学士某层框架结构办公楼毕业设计计算书

目录TOC\o"1-2"\h\zHYPERLINK\l"_Toc200127493"摘要IIHYPERLINK\l"_Toc200127494"前言Ⅳ第一章建筑设设计方案………11.1工程地地质条件…………11.2主要建建筑做法…………21.3建筑截面面选型、平面面布置及构件件截面初估………2第二章结构设设计方案………42.1确定计算算简图………………42.2统计荷载载：…………………52.3风载作用用下侧移的验验算…………………112.4内力计算算……………………122.5内力组合合……………………332.6截面设计计与配筋计算算……………………49第三章施工组组织设计………753.1工程概概况……………………753.2施工工方案…………………763.3主体工工程施工………………783.4施工现现场的平面布布置图…………………813.5工程措措施……………………823.6编制依依据……………………86附表定额计算算人工及工日日…………………88结论………………92谢辞………………94参考文献……………95摘要本论文综合运用用所学的专业业知识，根据据设计任务书书的要求进行行了钢筋混凝凝土结构办公公楼的建筑设设计、结构设设计。设计过程遵循先先建筑后结构构再基础的顺顺序进行。建建筑设计，依依据建筑总体体规划要求、建建筑用地条件件和基地周边边的环境特点点，首先设计计建筑平面，其其次进行立面面造型、剖面面设计。建筑筑设计应满足足使用功能和和造型艺术的的要求，并适适应未来发展展与灵活改造造的需要。结构设计密切联联系建筑设计计，以现行的的有关规范为为依据，主要要包括结构选选型及结构布布置、确定计计算简图及计计算单元、荷荷载计算、侧侧移控制、内内力组合、构构件设计、楼楼梯设计、基基础设计等内内容。本工程程采用钢筋混混凝土结构框框架结构体系系（横向承重重），选择了了有代表性的的一榀框架进进行计算。对对于竖向荷载载作用采用弯弯矩二次分配配法，水平荷荷载作用采用用D值法。设计计计算整个过过程中综合考考虑了技术经经济指标和施施工工业化的的要求，由于于本工程位于于6度抗震设防防区，所以计计算时不考虑虑抗震要求。施工组织设计主主要包括施工工准备工作、施施工部署、主主要项目的施施工方法以及及技术质量、安安全生产、文文明施工方面面的一系列措措施。关键词：建筑设设计结构设计计施工组织设计荷荷载计算ABSTRACCTThisthhesisusesthepprofesssionaalknoowledggesynnthetiicallyyaccoordinggtotthereequesttoftthedeesignprogrram.TThedeesignofthheoffficebbuildiinginncludeesarcchiteccturalldesiign,sstructturaldesiggnanddconsstructtionmmanageementdesiggn.Theedesiignprrocesssfolllowsttheorrder:firsttly,aarchittecturraldeesign;;secoondly,,struucturaaldessign;lastlly,thhefouundatiiondeesign..Thearchiitectuuralddesignn,acccordinngtothemmasterrplannoftthebuuildinng,thhesitteconnditioon,peeripheeraluurbanenvirronmennt,anndchaaracteeristiicofthebbaseddesignnthebuilddingpplainatfiirst.Theeelevattionddesignnisccarrieedonseconndly,consiiderinngbuiildinggclasssifyandffirepprevenntion..Thearchiitectuuralddesignnshouuldmeeetthheneeedsoffthefuncttionallrequuiremeent,ttheussereqquiremmentaanddeeveloppmentandfflexibbletrransfoormatiioninnthefuturre.Strructurraldeesignmainttainscloseetiesswithhthearchiitectuuralddesignn,whiichissbaseedoncurreentreelevanntcoddes.IItinccludessthestruccturestylee,theeprelliminaaryesstimattionfforthhestrructurralmeemberss,connfirmaationofthheskeetchaandunnitfoorcallculattion,sidewwaycoontroll,loaadcallculattion,compoonentdesiggn,sllab-sttairsdesiggn,flloorooverlaaydessignaandfooundattionddesignn.Thiisproojectadopttscasst-in--placeereinnforceedconncreteestruucturee(traansverrsebeearingg),whhichhhaschhosenareppresenntativvefraametoocalcculatee.Verrticallloaddfuncctionadopttsmommentddistriibutioonmetthod,levellloaddfuncctionadopttsDvvaluemethood,anndseiismicloadfuncttionaadoptssequiivalenntbassesheearmeethod..Duriingthhedessignpprocesssearrthquaake-reesistaantdeesign,,techhnicalleconnomyiindexandcconstrructiooninddustriializeedreqquestaressyntheeticalllycoonsideered.Consstructtionmmanageementdesiggninccludesstheprepaaratioonofconsttructiion,cconstrructioonschhedulee,theemainnconsstructtionmmethoddandaserriesoofmeaasuressfortechnnologiicalqqualitty,saafetyinprroducttionaandciivilizzationnconsstructtion.Keywordds:AArchittecturraldeesign,,Struucturaaldessign,Construuctionnmanaagemenntdessign,Loadcalcuulatioon前言结构设计是土木木工程毕业设设计的重要阶阶段，是毕业业前的综合学学习阶段,是深化、拓拓宽、综合教教学的重要过过程,是对大学期期间所学专业业知识的全面面总结。本组毕业设计题题目为《浙江江临海苍山科科研综合楼设设计》。在结结构前期，我我复习了《结构构力学》、《土土力学与基础础工程》、《混混凝土结构》、《建建筑结构抗震震设计》等知知识，并借阅阅了《抗震规规范》、《混混凝土规范》、《荷荷载规范》、《砌砌体规范》、《地地基基础规范》等等规范。在网网上搜集了不不少资料，并并做了笔记。在在结构设计中中期，我们通通过所学的基基本理论、专专业知识和基基本技能进行行计算和分析析。在结构设设计后期，主主要进行设计计手稿的电脑脑输入和PKKPM计算算出图（并有有一张手画基基础图），并并得到老师的的审批和指正正，使我圆满满的完成了任任务，在此表表示衷心的感感谢。结构设设计的六周里里，在指导老老师的帮助下下，经过资料料查阅、设计计计算、以及及外文的翻译译，加深了对对新规范、规规程、手册等等相关内容的的理解。巩固固了专业知识识、提高了综综合分析、解解决问题的能能力。在进行行内力组合的的计算时，进进一步了解了了Excell；在绘图时时熟练掌握了了AutoCCAD，PKPM等专业软件件。以上所有有这些从不同同方面达到了了毕业设计的的目的与要求求。框架结构构设计的计算算工作量很大大，在计算过过程中以手算算为主，辅以以一些计算软软件的校正。由由于自己水平平有限，难免免有不妥和疏疏忽之处，敬敬请各位老师师批评指正。本工程为浙江临临海苍山科研研综合楼设计计，采用现浇浇钢筋混凝土土框架结构，纵纵横双向框架架承重。根据据规划及房屋屋使用要求采采用七层的结构，层层高为3.99m。建筑平面布布置，剖面布布置及各节点点祥图详见建建筑图。第一章建筑设计方案1.1工程地质质条件1．1.1气象象条件基本风压：0..9KN/，基基本雪压：0.6KNN/1．1.2抗震震设防7度抗震1.1.3地质质资料第一层填土，不不宜做为天然然地基土，建建议全部挖除除。层号土层名称土壤重度（）层底深度H(m)1填土2黄土状粉质粘土土1404.118.00.83粉质粘土（孔隙比e=0..8861,液性指数IL==--0.02）1909.418.42.54粘土（孔隙比ee==0.9488,液性指数IL==--0.211）22010.018.03.56粗砾砂24020.018.54.57碎石250155.88中风化灰岩200010（3）采用天然然地基是较适适宜的方案，建建议以第四层层粘土作为主主体结构的地地基持力层。（4）基坑开挖挖时，建议基基坑允许坡度度值为1:00.35。（5）根据波速速实验及地脉脉动测试结果果，该建筑场场地为Ⅱ类中硬场地地。（6）勘察期间间，测得场地地地下水静止止水位埋深为为10.200-10.990m，可不考虑虑水质对基础础混凝土的侵侵蚀性。（7）地区地震震基本烈度为为6度。最大冻土土深度按0..50m考虑虑。