淮安国安消防器材制造公司综合办公楼结构设计说明

1、淮安国安消防器材制造公司综合办公楼结构设计第一章结构选型与布置题目：淮安国安消防器材制造公司综合办公楼设计根据要求，本工结构程定为五层钢筋混凝土框架，建筑面积约3000多平方米，详见建筑图纸。条件具体如下：1、气象资料(1)不考虑基本风压(2)基本雪压值0.4KN/m22、水文地质资料场地条件：场地平整，场地土层等效剪切波速为145m/s,3md0v50m0场地为稳定场地，类别R类。场地工程地质资料：在舁厅P岩土名称厚度(项fak(kPa)1耕土:1.1-2粘土2.82503粘土9.41103、抗震设防烈度7度，第一组4、荷载资料(1)办公室楼面活载，查建筑结构荷载规范(GB50009-200

2、1),确定楼面活载标准值为2KN/m2。(2)不上人屋面：活载标准值为0.7KN/m2。(3)屋面构造：30厚C20的细石混凝土防水、冷底子油一道上铺SBSW水卷材二道、15厚水泥砂浆、40厚水泥石灰焦渣砂浆找坡、80厚1:10珍珠岩保温层、120厚现浇钢筋混凝土板、15厚板底抹灰。(4)楼面构造瓷砖地面（水泥粗砂打底）、120厚钢筋混凝土板、V型轻钢龙骨吊顶。（5）围护墙：外墙采用240厚粘土空心砖，外墙面贴瓷砖，内墙面为20m用灰。内墙采用200厚蒸压粉煤灰加气砌块，两侧均为20mnB抹灰。（6）门窗：底层商铺选用卷帘门，其他选用木门。窗子均采用铝合金窗。第二章计算简图2.1确定计算简图2

3、.1.1计算单元取轴线横向框架进行计算，计算单元宽度为7.8m。假定底层柱下端固定于基础,初步确定基础采用柱下独基，基础置于第二层粘土层上，基地标高为设计相对标高1.65m。柱子高度底层为：3.61.650.64.65m（初步假定基础高度为0.6m）,至五层柱高h2h53.6m。柱节点刚接，横梁的计算跨度取至柱中心至中心间距离，三跨分别为6900、2400、6900。计算简图见图21。图21计算简图2.2梁、柱截面尺寸2.2.1框架柱查建筑抗震设计规范,此工程框架抗震等级为三级，柱轴压比限值为0.9。各层重力代表值近似取13KN/m2中柱的负荷面积692427.87.836.27m2*则竖向荷

4、载压力估计值NcCN1.21336.2752829.06KNNcfc2829.061060.914.3219818.18mm2,初选截面bh500mm500mm02.2.2框架梁1、横向框架梁:,11、,h()l12811(-)6900128575mm863mm,取h=600mm171.4mm 300 mm ,取 b=250mm11b()l23.511()60023.52、纵向框架梁:,11、,h()112811()3900128325mm487mm,取h=400mm114mm 200mm ,取 b=250mm,11、,b()l23.511()40023.52.3材料强度等级混凝土：采用C30

5、级。钢筋直径12的采用HRB335I冈筋，其余采用HPB235ffl筋。防水层(刚性)30厚C20细石混凝土防水1.0KN/m2防水层(柔性)冷底子油一道上铺SBS防水卷材二道0.35KN/m2找平层：15厚水泥砂浆0.015m20KN/m30.30KN/m2找坡层：40厚水泥石灰焦渣砂浆找坡0.04m14KN/m30.56KN/m2保温层：80厚1:10珍珠岩保温层0.08m7KN/m30.56KN/m2结构层：120厚现浇钢筋混凝土板0.12m25KN/m33KN/m2抹灰层：15厚板底抹灰0.015m20KN/m30.3KN/m2屋面包荷载标准值：6.07KN/m22、楼面包载：瓷砖地面

6、(包括水泥粗砂打底)0.55KN/mm2120厚现浇钢筋混凝土板0.12m25KN/m33KN/m2V型轻钢龙骨吊顶0.015m20KN/m30.3KN/m2楼面包荷载3.8KN/m2223、外墙米用240厚粘土空心砖(15KN/m),外墙面贴瓷砖(0.5KN/m),内墙面2为20mnft灰，则外墙的单位面积重力荷载为0.5150.24170.024.44KN/m024、内墙为200厚蒸压粉煤灰加气砌块(5.5KN/m),两侧均为20mm*灰，则内墙的单位面积重力荷载值为5.50.2170.0221.78KN/m205、木门的单位面积重力荷载为0.2KN/m2,铝合金窗单位面积荷载值取0.4K

