建筑工程专业毕业设计计算书样本

2楼板设计2.1楼面构造信息及单元划分：构造板厚取100㎜,并在③～ⒷⒹ和Ⓓ～⑤⑦、Ⓓ～⑦⑨段设L1、L2、L3,截面均为b×h=240×300对楼面做一定划分并将楼梯间处做某些调节,选代表性某些作为计算单元.做法如图1：2.2楼面荷载计算：表1荷载种类原则值KN/㎡备注恒荷载硬木地板0.4按楼板构造自上向下列15厚水泥砂浆0.015×20=0.3100厚现浇板0.1×25=2.5天棚粉刷0.18小计0.4+0.3+0.2+2.5+0.18=3.58活载2.0所有房间恒荷载分项系数γg=1.2活载分项系数γq=1.4楼面恒载设计值:g=1.2×3.58=4.3KN/㎡楼面活载设计值：q=1.4×2.0=2.8KN/㎡2.3原则层设计：按弹性理论计算板,依照持续多跨双向板实用计算法计算—跨中最大正弯矩为内支座固支时g+q/2和内支座铰支时q/2算出弯矩和。支座最大负弯矩为内支座固支时g+q求得(取相邻板算得负弯矩绝对值较大值)。g+q=4.3+2.8=7.1KN/㎡g+q/2=4.3+1.4=5.7KN/㎡q/2=1.4KN/㎡2.3.1板计算跨度：内跨Lo=LcLc为轴线距离边跨Lo=Ln+ｂLn净跨，ｂ为梁宽2.3.2板弯矩计算：考虑泊松比Vc=0.2由于房间大小差别，某些双向板同方向相邻跨度相差较大，因而对算得弯矩应作某些调节。A区格板：Lx=3.6-0.12-0.12+0.24=3.6mLy=4.2mLx/Ly=0.86mx=(0.0266+0.2×0.0231)(g+q/2)Lx²+(0.0496+0.2×0.035)(q/2)Lx²=0.0312×5.7×3.6²+0.0566×1.43.6²=3.341KNm/mmy=(0.0231+0.20.0266)5.73.6²+(0.035+0.20.0496)1.43.6²=2.1+0.82=2.92KNm/mmx=-0.07(g+q)Lx²=-0.077.13.6²=-6.44KNm/mmy=-0.0677.13.6²=-6.24KNm/mB区格板：Lx=3.6mLy=4.2mLx/Ly=0.86mx=(0.0322+0.20.0231)5.73.6²+(0.0496+0.20.035)1.43.6²=2.72+1.03=3.75KNm/mmy=(0.0231+0.20.0322)5.73.6²+(0.035+0.20.0496)1.43.6²=2.18+0.82=3.00KNm/mmx=-0.08187.13.6²=-7.53KNm/mmy=-0.0737.13.6²=-6.72KNm/mC区格板：Lx=3.5mLy=4.2mLx/Ly=0.83mx=(0.0341+0.20.0225)5.73.5²+(0.0528+0.20.0342)1.43.5²=2.69+1.02=3.71KNm/mmy=(0.0225+0.20.0341)5.73.5²+(0.0342+0.20.0528)1.43.5²=2.05+0.77=2.82KNm/mmx=-0.08517.13.5²=-7.4KNm/mmy=-0.07397.13.5²=-6.43KNm/mD区格板：由于D区格板在Y方向与相邻板F(G)跨度较大，因而在按g+q/2算得跨中弯矩曾10%，q/2算得跨中弯矩减小5%。Lx=4.8mLy=4.2mLy/Lx=mx=(0.0161+0.20.0234)5.74.2²+(0.0353+0.20.0481)1.44.2²=2.1+1.1=3.2KNm/mmy=(0.0234+0.20.0161)5.74.2²1.1+(0.0481+0.20.0353)1.44.2²0.95=2.94+1.29=4.23KNm/mmx=-0.05467.14.2²=-6.84KNm/mmy=-0.07397.14.2²=-7.60KNm/mE区格板：同D区格板，对X向跨中弯矩进行调节Lx=5.1mLy=3.3mLy/Lx=0.65mx=(0.0183+0.20.0465)5.73.3²1.1+(0.0271+0.20.075)1.43.3²0.95=1.88+0.61=2.49KNm/mmy=(0.0465+0.20.0183)5.73.3²+(0.075+0.20.0271)1.43.3²=3.11+1.25=4.34KNm/mmx=-0.07777.13.3²=-6.01KNm/mmy=-0.10457.13.3²=-8.08KNm/mF区格板：不考虑实际周边板对跨中弯矩影响Lx=2.4mLy=2.1mLy/Lx=0.875mx=(0.0233+0.20.0256)5.72.1²+(0.0353+0.20.0481)1.42.1²=0.71+0.28=0.99KNm/mmy=(0.0256+0.20.0233)5.72.1²+(0.0481+0.20.0353)1.42.1²=0.076+0.34=1.1mx=-0.0677.12.1²=-2.1KNm/mmy=-0.06827.12.1²=-2.1KNm/mG区格板：Lx=Ly=2.1mLx/Ly=1mx=(0.0231+0.20.018)5.72.1²+(0.0368+0.20.0368)1.42.1²=0.67+0.27=0.94KNm/mmy=(0.018+0.20.0231)5.72.1²+(0.0368+0.20.0368)1.42.1²=0.57+0.27=0.84KNm/mmx=-0.067.12.1²=-1.88KNm/mmy=-0.0557.12.1²=-1.72KNm/mH区格板：对X向跨中弯矩进行调节Lx=4.5mLy=3.3mLy/Lx=0.73mx=(0.0202+0.20.041)5.73.3²1.1+(0.0309+0.20.0645)1.43.3²0.95=1.94+0.63=2.57KNm/mmy=(0.041+0.20.0202)5.73.3²+(0.0645+0.2+0.0309)1.43.3²=2.8+1.08=3.88KNm/mmx=-0.07647.13.3²=-5.91KNm/mmy=-0.0967.13.3²=-7.4KNm/mI区格板：将Y向跨中弯矩增大10%Lx=3.6mLy=4.2mLx/Ly=0.86mx=(0.0241+0.20.0158)5.73.6²+(0.0496+0.20.035)1.43.6²=2.01+1.03=3.04KNm/mmy=(0.0158+0.20.0241)5.73.6²1.1+(0.353+0.20.0496)1.43.6²=1.68+0.82=2.5KNm/mmx=-0.06187.13.6²=-5.69KNm/mmy=-0.05497.13.6²=-5.05KNm/mJ区格板：Lx=3.6mLy=4.2mLx/Ly=0.086mx=(0.0289+0.20.0157)5.73.6²+(0.0496+0.20.035)1.43.6²=2.37+1.03=3.40KNm/mmy=(0.0157+0.20.0289)5.73.6²+(0.035+0.20.0496)1.43.6²=1.59+0.82=2.41KNm/mmx=-0.06877.13.6²=-6.32KNm/mmy=-0.05667.13.6²=-5.21KNm/m其中mx‹y›为板底跨中沿X(Y)向最大正弯矩，mx‹y›为固定边沿X(Y)支座负弯矩。