1．1.4设计计标高室内设设计标高0..00，室内内外高差6000mm1．1.5活荷荷载标准值活荷载：楼面活活荷载标准值值为2.0KNN/，走廊、门门厅活荷载标标准值为2.5KN/，楼梯活荷载载采用3.5KNN/，屋面采用不不上人屋面均均布活荷载标标准值为0.5KNN/。1.2主要建筑筑做法主要建筑做法说说明见建筑做做法总说明。门窗做法：门均均为铝合金门门，窗均为铝铝合金窗,门窗尺寸见见建筑做法总总说明：门窗窗表1.3建筑结构构选型、平面面布置及构件件截面初估结构选型本工程是浙江临临海苍山科研研综合楼设计计，建筑面积积为57333㎡，层数为为7层，根据使使用要求采用用框架结构，楼楼面采用现浇浇板，框架梁梁、柱为现浇浇整体构件，基基础采用钢筋筋混凝土柱下下独立基础。1．3.2框架架结构平面布布置框架结构平面布布置如下图：：构件截面初估1）框架梁1截截面尺寸的确确定：高h:(11/8—1/12))L取h=6600㎜宽b:(11/3—1/2)hh取取b=300㎜框架梁2截面尺尺寸的确定：：取h=400㎜b=250㎜2）次梁截面尺尺寸的确定：：高h:(11/12-11/18)LL取h=4550㎜宽b:(11/3-1//2)h取b=250㎜3）框架柱截面面的初步估定定：中柱截面尺寸的的确定：A=a2==0.29㎡取b×h=5000mm×6600mm,,为计算简便便，边柱中柱柱尺寸取相同同。第二章结构设设计方案2.1确定计算算简图2-7层层高均均为3.9m，1层层高为3.9+00.6+1..9=6.44m框架梁线刚度的的计算：考虑虑板对梁的翼翼缘作用取2-7层柱线刚刚度底层柱线刚度：：相对线刚度：，2.2统计荷载载：恒载标准值统计计（1）屋面20厚1:3水水泥砂浆打底底0.02××20=0..4KN/㎡2厚合成高分子子防水层10×00.002==0.1KNN/㎡40厚喷涂硬质质发泡聚氨酯酯保温层0.03××25=0..75KN//㎡100厚憎水膨膨胀珍珠岩保保温层00.5×0..04=0..02KN//㎡20厚1:3水水泥砂浆0.022×20=00.4KN//㎡卷材防水层0..05KNN/㎡1：8水泥膨胀胀珍珠岩40厚15×00.15=22.25KKN/㎡现浇钢筋混凝土土屋面板0.09×25==2.25KNN/㎡10厚混合砂浆浆抹灰层0.011×17=00.17KNN/㎡合计5..56KN/㎡（2）标准层楼楼面20厚磨光大理理石板0.002×28==0.56KKN/㎡20厚1:2水水泥砂浆00.02×220=0.44KN/㎡60厚CL7..5陶粒混凝土0.06××19.5==1.17KNN/㎡现浇钢筋混凝土土楼板0.009×25==2.25KKN/㎡10厚混合砂浆浆抹灰层0.011×17=00.17KNN/㎡合计4.555KN/㎡（3）标准层楼楼面走廊荷载载：20厚磨光大理理石板0.002×28==0.56KKN/㎡20厚1:2水水泥砂浆00.02×220=0.44KN/㎡60厚CL7..5陶粒混凝土0..06×199.5=1..17KN//㎡现浇钢筋混凝土土楼板0.008×25==2.00KKN/㎡10厚混合砂浆浆抹灰层0.011×17=00.17KNN/㎡合计4.300KN/㎡（4）梁自重：：b×h=3000mm×6000mm梁自重（0.6-00.09）×25×00.3=3..83KN//m10厚混合砂浆浆抹灰层(0.6-00.09)×2×0..01×177=0.177KN/m合计4.000KN//m梁自重：b×hh=250mmm×4500mm梁自重（0.45--0.09）×25×00.25=22.25KNN/m10厚混合砂浆浆抹灰层(0.445-0.009)×22×0.011×17=00.12KN/m合计2.377KN/m梁自重：b×hh=250mmm×4000mm梁自重（0.4-00.08）×25×00.25=22.00KNN/m8)×2×00.01×117=0.111KN/m合计2.111KN/mm（5）柱自重：：b×h=5000mm×6600mm柱自重0.5×00.6×255=7.500KN/m10厚混合砂浆浆抹灰层0.55×0.66×0.011×17=00.34KNN/m合计7..84KNN/m（6）外纵墙自自重：标准层：加气混凝土砌块块自重铝合金窗合计44.19KKN/m底层：加气混凝土砌块块自重铝合金窗合计77.26KKN/m（7）内纵墙自自重标准层加气混凝土砌块块自重铝合金窗合计55.92KKN/m底层加气混凝土砌块块自重铝合金窗合计88.69KNN/m（8）女儿墙自自重女儿墙自重0.88×0.2244×18==33.46KKNN/m压顶自重0..06×00..30×2255=0.4455KN/mm陶瓷锦砖外墙面面0.5×00.9+00..5×0..33=1.0055KN/mm合计4.9966KN/m（9）栏杆自重重00.25××00.4×2255+0.2244×1.22××18=77..68KKNN/m2．