土木工程-框架结构毕业设计

'毕业论文（设计）论文（设计）题目：锦绣乾城8号楼钢筋混凝土单元式住宅29 摘要本毕业设计题目是锦绣乾城8号楼钢筋混凝土单元式住宅设计，该住宅楼的总建筑面积大约是7153.92平方米，共十层，建筑高度为28米。本建筑采用钢筋混凝土全现浇框架结构体系，基础采用筏板基础。本设计内容包括手算和电算两部分。其中手算部分分计算书的主要内容为设计的总说明、构件尺寸的初步确定、框架的计算简图、荷载计算、框架横向侧移计算、框架在水平及竖向荷载作用下的内力计算分析和计算、内力组合、截面设计及基础设计。计算竖向力作用采用分层法，计算风荷载及地震荷载作用采用D值法。由于此框架属于三级框架，所以没有进行节点抗震设计，但是在梁柱截面设计时要采用“强柱弱梁”原则。图纸包括张，图纸目录及结构设计总说明、人工挖孔桩桩位平面布置图、人工挖孔桩及承台梁配筋详图、结构平面布置图、楼板配筋图、楼面梁平面整体配筋图，③轴线框架配筋图。电算时，先用PMCAD软件进行结构平面布置，检查平面数据，输入次梁楼板，输入荷载数据，形成PK文件，画结构平面图，然后使用PK进行框架计算；在设计过程中采用了手算和电算两种方式，对计算结果进行校核，及时发现设计中的错误以及与电算不同的部分，找出原因。关键词：毕业设计，框架结构，内力组合，截面设计，地震力29 第一章、工程概况锦绣乾城8号楼钢筋混凝土单元式住宅位于济南市中心地段。该住宅楼地面以上十层高2.8m，非人防全地下室一层，净高为2.4m。体现“以人为本”的设计原则，设一梯四户，每户建筑面积75~120m2，每户均有有一间南向卧室，共有两种户型。每单元设电梯一部。 该工程七度抗震设防，设计基本加速度0.1g，第二分组。Ⅱ类场地，地耐力fk=120kpa，地下水位-1.500m。基本风压,地面粗糙程度为C类.基本雪压。第二章、结构方案及基本参数的确定1.本建筑地面以上十层,拟采用框架结构体系,基础为筏板基础,为了使结构的整体刚度较好,楼面、屋面、楼梯、天沟等等都采用现浇整体结构。2.高层框架结构应设计成双向梁柱抗侧力体系,框架梁、柱中心线宜重合.本建筑最大柱矩为6.6米,根据结构布置,本建筑平面除个别板区格为单向板外,其余均为双向板。楼面板和屋面板均采用现浇整体式,厚度均取为120mm。3.本建筑材料选用如下:混凝土:采用C30与C40，地下室及1~4层柱采用C40。钢筋:纵向受力钢筋采用热轧钢筋HRB400,其余采用热轧钢筋HRB235墙体:外墙和分户墙采用灰砂砖,尺寸为240mm×120mm×60m,;内隔墙采用焦渣空心砖，尺寸为290mm×290m×140mm，重度．窗：钢塑门窗，29 图2-1结构布置图所选计算框架为CDE框架，该榀框架结构布置图如上图2-1所示。4.梁柱截面尺寸估算a.框架横梁截面尺寸横梁截面高度,取横梁截面宽度,取b.框架柱截面尺寸底层柱轴力估算:假定结构每平方米总荷载设计值为12kN,则底层中柱的设计值约为:29 ,混凝土采用C40时,,假定柱截面为,则柱的轴压比:故取柱截面为.5.确定框架计算简图框架柱嵌固于基础顶面,框架梁与柱刚接,各层柱的截面尺寸保持不变,故梁跨等于柱截面形心轴线之间的距离,底层柱高从基础顶面算至二屋楼面,所以底层柱高为3.3m,其余各层柱高均为2.8m。6.框架梁柱线刚度计算由于楼面板与框架梁的混凝土受用整体现浇,当梁两侧都有楼板时,取左跨梁:右跨梁:底层柱:其余层柱:令,则其余各构件的线刚度为:,,,第三章、荷载统计为了便于以后的内力组合,荷载计算按标准值计算1.恒载标准值计算①　屋面找平层:15厚水泥砂浆防水层(刚性):40厚C20细石混凝土防水防水层(柔性):三毡四油铺小石子29 找平层:15厚水泥砂浆找坡层:40厚水泥石灰焦渣砂浆3‰保温层:80厚矿渣水泥结构层:120厚现浇钢筋混凝土板抹灰层:10厚混合砂浆合计①　标准层楼面大理石面层,水泥砂浆擦缝30厚1:3干硬性水泥砂浆,面上撒2厚素水泥水泥砂浆结合层一道结构层:120厚现浇钢筋混凝土板抹灰层:10厚混合砂浆合计②　卫生间楼面12厚大理石面层,水泥砂浆擦缝10厚1:3干硬性水泥砂浆,面上撒2厚素水泥2厚聚氨脂防水涂料,四周卷起找坡层:最低处25厚水泥石灰焦渣砂浆3‰结构层:120厚现浇钢筋混凝土板抹灰层:10厚混合砂浆合计③　梁自重;自重:抹灰层:10厚混合砂浆29 合计;自重:抹灰层:10厚混合砂浆合计自重:抹灰层:10厚混合砂浆合计自重:抹灰层:10厚混合砂浆合计①　柱自重自重抹灰层:10厚混合砂浆合计②　外纵墙自重（及带窗横墙）标准层:纵墙铝合金窗水刷石外墙面水泥粉刷内墙面合计底层:纵墙(基础梁和主梁相同)10厚钢框玻璃窗水刷石外墙面水泥粉刷内墙面29 合计①　外横墙自重标准层:内隔墙水泥粉刷外墙面水泥粉刷内墙面合计②　内墙自重梁高200mm内隔墙水泥粉刷内墙面合计梁高400:内隔墙水泥粉刷墙面合计梁高500:内隔墙水泥粉刷墙面合计梁高600:内隔墙水泥粉刷墙面合计③　窗高2.1米外墙墙水泥粉刷内墙面合计29 1.