《某辦公樓設(shè)計(jì)》word版

1、.某辦公樓設(shè)計(jì)1概述本工程為xx市多層框架結(jié)構(gòu)，某辦公樓，位于xx市西區(qū)，建筑等級(jí)2級(jí)，耐火等級(jí)為2級(jí)，建筑層數(shù)為5層，總建筑面積為3980m2,地勢(shì)平坦，主導(dǎo)風(fēng)向?yàn)槲髂巷L(fēng)，土壤凍結(jié)深度為1.62m，地震設(shè)防烈度為7度，建筑高度為18.05米，耐久年限為50年。 2建筑設(shè)計(jì)21 墻體外墻390厚陶?；炷量招钠鰤K，M5.0混合砂漿砌筑，內(nèi)墻190厚陶?；炷量招钠鰤K。22 屋面保溫：采用85mm厚阻燃聚乙烯苯板。23 屋面防水：采用4mm厚APP防水層，衛(wèi)生間墻體防水采用高效有機(jī)硅防水劑，地面均較同層地面低20mm，-1%坡度坡向地漏。24 門(mén)窗工程窗采用單框雙玻璃塑鋼窗，木門(mén)和防火門(mén)均由廠(chǎng)家

2、負(fù)責(zé)制作和安裝。25 裝飾工程：外墻為米黃色外墻面磚，檐口為米黃色大理石。26 房間使用功能：樓層 使用功能一層 倉(cāng)庫(kù)、辦公室、資料室、接待室二至四層 辦公室校長(zhǎng)室五層 會(huì)議室、辦公2.7 建筑層高地上一層：3.6米；二四層：3.3米。3結(jié)構(gòu)設(shè)計(jì)3.1 梁、柱截面尺寸（mm）及各層砼強(qiáng)度等級(jí)：層數(shù)砼等級(jí)橫梁（b×h）縱梁（b×h）次梁（b×h）45其它25C30300×600300×700300×600250×5001C30300×600300×700300×600250×500（1）

3、柱組合軸壓力設(shè)計(jì)值N：柱25層，fc=16.7N/mm2；底層柱C40，fc=19.1N/mm2；gE=13kN/mm2；B邊柱取1.3；內(nèi)柱取1.25；n=5；按簡(jiǎn)支狀態(tài)計(jì)算的柱的負(fù)載面積。、 F = 6×3.3=19.8mm2(邊)；F=6×4.35=26.1 mm2(中)；、 Ac 抗震等級(jí)為3級(jí)，=0.9中柱：Ac=（2120×103）/（0.9×19.1）=123328mm2邊柱：Ac=（1673×103）/（0.9×19.1）=97324mm2采用矩形截面尺寸為500×500mm2柱的型心線(xiàn)為框架柱的軸線(xiàn)，梁軸線(xiàn)

4、取至板底，25層柱高取3.3（層高），底層柱高H1=200+450+3600-100（板厚）4150mm。3.2重力荷載的計(jì)算a) 屋面及樓面的永久荷載標(biāo)準(zhǔn)值：屋面（上人）；300×300×40mm，C20細(xì)石砼保護(hù)層： 22×0.04=0.88 kN/m220mm厚粗砂一層：17×0.02=0.34 kN/m24mm厚防水卷材一道：0.05 kN/m220mm厚水泥砂漿找平層，上刷冷底子油一道： 20×0.02=0.4 kN/m21：10水泥珍珠巖找坡層（找坡2%）30mm厚最薄處： 0.434 kN/m280mm厚阻燃聚苯乙烯泡沫保溫板：

5、0.6×0.08=0.048 kN/m22mm厚APP卷材隔氣層： 0.05 kN/m220mm厚1：3水泥砂漿找平層，上刷冷底子油一道：25×0.01×10=2.5 kN/m2100mm厚鋼筋砼樓板： 20×0.02=0.4 kN/m220mm厚M2.5混合砂漿抹面，刷白色涂料： 17×0.02=0.34 kN/m2合計(jì)：5.442 kN/m215層樓面恒荷：10mm厚1：1水泥砂漿鋪20mm厚大理石板：20×0.01+28×0.02=0.76 kN/m220mm厚1：3水泥砂漿找平層： 20×0.02=0.4