2.2活活荷载标标准值计算算：：（1）屋面和楼楼面活载载标准值：：不上人屋面0.5KKN/㎡楼面：办公室2.0KNN/㎡走走廊廊、卫生间间、楼楼梯间2..5KN/㎡（2）雪荷载：：竖向荷载下框架架受受荷总图（1）恒载标准准值计算算梁上的荷载：屋面：AB、CCDD跨梁上的均均布荷载为5.56××2.7++44.00==119.011KN/mm标准层：AB、CCD跨梁上的均均布荷载为4.55××2.7++44.00==112.299KN/mmB1/B、3//BBC跨梁上的均均布荷载均均为为2.11KKNN/m柱上的荷载：传到A柱上的荷荷载：屋面：标准层：（44.00++44.19）×5.4++40.566=84..778KN传到B柱上的荷荷载：顶层：5.566×2.77××3.0++99.00××55.4=9933.64KKNN标准层:((44.00++33.87++55.92))××5.4++440.566==115..002KN传到1/B柱上上的荷载载：屋面：第三~七层:第二层:传到3/B柱上上的荷载载：屋面：第三~七层:第二层：传到C柱上的荷荷载：屋面：5.566××2.7××33.0+9..0×5..44=93..664KN标准层：13.79×55..4+366..87=11111.344KKN传到D柱上的的荷载：屋面：45.04+88..96×5..4=93..42KN标准层：8.19×5..44+36..887=81..10KN传到底层上的的的恒恒荷载：A、C柱：（2.5+4..355）×5.4==36.9999KNB、D柱：（2.5+8..699）×5.4==60.4433KN（2）活荷载标标准值计算算：AB跨梁：屋面面：1..62KKNN/m楼面：5.40KN/mmCD跨梁：屋面面：1..62KKNN/m楼面：5.440KNN//m传到A柱上的荷荷载：屋面：0.6××22.7×33..3=5.335KN标准层：2.77××2.0××33.3=1177.82KKNN传到B柱上的荷荷载：屋面：5.355++0.544××5.4==88.27KKNN标准层：2.25×5..44+17..882=299..97KNN传到C柱上的荷荷载：屋面：2.7××00.6×33..0+0.554×5..44=7.7788KN标准层：2.77××2.0××33.0+22..25×55..4=288..35KNN传到D柱上的荷荷载：屋面：4.866KKN标准层：16..220KN传到1/B、11/C柱柱上的荷载载：：屋面：标准层：二层：、风荷载计算：：作用在屋面梁和和楼楼面梁节点点处处的集中风风荷荷载标准值值：：基本风压：B=5.4m，一一层层高为为44.5m，标标准层层高高均均为3.9mm。集中风荷载标准准值值：离地高度z/mm27.91.380.9581.410.80.93.929.50241.320.8111.360.80.93.927.2220.11.250.591.280.80.93.924.2616.21.170.4121.210.80.93.921.4712.31.060.2631.150.80.93.918.488.410.1321.080.80.93.917.644.510.0561.030.80.94.59.01H=28.88mmB=220..9m查表7.4..3得得：（脉动增增大系数）查表7..44.4.3得：（脉动影响系数）2.3风载作用用下下侧移的验验算算侧移刚度D横向2-7层DD值值的计算：构件名称A轴柱0.7880.28313911B轴柱1.5000.429210891/B轴柱0.7110.262128793/B轴柱0.7110.26212879C轴柱1.5800.44121678D轴柱0.8670.30214846横向底层D值的的计计算：构件名称A轴柱1.1640.52613150B轴柱2.2300.645161251/B轴柱1.0500.508127003/B轴柱1.0500.50812700C轴柱2.3300.65416350D轴柱1.2800.54313575侧移验算水平荷载作用下下框框架的层间间侧侧移可按下下式式计算左风载作用下框框架架侧移计算算：：层数729.529.5478790.000622627.2256.72478790.001188524.2680.98478790.001699421.47102.45478790.002144318.48120.93478790.002533217.64138.57478790.00289919.01147.58419750.003522层间侧移最大值值＜＜（满足）在左风载作用下下满满足条件，则则则在右风载载作作用下层间侧侧移也满足足条条件。