2.3.3板截面设计：因短跨方向弯矩比长跨大，故将短跨方向钢筋放在长跨钢筋外侧。短跨跨中截面有效高度ho1=h-20=100-20=80mm,长跨跨中截面有效ho2=h-30=100-30=70mm.2.3.4板配筋计算：取内力臂系数γs=0.95，As=m/(0.95fyho),板采用C20混凝土、φ8钢筋。考虑实际施工中缺陷及日后使用规定，以理论值作为基本恰当增大配筋。各板配筋计算成果及实际配筋见表2：表2截面ho(mm)m(KNm/m)As(mm²/m)配筋实有As(mm²/m)跨中A区格X向803.41209Φ8@180279Y向702.92209Φ8@180279B区格X向803.75234Φ8@150335Y向703.0214Φ8@180279C区格X向803.71232Φ8@150335Y向702.82202Φ8@180279D区格X向703.2229Φ8@150335Y向804.23265Φ8@150335E区格X向702.49178Φ8@180279Y向804.34272Φ8@180335F区格X向700.9971Φ8@200251Y向801.169Φ8@200251截面ho(mm)m(KNm/m)As(mm²/m)配筋实有As(mm²/m)跨中G区格X向700.9460Φ8@200251Y向800.8453Φ8@200251H区格X向702.57184Φ8@180279Y向703.88243Φ8@150335I区格X向803.04190Φ8@180279Y向702.50179Φ8@180279J区格X向803.4213Φ8@180279Y向702.41213Φ8@180279支座A-E80-8.08506Φ8@100503A-D80-6.84428Φ8@100503D-E80-8.08506Φ8@100503D-F80-7.6476Φ8@100503D-C80-7.6476Φ8@100503D-D80-6.84428Φ8@110457D-G80-7.6476Φ8@100503D-H80-7.6476Φ8@100503D-I80-6.84428Φ8@100503F-G80-2.1132Φ8@200251C-B80-7.53471Φ8@100503C-J80-7.4463Φ8@100503I-H80-7.4463Φ8@100503I-I80-5.69356Φ8@110457I-J80-5.21326Φ8@110457J-J80-6.32396Φ8@110457E-F80-6.01376Φ8@110457H-G80-5.91370Φ8@110457A-B80-6.72421Φ8@110457续表22.3.5楼面梁设计选L1作为计算构件，截面bh=2403002.3.5.1受力分析及内力计算依照双向板传力方式，可知L1除承受自重外还承受由A区板传来梯形分布荷载和D区传来三角形分布荷载.如图2：L1与圈梁整浇，故将L1两端作为固支(1)、由梯形分布引起支座弯矩：将梯形分布荷载转化为等效均布荷载qe,它是依照支座弯矩相等条件求出q=0.5ql=0.57.13.6=12.78KN/mqe=(1-2α²+α³)q=(1-20.43²+0.43³)12.78=9.1KN/mM支=-(1/12)qel²=-(1/12)9.14.2²=-13.4KNm依照算得支座弯矩和梁上荷载分布实际状况，由平衡条件计算梁跨中弯矩和支座剪力。见图3由平衡条件求得M中=7.87KNmQ支=15.34KN(2)、由三角形分布引起支座弯矩：将三角形分布荷载转化为等效均布荷载q=0.5ql=0.57.14.2=14.91KN/mqe=(5/8)q=9.32KN/mM支=-(1/12)qel²=-(1/12)9.324.2²=-13.7KN/m按荷载分布实际状况计算梁跨中弯矩和支座剪力由平衡条件求得M中=8.23KNmQ支=15.66KN(3)、梁自重产生荷载q=250.24(0.3-0.1)=1.2KN/mM支=-(1/12)ql²=-(1/12)1.24.2²=-1.76KNmM中=(1/24)ql²=(1/24)1.24.2²=0.88KNmQ支=0.51.24.2=2.52KNM中=∑M中=7.87+8.23+0.88=16.98KNmM支=∑M支=-13.4-13.7-1.76=-28.86KNmQ支=∑Q支=15.34+15.66+2.52=33.52KNm考虑内力重分布对支座弯矩进行调幅将支座弯矩减小20%，相应将跨中弯矩增大30%。M支=-28.860.8=-23KNmM中=16.981.3=22.1KNm2.3.5.2配筋计算:(1)跨中弯矩配筋：梁采用C20混凝土，HRB335钢筋。梁按T型截面计算α1=1.0fc=9.6N/mm²ft=1.1N/mm²fy=300N/mm²ho=300-35=265mmbf=α1fcbfhf(ho-0.5hf)=1.09.61000100(265-0.5100)=206.4KNm>22.1KNm属于第一种类型T型梁αs=M/(α1fcbfho²)=22.110ˆ6/(1.09.61000265²)=0.033=0.55γs=0.5(1+)=0.98As=M/(fyγsho)=22.110ˆ6/(3000.98265)=284mm²选用3φ12实有As=339mm²ρ=339/(240265)=0.53%>45ft/fy=45(2)支座负弯矩配筋:αs=M/(α1fcbho²)=2310ˆ6/(1.09.6240265²)=0.14ξ==0.15<ξb=0.55γs=0.5(1+)=0.92As=M/(fyγsho)=2310ˆ6/(3000.92265)=314.5mm选用3φ12As=339mm²(3)斜截面承载力验算：0.25βcfcbho=0.251.09.6240265=154.2KN>33.52KN截面符合规定0.7ftbho=0.71.1240265=48.97>33.52KN只需构造配筋,选配φ8@150ρsv=250.3/(240150)=0.28%>ρsvmin=0.24ft/fyv=0.241.1L2、L3配筋方式同L12.4一层设计：一层荷载、板布置方式、板配筋同原则层。各梁截面改为bh=370300。