7、N/m2,玻璃门单位面积荷载值为0.45KN/m2。所以，横梁线荷载(包括抹灰)：0.60.2525(0.60.12)0.021724.08KN/m,纵梁线荷载(包括抹灰)：0.40.2525(0.40.12)0.021722.69KN/m图22梁上作用的荷载对于第5层，g、g1代表横梁自重，为均布荷载形式。gi4.08KN/m,gi4.08KN/mg2和g2'分别为屋顶传给横梁的梯形荷载和三角形荷载，由几何关系可得'.g26.073.923.67KN/m,g26.072.414.57KN/mR和的分别为由边梁、中柱梁直接传给柱得包载，它包括梁自重、楼板重、女儿墙等的重力荷载。

8、计算如下：1 19569Q13.91.9521.956.072.697.82 26.94.084.440.87.8161.29KN21 1.956.93.92.4Q23.91.9521.951.226.072.697.82 223.92.44.08175.98KN22集中力矩：M1Q1e161.290.12520.16KNmM2Q2e2175.780.12522.00KNm对于14层：g1包括梁自重和其上横墙自重，为均布荷载，其他包载算法同第5层。g14.081.78(3.60.6)9.42KN/m,g14.08KN/mg23.83.914.82KN/m,g23.82.49.12KN/m一69

9、Q1(3.91.952)3.84.08-2.697.84.44(7.33.22.41.52)20.42.41.52167.47KNQ2(3.91.9526.61.2)3.84.08皿2.697.821.783.27.3164.52KN集中力矩：M1Qe167.470.12520.93KNmM2Q2e2164.520.12520.57KNm2.4.2活载计算活载作用下各层框架梁上的荷载分布如图2-3所示。图2 3各层梁上作用的活载P23.9 1.95 26.6 1.20.7 16.19KN1、对于第5层，q20.77.85.46KN/m,q20.72.41.68KN/mPi(3.91.953.9

10、1.95)0.710.65KNM110.650.1251.33KNmM216.190.1252.02KNm同理，在雪荷载作用q20.4 7.83.12KN / m , q20.4 2.4 0.96KN /m6.08KN ,9.25KNM10.76KNM2 1.16KN m2、对于第14层,q23.92 7.8KN /m,q22.4 2.5 6KN /m(3.9 1.95 3.91.95)30.42KNP230.426.6 1.22.550.22KNM130.420.1253.8KN mM250.220.1256.28KN m表2-1横向框架恒载汇总表层次g1(KN/m)G'(KN/m)

11、g2(KN/m)G'(KN/m)Q(KN)Q(KN)M(KN.m)M(KN.m)54.084.0823.6714.57161.29175.9820.1622.00149.424.0814.829.12167.47164.5220.9320.57表2-2横向框架活载汇总表层次q2(KN/m)Q'(KN/m)R(KN)P2(KN)M(KN.m)M(KN.m)55.46(3.12)1.68(0.96)10.65(6.08)16.19(9.25)1.33(0.76)2.02(1.16)147.806.0030.4250.223.806.28注：表中括号内的数值对应于屋面雪荷载作用情况。

12、2. 4. 3地震作用1、建筑物总重力荷载代表值 G的计算:(1)集中于屋盖处的质点重力荷载代表值 G550%载0.5 0.4 16.2 39 126.36KN屋面荷载6.07 39 16.2 3835.03KN横梁4.08 16.2 11 727.06KN纵梁2.69 10 4 3.9 419.64KN女儿墙4.44 0.8 39 16.2 2 392.14KN柱重0.5 0.5 25 1.8 40 450KN横墙4.441.5 1.5 4 6.9 1.82.4 1.8 21.78 126.9 1.8 514.24KN纵墙4.44 18 3.9 1.82.4 1.521.78 18 3.9

13、1.8 4.44 2(忽略内纵墙的门窗按墙重量计算)1.5 1.53.9 1.8 694.45KN铝合金窗1.5 1.50.42.4 1.5 -18 0.4 13.86KNG57172.78KN(2)集中于五、四和三层处的质点重力荷载代表值GG50%面活0.5 3.9 6.9 16 2.0 2.5 3.9 6.9 4392.4682.11KN楼面包载3.83916.22400.84KN横梁727.06KN纵梁419.64KN柱重450 2 900KN横墙514.24 2 1028.48KN纵墙694.45 2 1388.90KN铝合金窗13.86 2 27.72KNG2 G3 G4 7574.