活荷载标准值计算①　屋面和楼面活荷载标准值上人屋面:楼面:②　雪荷载标准值屋面活荷载与雪荷载不同时考虑两者中的较大值2.竖向荷载作用下框架受荷总图①　D~E轴间框架梁按弹性理论计算双向板支承梁,将梁上梯形或三角形荷载按支座转角相等的条件换算为等效均布荷载,求得等效均布荷载下的支座弯矩,最后根据所求的支座弯矩和每跨的实际荷载分布由平衡条件求得跨中弯矩和支座剪力.屋面板传递给梁的荷载:恒载:活载:楼面板传递给梁的荷载:恒载:活载:D~E轴间框架梁均布荷载为:屋面梁:恒载=梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+板传恒载+墙自重=活载=板传活载=梁L2上荷载屋面板传递给梁L2的荷载:恒载:活载:楼面板传递给梁L2的荷载:恒载:活载:29 梁自重标准值：墙自重标准值：D~E轴间框架梁中间集中荷载为:屋面梁:恒载=（梁自重+板传荷载）净跨/2=活载=板传活载净跨/2=楼面梁:恒载=（梁自重+板传荷载+墙自重）净跨/2=活载=板传活载净跨/2=①　C~D轴间框架梁屋面板传递给梁的荷载:恒载:活载:楼面板传递给梁的荷载:恒载:活载:梁自重标准值：墙自重标准值：C~D轴间框架梁均布荷载为:屋面梁:恒载=梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+板传恒载+墙自重=活载=板传活载=C~D轴间框架梁跨中集中荷载为:屋面梁:恒载=（梁自重+板传恒载）净跨/229 =活载=板传活载净跨/2=楼面梁:恒载=（梁自重+板传恒载+墙自重）净跨/2=活载=板传活载净跨/2=①　E柱纵向集中荷载的计算（1）计算KL1均布荷载和集中荷载L4上均布荷载为:屋面梁:恒载=梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+板传恒载+墙自重=活载=板传活载=L3梁上均布荷载为:屋面梁:恒载=梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+板传恒载+墙自重=活载=板传活载=L1梁上靠近D轴处集中荷载：屋面梁:恒载=29 活载=楼面梁:恒载=活载=L梁上跨中处集中荷载：屋面梁:恒载=（梁自重+板传荷载）净跨/2=活载=板传活载净跨/2=楼面梁:恒载=（梁自重+板传荷载+墙自重）净跨/2=活载=板传活载净跨/2=L1梁靠近D轴1.2米段均布荷载为：屋面梁:恒载=梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+板传恒载+墙自重=活载=板传活载=L1梁其余段段均布荷载为：屋面梁:恒载=梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+板传恒载+墙自重=活载=板传活载=根据L1梁上的均布荷载及集中荷载情况，可得L1梁在E轴处集中力为：屋面梁恒载=47.44KN活载=11.69KN楼面梁恒载=56.25KN活载=8.94KN29 L1梁在D轴处集中力为:屋面梁恒载=63.19KN活载=15.22KN楼面梁恒载=78.41KN活载=12.55KN顶层柱女儿墙自重:(做法:墙高1100mm,100mm的混凝土压顶,外加双面水刷石外墙面)(天沟自重=琉璃瓦+现浇天沟)琉璃瓦自重:现浇天沟自重:合计KL1梁靠近E轴2.4米段均布荷载为：屋面梁:恒载=女儿墙及天沟自重+梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+板传恒载+墙自重=活载=板传活载=KL1梁其余段均布荷载为：屋面梁:恒载=女儿墙及天沟自重+梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+墙自重+板传恒载29 =活载=板传活载=根据KL1梁上的均布荷载及集中荷载情况，可得KL1梁在E柱处集中力为：屋面梁恒载=99.41KN活载=14.15KN楼面梁恒载=72.15KN活载=10.75KN（2）计算KL2上均布荷载情况屋面梁:恒载=女儿墙及天沟自重+梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+墙自重+板传恒载=活载=板传活载=E柱上集中荷载为：屋面梁：恒载=活载=楼面梁：恒载=活载=①　D柱纵向集中荷载的计算（1）计算KL4均布荷载屋面梁:恒载=梁自重+板传恒载=活载=板传活载=楼面梁:恒载=梁自重+墙自重+板传恒载29 =活载=板传活载=（2）计算KL3均布荷载和集中荷载梁L5在C轴D轴处集中荷载为：屋面梁恒载活载=楼面梁恒载活载=L4，L1作用在KL3上集中荷载已经求出。