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# 200007 计算梁的土方量和钢筋量已知集中标注

``````<?php
define ('ROOT', \$_SERVER['DOCUMENT_ROOT']);

\$tit= '计算梁的土方量和钢筋量已知集中标注';
//V体积 长Va：3000，宽Vb：300，高Vh：500
\$Vabh = '3000 300 500';
//O箍筋 直径Od：8，加密区Om,非加密区Of：200,肢数On：2
\$Odfn = '8 200 2';
//T上排纵筋 直径Td：25，根数Tn：2
\$Tdn='25 2';
//B下排纵筋 直径Bd：25，根数Bn：4
\$Bdn='25 4';

//调用方法
mill(\$tit,\$img,\$Vabh,\$Odfn,\$Tdn,\$Bdn);

//mill 是磨粉机的方法
function mill(\$tit,\$img,\$Vabh,\$Odfn,\$Tdn,\$Bdn){
//初始化
include ROOT.'/assets/php/init.php';
imgt(\$img,\$tit);

//设置默认值
bcscale (3);
//\$pi = round(pi(),2);
\$sg = '0.006165';
\$zzw = '400';
\$c = '20';
\$Ow = '13.57';
\$Tw = '15';
\$Bw = '15';

//以空格分割成数值
\$Varr = expl(\$Vabh);
\$Va = evev(\$Varr[0]);
\$Vb = evev(\$Varr[1]);
\$Vh = evev(\$Varr[2]);
\$Oarr = expl(\$Odfn);
\$Od = evev(\$Oarr[0]);
\$Of = evev(\$Oarr[1]);
\$On = evev(\$Oarr[2]);
\$Tarr = expl(\$Tdn);
\$Td = evev(\$Tarr[0]);
\$Tn = evev(\$Tarr[1]);
\$Barr = expl(\$Bdn);
\$Bd = evev(\$Barr[0]);
\$Bn = evev(\$Barr[1]);

//已知条件
\$know = array();
array_push(\$know, "钢筋比重 sg：\$sg");
array_push(\$know, "支座宽 zzw：\$zzw{\$unit['mm']}");
array_push(\$know, "保护层厚度  c：\$c{\$unit['mm']}");
array_push(\$know, "上纵弯折 Tw：\$Tw");
array_push(\$know, "下纵弯折 Bw：\$Bw");
array_push(\$know, "箍筋弯折 Ow：\$Ow");
array_push(\$know, \$Vabh);
array_push(\$know, \$Odfn);
array_push(\$know, \$Tdn);
array_push(\$know, \$Bdn);
array_push(\$know, "梁的长度 Va：\$Va{\$unit['mm']}");
array_push(\$know, "梁的宽度 Vb：\$Vb{\$unit['mm']}");
array_push(\$know, "梁的高度 Vh：\$Vh{\$unit['mm']}");
array_push(\$know, "上纵直径 Td：\$Td{\$unit['mm']}");
array_push(\$know, "上纵数量 Tn：\$Tn");
array_push(\$know, "下纵直径 Bd：\$Bd{\$unit['mm']}");
array_push(\$know, "下纵数量 Bn：\$Bn");
array_push(\$know, "箍筋直径 Od：\$Od{\$unit['mm']}");
array_push(\$know, "箍筋间隔 Of：\$Of{\$unit['mm']}");
array_push(\$know, "箍筋肢数 On：\$On");

//计算步骤
\$step = array();
array_push(\$step, "梁的体积：V");
array_push(\$step, "{\$math['eq']} \$Va{\$math['mul']}\$Vb{\$math['mul']}\$Vh");
\$VaVb = bcmul(\$Va, \$Vb);
array_push(\$step, "{\$math['eq']} \$VaVb{\$math['mul']}\$Vh");
\$V = bcmul(\$VaVb, \$Vh);
array_push(\$step, "{\$math['eq']} \$V{\$unit['mm3']}");
\$Vm3 = bcdiv(\$V, 1000000000);
array_push(\$step, "{\$math['eq']} \$Vm3{\$unit['m3']}");

array_push(\$step, "上纵长度：Ta");
\$TwTd = bcmul(\$Tw, \$Td);
\$zzwc = bcsub(\$zzw,\$c);
array_push(\$step, "{\$math['eq']} \$Ta{\$unit['mm']}");

array_push(\$step, "下纵长度：Ba");
\$BwBd = bcmul(\$Bw, \$Bd);
\$zzwc = bcsub(\$zzw,\$c);
array_push(\$step, "{\$math['eq']} \$Ba{\$unit['mm']}");

array_push(\$step, "箍筋长度：Oa");
\$c2 = bcmul(\$c, 2);