14、75KN(3)集中于二层处的质点重力荷载代表值G150嗾面活0.53.96.9182.02.53.96.92392.4668.66KN楼面包载2400.84KN横梁727.06KN纵梁419.64KN件壬4.65柱重0.50.5251.8401031.25KN2横墙514.241坐51178.47KN21.8纵墙694.4515-182.41.5丝1578.49KN21.824.65一一门窗1859.81.80.86221.51.50.411315.48KN3.6G19319.89KN2、地震作用计算(1)框架柱的抗侧移刚度在计算梁柱线刚度时，应考虑楼改对框架梁的影响，在现浇楼盖中，中框架梁的

15、惯性弯矩取I21。，边框架取I1.5I。I。为框架按矩形截面计算的截面惯性矩。横梁、柱线刚度见表3-3表23横梁、柱线刚度杆件截面尺寸Ec(KN/m2)I0(mnn)I(mm4)L(mm)i=EcI/L(KN.m)相对刚度B(mmH(mm边框架梁25060030_94.5X106.75X10969002.935X1071边框架梁2506003094.5X1096.75X10924008.438X1072.875中框架梁25060030_94.5X10一一_99.0x1069003.913XI071.333中框架梁2506003094.5X1099.0X109240011.25XI073.833

16、底层框架柱500500305.21X1095.21X10946503.361X1071.145中层框架柱500500305.21X1095.21X10936004.342X1071.479每层框架柱总的抗侧移刚度见表2-4。表24框架柱横向侧移刚度D值项目K-2ic/2iz(f层)K-2ic/iz(底层)ac=K/(2+K)(一般层)ac=(0.5+K)/(2+K)(底层)D=aciz(12/h2)(KN/mm)根数层柱类型及截面五层边框架边柱(500X500)0.680.2510.054边框架中柱(500X500)2.620.5722.924中框架边柱(500义500)0.90.3112.4

17、68中框架中柱(500X500)3.490.6425.738底层边框架边柱(500X500)0.870.488.954边框架中柱(500义500)3.380.7213.434中框架边柱(500X500)4.510.7714.368中框架中柱(500X500)1.160.529.78注：ic为梁的线刚度，iz为柱的线刚度底层：D8.9513.43414.369.708282.0KN/mm一般层：D10.0522.92412.4625.738437.4KN/mm(2)框架自振周期的计算自振周期为：T1.700口1.70.6,0.3080.567s其中，°考虑结构非承重砖墙影响的折减系数，

18、对于框架取0.6,为框架顶点假想水平位移，计算见表2-5。表2-5框架顶点假想水平位移计算表层G(KN)2Gi(KN)2D(KN/mm)6=2Gi/2D(层间相对位移)总位移(mm)57172.787172.78437.4016.40308.5747574.7514747.53437.4033.72292.1737574.7522322.28437.4051.03258.4527574.7529897.03P437.4068.35207.4219319.8939216.92282.00139.07139.07表2-6楼层地震作用和地震剪力标准值计算值层H(m)G(KN)GHiFi=Fn+VFn

19、Fi=GHFE«1-Ln)/2GiH楼层剪力V(KN)519.057172.78136641.46665.92665.92415.457574.75117029.89399.611065.53311.857574.7589760.79306.501372.032P8.2517574.7562491.69213.381585.4114.659319.8943337.49147.981733.39(3)地震作用计算根据本工程设防烈度7度，设计地震分组第一组。查建筑抗震设计规范可知为R类场地土，查得特征周期Tg0.35s, max0.08结构等效总重力荷载:工 1.4Tg 1.4 0.35

20、Tg1T1Geq0.9max0.85 G0.350.5670.850.90.08 0.05239216.92 33334.38KN0.49s,故需考虑框架顶部附加集中力作用。n0.08T10.070.080.5670.070.115结构底部：Fek1Geq0.05233334.381733.39KN各楼层的地震作用和地震剪力标准值由表26列出。GHi449261.32,VFnnFEK0.1151733.39199.34KN第三章框架内力计算3.1恒载作用下的框架内力3.1.1弯矩分配系数由于该框架为对称结构，取框架的一半进行简化，如图3-123.674优20J6c14220.93c94220.