KL3上均布荷载为：屋面梁：恒载=梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+板传荷载+墙自重=活载=板传荷载=根据KL3上集中荷载与均布荷载及KL4上均布荷载情况，可以算得F柱上集中荷载为：29 屋面梁：恒载=活载=楼面梁：恒载=活载=①　C柱纵向集中荷载的计算（1）KL5上均布荷载及集中荷载靠近C柱3米段内均布荷载为：屋面梁：恒载=女儿墙及天沟自重+梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+墙自重+板传荷载=活载=板传荷载=其余段均布荷载为：屋面梁：恒载=女儿墙及天沟自重+梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+墙自重+板传荷载=活载=板传荷载=根据KL5上均布及集中荷载情况，可得Kl5作用在C柱上集中力为：屋面梁恒载=89.32KN活载=11.84KN楼面梁恒载=69.43KN活载=8.89KN（2）.KL6上均布荷载及集中荷载L7梁上离C轴2.4米处作用集中力为：29 屋面梁：恒载活载楼面梁：恒载活载L7梁上靠近C轴2.4米段均布荷载为:屋面梁：恒载=女儿墙及天沟自重+梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+墙自重+板传荷载=活载=板传荷载=L7梁上其余段均布荷载为:屋面梁：恒载=女儿墙及天沟自重+梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+墙自重+板传荷载=活载=板传荷载=根据L7梁上均布荷载及集中荷载情况，可得L7梁作用在KL6上集中力为：29 屋面梁：恒载=85.80KN活载=11.12KN楼面梁：恒载=67.54KN活载=8.34KNKL6梁靠近C柱1.5米范围均布荷载为：屋面梁;恒载=女儿墙及天沟自重+梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+墙自重+板传荷载=活载=板传荷载=其余区段均布荷载为：屋面梁：恒载=梁自重+板传荷载=活载=板传荷载=屋面梁：恒载=梁自重+墙自重+板传荷载=活载=板传荷载=根据KL6上均布荷载及集中荷载情况，可得KL6作用在C柱上集中荷载为：屋面梁：恒载=117.88KN活载=16.43KN楼面梁：恒载=96.18KN活载=12.33KNC柱集中荷载为：屋面梁：恒载=活载=楼面梁：恒载=活载=29 竖向恒载作用下的受荷总图为：29 竖向活载作用下的受荷总图为：29 1.风荷载标准值计算为了简化计算,将计算单元范围内的外墙面上的分布风荷载化为等效的楼层面集中荷载.计算公式为.为风振系数,为建筑体型系数,取。地面粗糙程度为C类，。外型和刚度沿高度变化不大，可只考虑基本振型影响，查表得：。各层楼面处集中荷载标准值见下表高度z高度变化系数风荷载体形系数风振系数基本风压下柱高上柱高风荷载标准值28.000.971.301.570.352.802.4010.5125.200.931.301.540.352.802.8010.5822.400.881.301.500.352.802.809.8319.600.831.301.460.352.802.809.0416.800.771.301.430.352.802.808.2314.000.741.301.370.352.802.807.5611.200.741.301.300.352.802.807.158.400.741.301.220.352.802.806.745.600.741.301.150.352.802.806.342.800.741.301.070.352.802.805.93第四章、内力计算一、分层法计算竖向荷载作用下的内力分层法的简化原理是因为多层多跨框架结构在一般竖向荷载作用下的侧移是很小的,可按照无侧移框架进行内力计算,又由影响线理论和精确分析得知,各层荷载对其它层杆件的内力影响也不很大,因此可以将多层框架简化为多个单层框架进行计算。