\$Vbc2 = bcsub(\$Vb, \$c2);
\$Vhc2 = bcsub(\$Vh, \$c2);
\$OwOd = bcmul(\$Ow,\$Od);
\$Vbc2Vhc22 = bcmul(\$Vbc2Vhc2, 2);
\$OwOd2 = bcmul(\$OwOd, 2);
array_push(\$step, "{\$math['eq']} \$Oa{\$unit['mm']}");

array_push(\$step, "上纵重量：Wt");
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$Td{\$math['sup2']}{\$math['mul']}\$Ta{\$math['mul']}\$Tn");
\$TdTd = bcmul(\$Td, \$Td);
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$TdTd{\$math['mul']}\$Ta{\$math['mul']}\$Tn");
\$TdTdTa = bcmul(\$TdTd, \$Ta);
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$TdTdTa{\$math['mul']}\$Tn");
\$sgTdTdTa = bcmul(\$sg, \$TdTdTa);
array_push(\$step, "{\$math['eq']} \$sgTdTdTa{\$math['mul']}\$Tn");
\$Wt = bcmul(\$sgTdTdTa,\$Tn);
array_push(\$step, "{\$math['eq']} \$Wt{\$unit['g']}");
\$Wtkg = bcdiv(\$Wt,1000);
array_push(\$step, "{\$math['eq']} \$Wtkg{\$unit['kg']}");

array_push(\$step, "下纵重量：Wb");
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$Bd{\$math['sup2']}{\$math['mul']}\$Ba{\$math['mul']}\$Bn");
\$BdBd = bcmul(\$Bd, \$Bd);
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$BdBd{\$math['mul']}\$Ba{\$math['mul']}\$Bn");
\$BdBdBa = bcmul(\$BdBd, \$Ba);
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$BdBdBa{\$math['mul']}\$Bn");
\$sgBdBdBa = bcmul(\$sg, \$BdBdBa);
array_push(\$step, "{\$math['eq']} \$sgBdBdBa{\$math['mul']}\$Bn");
\$Wb = bcmul(\$sgBdBdBa,\$Bn);
array_push(\$step, "{\$math['eq']} \$Wb{\$unit['g']}");
\$Wbkg = bcdiv(\$Wb,1000);
array_push(\$step, "{\$math['eq']} \$Wbkg{\$unit['kg']}");

array_push(\$step, "箍筋重量：Wo");
\$VaOf = bcdiv(\$Va, \$Of);
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$Od{\$math['sup2']}{\$math['mul']}\$Oa{\$math['mul']}\$VaOf1");
\$OdOd = bcmul(\$Od, \$Od);
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$OdOd{\$math['mul']}\$Oa{\$math['mul']}\$VaOf1");
\$OdOdOa = bcmul(\$OdOd, \$Oa);
array_push(\$step, "{\$math['eq']} \$sg{\$math['mul']}\$OdOdOa{\$math['mul']}\$VaOf1");
\$sgOdOdOa = bcmul(\$sg, \$OdOdOa);
array_push(\$step, "{\$math['eq']} \$sgOdOdOa{\$math['mul']}\$VaOf1");
\$Wo = bcmul(\$sgOdOdOa,\$VaOf1);
array_push(\$step, "{\$math['eq']} \$Wo{\$unit['g']}");
\$Wokg = bcdiv(\$Wo,1000);
array_push(\$step, "{\$math['eq']} \$Wokg{\$unit['kg']}");

array_push(\$step, "总钢筋量：W");
array_push(\$step, "{\$math['eq']} \$W{\$unit['kg']}");

//算出结果
\$ends = array();
array_push(\$ends, "梁的体积：\$Vm3{\$unit['m3']}");
array_push(\$ends, "上纵长度：\$Ta{\$unit['mm']}");
array_push(\$ends, "下纵长度：\$Ba{\$unit['mm']}");
array_push(\$ends, "箍筋长度：\$Oa{\$unit['mm']}");
array_push(\$ends, "上纵重量：\$Wtkg{\$unit['kg']}");