一层L1配筋计算：梁自重产生线荷载：q=250.37(0.3-0.1)=1.85KN/mM支=-(1/12)ql²=-(1/12)1.854.2²=-2.72KNmM中=(1/24)ql²=(1/24)1.854.2²=1.36KNmQ支=0.51.854.2=3.89KN经调幅后，梁各内力：M中=22.7KNmM支=-23.8KNmQ支=34.89KN由于荷载增长不大且考虑T型梁受压翼缘增大等因素，可按原则层L1配筋。2.4.2板内力及配筋计算：Lx=3.5mLy=4.2mmx=(0.0301+0.20.0152)8.03.5²+(0.0528+0.20.0342)1.43.5²=3.24+1.02=4.27KNm/mmy=(0.0152+0.20.0301)8.03.5²+(0.0342+0.20.0528)1.43.5²=2.08+0.77=2.85KNm/mmx=-0.07059.43.5²=-8.11KNm/mmy=-0.05689.43.5²=-6.54KNm/mX向跨中As=m/(0.95fyho)＝4.2710ˆ6/(0.9521080)=267mm²配φ8@150Y向跨中As=2.8510ˆ6/(0.9521070)=204mm²配φ8@180C-B支座As=8.1110ˆ6/(0.9521080)=508mm²配φ8@100C-D支座As=7.610ˆ6/(0.9521080)=476mm²配φ8@1002.4在洞口边设立暗梁AL1bh=550100采用HRB335钢筋。将相邻板上一半荷载全传给暗梁，则暗梁所受均布线荷载P=0.53.57.1=12.43KN/m取暗梁计算跨度lo=3.0m跨中弯矩M=0.1Plo²=0.112.433²=11.2KNm暗梁采用双筋截面配筋:ho=100-40=60mmas=20mmb=取ξ＝ξb=0.55Mu2=α1fcbho²ξb(1-0.5ξb)=1.09.655060²0.55(1-0.50.55)=7.58kNmAs=(M-Mu2)/[fy(ho-as)]=3.6210ˆ6/(30040)=302mm²As=ξbα1fcbho/fy+Asfy/fy=0.551.09.655060/300+302=882.8mm受拉钢筋配6φ14As=923mm²受压钢筋配4φ10As=314mm²箍筋配φ6@150夹层其他某些配筋同原则层。楼梯间板底钢筋X向由C区通长配备，Y向配φ8@180考虑开洞影响将F、G区格在Y向加大板底配筋为φ8@1803斜屋面板计算3.1屋面构造信息及单元划分：构造板厚取120mm,屋面倾角tgα=0.5cosα=0.894,在Ⓓ～⑤⑦、Ⓓ～⑦⑨段设梁L2、L3,截面均为bh=240300。对屋面板进行一定划分，选代表性某些作为计算单元。详细做法如图5：3.2荷载计算：将屋面斜向均布荷载折算成水平均布荷载表4荷载种类原则值KN/m²备注恒荷载水泥瓦0.5/0.894=0.56不上人屋面活载取0.6KN/m²平铺油毡一层0.05/0.894=0.0620厚找平层0.0220/0.894=0.45120厚现浇板0.1225/0.894=3.36天棚粉刷0.16/0.894=0.18小计0.56+0.06+0.45+3.36+0.18=4.61活载0.6/0.894=0.7恒荷载分项系数γg=1.2活载分项系数γq=1.4屋面恒载设计值：g=1.24.61=5.53KN/m²屋面活载设计值：q=1.40.7=1.0KN/m²按弹性理论计算板配筋(暂不考虑老虎窗及屋顶窗对配筋影响，即按整板计算)依照持续多跨双向板实用计算法计算。g+q=5.53+1.0=6.53KN/m²g+q/2=5.53+0.5=6.03KN/m²q/2=0.5KN/m²3.3计算跨度：内跨：Lo=LcLc为轴线距离边跨：Lo=Ln+bLn为净跨，b为梁宽3.4板弯矩计算：考虑泊松比Vc=0.2。由于屋面板活荷载较小，因而不对弯矩进行调节。A区格板：Lx=8.4mLy=4.2mLy/Lxmx=(0.0089+0.20.0409)6.034.2²+(0.0174+0.20.0965)0.54.2²=1.82+0.32=2.14KNm/mmy=(0.0409+0.20.0089)6.034.2²+(0.0965+0.20.0174)0.54.2²=4.54+0.88=5.42KNm/mmx=-0.5696.534.2²=-6.55KNm/mmy=-0.08366.534.2²=-9.63KNm/mB区格板：Lx=3.6mLy=4.2mLx/Ly=0.86mx=(0.0368+0.20.0347)6.033.6²+(0.0496+0.20.035)0.53.6²=3.42+0.37=3.79KNm/mmy=(0.0347+0.20.0368)6.033.6²+(0.035+0.20.0496)0.53.6²=3.29+0.29=3.58KNm/mmx=0my=-0.09616.533.6²=-8.13KNm/mC区格板：Lx=5.1mLy=3.3mLy/Lx=0.65mx=(0.0183+0.20.0465)6.033.3²+(0.0271+0.20.075)0.53.3²=1.81+0.23=2.04KNm/mmy=(0.0465+0.20.0183)6.033.3²+(0.075+0.20.0271)0.53.3²=3.29+0.44=3.73mx=-0.07776.533.3²=-5.53KNm/mmy=-0.10456.533.3²=-7.43KNm/mD区格板：Lx=2.4mLy=2.1mLy/Lx=0.875mx=(0.0233+0.20.0256)6.032.1²+(0.0353+0.20.0481)0.52.1²=0.76+0.1=0.86KNm/mmy=(0.0256+0.20.0233)6.032.1²+(0.0481+0.20.0353)0.52.1²=0.8+0.12=0.92KNm/mmx=-0.0676.532.1²=-1.93KNm/mmy=-0.06826.532.1²=-1.96KNm/mE区格板：Lx=2.1mLy=2.1mLx/Ly=1mx=(0.0231+0.20.018)6.032.1²+(0.0368+0.20.0368)0.52.1²=0.71+0.1=0.81KNm/mmy=(0.018+0.20.0231)6.032.1²+(0.0368+0.20.0368)0.52.1²=0.6+0.1=0.7KNm/mmx=-0.066.532.1²=-1.73KNm/mmy=-0.0556.532.1²=-1.58KNm/mF区格板：Lx=2.6mLy=5.7mLx/Ly=0.45取0.5将算得X向跨中弯矩增大10%mx=(0.0888+0.20.0249)6