6、kN/m240mm厚C18（200）細(xì)石砼墊層： 22×0.04=0.88 kN/m2100mm厚鋼筋砼樓板： 25×0.1= 2.5kN/m220mm厚M2.5混合砂漿抹面刷白色涂料： 17×0.02=0.34 kN/m2合計(jì)： 4.88 kN/m2b) 屋面及樓面可變荷載標(biāo)準(zhǔn)值：樓面活荷載標(biāo)準(zhǔn)值： 2.0 kN/m2屋面雪荷載標(biāo)準(zhǔn)值： Sk=1.0×0.35=0.35 kN/m2上人屋面均布活荷載標(biāo)準(zhǔn)值： 2.0 kN/m2合計(jì)： 4.35 kN/m2c) 梁、柱、墻及門(mén)窗重力荷載計(jì)算：外墻為380厚陶粒砼空心砌塊，外墻面貼瓷磚（0.5 kN/m2）

7、，10mm厚1：3水泥砂漿找平，內(nèi)墻面為10mm厚抹灰，則外墻單位墻面重力荷載：17×(0.02+0.02)+6.0×0.19=1.82 kN/m2；木門(mén)單位面積重力荷載為0.2 kN/m2；塑鋼門(mén)窗0.45 kN/m2；鋼鐵門(mén)0.45 kN/m2。d) 各層重力荷載代表值：G5：、女兒墻：800mm高，100mm厚，采用現(xiàn)澆鋼筋砼制作工藝， 25×0.8×0.1×(51.7+15.4)×2=268.4 kN、屋面荷載：活荷載：0.35×0.5×782.8+2.0×782.8=1702.59 kN恒荷載：

8、5.442×782.8=4260.00 kN屋面面積：A=(51.7-0.2)×(15.4-0.2)=782.8、5層荷載的1/2：1839.04+816.75×1/2-627.5=1619. 92 kN、墻門(mén)窗：外墻凈面積=外墻面積-門(mén)窗面積外墻自重（含窗）：(51.7+15.4)×2×3.3×3.32=735.15 kN/m2內(nèi)墻自重（含門(mén)）：(6.6-0.5)×7+(6.0-0.5)×8+(6.0-0.5)×10+(6.6-0.5)-4+(7.8-0.5)×2×3.3×

9、1.82=536.68 kN外墻上窗面積：3.24×21+2.16×2+3.76×4+4.08×2+3.57+2.16×2+1.44×2=53.27 m2內(nèi)墻上門(mén)面積：2.1×1.3+1.89×4+4.4×2=21.84 m2梁柱重力荷載代表值層數(shù)構(gòu)件bhglinGiGi1AB橫梁0.30.62.51.054.7256.19259.401839中橫梁0.30.62.51.054.7251.6968.04CD橫梁0.30.62.51.054.7255.49229.64長(zhǎng)次梁0.250.52.51.053.2

10、816.458170.61短邊梁0.250.52.51.053.2815.858154.86連梁10.30.72.51.055.5137.34160.98連梁20.30.62.51.054.7256.124691.74連梁30.30.62.51.054.7255.54103.95柱0.50.52.51.106.8754.15361027.132-5AB橫梁0.30.62.51.054.7256.19259.401839中橫梁0.30.62.51.054.7251.6968.04CD橫梁0.30.62.51.054.7255.49229.64長(zhǎng)次梁0.250.52.51.053.2816.458

11、170.61短邊梁0.250.52.51.053.2815.858154.86連梁10.30.72.51.055.5137.34160.98連梁20.30.62.51.054.7256.124691.74連梁30.30.62.51.056.8753.336816.75柱0.50.52.51.104.7255.54103.95外墻凈重：735.15-53.27×3.32=558.11KN內(nèi)墻凈重：536.68-21.84×1.82=496.96 kN門(mén)窗自重：、 窗自重：53.27×0.45=23.97 kN、 鋼鐵門(mén)自重：1.0×13×1.05

12、×0.45=6.14 kN、 木門(mén)自重：(0.9×1.05×4+2.1×1.05×2)×0.45=1.64 kNG5=268.4+1702.59+4260+1619.92+558.11+496.93+23.97+6.14+3.69=8937.25 kNG4的計(jì)算：1、 樓面荷載：(4.88+2.0×0.5×0.7)×(51.7-0.8)×(15.4-0.8)=4146.72 kN2、 梁柱荷載：1839.04+816.75-627.5=2028.29 kN3、 外墻凈重：1470.30-106.