简化为多个单层框架之后，用结构力学求解器来进行计算。顶层受力图如下所示29 顶层弯矩图如下图所示：2~9层受力图如下所示：2~9层弯矩图如下所示：底层受力图如下所示：底层弯矩图如下所示：该榀框架恒载作用下弯矩图如下：29 恒载作用下ED跨梁端剪力作用计算过程见下表层号ql（m）1/2ql∑M/LF(KN)Ve=1/2F+1/2ql-∑M/L(KN)Vd=1/2F+1/2ql+∑M/L(KN)1018.104.8043.444.4111.4544.7553.58919.414.8046.583.2015.9251.5157.74819.414.8046.583.2015.9251.5157.74719.414.8046.583.2015.9251.5157.74619.414.8046.583.2015.9251.5157.74519.414.8046.583.2015.9251.5157.74419.414.8046.583.2015.9251.5157.74319.414.8046.583.2015.9251.5157.74219.414.8046.583.2015.9251.5157.74119.414.8046.583.4015.9251.1457.95恒载作用下DC跨梁端剪力作用计算过程见下表层号ql（m）1/2ql∑M/LF(KN)Ve=1/2F+1/2ql-∑M/L（KN）Vd=1/2F+1/2ql+∑M/L（KN）1010.764.2022.60-5.6639.2447.8736.56914.794.2031.06-4.1143.1354.3546.14814.794.2031.06-4.1143.1354.3546.14714.794.2031.06-4.1143.1354.3546.14614.794.2031.06-4.1143.1354.3546.14514.794.2031.06-4.1143.1354.3546.14414.794.2031.06-4.1143.1354.3546.14314.794.2031.06-4.1143.1354.3546.14214.794.2031.06-4.1143.1354.3546.14114.794.2031.06-4.3643.1357.1248.27恒载作用下E柱轴向力作用计算过程见下表：（单位KN）层号横梁传剪力上传恒载柱重上截面轴力下截面轴力1044.75159.6318.45204.38222.83951.5199.8018.45374.15392.60851.5199.8018.45543.91562.36751.5199.8018.45713.67732.12651.5199.8018.45883.43901.88551.5199.8018.451053.201071.65451.5199.8018.451222.961241.41351.5199.8018.451392.721411.17251.5199.8018.451562.481580.93151.1499.8021.751731.881753.6329 恒载作用下D柱轴向力作用计算过程见下表：（单位KN）层号左横梁传剪力右横梁传剪力上传恒载柱重上截面轴力下截面轴力1053.5847.87140.6918.45242.14260.59957.7454.35163.2418.45535.91554.36857.7454.35163.2418.45829.69848.14757.7454.35163.2418.451123.471141.92657.7454.35163.2418.451417.241435.69557.7454.35163.2418.451711.021729.47457.7454.35163.2418.452004.802023.25357.7454.35163.2418.452298.572317.02257.7454.35163.2418.452592.352610.80157.9557.12163.2421.752889.112910.86恒载作用下C柱轴向力作用计算过程见下表：（单位KN）层号横梁传剪力上传恒载柱重上截面轴力下截面轴力1036.56207.2018.45243.76262.21946.14165.6118.45473.96492.41846.14165.6118.45704.16722.61746.14165.6118.45934.36952.81646.14165.6118.451164.561183.01546.14165.6118.451394.761413.21446.14165.6118.451624.961643.41346.14165.6118.451855.151873.60246.14165.6118.452085.352103.80148.27165.6121.752317.682339.43一、分层法计算竖向活载作用下的内力顶层受力图如下所示顶层弯矩图如下图所示：2~9层受力图如下所示：29 