.032.61.1+(0.0965+0.20.0174)0.52.6²=4.21+0.34=4.55KNm/mmy=(0.0249+0.20.0888)6.032.6²+(0.0174+0.20.0965)0.52.6²=1.74+0.12=1.86KNm/mmy=-0.12156.532.6²=-5.36KNm/mG区格板：Lx=8.4mLy=4.2mLy/Lx=0.5mx=(0.0038+0.20.04)6.034.2²+(0.0174+0.20.0965)0.54.2²=1.26+0.32=1.58KNm/mmy=(0.04+0.20.0038)6.034.2²+(0.0965+0.20.0174)0.54.2²=4.34+0.88=5.22KNm/mmx=-0.0576.534.2²=-6.57KNm/mmy=-0.08296.534.2²=-9.55KNm/mH区格板：Lx=3.6mLy=4.2mLx/Ly=0.86mx=(0.0322+0.20.0231)6.033.6²+(0.0496+0.20.035)0.53.6²=2.88+0.37=3.25KNm/mmy=(0.0231+0.20.0322)6.033.6²+(0.035+0.20.0496)0.53.5²=2.31+0.29=2.6KNm/mmx=-0.08186.533.6²=-6.92KNm/mmy=-0.0736.533.6²=-6.18KNm/mI区格板：Lx=4.5mLy=3.3mLy/Lx=0.73mx=(0.0202+0.20.041)6.033.3²+(0.0309+0.20.0645)0.53.3²=1.86+0.24=2.1KNm/mmy=(0.041+0.20.0202)6.033.3²+(0.0645+0.20.0309)0.53.3²=2.96+0.38=3.34KNm/mmx=-0.07646.533.3²=-5.43KNm/mmy=-0.0966.533.3²=-6.83KNm/m截面ho(mm)M(KNm/m)As(mm²/m)配筋实有As(mm²/m)跨中A区格X向902.14119Φ8@150335Y向1005.42271Φ8@150335B区格X向1003.79190Φ8@150335Y向903.58199Φ8@150335C区格X向902.04114Φ8@150335Y向1003.73187Φ8@150335D区格X向900.8648Φ8@150335Y向1000.9246Φ8@150335E区格X向1000.8141Φ8@150335Y向900.739Φ8@150335F区格X向1004.55228Φ8@150335Y向901.86103Φ8@150335G区格X向901.5888Φ8@150335Y向1005.22262Φ8@150335H区格X向1003.25163Φ8@150335Y向902.6145Φ8@1503353.5板截面设计短跨跨中截面有效高度ho1=120-20=100mm,长跨跨中截面有效度ho2=120-30=考虑屋面板受环境因素影响较大，防止其在正常使用阶段产生较大裂缝。屋面板上层钢筋不适当断开，若断开需另加温度钢筋。3.6板配筋计算：取内力臂系数γs=0.95，As=m/(0.95fyho),板采用C20混凝土、φ8钢筋。各板配筋成果及实际配筋见下表：表5续表5截面ho(mm)M(KNm/m)As(mm²/m)配筋实有As(mm²/m)跨中I区格X向902.1117Φ8@150335Y向1003.34167Φ8@150335支座A-B100-9.63483Φ8@100503A-C100-9.63483Φ8@100503A-D100-9.63483Φ8@100503A、G-F100-9.63483Φ8@100503A-G100-6.57329Φ8@100503G-E100-9.55478Φ8@100503G-I100-9.55478Φ8@100503G-H100-9.55478Φ8@100503G-G100-6.57329Φ8@100503H-H100-6.92346Φ8@100503C-D100-5.53277.19Φ8@100503D-E100-1.9396.74Φ8@100503E-I100-5.43272Φ8@1005033.7屋面梁设计：选L2作为配筋计算构件：(屋面梁均按L2方式配筋)截面尺寸bh=240300采用C20混凝土，HRB335钢筋将梁两相邻板各一半荷载视为全由L2承担，则梁承受均布线荷载P=0.52.16.53+0.54.26.53+250.24(0.3-0.12)=6.86+13.71+1.2=21.77KN/m支座弯矩M支=-(1/12)PL²=-21.772.4²/12=-10.45KNm考虑内力重分布对支座弯矩进行调幅：M支=0.810.45=8.36KNm依照平衡条件：得跨中弯矩M中=7.31KNm(1)、跨中配筋：αs=M/(α1fcbho²)=7.3110ˆ6/(1.09.6240265²)=0.045γs=0.5(1+)=0.98As=M/(fyγsho)=7.3110ˆ6/(3000.98265)=93.8mm²选用2φ12As=226mm²ρ=226/(240265)=0.35%>45ft/fy=45(2)、支座配筋：αs=M/(α1fcbho²)=8.3610ˆ6/(1.09.6240265²)=0.052γs=0.5(1+)=0.97As=M/(fyγsho)=8.3610ˆ6/(3000.97265)=108mm²选用2φ12As=226mm²(3)、斜截面承载力验算：剪力最大值V=2.421.770.5=26KN0.25βcfcbho=0.251.09.6240265=152.64KN>26KN截面符合规定0.7ftbho=0.71.1240265=48.97>26KN只需构造配筋,选配φ8@2004楼梯计算采用板式楼梯，梯板采用C20混凝土、HPB235，梯梁纵筋采用HRB335。4.1原则层梯板：TB2梯段设计：踏步宽280mm高155.6mm取板厚h=80mm板倾斜角tgα=155.6/280=0.56cosα=0.87取1m板带计算。