13、53×3.32=1116.62 kN4、 內(nèi)墻凈重：1073.36-43.68×1.82=993.86 kN5、 窗自重：106.53×0.45=47.86 kN鋼鐵門(mén)自重：1.0×13×2.1×0.45=12.29 kN木門(mén)自重：(0.9×2.1×4+2.1×2.1×2)×0.2=3.28 kNG4=4146.72+2028.29+1116.62+993.86+47.86+12.29+3.28=8349.55 kNG3、G2、(0.83)G2= G3=8461.02 kNG1的計(jì)算：

14、1、 樓面荷載：4146.72 kN2、 梁柱荷載：1839.04+1027.13+816.75/2-627.5=2687.47 kN3、 外墻：上半墻：558.11 kN 一層墻：(51.7+15.4)×3.6×3.32=801.98 kN 上半墻窗自重：23.97 kN 一層窗：(3.24×21+2.16+3.76×4+3.57+2.16×2+1.6×2)×0.45=44.48 kN 一層墻自重：801.98-43.35/0.45×3.32-8.37(門(mén))=473.78 kN外墻總凈重：558.11+482.1

15、5+23.97+43.35=1070.53 kN4、 內(nèi)墻：上半內(nèi)墻：496.93 kN 上半內(nèi)墻（上門(mén)）：7.78 kN 一層內(nèi)墻：(6.1×7+5.5×8+5.5×10+6.1×4+7.3×2)×3.6×1.8=1170.94 kN 一層內(nèi)墻門(mén)面積：43.68-2×1.0×2.1+1.8×2.4×2=48.12 m2 一層內(nèi)墻凈重：1170.94-48.12×1.82=1083.36 kN 一層鐵門(mén)自重：1.0×11×2.1×0.45=0.9

16、5 kN 木門(mén)：(2.52+1.89×4+4.4×2+4.32×2)=28.47 kN內(nèi)墻總重：496.93+7.78+1083.36+28.47=1616.54 kNG1=4146.72+2687.47+1070.53+1616.53=9521.28 kN橫梁線(xiàn)剛度ib類(lèi)別層數(shù)Ec(N/mm2)b×h(mm2)I0(mm4)L(mm)2EcI0L(N×mm)邊橫梁13×104300×6005.4×10969004.696×10102-53×104300×6005.4×109

17、69004.696×1010中橫梁13×104300×6005.4×109210015.428×10102-53×104300×6005.4×109210015.428×1010邊橫梁13×104300×6005.4×10960005.4×10102-53×104300×6005.4×10960005.4×1010柱線(xiàn)剛度ic層數(shù)hc(mm)Ec(N/mm2)b×h(mm2)Ic(mm4)EcIc/hc(N×

18、;mm)141503.25×104500×5005.208×1094.079×10102-533003×104500×5005.208×1094.735×1010中框架柱側(cè)移剛度D值（N/mm）層次Di邊柱1（7）邊柱2（7）中柱1（7）中柱2（7）Di1Di2Di3Di45288081.20.53150631.320.55156324.990.79224535.110.78223967560351.040.34177401.140.36189404.300.68354804.40.6935845Di/D2=528

19、808/756035=0.7010.7 合格。3.3 橫向水平荷載作用下框架結(jié)構(gòu)內(nèi)力和側(cè)移計(jì)算1、 橫各自振周期的計(jì)算： =基本周期T1，T=0.7,則T1=1.7×0.7=0.5325結(jié)構(gòu)頂點(diǎn)的假想側(cè)移層 數(shù)Gi(kN)VGi(kN)Di(N/mm)i(mm)i (mm)58939.258937.2575603511.820048934.5517871.875603523.6188.238461.0226332.8275603534.8164.628461.0234793.8475603546.0129.819521.2844315.1252880883.883.83.4水平地震作