array_push(\$ends, "下纵重量：\$Wbkg{\$unit['kg']}");
array_push(\$ends, "箍筋重量：\$Wokg{\$unit['kg']}");
array_push(\$ends, "总钢筋量：\$W{\$unit['kg']}");

//公式表示
\$home = array();
array_push(\$home, "梁的体积：V{\$math['eq']}Va{\$math['mul']}Vb{\$math['mul']}Vh");
array_push(\$home, "上纵重量：Wt{\$math['eq']}\$sg{\$math['mul']}Td{\$math['sup2']}{\$math['mul']}Ta{\$math['mul']}Tn");
array_push(\$home, "下纵重量：Wb{\$math['eq']}\$sg{\$math['mul']}Bd{\$math['sup2']}{\$math['mul']}Ba{\$math['mul']}Bn");

//解释说明
\$info = array();
array_push(\$info, "梁的体积 {\$math['eq']} 梁的长度 {\$math['mul']} 梁的宽度 {\$math['mul']} 梁的高度 ");
array_push(\$info, "箍筋长度 {\$math['eq']} 2{\$math['mul']}{\$math['lsqb']}{\$math['lpar']} 梁的宽度 {\$math['sub']}2{\$math['mul']} 保护层厚度 {\$math['rpar']}{\$math['add']}{\$math['lpar']} 梁的高度 {\$math['sub']}2{\$math['mul']} 保护层厚度 {\$math['rpar']}{\$math['rsqb']}{\$math['add']}2{\$math['mul']}{\$math['lpar']} 箍筋弯折 {\$math['mul']} 箍筋直径 {\$math['rpar']}");
array_push(\$info, "上纵重量 {\$math['eq']} 钢筋比重 {\$math['mul']} 上纵直径的平方 {\$math['mul']} 上纵长度 {\$math['mul']} 上纵数量 ");
array_push(\$info, "下纵重量 {\$math['eq']} 钢筋比重 {\$math['mul']} 下纵直径的平方 {\$math['mul']} 下纵长度 {\$math['mul']} 下纵数量");
array_push(\$info, "箍筋重量 {\$math['eq']} 钢筋比重 {\$math['mul']} 箍筋直径的平方 {\$math['mul']} 箍筋长度 {\$math['mul']}{\$math['lpar']} 梁的长度 {\$math['div']} 箍筋间隔 {\$math['add']}1{\$math['rpar']}");
know(\$know);
ends(\$ends);
home(\$home);
step(\$step);
info(\$info);
}
?>
<?php include ROOT.'/assets/php/foot.php';
//写下笔记
\$note = array();
note(\$note);
?>
``````

``````☁参考上图[22-12-15 chaoyi]

☀计算梁的土方量和钢筋量已知集中标注

3000 300 500
8 200 2
25 2
25 4

♠算出结果

♥公式表示

♣计算步骤

= 3000×300×500
= 900000.000×500
= 450000000.000㎜³
= 0.450m³

= 400−20+15×25+3000+400−20+15×25
= 400−20+375.000+3000+400−20+375.000
= 380.000+375.000+3000+380.000+375.000
= 755.000+3000+755.000
= 4510.000㎜

= 400−20+15×25+3000+400−20+15×25
= 400−20+375.000+3000+400−20+375.000
= 380.000+375.000+3000+380.000+375.000
= 755.000+3000+755.000
= 4510.000㎜

= 2×[(300−2×20)+(500−2×20)]+2×(13.57×8)
= 2×[(300−40.000)+(500−40.000)]+2×(13.57×8)
= 2×(260.000+460.000)+2×(13.57×8)
= 2×720.000+2×108.560
= 1440.000+217.120
= 1657.120㎜

= 0.006165×25²×4510.000×2
= 0.006165×625.000×4510.000×2
= 0.006165×2818750.000×2
= 17377.593×2
= 34755.186g
= 34.755㎏

= 0.006165×25²×4510.000×4
= 0.006165×625.000×4510.000×4
= 0.006165×2818750.000×4
= 17377.593×4
= 69510.372g
= 69.510㎏

= 0.006165×8²×1657.120×(3000÷200+1)
= 0.006165×8²×1657.120×16.000
= 0.006165×64.000×1657.120×16.000
= 0.006165×106055.680×16.000
= 653.833×16.000
= 10461.328g
= 10.461㎏

= 34.755+69.510+10.461
= 104.265+10.461
= 114.726㎏

♦公式说明

``````