2~9层弯矩图如下所示：底层受力图如下所示：底层弯矩图如下所示：该榀框架恒载作用下弯矩图如下：活载作用下ED跨梁端剪力作用计算过程见下表层号ql（m）1/2ql∑M/LF（KN）Vd=1/2F=1/2ql-∑M/L（KN）Vc=1/2F+1/2ql+∑M/L（KN）104.54.810.81.1173.2411.3013.5493.384.88.1120.50219.418.839.8483.384.88.1120.50219.418.839.8473.384.88.1120.50219.418.839.8463.384.88.1120.50219.418.839.8453.384.88.1120.50219.418.839.8443.384.88.1120.50219.418.839.8429 33.384.88.1120.50219.418.839.8423.384.88.1120.50219.418.839.8413.384.88.1120.38819.418.809.87活载作用下DC跨梁端剪力作用计算过程见下表层号ql（m）1/2ql∑M/LF（KN）Vd=1/2F=1/2ql-∑M/L（KN）Vc=1/2F+1/2ql+∑M/L（KN）102.374.24.977-1.1919.6610.838.4591.784.23.738-0.6688.058.457.0781.784.23.738-0.6688.058.457.0771.784.23.738-0.6688.058.457.0761.784.23.738-0.6688.058.457.0751.784.23.738-0.6688.058.457.0741.784.23.738-0.6688.058.457.0731.784.23.738-0.6688.058.457.0721.784.23.738-0.6688.058.457.0711.784.23.738-0.7268.058.497.04活载作用下E柱轴向力作用计算过程见下表层号横梁传剪力（KN）上传活载（KN）截面轴力（KN）10.0011.3021.8833.189.008.8316.5358.558.008.8316.5383.917.008.8316.53109.276.008.8316.53134.635.008.8316.53159.994.008.8316.53185.353.008.8316.53210.712.008.8316.53236.071.008.8016.53261.40活载作用下D柱轴向力作用计算过程见下表层号左横梁传剪力右横梁传剪力上传活载截面轴力10.0013.5410.8333.1457.519.009.848.4525.42101.218.009.848.4525.42144.927.009.848.4525.42188.626.009.848.4525.42232.335.009.848.4525.42276.034.009.848.4525.42319.743.009.848.4525.42363.442.009.848.4525.42407.1529 1.009.878.4925.42450.93活载作用下D柱轴向力作用计算过程见下表层号横梁传剪力（KN）上传活载（KN）上截面轴力（KN）10.008.4528.2736.729.007.0721.2265.018.007.0721.2293.317.007.0721.22121.606.007.0721.22149.905.007.0721.22178.194.007.0721.22206.483.007.0721.22234.782.007.0721.22263.071.007.0421.22291.33一、D值法计算风荷载作用下的内力1.