20、用及樓層地震剪力計(jì)算底部剪力法計(jì)算水平地震作用，結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值：Geq=0.85Gi=0.85(8937.25+8934.55+8461.02×2+9521.28)=44315.13 kN1=(Tg/T1)0.9max=(0.35/0.532)0.9×0.08=0.055FEK=1Geq=0.055×44315.13=2437.33 kNT1=0.5321.4 Tg=1.4×0.35=0.49n=0.08 T1+0.07=0.043+0.07=0.113FN=n×FEK=0.113×2437.33=275.421- n=1-

21、0.113=0.887各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表：層次Vi(kN)Hi(m)Gi(kN)GiHi(kN×m)GiHi/GiHiFi5707.017.358937.25155061.30.327707.041279.914.058934.55125530.40.265522.93169510.758461.0290956.00.192415.121982.57.458461.0263034.60.133287.512161.94.159521.2839513.30.083179.4GiHi=474095.63、水平地震作用下位移計(jì)算：其框架結(jié)構(gòu)的層間位移i和頂點(diǎn)位移i的

22、計(jì)算，i/h=1/550層次Vi(kN)Di(N/mm)i(mm)i(mm)hi(mm)Qi=5707.07560350.9411.5833001/351141279.97560351.6910.6433001/1953316957560352.248.9533001/147321982.57560352.626.7133001/126012161.95288084.094.0941501/1015最大層間位移角出現(xiàn)在第一層，其值1/1015<1/550，滿(mǎn)足。3.4 水平地震作用下框架內(nèi)力計(jì)算框架柱柱端剪力Vij= DijVi/彎矩Miju=Vijyh梁端剪力及柱軸力計(jì)算（彎）層次過(guò)梁

23、1柱軸力MblMbrLVb邊柱1中柱1中柱2邊柱2535.5914.456.67.58-7.58-35.6534.268.97473.6635.616.616.56-21.24-90.0418728.573116.7755.286.626.07-47.31-139.23136.157.772135.8268.346.630.93-78.24-173.5167.894.41166.278.716.637.11-115.35-195.39189.21137.693.5橫向風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力和側(cè)移計(jì)算3.5.1風(fēng)荷載標(biāo)準(zhǔn)值基本風(fēng)壓0=0.65Kn/m2,風(fēng)壓高度系數(shù)分別為0.74,0.74,0

24、.74,0.74,0.787,取軸線(xiàn)橫向框架，其負(fù)載寬度為6M。查表：s=0.8，（迎風(fēng)面），s=-0.5（背風(fēng)面）。本建筑高度為17.6m<30m ,且高度比H/B=1.10<1.5 ,不用考慮風(fēng)壓脈動(dòng)的影響。qz=6.0sz0=6.0×0.65sz沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)層次HiHisqzq2z517.3510.7872.461.53414.050.810.742.311.44310.750.620.742.311.4427.450.4290.742.311.4414.050.2330.742.311.44將上圖分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中風(fēng)荷載：F5=(2.46+2.3

25、1)/2+2.46×1.65×1/2+(1.53+1.44)/2+1.53×1.65×1/2=6.49 kN F4=(2.39+2.31)×1.65×1/2+(1.49+1.53)×1.65×1/2+6.49=(2.39+2.31)×1.65×1/2+(1.49+1.44)×1.6512+2.31×1.65+1.44×1.65=12.48 kNF3= F2=2.31×3.3+1.44×3.3=12.38 kNF4=1/2×12.38+2

26、.31×4.05/2+1.44×4.05/2=13.78 kN(2)、風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算：風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次ViDihii56.497560353.36.0412.487560353.36.0312.387560353.36.0212.387560353.36.0113.785288084.057.55風(fēng)載作用下各柱端彎矩及剪力計(jì)算層次DijHi邊柱1中柱1Di1Vi1K¯YMi1bMi1uDi2Vi2KYMi2bMi2u56.497560353.3177400.151.040.350.170.32354800.304.30.450.