21、93。9,4226g3,422口014821£8214821482/-T0820Mr千4烧9,12408707图31横向框架承担的包载及节点不平衡弯矩(a)恒载；(b)包载产生的节点不平衡弯矩节点 A1：SA1A04i A1A04 1.145 4.58SA1 B14iA1B1 4 1.333 5.332SA1A24iA1A241.4795.916S4.585.3325.91615.828A1A0SA1A0SA4.5815.8280.289A1B1Sa1A2A1A2节点B:SB1E1iB1E15.33215.8280.3375.91615.8283.8330.3747.666节点A节点

22、B:B1A1B1B2B1E1B1B0A2A1A2A1B2A2B2B1B2E21.1451.33323.49441.47923.4947.66623.49441.14523.4941.3331.4797.6660.2270.2520.3260.19541.479A2A31.4791.3331.479441.3330.3111.4791.3331.479441.3331.4791.3331.47947.66641.47923.4940.3450.215B2B31.4791.3331.47947.6661.4791.3331.47947.6660.309节点A3、A4和A2相同，B3、B4和B2相同

23、。0.2387.666节点A:A5B5A5A441.3331.4791.333441.4791.4791.33340.4740.5263.节点E5:41.333B5A5B5B4B5E51.2杆件周端弯矩1.4791.33347.66641.4791.4791.33347.6667.6661.4791.33347.6660.2820.3130.40532。计算杆件周端弯矩时应带符号，杆端弯矩一律以顺时针方向为正，如图1、横梁周端弯矩(1)顶层横梁:自重作用:M A5B5M B5A51 . 2 ql 12M B5E5M E5 B54.08 12123ql2 M B5E56.9216.19KN m1

24、4.08 30.98KN1.221.96KN m图3 2杆件及节点弯矩正方向12ql2 112M A5B5板传来的恒载作用:11223.676.92121.9521.9536.926.93525ql14.572.424.37KNm96961212ql14.572.42.62KNm323281.03KNmMB5E5ME5B5MB5A5(2) 二五层横梁:自重作用：M A1B1 M B1A11212ql9.42 6.916.19KN m12121212MB1E1 ql24.08 1.221.96KN m331M E1B1 M B1E1 0.98KN m2板传来的包载作用：M A1 B1M B1A1

25、12ql 1122a%1214.82 6.92122 1.9521.9536.926?50.73KN m5252B5E5ql2一9.122.422.83KNm9696M E5 B51212ql9.122.41.70KNm32322、纵梁引起的柱端附加弯矩顶层外纵梁楼层外纵梁顶层中纵梁楼层中纵梁MA5MD5MA1MD1MB5MC5MB1MC120.16KNm20.93KNm20.00KNm20.57KNm3.1.3节点不平横弯矩横向框架的节点不平衡弯矩为通过该节点的各杆件(不包括纵向框架梁)在节点处的固定弯矩与通过该节点的纵梁引起柱端横向附加弯矩之和，根据平衡原则，节点弯矩的正方向与杆端弯矩方向

26、相反，一律以逆时针方向为正，如图32。不平衡弯矩：节点A:MA5B5+MA5纵梁16.1981.0320.1677.06KNm节点B5:MB5A5+MB5E+M5纵梁16.191.9681.034.3720.1670.73KNm节点A:MA4B4+MA4纵梁16.1950.7320.9345.99KNm节点B:MB4A4+MB4E+M4纵梁16.191.9650.732.8320.9341.2KNm314内力计算根据对称原则，只计算AB、BC跨。在进行弯矩分配时，应将节点不平衡弯矩反号后再进行杆件弯矩分配。节点弯矩使相交于该节点杆件的近端产生弯矩，同时也使各杆件的远端产生弯矩，近端产生的弯矩通

27、过节点弯矩分配确定，远端产生的弯矩由传递系数C（近端弯矩与远端弯矩的比值）确定。传递系数与杆件远端的约束形式有关。弯矩分配过程如图33，恒载作用下弯矩见图34，梁剪力、柱轴力见图35。0.526A50.4740.282B50.4050.313E5A5A4-77.06A5B5B5A570.73B5E5B5B440.53-97.2297.22-6.33-3.636.5318.27-4.913.83-11.86-23.71-34.06-26.3234.064.223.811.911.748.58-68.74-1.02-1.46-1.311.4692.67-41.85-30.6631.920.345A

