9094.74(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.58 C20(40)杯型基础工程量:(V1V2V3V4)20=13.7520=27.50(10 m3) 其中:V1=4.63.40.6=9.384(m3) V2=0.46( 4.63.4 1.81.46.44.8)=3.259(m3) V3=1.81.40.8=2.016(m3) V4=1.46( 1.060.66 10.62.06
90、1.26)=0.909(m3)基 价 : 3505.11 ( 143.68135.47)10.150=3588.44(元/10 m3)综合基价:27.503588.44=98682.10(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.5220 钢筋调整工程量:=0.4201.02(0.0160.0840.196)27.50=0.02(t)基 价:3142.35(元/t)综合基价:0.023142.35=62.8
91、5(元)综合基价合计:12339.13181.449094.7498682.1062.85=120360.26(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.25、试计算图示独立基础(共30个)施工完毕的综合基价。垫层为C10(40)的素砼,独立基础为C20(40)的钢筋砼,每个独立基础钢筋设计用量为34,土为坚土,余土运距100m(基础双向尺寸相同)。 Evaluation only.Created wit
92、h Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解: 142 人工挖地坑工 程 量 : ( 2.2 0.331.85)21.851/30.3321.85330=4.453(100m3)基 价:938.41(元/100 m3)综合基价:4.453938.41=4178.74(元)155 原土打夯工程量:(1.60.32)230=1.452(100)基 价:40.07(元/100)综合基价:1.45240.07=58.18(元)Evaluation only.Created
93、 with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.514 C10(40)无筋砼垫层工程量:1.61.60.130=0.768(10 m3)基 价:2631.58(元/10 m3)综合基价:0.7682631.58=2021.05(元)58 C20(40)基础工程量:【1.41.40.250.26(0.50.51.41.41.91.9)】30=2.052(10 m3)(该公式见课本122页)基 价 : 3642.41 ( 143.68135.47)10.150=37
94、25.74(元/10 m3)综合基价: 2.0523725.74=7645.22(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.154 基础回填土工程量:445.37.5820.521.30.30.330=4.136(100 m3)基 价:680.64(元/100 m3)综合基价:4.136680.64=2815.13(元)157运土方工程量:445.3413.60=0.317(100 m3)基 价:911.3
95、6106.40=1017.76(元/100 m3)综合基价:0.3171017.76=322.63(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.5220 钢筋调整工程量:=0.034301.02(0.0800.0950.221)2.052=0.227(t)基 价:3142.35(元/t)综合基价:0.2273142.35=713.31(元)综合基价合计:4178.7458.182021.057645.222
96、815.13322.63713.31=17754.26(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.五 砼及钢筋砼工程 砼及钢筋砼工程是建筑工程的重要组成部分之一,它主要涉及定额的第五、六分部。这部分题目包括现浇构件和预制构件两大部份,对于预制构件还包括了构件的运输、安装、灌缝。此外钢筋计算也归在这一部分。 Evaluation only.Created with Aspose.Slides for .NET
97、 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.26、某单层工业厂房高5.7m,现有C25钢筋砼现浇梁6003004500共10根,C25钢筋砼现浇柱4003006000共20根,计算现浇梁柱的综合基价。 注:定额第五分部的说明第2条应该计算超高增加费。石子粒径没有给时,应按碎石计算,石子粒径按定额使用的粒径执行。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Asp
98、ose Pty Ltd.解:因为:5.73.6 = 2.1 m,按照定额第五分部的说明第2条应该计算超高增加费2个。故:521C25现浇矩形柱(模板超高)工程量:0.40.3620 = 1.44(10 m3)基 价:10319.10 (153.59143.68)10.15 2113.83 =10647.35(元/10 m3)综合基价:1.4410647.35 =15332.18(元)528C25现浇梁(模板超高)工程量:0.60.34.510 = 0.81(10 m3)基 价: 8620.08 (153.59143.68)10.15 2143.44 = 9007.5465(元/10 m3)综合
99、基价:0.819007.5465 = 7296.11(元)Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.27、现浇C20钢筋砼平板,尺寸为2.430.08m,共10块,层高7.6m,试计算综合基价。 Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty
100、 Ltd.解:因为7.63.6 = 4m,41 = 4,所以计算4个超高增加费。543 现浇C20钢筋砼平板工程量:2.430.0810 = 0.576(10m3)基 价:7215.614138.23 = 8168.53(元/100m3)综合基价:0.5768168.53 = 4705.07(元) Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.28、某门厅前设有现浇C30钢筋砼圆柱8根,直径为0.6m,柱高8.1m
101、,试计算现浇柱的综合基价。Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.解:因为8.16 = 2.1m,2.11 = 2.1,所以计算2个超高增加费。525 现浇C30钢筋砼圆柱工程量:3.140.328.18 = 1.831(10m3)基 价:10434.172257.47 = 10949.11(元/100m3)综合基价:1.83110949.11 = 20047.82(元)Evaluation only.Cre
102、ated with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 20
103、04-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .N
104、ET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.Evaluation only.Created with Aspose.Slides for .NET 3.5 Client Profile 5.2.0.0.Copyright 2004-2011 Aspose Pty Ltd.