27、450.54412.487560353.3177400.291.040.400.380.57354800.594.30.50.970.97312.387560353.3177400.291.040.450.430.53354800.584.30.50.960.96212.387560353.3177400.291.040.500.480.48354800.584.30.50.960.96113.785288084.05150360.391.200.631.00.58224530.594.990.551.311.08層次Vi DijHi中柱2邊柱2Di3Vi3K¯YMi1bMi1uDi

28、4Vi4KYMi2bMi2u56.497560353.3358450.314.400.450.460.55189400.161.140.360.190.34412.487560353.3358450.594.400.50.970.97189400.311.140.410.420.6312.387560353.3358450.594.400.50.960.96189400.311.140.460.470.55212.387560353.3358450.594.400.50.960.96189400.311.140.500.510.51113.785288084.05223960.585.110.

29、551.291.06156320.411.320.621.030.63梁端彎矩、剪力、柱軸力計(jì)算層次邊梁1中橫梁1邊梁2柱軸力MblMbrLrbMblMbrLrbMblMbrLrb邊柱1中柱1中柱2邊柱150.320.136.60.070.410.252.10.310.140.3460.08-0.07-0.240.230.0840.740.346.60.161.080.582.10.790.370.7960.19-0.23-0.870.830.2730.910.466.60.211.470.722.11.040.500.9760.25-0.44-1.71.630.5320.910.466.60

30、.211.460.732.11.040.500.9860.25-0.65-2.532.410.7711.060.496.60.231.550.842.11.140.531.1460.28-0.88-3.443.271.053.5 豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算3.5.1計(jì)算單元取軸橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為6m，由于房間內(nèi)布置有次梁，故直接傳給該框架的樓面荷載如圖中水平線(xiàn)陰影線(xiàn)所示，計(jì)算單元范圍內(nèi)有其余樓面荷載則通過(guò)次梁和縱向框架以集中力的形式傳給橫向框架，作用于各節(jié)點(diǎn)上，由于縱向框架的中心線(xiàn)與柱的中心線(xiàn)重合，因此在框架節(jié)點(diǎn)上無(wú)集中力距。上圖中q1，q2，q3，代表橫梁自重，為均勻荷載

31、形式，q1=q2=q3=4.725kN/m。q1和 q3為房間和走道板傳給橫梁的梯形荷載。 對(duì)于第五層：q1=5.442×3=16.33 kN/mq3=16.33 kN/mP1、 P2分別由邊縱梁、中縱梁直接傳給柱的恒載，它包括梁自重、樓板重和女兒墻等重力荷載如下：P1：的計(jì)算：、女兒墻：0.8×0.1×6×25=13.2 kN、邊梁傳遞：自重：4.725×6=28.35 kN板：3×1.5×1/2×2×5.442=24.49 kN外加梯形板經(jīng)次梁傳來(lái)：5.442×(6+3)/2×1.

32、5/2=18.7 kN次梁外來(lái)：3.281×6×1/2=9.843 kN主梁傳來(lái)（板）：(3+6)×1.5/2×5.442=36.73 kNP1=13.2+28.35+24.49+18.37+9.843+36.73=130.98 kNP2的計(jì)算：連梁傳來(lái)：自重：4.725×6=28.35 kN板傳來(lái)：1.05×6×5.442+3×1.5/2×2×5.442=58.77 kN次梁：6×3.28×1/2+5.442×(6+3)/2×1.5/2=28.27 kN

33、主梁傳來(lái)（板）：(6+3)×1.5/2×5.442=36.73 kNP2=28.35+34.28+37.77+53.88=152.12 kNP3的計(jì)算：連梁傳來(lái)：自重：28.35 kN板傳來(lái)：1.05×6×5.442=34.28 kN次梁：6.6×3.281×1/2+5.442+6.6×1.5/2=37.77 kN主梁傳來(lái)：6.6×1.5×5.442=53.88 kNP3=28.35+34.28+37.77+53.88=154.28 kNP4的計(jì)算：連梁：自重：28.35 kN板：0 kN次梁：3.281