2.4内力计算算竖向荷载利用弯弯矩矩分配法进进行行计算顶层：（恒载作作用用下）A77AA6AA7B7B7AA7BB7B6B71//B711/B7BB771/B771/B66分配系数：0..5560.4440.32200..400.280..4420.5588固端弯矩：--69.0011699.01-0..55700.5738.6530.3366→15.118--13.3388-26.776-333.455-233..41→-11.7717.4955.89→2.952.33444.686.466--0.855←←-1.699--2.122-11..48→-0.7440.4800.37→0.190..160.3310.4433-0.11-0..114-0.1100-00.050.020.0346.62-4466.62558.7-355..71-233..06-6..99266.923/B73/BB663/B77C7CC733/B7C7C66C77D77DD7C7D77DD6分配系数：0..5580.442200.280..390.330..4460..554固端弯矩：--0.57700.57--57.003357.0033-13.12←←--26.2233-300..809.74←1199.4827.114422.9966→-111.48-5.32-33..85→2.952.334444.6866.460.64←1..2281.7881..551→0.766-0.37-00.227→-0.144--00.18←-0.35--00.410.05←00..090..1120.1111-0.03--0.022-5.7255..721199.352299.04-488.393377.41--337.411恒载作用下：顶层标准层底层活荷载作用下：：顶层标准层底层恒载作用下弯矩矩图图：恒载作用下的轴轴力力图：恒载作用下的剪剪力力图：框架梁在恒载作作用用下经调幅幅至至柱边截面面的的弯矩：活载在AB、CCDD跨的弯矩图图：活载在AB、CCDD跨的轴力图图：活载在AB、CCDD跨的剪力图图：框架梁在活载作作用用下经调幅幅至至柱边截面面的的弯矩：风荷载作用下内内力力计算采用D值法左风荷载作用下下：：层数柱顶集中风载PP柱的剪力V(KKNN)A柱B柱1/B柱七层六层五层四层三层二层一层层数A柱B柱C柱七层六层五层四层三层二层一层在右风载作用下下层数柱顶集中风载PP柱的剪力V(KKNN)3/B柱C柱D柱七层六层五层四层三层二层一层层数3/B柱C柱D柱七层六层五层四层三层二层一层风载作用下的弯弯矩矩图：风载作用下的剪剪力力图：风载作用下的轴轴力力图：2.5内力组合合梁截面内力组合合表表梁号截面恒载①活载②风载1.2×①+11..4×②左风③右风④MmaxMminVmaxA7B7MVMVMVMV1-22.8761.02-2.645.2725.25-6.52-25.256.52-31.1480.60248.663.473.75-6.52-3.756.5263.250.003-30.67-64.45-3.00-5.42-17.75-6.5217.756.52-41.00-84.93B71/B771-12.1417.91-0.641.0816.05-21.87-16.0521.87-15.4623.002-6.4116.01-0.231.08-3.63-21.873.6321.87-8.0120.7231.6814.110.271.08-23.31-21.8723.3121.872.3918.443/B7C7710.91-11.170.24-0.9922.55-20.96-22.5520.961.43-14.792-3.71-13.07-0.22-0.993.69-20.96-3.6920.96-4.76-17.073-10.27-14.97-0.59-0.99-15.18-20.9615.1820.96-13.15-19.35C7D71-23.8858.70-2.274.9518.55-7.26-18.557.26-31.8377.37240.852.88-3.22-7.263.227.2653.050.003-16.84-55.36-1.88-4.77-24.98-7.2624.987.26-22.84-73.11A6B61-23.0040.36-8.8317.1751.67-14.07-51.6714.07-39.9672.47223.7812.155.25-14.07-5.2545.550.003-23.90-40.75-9.06-17.87-41.17-14.0741.17-41.36-73.92B61/B661-3.117.74-1.942.8337.24-48.24-37.2448.24-6.4513.252-1.185.84-0.932.83-6.18-48.246.1848.24-2.7210.9732.973.940.452.8349.60-48.24-49.6048.244.198.693/B6C6611.91-3.280.49-2.5047.95-44.70-47.9544.702.98-7.442-0.43-5.18-0.70-2.507.72-44.70-7.7244.70-1.50-9.723-2.83-7.081.61-2.50-32.51-44.7032.5144.70-1.14-12.00C6D61-18.8737.12-7.1016.3839.74-13.55-39.7413.55-32.5867.48219.929.86-7.04-13.557