4.1.1荷载计算：表7荷载种类荷载原则值KN/m²备注恒荷载水磨石面层(0.1556+0.28)0.65/0.28=1.01同表6三角形踏步0.50.15560.2825/0.28=1.945现浇板0.0825/0.87=2.3板底抹灰0.0217/0.87=0.39小计1.01+1.945+2.3+0.39+1.0=6.645活载2.0总荷载设计值：P=1.26.645+1.42.0=10.77KN/m4.1.2板水平计算跨度Ln=2240弯矩设计值M=0.1PLn²=0.110.772.24²=5.4KNma=20mmho=h-a=80-20=60αs=M/(α1fcbho²)=5.410ˆ6/(1.09.6100060²)=0.156ξ==0.17<ξb=0.614γs=0.5(1+)=0.91As=M/(fyγsho)=5.410ˆ6/(2100.9160)=471mm²选用φ10@150实有As=523mm²分布筋每级踏步2根φ8ρ=523/(100090)=0.87%>454.2楼层平台：设平台板厚h=70mm取1m板带计算4.2.1表8荷载种类荷载原则值KN/m²恒荷载水磨石面层0.6570厚现浇板0.0725=1.75板底抹灰0.0217=0.34小计0.65+1.75+0.34=2.74活载2.0总荷载设计值P=1.22.74+1.42.0=6.1KN/m4.2.2平台板计算跨度Lo=1720-0.5200+120=1740弯矩设计值M=0.16.11.74²=1.85KNm板有效高度ho=70-20=50mmαs=M/(α1fcbho²)=1.8510ˆ6/(1.09.6100050²)=0.077ξ==0.0802<ξb=0.614γs=0.5(1+)=0.96As=M/(fyγsho)=1.8510ˆ6/(2100.9650)=183.5mm²选用φ8实有As=279mm²ρ=279/(100050)=0.56%>ρmin=0.236%分布筋φ8@2004.3一层平台梁(TL1)设计:bh=2003004.3.1荷载计算表9荷载种类荷载原则值KN/m²恒荷载梁自重0.2(0.3-0.07)25=1.15梁侧粉刷0.02[(0.3-0.07)2+0.2]17=0.22平台板传来2.741.720.5=2.36梯段板传来7.443.080.5=11.46小计15.19活载2.0(1.720.5+3.080.5)=4.8总荷载设计值P=1.215.19+1.44.8=24.95KN/m4.3.2截面设计计算跨度Lo=1.05(2600-240)=2478弯矩设计值M=(1/8)PLo²=(1/8)24.952.478²=19.2KNm剪力设计值V=0.5PLn=0.524.95(2.6-0.24)=29.44KN计算梁弯矩配筋时不考虑平台板协助受压梁有效高度ho=300-35=265mmα1=1.0ft=9.6N/mm²fy=300N/mm²ft=1.1N/mm²αs=M/(α1fcbho²)=19.210ˆ6/(1.09.6200265²)=0.14ξ==0.15<ξb=55γs=0.5(1+)=0.92As=M/(fyγsho)=19.210ˆ6/(3000.92265)=262.5mm²选用2φ16实有As=402mm²ρ=402/(200265)=0.76%>ρmin=451.1/300=0.165%满足最小配筋率斜截面验算：hw=ho=265mmhw/b=265/200=1.325<4属厚腹梁混凝土强度为C20取βc=10.25βcfcbho=0.251.09.6200265=127.2KN>29.44KN截面符合规定0.7ftbho=0.71.1200265=40.81KN>29.44KN可按构造配筋φ6@120配箍率ρsv=nAsv1/bs=228.3/(200120)=0.24%>ρmin=0.24ft楼梯间平台梁(TL2)纵筋为2φ14箍筋为φ6@1504.4其他平台梁楼梯间Ⓐ轴休息平台梁TL3、TL4。将TL以上层高范畴内墙体自重及平台荷载全由本层TL承担。4.5.1TL3设计(位与5、6层间)bh=240300(1)荷载计算：(设计值)墙体自重：4.234.681.2=23.76KN/m梁自重：0.240.3251.2=2.16kN/m板传荷载：6.11.50.5=4.58KN/m总荷载设计值：P=30.5KN/m(2)跨中弯矩M=0.1PLo²=0.130.52.478²=18.73KNm支座剪力V=0.5PLn=0.530.52.36=36KNαs=M/(α1fcbho²)=18.7310ˆ6/(1.09.6240265²)=0.12ξ==0.13<ξb=0.55γs=0.5(1+)=0.94As=M/(fyγsho)=18.7310ˆ6/(3000.94265)=250.64mm²选用2φ16实有As=402mm²ρ=402/(240265)=0.63%>ρmin=0.165%满足最小配筋率规定(3)斜截面承载力验算：0.25βcfcbho=0.251.09.6240265=152.64KN>36KN截面符合规定0.7ftbho=0.71.1240265=49KN>36KN构造配筋φ6@1204.4.2TL4设计bh=240(1)荷载计算：(设计值)墙体自重：2.84.681.2=15.72KN/m梁自重：0.240.4251.2=2.88KN/m板传荷载：6.11.50.5+3.671.80.5=7.88KN/m总荷载设计值：P=26.48KN/m(2)跨中弯矩M=(1/8)26.482.478²=20.33KNm支座剪力V=0.526.482.36=31.25KNαs=M/(α1fcbho²)=20.3310ˆ6/(1.09.6240365²)=0.066γs=0.5(1+)=0.97As=M/(fyγsho)=20.3310ˆ6/(3000.97365)=192.2mm考虑梁下无墙不利影响，加大配筋2φ18箍筋φ8@1504.5墙体局部受压验算：(TL1下墙体支撑反力最大，故仅验算此处局部受压)墙体采用孔洞率25%KP1多孔砖(1)架空层至4层砖用MU10,砂浆用M10,查规范f=1.87Mpa梁有效支撑长度ao=局部受压面积Al=aob=126.7200=25340mm局部抗压强度计算面积Ao=(200+2240)240=163200mmAo/Al=163200/25340=6.4>3取ψ=0(ψ为上部荷载折减系数)不考虑上部荷载砌体局部抗压强度提高系数γ=支座反力设计值Nl=0.524.952.6=32.44KNηγfAl=0.71.81.8725340=59.7KN>32.44KN满足规定(2)4层以上砖用MU10,砂浆用M7.5f=1.68Mpaao=Al=aob=133.6200=26720mm²Ao=163200mmAo/Al=163200/26720=6.1>3取ψ=0不考虑上部荷载γ=ηγfAl=0.71.81.6826720=56.25KN>32.44KN满足规定5墙体承载力验算5.1砌体荷载计算：依照《多孔砖砌体构造设计规范》,多孔砖重力密度γ=(1-q/2)19=(1-25%/2)19=16.625KN/m³考虑砂浆灌注取γ=17KN/m³墙体每侧抹平15厚水泥砂浆240墙自重0.2417+0.0320=4.68KN/m²370墙自重0.3717+0.0320=6.89KN/m²由于一层墙面采用文化石贴面，计算时外墙增长0.5KN/m²5.2静力计算方案：该房屋横墙最大间距s=8.4m<32m故为刚性方案。