34、×6.6×1/2+6.6×1.5×1/2×5.442=37.77 kN主梁、板：6.6×1.5×5.442=53.88 kN女兒墻：13.2 kNP4=37.77+28.35+53.88+13.2=133.2 kN對(duì)于一四層：q1=4.725+1.82×2.7=9.639 kN/mq2=4.725 kN/mq3=9.639 kN/mq1+ q3=4.88×3=14.64 kN/mP1的計(jì)算：、 外墻：3.32×2.7×5.5-1.8×1.8×(3.32×2

35、-0.45×2)=30.7 kN、 連梁：自重：28.35 kN板：3×1.5×1/2+4.88×(3+6)/2×1.5/2=26.31 kN次梁：3.281×6×1/2+4.88×(3+6)/2×1.5/2=26.31 kN、 主梁（板）：(6+3)/2×1.5×4.88=32.94 kNP1=30.7+28.35+21.96+26.31+32.94=140.26 kNP2的計(jì)算：、 內(nèi)縱墻：1.82×2.7×(6.0-0.5)=27.03 kN、 連梁：自重：2

36、8.35 kN板：1.05×6×4.88+1/2×1.3×1.5×2×4.88=55.78 kN次梁：26.31 kN主梁：32.9 kNP2=27.03+28.35+55.78+26.31=170.41 kNP3的計(jì)算：、 內(nèi)縱墻：1.82×2.7×(6.6-0.5)=29.98 kN、 連梁：自重：28.35 kN板：1.05×6×4.88=30.74 kN次梁：6.6×3.281×1/2+4.88×6.6×1.5/2=34.99 kN、 主梁：6.6

37、×1.5×4.88=48.31 kNP3=29.98+28.35+30.74+34.99+48.31=172.37 kNP4的計(jì)算：、 外墻：30.7 kN、 連梁：自重：28.35 kN次梁：34.99 kN、 主梁：48.31 kNP4=30.7+28.35+34.99+48.31=142.35 kN(6)活荷載的計(jì)算：活荷載作用下各層框架梁上的荷載分布如下：對(duì)于第五層：q1=2.35×3=7.05 kN/mq2=7.05 kN/mP1的計(jì)算：板：3×1.5×1/2×2×2.35=9.75 kN 次梁：(3+6)/2&#

38、215;1.5×1/2×2.35=7.93 kN 主梁：2×7.93=15.86 kNP1=9.75+7.93+15.88=33.54 kN P2= P1+6×1.05×2.35=48.35 kN P3=6×1.05×2.35+(1.5×6.6+1/2×1.5×6.6)×2.35=49.7 kN P4=49.7-6×1.05×2.35=34.9 kN 對(duì)于14層：q1=2.0×3=6.0 kN/mq2=6.0 kN/mP1的計(jì)算：板：(3×1.5

39、×1/2×2)×2.0=8.30 kN 次梁：(3+6)/2×1.5×1/2×2.0=6.75 kN 主梁：2×6.75=13.5 kNP1=28.55 kN P2= 41.15 kN P3=42.3 kN P4=29.7 kN 匯總： 橫向框架恒載匯總表層次q1q2q3q1q3P1P2P3P454.7254.7254.72516.3316.33130.98152.12154.28133.2149.6394.7259.63914.6414.64140.26170.41172.37142.350.4670.5330.2110.