.0413.5537.710.003-17.84-36.62-6.29-16.03-53.84-13.5553.8413.55-30.21-66.39A3-5B33--51-20.9440.22-10.1314.43130.37-35.36-130.37735.36-39.3168.47225.9311.4513.69-35.36-13.6935.3647.150.003-22.52-40.89-9.86-17.97-102.999-35.36102.9935.36-40.83-74.23B3-51//BB3-51-4.068.26-1.922.3093.19-118.733-93.19118.73-7.5613.132-1.366.36-1.192.30-13.67-118.73313.67118.73-3.3010.8531.664.460.612.30-120.533-118.733120.53118.732.858.573/B3-5CC3-511.48-3.700.54-2.37116.45-113.633-116.455113.632.53-7.762-1.19-5.60-0.57-2.3714.19-113.633-14.19113.63-2.23-10.043-3.60-7.50-1.41-2.37-88.08-113.63388.08113.63-6.29-12.32C3-5D33--51-17.7437.27-7.2916.38107.65-40.42-107.65540.42-31.4967.66221.749.5813.61-40.42-13.6140.4239.500.003-16.06-36.47-6.55-16.03-134.866-40.42134.8640.42-28.44-66.21A2B21-21.1240.23-10.2214.44135.77-38.17-135.77738.17-39.6568.49225.7611.379.81-38.17-9.8138.1746.830.003-22.61-40.88-9.89-17.96-116.166-38.17116.1638.17-40.98-74.201/B2B221-4.008.24-1.902.25105.09-128.122-105.099128.12-7.4613.042-1.296.35-0.712.25-10.22-128.12210.22128.12-2.5410.7731.714.450.762.25-125.522-128.122125.52128.123.128.493/B2C2211.56-3.680.56-2.34-121.300-122.577121.30122.572.66-7.692-1.08-5.58-0.53-2.3410.85-122.577-10.85122.57-2.04-9.973-4.15-7.48-1.40-2.34-99.33-122.57799.33122.57-6.94-12.25C2D21-17.8637.26-7.3316.38121.41-43.64-121.41143.64-31.6967.64221.579.51-9.52-43.649.5243.6439.200.003-16.21-36.48-6.62-16.03-140.455-43.64140.4543.64-28.72-66.22A1B11-18.5739.95-9.0914.32209.53-56.03-209.53356.03-35.0167.99228.1212.4724.62-56.03-24.6256.0351.200.003-21.39-41.16-9.35-18.08-160.300-56.03160.3056.03-38.76-74.701/B1B111-5.7810.14-2.523.64145.04-174.944-145.044174.94-10.4617.262-2.528.24-1.243.64-24.81-174.94424.81174.94-4.7614.9831.526.341.023.64-169.855-174.944169.85174.943.2512.703/B1C1111.30-4.710.41-2.89165.71-168.322-165.711168.322.13-9.702-1.95-6.61-1.02-2.8914.22-168.322-14.22168.32-3.77-11.983-4.64-8.51-2.03-2.89-137.277-168.322137.27168.32-8.41-14.26C1D11-16.7937.51-6.7716.72167.77-62.68-167.77762.68-29.6368.42223.5711.14-20.28-62.6820.2862.6843.880.003-14.09-36.23-4.57-15.68-208.333-62.68208.3362.68-23.31-65.43梁号截面1.2×①+11..4×③/④1.2×①+00