且满足规范有关规定，可不考虑风荷载影响。5.3墙体高厚比验算：工程采用MU10,砂浆强度≥M7.5，墙容许高厚比[β]=26，选取不利墙段验算1①～ⒷⒹ墙S=4.2mH=2.8mh=2402H>S>H墙受压计算高度Ho=0.4s+0.2H=0.44.2+0.22.8=2.24u1=1.0u2=1-0.4bs/s=1-0.42.1/4.2=0.8(u2为有洞口墙容许高厚比修正系数)β=Ho/h=2.24/0.24=9.3<u1u2[β]=0.826=20.8满足规定2⑦～ⒸⒺ墙S=4.8mH=2.8m2H>s>HHo=0.4S+0.2h=0.44.8+0.22.8=2.48mu1=u2=1β=Ho/h=2.48/0.24=10.3<u1u2[β]满足规定3Ⓐ～③⑥墙S=3.5mH=2.8m2H>s>HHo=0.43.5+0.22.8=1.96mu1=1u2=1-0.42.3/3.5=0.74β=1.96/0.24=8.2<u1u2[β]=19.24满足规定4Ⓕ～②⑤墙S=5.1mH=2.8m2H>s>HHo=0.45.1+0.22.8=2.6u1=1u2=1-0.42.4/5.1=0.8β=2.6/0.24=10.8<u1u2[β]=20.8满足规定。5.4墙体承载力验算：依照双向板传力方式，计算出各层楼面及屋面板传给各片墙力。计算成果见下表：表10墙标号屋面所传楼面所传墙标号屋面所传楼面所传恒载活载恒载活载恒载活载恒载活载1～AB4.740.723.682.06A～1-34.150.633.221.81～BD4.840.743.682.06A～3-6------3.13(4.8)1.75(1.75)2～DF3.80.582.951.65A～8-11------3.13(4.8)1.75(1.75)3～AB4.740.728.57(10.52)4.79(4.79)A～11-134.150.633.221.85～DE6.220.954.832.7B～1-311.411.737.894.45～EF3.80.582.951.65B～3-67.261.18.85(10.52)4.94(4.94)6～AB4.630.73.65(9.2)2.04(4.04)B～8-117.261.18.85(10.52)4.94(4.94)7～CD9.681.487.524.2B～11-1311.411.737.894.47～DE4.840.741.881.05C～6-88.41.263.97(2.8)2.44(1.8)8～AB4.630.73.65(9.2)2.04(4.04)D～2-514.762.512.256.849～DE6.220.954.832.7D～9-1215.792.3913.17.329～EF3.80.582.951.65D～12-137.261.13.221.811～AB4.740.728.57(10.52)4.79(4.79)E～5-72.720.412.111.1812～DF3.80.582.951.65E～7-92.420.371.881.0513～AB9.481.447.364.12F～2-55.150.784.02.2313～BD9.681.487.364.12F～9-124.820.733.742.09注：括号内为夹层楼面平台板下墙力。以上数值均为原则值，单位为KN/m验算Ⓕ～②⑤窗间墙及⑬～ⒷⒹ横墙承载力：5.4.1①～②⑤墙窗间墙厚:架空层厚370，别的层厚240墙段承受上部墙体重量、飘窗重、屋面和楼面传导荷载。(1)计算单元：窗间墙计算单元宽度900+450=1350mm受荷宽度750+900+450+450=2550mm(2)控制截面：由于4层以上砂浆强度变化及架空层墙厚变化，故需验算一层、五层和架空层墙承载力，每层取两个控制截面Ⅰ-Ⅰ、Ⅱ-Ⅱ分别为板底砌体截面，板上砌体截面。架空层至4层墙体强度f=1.87Mpa,4层以上f=1.68Mpa(3)计算单元受荷计算：屋面传至墙体荷载:恒载5.15KN/m、活载0.78KN/m楼面传至墙体荷载：恒载4.0KN/m活载2.23KN/m取飘窗重：0.3KN/m²各层墙体内力原则值：G2k=G3k=G4k=G5k=G6k=(2.42.55-0.751.8-0.451.5)4.68+(0.751.8+0.451.5)0.3+0.40.24252.55=19.16+0.6+6.12=25.89KNG1k=(2.42.55-0.751.8-0.451.5)5.18+0.61+6.12=27.94KNG0k=(1.582.55-0.750.9-0.450.9)7.9+0.922.556.89+(0.750.9+0.450.9)0.3+0.40.37252.55=47.71KN墙体所受楼、屋面荷载：N6gk=(5.15+4)2.55=23.33KNN6qk=(2.23+0.78)2.55=7.68KNN0gk=N1gk=N2gk=N3gk=N4gk=N5gk=42.55=10.2KNN0qk=N1qk=N2qk=N3qk=N4qk=N5qk=2.232.55=5.69KN5～6层有效支撑长度：ａ05=ａ06=(4)承载力验算：①五层墙Ⅰ-Ⅰ截面：N5i=1.2(G6k+N6gk+N5gk)+1.4(N6qk+N5qk)=1.2(25.89+23.33+10.2)+1.4(7.68+5.69)=71.31+18.72=90.93KNNl5=1.2N5gk+1.4N5qk=1.210.2+1.45.69=20.21KNel5=240/2-0.4ａ05=120-0.4154.3=58.28mme=Nl5el5/N5i=13e/h=13/240=0.054β=Ho/h=2.76/0.24=11.5查表φ=0.7φAf=0.724013501.68=90.03KN满足规定五层墙Ⅱ-Ⅱ截面：N5ii=1.2G5k+90.03=1.225.89+90.03=121.1KNβ=11.5e=0φ=0.833φAf=0.83324013501.68=453.42>121.1KN满足规定②一层墙Ⅰ-Ⅰ截面(2-6层活荷载折减系数0.7)=244.54+38.63=283.17KNNl1=Nl5=20.21KNel1=240/2-0.4ａ01=120-0.4146.6=61.36mme=Nl1el1/N1i=20.2161.36/283.17=4.38mme/h=4.38/240=0.02β=11.5查表φ=0.793φAf=0.79324013501.87=480.46KN>283.17KN满足规定一层墙Ⅱ-Ⅱ截面：N1ii=1.2G1k+283.17=1.2β=11.5e=0φ=0.833φAf=0.83324013501.87=504.7>316.7满足规定5.4.2⑬～ⒷⒹ横墙承载力取1m宽墙作为计算单元，沿纵向取3.6m为受荷宽度。