40、1850.6040.6240.1670.1970.5090.491-56.3156.31-1.741.74-76.4571.4526.330.01-11.51-10.1-32.9646.6212.4815.06-38.91-37.5411.3-5.7615.01-5.4123.31-16.487.03-19.467.53-15.56-2.59-2.95-6.94-6.09-19.8818.044.835.74.314.1535.0135.0152.81-21.6-31.2749.9224.34-74.2649.38-49.380.3180.3180.3640.1780.1560.1560.51

41、0.530.1520.1520.1670.3490.330.33-71.0571.05-1.741.74-94.2794.2722.5922.5925.86-12.34-10.81-10.81-35.3549.0414.0614.0615.45-30.07-31.11-31.1113.1511.3-6.1712.93-5.05-5.0524.52-17.686.247.03-15.037.73-18.77-15.56-5.81-5.81-6.65-4.8-4.21-4.21-13.9610.863.113.113.429.078.788.7829.9328.08-58.0166.84-20.0

42、7-20.43-26.5343.9623.4124.2-91.6681-41.1-37.890.3180.3180.3640.1780.1560.1560.510.530.1520.1520.1671.3410.330.33-71.0571.05-1.741.74-94.2794.2722.5922.5925.86-12.34-10.81-10.81-35.3549.0414.0614.0615.45-30.07-31.11-31.1111.311.3-6.1712.93-5.415.4124.52-17.687.037.03-15.047.73-15.56-10.5-5.81-5.81-6.

43、65-4.74-4.15-4.15-13.789.892.312.313.127.988.038.0328.08-57.0166.9-20.37-20.37-26.3542.9923.423.423.4-90.7478.91-34.64-39.880.3180.3180.3640.1780.1560.1560.510.530.1520.1520.1670.3410.330.33-71.0571.05-1.741.74-94.2794.2722.5922.5925.86-12.34-10.81-10.81-35.3549.0414.0614.0615.45-30.07-31.11-31.1111

44、.311.83-6.1712.93-5.41-5.5524.52-17.687.037.31-15.047.73-15.56-15.56-5.98-5.98-6.84-4.72-4.13-4.13-13.719.742.272.273.078.47.727.7228.9128.44-58.1266.92-20.35-20.49-26.2842.823.3623.64-90.7980.33-38.95-38.950.3330.2870.380.1820.160.1380.520.5360.1580.1360.1710.350.350.3-71.0571.05-1.741.74-94.2794.2

45、723.6620.3927-12.61-11.09-9.36-36.0449.614.6212.5815.82-32.99-32.99-28.2811.3-6.3113.5-5.4124.8-15.327.03-16.37.91-15.56-1.66-14.3-2.9-5.99-5.26-4.54-17.113.293.923.374.242.682.682.334.1318.96-53.2665.95-21.76-14.1-30.0849.3125.5715.93-90.7171.87-45.87-25.980.487.057.9717.99活載匯總表：層次q1q2P1P2P3P457.05

46、7.0533.5448.3549.734.9146.06.028.5541.1542.329.7-0.3-2.46-2.15-7.036.451.982.060.550.53-11.0917.42-6.89-10.5316.58.54-25.0415.62-15.620.3640.1780.1560.1560.510.520.1580.1580.1640.3410.330.33-16.0316.03-21.7821.785.83-2.85-2.5-2.5-9.4511.333.443.443.57-7.43-7.18-7.18-1.432.92-1.75-1.255.67-4.732.421.

47、72-3.721.79-6.28-3.592-1-0.87-0.87-2.852.240.680.680.712.762.662.66-13.6315.1-5.12-4.62-6.638.846.845.84-21.2218.9-10.8-8.110.3640.1780.1560.1560.510.520.1580.1580.1640.3410.330.33-16.0316.03-21.7821.785.83-2.85-2.5-2.5-9.4511.333.443.443.57-7.43-7.18-7.18-1.432.92-1.25-1.255.67-4.731.721.72-3.721.2

48、9-3.59-3.59-1.34-1.08-0.95-0.95-3.112.610.790.790.821.841.781.783-12.9715.02-4.7-4.7-6.899.215.935.95-21.1117.980.3640.1780.1560.1560.510.520.1580.1580.1640.3410.330.33-16.0316.03-21.7821.785.83-2.85-2.5-2.5-9.4511.333.443.443.57-7.43-7.18-7.18-1.432.92-1.25-1.285.67-4.731.721.74-3.721.79-3.59-3.39-1.38-1.08-0.94-0.94-3.12.590.790.790.821.911.781.78-13.0115.02-4.69-47.2-6.889.195.955.97-21.118.05-8.99-8.990.380.1820.160.1380.52