各轴柱反弯点位置及D值的计算梁柱线刚度为：左跨梁:右跨梁:底层柱:其余层柱:令,则其余各构件的线刚度为:,,,各轴柱反弯点位置及D值的计算过程见下表层号102.80.5840.29200.2920.820.2268541419304.0992.80.5840.3500.350.980.2268541419304.0982.80.5840.400.41.120.2268541419304.0972.80.5840.400.41.120.2268541419304.0962.80.5840.4500.451.260.2268541419304.0952.80.5840.4500.451.260.2268541419304.0929 42.80.5840.4500.451.260.2268541419304.0932.80.5840.49200.4921.380.2268541419304.0922.80.5840.50800.5081.420.2268541419304.0913.30.6890.700.72.310.4425217523070.31表4-3-1E轴柱反弯点位置及D值的计算过程层号102.81.250.36300.3631.020.3858541432851.5492.81.250.41300.4131.160.3858541432851.5482.81.250.45000.4501.260.3858541432851.5472.81.250.46300.4631.300.3858541432851.5462.81.250.46300.4631.300.3858541432851.5452.81.250.50000.5001.400.3858541432851.5442.81.250.50000.5001.400.3858541432851.5432.81.250.50000.5001.400.3858541432851.5422.81.250.50000.5001.400.3858541432851.5413.31.4760.62600.6262.070.5685217529659.90表4-3-2D轴柱反弯点位置及D值的计算过程层号102.80.6670.300.30.840.258541421361.5192.80.6670.38300.3831.07240.258541421361.5182.80.6670.400.41.120.258541421361.5172.80.6670.433300.43331.213240.258541421361.5162.80.6670.4500.451.260.258541421361.5152.80.6670.4500.451.260.258541421361.5142.80.6670.4500.451.260.258541421361.5132.80.6670.500.51.40.258541421361.5122.80.6670.500.51.40.258541421361.5113.30.7860.700.72.310.465217524083.65表4-3-3C轴柱反弯点位置及D值的计算过程1.风荷载作用下侧移计算水平荷载作用下的框架的层间侧移可按如下公式计算:式中：29 即层间位移等于层间总剪力标准值比上该层所有柱抗侧刚度之和.框架在风荷载作用下侧移的计算见下表4-3-4：风荷载作用下框架楼层层间位移与层高之比计算表4-3-4层号1010.5110.5173517.140.0.910.5821.1073517.140.0.89.8330.9273517.140.0.79.0439.9773517.140.0.68.2348.1973517.140.0.57.5755.7673517.140.0.47.1662.9173517.140.0.36.7569.6673517.140.0.26.3475.9973517.140.0.15.9381.9276813.860.0.由表中数据可知,最大层间位移角发生在第二层,且其值符合规范要求。抗侧移刚度足够。即:。内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8GK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^GjqvadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmY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