28、40.3450.3110.2380.215B40.3090.238E4A4A5-45.99A4A3A4B4B4B5B4A441.2B4E4B4B3-66.9266.92-4.79-2.6820.277.94-4.43-9.81-8.86-12.73-9.8112.737.667.666.91-13.163.46-4.592.11-0.961.543.43.074.423.4-4.42-0.93-0.93-0.84-19.5764.59-13.1-115.6329.1113.71-63.740.345A30.3450.3110.2380.215B30.3090.238E3A3A4-45.99A3

29、A2A3B3B3B4B3A341.2B3E3B3B2-66.9266.92-4.79-2.6815.8715.8714.3-4.917.15-4.913.835.85-4.14-9.17-8.28-11.91-9.1711.91-1.91-1.91-1.721.7-0.860.5817.7919.81-58.48-0.33-0.31-0.44-0.330.44-12.7164.62-17.14-13.839.670.345A20.3450.3110.2380.215B20.3090.238E2A2A3-45.99A2A1A2B2B2B3B2A241.2B坦B2B1-66.9266.92-4.7

30、9-2.687.948.6-4.43-9.81-8.86-12.73-9.8112.7311.6911.6910.54-4.595.27-5.55-0.96-0.160.531.161.051.51.16-1.50.20.20.18-13.2464.38-16.02-14.28.5518.8720.33-60.10.374A10.2890.3370.5250.227B10.3260.195巳A1A2-45.99A1A0A1B1B1B2B1A141.2B1E1B1B0-66.9266.92-4.79-2.6817.213.2915.5-4.917.755.85-5.00-11.1-10-14.3

31、6-8.5914.36-0.32-0.25-0.290.58-0.1522731304-5671-0.11-0.1-0.14-0.080.14-15546442-1929-8671182A0A1B0B16.65-43-0.13-0.04652-434A。B0节点分配顺序：（A、B、A、B、A）;（R、A、R、AB）图3-3恒载弯矩分配过程般用 02,5719.81图34恒载作用下弯矩图KNmSSJ978.13仔M-13.5476.13-591923048265752E5.75230.45251船69小288.25-6S.3010.37-1(X372BB2559.50T9的252.9846051

32、55244照2444B0.5151201施2g554用-70.D71口&-10J755+J470.07-6人独512.01747,777gg就7g虱7+7,7777CL27赛56B22.4一阻B0103710.3-吃招69JD-眼前770271Q0&JQ1057.091067.091006301028.80B8.05阳的.59-70.3010.37-1W7*5970.50T806102aB012643313347013MJB1264331293.39136184135314I2S139图35恒载作用下梁剪力、柱轴力KN根据所求出的梁端剪力，再通过平衡条件，即可求出包载作用下梁剪

33、力、柱轴力，结果见表31表34表31AB跨梁端剪力（KN）层q(KN/m)g(KN/m)a(m)l(m)gl/2u=(l-a)xq/2Mb(KN.m)MBa(KN.m)SMik/lVA=gl/2+u-2mik/lV=-(gl/2+U+SMik/l)523.674.081.956.9014.0858.58-68.7492.673.4769.19-76.13414.829.421.956.9032.5036.68-63.7464.590.1269.06-69.30314.829.421.956.9032.5036.68-58.4864.620.8968.29-70.07214.829.421.95

34、6.9032.5036.68-60.1064.380.6268.56-69.80114.829.421.956.9032.5036.68-56.7164.421.1268.06-70.30注：a见图3-3表32BC跨梁端剪力KN层q（KN/m）（板传来作用）g（KN/m）（自重作用）l(m)gl/2lXq/4VB=gl/2+lXq/4Vc=-(gl/2+lXq/4)514.574.082.404.908.7413.64-13.6449.124.082.404.905.4710.37-10.3739.124.082.404.905.4710.37-10.3729.124.082.404.905.