..9×(11..4×②+1.4×③/④)1.35×①++(1.44××0.7×②+1.4××0.6×③/④)MmaxMminVmaxMmaxMminVmaxMmaxMminVmaxA7B717.91-62.7982.351.04-62.5988.08-12.25-54.6793.02263.6453.149.1367.4958.048.2272.2465.945.483-11.95-61.65-86.47-18.22-62.95-92.38-29.43-59.25-97.80B71/B7717.90-37.0452.114.85-35.6050.41-3.53-30.5043.612-2.61-12.7749.83-3.41-12.5648.13-5.83-11.9341.04334.65-30.6247.5531.73-27.0145.8522.11-17.0538.483/B7C77132.66-30.48-42.7529.81-27.02-41.0620.41-17.48-33.6620.71-9.62-45.03-0.08-9.38-43.34-2.12-8.32-36.2238.93-33.58-47.316.06-32.19-45.62-1.69-27.19-38.79C7D71-2.69-54.6380.60-8.14-54.8985.82-18.88-50.0490.19253.5344.5110.1656.7148.599.1560.6755.276.10314.76-55.18-76.608.90-54.05-81.59-3.59-45.56-85.51A6B6144.74-99.9468.1326.38-103.83387.793.70-83.1183.13235.8921.19-19.7050.4637.23-17.7348.4239.60-11.82328.96-86.32-68.6011.78-91.97-89.14-6.56-75.73-84.34B61/B66148.40-55.8776.8240.75-53.1073.6425.18-37.3853.7427.24-10.0774.545.20-10.3771.362.69-7.7051.18373.00-65.8872.2666.63-58.3769.0846.11-37.2148.613/B6C66169.42-64.84-66.5263.33-57.51-63.4143.34-37.22-44.43210.29-11.32-68.808.33-11.13-65.695.22-7.75-46.99342.12-48.91-71.0839.60-42.33-67.9725.07-29.55-49.56C6D6132.99-78.2863.5118.48-81.6682.260.95-65.8177.55233.7614.0518.9745.2027.4617.0742.4730.6411.38353.97-96.78-62.9138.51-97.17-81.2114.98-75.47-76.53A3-5B33--51157.39-207.65597.77126.37-202.166111.0071.31-147.71198.14250.2811.9549.5062.7928.2944.5557.7334.7329.703117.16-171.211-98.5790.32-169.222-116.26646.45-126.588-102.511B3-51//BB3-51125.59-135.344176.13110.13-124.711162.4170.92-85.64113.14217.51-20.77173.8514.09-20.36160.138.48-14.49110.573170.73-166.755171.57154.63-149.111157.85104.08-98.41108.013/B3-5CC3-51164.81-161.255-163.522149.18-144.277-150.600100.35-95.29-102.777218.44-21.29-165.80015.73-20.03-152.8889.75-14.08-105.3333118.99-127.633-168.088104.88-117.088-155.16667.75-80.23-107.900C3-5D33--51129.42-172.000101.31105.17-166.111116.2959.33-121.522100.32245.147.0356.5955.3121.0150.9350.1727.3133.953169.53-208.088-100.355142.40-197.455-114.89985.18-141.388-98.90A2B21164.73-215.422101.71132.85-209.299114.5675.52-1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