近似按轴压计算计算截面面积：原则层A1=0.241=0.24m²架空层A2=0.371=(1)五层墙Ⅱ-Ⅱ截面N5ii=1.2(12.84.683+13.64.61+13.63.582)+1.4(13.60.7+13.62.02)=98+23.69=121.69KNHo=2.24β=Ho/h=2.24/0.24=9.3e=0φ=0.884Φaf=0.8840.241.6810ˆ3=356.43>121.69满足规定(2)一层墙Ⅱ-Ⅱ截面N1ii=1.2(12.84.687+13.64.61+13.63.586)+1.4(13.60.7+13.62.060.7)=222.78+45.86=268.84KNφfA=0.8840.241.8710ˆ3=369.74>268.64KN6抗震验算本工程设防列度为7级,场地类别为Ⅱ类，为丙类建筑将夹层近似按层高1.4m构造层计算：6.1检查与否满足抗震设计普通规定规定：(1)、房屋总高H=20.38m<21m符号规定(2)、房屋高宽比H/B=20.38/11.94=1.7<2.5符合规定(3)、抗震横墙最大间距8.4m<18m符合规定(4)、房屋局部尺寸:①承重窗间墙最小宽度1.3m>1.0m②承重外墙尽段至门窗洞边最小距离1.02>1m6.2荷载资料(原则值)(1)、屋面荷载：恒载：4.61KN/m²活载：0.7KN/m²屋面荷载共计4.61+0.50.7=4.96KN/m²(2)、楼面荷载：恒载：3.58KN/m²活载：2.0KN.m²楼面荷载共计3.58+0.52.0=4.58KN/m²(3)、墙体自重双面抹灰240墙4.68KN/m²双面抹灰370墙6.89KN/m²架空层120隔墙2.3KN/m²一层和架空层外墙加0.5KN/m²(4)、阳台自重：1～5层：57KN6层:100KN(5)、飘窗板自重：3.0KN6.3水平地震作用及楼层地震剪力：底部总剪力原则值：=α1=0.080.8548525=3300KN各层水平地震作用原则值(图7)和地震剪力原则值见表11。表11层Gi(KN)Hi(m)GiHi(KNm)(KN)6520418.9898772613.0810295680216121712.124654213.3887532543.322255.443654210.5869214429.622685.06265427.7850897315.923001166124.9832928204.393205.4∑415325164086.4抗震承载力验算：分别验算五层和一层⑦轴横墙及Ⓕ轴纵墙：此构造为刚性楼盖房屋，且各墙高度和材料相似。因而楼层水平地震剪力可按各抗震墙横截面面积比例分派。6.4.1五层墙体抗震(1)横墙抗震横墙净面积之和A=(11.94-2.1+4.447+3.545+5.04+4.44)20.24+5.040.24=33.9m验算⑦轴横墙A7=5.040.24=1.21则⑦轴线横墙所受剪力V57=A7V5γEH/A=1.211712.121.3/33.9=79.44砖用MU10砂浆M7.5fv=0.14N/mm²⑦轴线上每米长度上承担竖向荷载为N=4.51.0(5.31+5.582)+4.68(1.4+2.8+1.4)=100.323KNδ0=100323/(2401000)=0.42N/mm²δo/fv=3ζn=1.28(1/γRE)ζnfvA=(1/0.9)1.280.141.2110ˆ6=240.91KN>79.44KN满足规定(2)纵墙：抗震纵墙净面积之和A=[(25.32-1.83-2.33-1.21.5)2+(25.32-1.3+0.12-2.6+0.24-0.96)2+2.843+(25.32-0.93-4.5+0.24-3.6+0.24-2.1+0.12)2+(24.3+0.12-1.5-0.9-1.23-0.9-1.22-0.9)2]0.24=28.37m²Ⓕ轴纵墙横截面面积A=(5.1+0.24+4.5+0.24+4.5+0.24-1.5-0.93-1.22)20.24=3.95mⒻ轴纵墙承受剪力V5F=AFV5γEH/A=3.951712.121.3/28.37=310KN外纵墙窗间墙剪力分派：各墙段高宽比为ρ1=h/b=1.8/1.02=1.76ρ2=1.5/1.35=1.11ρ3=1.5/0.57=2.63ρ4=1.5/1.05=1.43因而各墙段需同步考虑弯曲和剪切变形。V5F表12类别h(m)B(m)个数ρ³3ρρ³+3ρ1/(ρ³+3ρ)Vj(KN)11.81.0265.55.310.80.09316.3121.51.3521.43.34.70.21337.3531.50.57618.27.926.10.0386.6741.51.0542.94.37.20.13924.37验算类别2墙段:此墙段承受荷载N=2.551.65(5.31+5.582)+4.68[2.55(2.8+1.4)-0.751.81.5-0.451.51.5]=105.2KNδ0=105.210ˆ3/(1350240)=0.32N/mm²δ0/fv=2.3ζn=1.16(1/γRE)ζnfvA=11.160.141350240=52.62>37.35满足规定6.4.2则⑦轴线横墙所受剪力V17=1.213205.41.3/33.9=148.73KN由于fv和δ0提高，依照五层验算成果可知此墙段满足抗震规定。Ⓕ轴纵墙承受剪力V1F=AFV1γEH/A=3.853205.41.3/28.37=580.18KN类别2墙段所受剪力V=70KN此墙段承受竖向荷载N=2.551.65(5.61+5.586)+4.68[2.55(2.85+1.4)-0.751.85.5-0.451.55.5]=294.87KNδ0=294.8710ˆ3/(1350240)=0.91N/m²δ0/fv=0.91/0.17=5.35ζn=1.535(1/γRE)ζnfvA=11.5350.171350240=84.55KN>70满足规定7基本设计楼(屋)面板荷载按双向板梯形三角形传导方式传给周边墙体。由于某些上部墙体与架空层墙体存在偏心，因而计算时应考虑偏心引起弯矩对其下基本影响。其他基本均按轴压计算。荷载竖向传导时考虑活荷载折减。基本采用条形基本。各段基本顶面所承受上部荷载如下图所示：7.1基本顶面荷载设计值：选取受荷较大墙下基本作计算演示:(1).