35、4710.37-10.3719.124.082.404.905.4710.37-10.37表33AB跨跨中弯矩KNm层q（KN/m）（板传来作用）g（KN/m）（自重作用）a(m)l(m)gl/2u=(l-a)xq/2MAb(KN.m)2M/lV=gl/2+u-WMJlM=gl/2X1/4+ux1.30-Mab-VaXl/2523.674.081.956.9014.0858.58-68.743.4769.19-69.52414.829.421.956.9032.5036.68-63.740.1269.06-70.77314.829.421.956.9032.5036.68-58.480.896

36、8.29-73.37214.829.421.956.9032.5036.68-60.100.6268.56-72.79114.829.421.956.9032.5036.68-56.711.1268.06-74.35Px P (1.95 6.9 2 1.95)P26.9 2 1.952q2 1.301图3 6算法详图1，八 ，-q 1.95 1.5qjq1.95(0.651.5)1.5q表34柱轴力KN/m层边柱AD轴边柱RC轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力569.19161.2922.50230.4876.13+13.64=89.77175.9822.5

37、0265.75252.98288.25469.06167.4722.50489.5169.30+10.37=79.67164.5222.50532.44512.01554.94368.29167.4722.50747.7770.07+10.37=80.44164.5222.50799.90770.27822.40268.56167.4722.501006.3069.80+13.64=80.17164.5222.501067.091028.801089.59168.06167.4729.061264.3370.30+13.64=80.67164.5229.061334.781293.391363

38、.843.2活载作用下的框架内力3. 2.1梁端固端弯矩1、顶层横梁:MA5B5MB5A51 2qi121-，八5.46126.9221.9521.9536.926.9318.69KNmMB5E55,2qi961.682.420.50KNm961212ME5B5ql21.682.420.30KNm32322、二五层横梁：M A1 B1M B1A11 2ql122%112 7.86.922 1.952 1.9536.926.9326.70KN mM B5E5M E5 B55959ql2 6.0 2.421.80KN m96961212ql26.0 2.421.08KN m32323.2. 2梁端

39、周端弯矩纵梁偏心引起的柱端附加弯矩顶层外纵梁MA5MD510.650.1251.33KNm（逆时针方向）楼层外纵梁MA1MD130.420.1253.80KNm顶层中纵梁MB5MC516.190.1252.02KNmMB5MC55.540.1250.69KNm（仅BC跨作用活载时）楼层中纵梁MB1MC150.220.1256.28KNmMB1MC119.800.1252.48KNm（仅BC跨作用活载时）3.2.3本工程只考虑活载满跨情况，如图37图37活载满跨布置3.2.4节点不平横弯矩当ARBC跨都布置活载时：MA5MA5B5MA518.691.3317.36KNmMaiMa2MA3Ma4M

40、A1B1Mai26.703.8022.90KNmMB5MB5A5MB5MB5E518.692.020.5016.17KNmMb1Mb2Mb3Mb4MB1A1MB1MB1E126.706.281.8018.62KNm3.2.5内力计算采用“迭代法”计算，迭代计算次序同包载，如图38。活载满跨作用下梁弯矩、剪力、轴力如图39、3-10o0.526A50.4740.282B50.4050.313E5A5A4-17.36A5B5B5A516.17B5E5B5B4-18.6918.69-0.50-0.309.138.234.12-2.22-1.13-0.27-0.53-0.76-0.590.760.74

41、0.660.330.158.74-10.07-0.14-0.19-0.150.1922.47-1.45-2.810.650.345A40.3450.3110.2380.215B40.3090.238E4A4A5-22.90A4A3A4B4B4B5B4A418.62B4E4B4B3-26.7026.70-1.80-1.084.573.95-2-4.43-4.00-5.75-4.435.75-2.25-2.25-2.03-0.30-1.020.110.370.370.130.290.260.370.29-0.37-0.30-0.30-0.27-4.4421.94-7.18-4.034.302.39

42、1.77-30.870.345A30.3450.3110.2380.215B30.3090.238E3A3A4-22.90A3A2A3B3B3B4B3A318.62B3E3B3B2-26.7026.70-1.80-1.087.907.907.12-2.223.56-2.22-1.13-1.080.100.210.190.270.21-0.270.730.730.660.150.330.137.507.55-18.82-0.15-0.13-0.19-0.150.19-2.0130.65-1.72-2.03-1.160.345A20.3450.3110.2380.215B20.3090.238E2A2A3-22.90A2A1A2B2B2B3B2A218.62B2E2B2B1-26.7026.70-1