Ⓐ～③⑥段：(承受一半楼梯间外墙重量及层间休息平台荷载)N1={1.2[16.8+10.965+(2.83.5-2.32.4)4.685+(2.83.5-2.32.4)5.18+2.32.40.256+95+414+(15.431.3-0.61.15)4.68+0.61.150.3+2.742.60.750.55］+1.4(6.1256+14.45+22.60.750.55)0.65}/3.5=(664.78+107.84)/3.5=220.75KN/mF=220.75+{[(2.93.5-1.80.9)7.39+1.80.90.3+10.96+41]1.2+1.4(6.125+14.4)0.65}/3.5=220.75+44.93=265.68KN/mM=220.750.065=14.35KNm(2)、③～ⒶⒷ段(依照以上计算中得到墙上线荷载计算)F=1.2[4.74+10.52+8.576+(1.41+2.816)4.68+2.916.89]1.4[0.72+4.7970.65]=206.2+31.52=237.72KN/m(3).Ⓓ～⑨⑫段墙:N1={1.2[71.055+58.956+(1.44.5-0.91+2.84.56-0.92.16)4.68]+1.4[10.755+32.9460.65]}/4.5=(900.92+194.91)/4.5=243.52KN/mF=243.52+{1.2[(2.94.5-0.91.782)6.89+0.91.7820.3+58.95]+1.432.940.65}/4.5=243.52+40.73=284.25KN/mM=243.520.065=15.83KN7.2基本设计：基本下做100厚素混凝土垫层，垫层每边伸出基本50mm基本采用C15混凝土，板底钢筋采用一级钢基本埋深d=1.2m地基承载力特性值fk=180kN/m²地基承载力设计值：f=fk+ηbγ(b-3)+ηdγo(d-0.5)假设条基b<3f=180+1.520(1.2-0.5)=200Kpa选取两荷载值作为基本设计：(1)、F=284.25KNM=15.83KNm①基底地面宽度bf=F/(f-γd)=284.25/(200-201.2)=1.62考虑偏心影响增大bf10%b=1.621.1=1.74m考虑基本相交某些受荷重叠，故将基宽增大20%b=1.741.2=2.088取2.2m作用于基底底面竖向力合力为F+G=F+γbld=284.25+202.211.2=337.05KNW=bl²/6=12.2²/6=0.81mm²Pmax=(F+G)/A+M/W=337.05/2.2+15.83/0.81=172.75KN/m²Pmin=(F+G)/A-M/W=133.66KN/m²Pmax=172.75N/mm²<1.2f=1.2200=240N/mm²0.5(Pmax+pmin)=153.21n/mm²<f=200n/mm²底面宽度满足规定②地基净反力：Psmax=F/A+M/W=284.25/2.2+15.83/0.81=148.83KN/m²Psmin=F/A-M/W=109.58KN/m²③底板高度墙边与基本边沿距离为bi=0.5(2.2-0.37)=0.915mii截面基底净反力：Psi=109.58+(148.83-109.58)(2.2-0.915)/2.2=132.51KN/m²较大反力边沿平均值Ps=0.5(Psmax+Psi)=0.5(148.83+132.51)=140.67KN/m²最大间力V=PsLbi=140.6710.915=128.71KN由V≤0.07fcLhoho≥V/(0.07fcl)=128.71/(0.077.21)=255.4mm基本边沿取200mm基本高度350mm④板底配筋：M=0.5140.670.915²=58.89KNmAs=M/(0.9fyho)=58.8910ˆ6/(0.9210310)=1005.12mm²选配φ14@150实有As=1026mm²(2)、F=237.7KNd=1.2m①基本底面宽度：b=F/(f-γd)=237.7/(200-201.2)=1.35m同样考虑基本相交某些受荷重叠将基宽增大20%1.351.2=1.62m取b=1.8m②地基净反力：Ps=N/lb=237.72/1.8=132.07KN/m²墙边至基本边沿距离为bi=0.5(1.8-0.37)=0.715③i-I截面剪力V=Pslbi=132.0710.715=94.43KN<0.07fcho=156.224KN④板底钢筋：M=0.5Psbi²=0.5132.070.715²=33.76KNmAs=M/(0.9fyho)=33.7610ˆ6/(0.9210310)=576.21选配φ12@120实有As=628.3mm²基本配φ8@200分布筋8阳台及构件设计8.1阳台屋面：玻璃屋顶倾角cosα=0.67取屋顶恒载为2.0KN/m²活载取0.4KN/m²荷载设计值：P=(2.01.2+0.41.4)/0.67=4.42KN/m²(折算为水平荷载)近似以为屋面荷载由8根柱平均分担，则每根柱受力N=4.4211.043.0/8=18.3KN取柱计算长度Lo=3.25m截面取240240混凝土级别C20纵筋采用HRB335Lo/b=3250/240=13.54ψ=0.93配4φ12As=452mm²箍筋φ8@1500.9ψ(fcA+fyAs)=0.90.93(9.6240240+300452)=526.3KN>18.3KN8.2阳台空调板设计(按悬臂板设计)构造板厚80mm采用HPB235C20混凝土荷载值：P=(0.0825+0.01520+1.5)1.35=5.13KN/m²支座弯矩M=0.5PL²=0.55.130.72²=1.33KNmαs=M/(α1fcbho²)=1.3310ˆ3/(1.09.6100060²)=0.038γs=0.5(1+)=0.98As=M/(fyγsho)=1.3310ˆ6/(2100.860)=107.7mm²选用φ8@2008.3一～五层阳台设计采用C20混凝土板钢筋HPB235梁HRB335考虑阳台中间凸出，取短跨计算跨度L1=1.5+0.15=1.65m长跨L2=3.5m8.3.1阳台板设计：L2/L1=2.1>2按单向板计算：荷载计算：KN/m²瓷砖0.330厚水泥砂浆0.0320＝0.690厚浇板0.0925=2.2515厚石灰砂浆抹底0.01517＝0.255活荷载：2.5KN/m²恒荷载小计：0.3+0.6+2.25+0.255＝3.41KN/m²荷载设计值:P=1.23.41+1.42.5=7.6KN/m²阳台板配筋：跨中弯矩M=0.1PL²=0.17.61.65²=2.07KNm支座弯矩M=(1/12)PL²=7.61.65²/12=1.72KNmAs=M/(0.95fyho)=2.0710ˆ6/(0.9521070)=148.mm²配φ8@150支座配φ8@150，板分布筋φ8@1808.4六层阳台挑梁设计：