建筑工程专业毕业设计计算书dpez

2楼板设设计2.1楼楼面结构构信息及及单元划划分：结构板厚厚取1000,并在和、段设设L1、LL2、LL3,截截面均为为bh=24003000对楼面做做一定划划分并将将楼梯间间处做一一些调整整,选代代表性部部分作为为计算单单元.做做法如图图1：2.2楼楼面荷载载计算：表11荷载种类类标准值 KNN/备注恒荷载硬木地板板 0.4按楼板结结构 自上向下下列15厚水水泥砂浆浆0.011520=0.3310厚水水泥砂浆浆找平0.01120=0.22100厚厚现浇板板0.125=2.55天棚粉刷刷0.188小 计0.4+0.33+0.2+22.5+0.118=33.588活 载 2.0所有房间间恒荷载分分项系数数g=11.2 活载分分项系数数q=11.4楼面恒载载设计值值:g=1.223.558=44.3 KN/楼面活载载设计值值：q=1.442.00=2.8 KKN/2.3标标准层设设计： 按弹弹性理论论计算板板,根据据连续多多跨双向向板的实实用计算算法计算算跨中最最大正弯弯矩为内内支座固固支时gg+q/2和内内支座铰铰支时qq/2算算出的弯弯矩和。支支座最大大负弯矩矩为内支支座固支支时g+q求得得(取相相邻板算算得的负负弯矩绝绝对值的的较大值值)。g+q=4.33+2.8=77.1 KN/g+q/2=44.3+1.44=5.7 KKN/q/2=1.44 KNN/2.3.1板计计算跨度度：内跨 LLo=LLc LLc为轴轴线距离离边跨 LLo=LLn+ LLn净跨跨，为为梁宽2.3.2板弯弯矩计算算：考虑泊松松比Vcc=0.2 由由于房间间大小的的差异，某某些双向向板同方方向相邻邻跨度相相差较大大，因此此对算得得的弯矩矩应作一一些调整整。A区格板板：Lxx=3.6-00.122-0.12+0.224=33.6mm Lyy=4.2m Lx/Ly=0.886mx=(0.002666+0.200.02231)(g+q/22)Lxx+(0.004966+0.200.0335)(q/22)Lxx=0.0031225.733.6+0.0566611.4x33.6=3.3411 KNNZm/mmmy=(0.002311+0.2x0.02666)x55.7x33.6+(00.0335+00.2x00.04496)x1.44x3.66=2.11+0.82=2.992 KKNZm/mmxM=-0.007x(gg+q)Lx=-00.077x7.11x3.66=-6.444 KKNZm/mmyM=-0.0067x77.1x33.6=-66.244 KNNZm/mmB区格板板：Lxx=3.66m Lyy=4.2m LLx/LLy=00.866mx=(0.003222+0.2x0.02331)x55.7x33.6+(00.04496+0.22x0.0035)x1.44x3.66=2.772+11.033=3.75 KNZmm/mmy=(0.002311+0.2x0.03222)x55.7x33.6+(00.0335+00.2x00.04496)x1.44x3.66=2.118+00.822=3.00 KNZmm/mmxM=-0.008188x7.11x3.66=-7.553 KKNZm/mmyM=-0.0073x7.11x3.66=-6.772 KKNZm/mC区格板板：Lxx=3.5m LLy=44.2mm Lx/Ly=0.883mx=(0.003411+0.2x0.02225)x5.77x3.55+(0.05228+00.2x00.03342)x1.44x3.55=2.669+11.022=3.71 KNZmm/mmy=(0.002255+0.2x0.03441)x55.7x33.5+(00.03342+0.22x0.005288)x1.4x3.5=2.005+00.777=2.82 KNZmm/mmxM=-0.008511x7.11x3.55=-7.44 KNNZm/mmmyM=-0.007399x7.11x3.55=-6.443 KKNZm/mD区格板板：由于于D区格格板在YY方向与与相邻板板F(GG)的跨跨度较大大，因此此在按gg+q/2算得得的跨中中弯矩曾曾的100%，qq/2算算得的跨跨中弯矩矩减小55%。 Lxx=4.8m LLy=4.22m Ly/Lx=0.8875mx=(0.001611+0.2x0.02334)x55.7x44.2+(00.03353+0.22x0.004811)x1.4x4.2 =2.11+1.1=33.2 KNZmm/mmy=(0.002344+0.2x0.01661)x55.7x44.2x1.11+(00.04481+0.22x0.003533)x1.4x4.2x0.995=22.944+1.29=4.223 KKNZm/mmxM=-0.005466x7.11x4.22=-6.884 KKNZm/mmyM=-0.007399x7.11x4.22=-7.660 KKNZm/mE区格板板：同DD区格板板，对XX向跨中中弯矩进进行调整整Lx=55.1mm Ly=3.33m LLy/LLx=00.655mx=(0.001833+0.2x0.04665)x55.7x33.3x1.11+(00.02271+0.22x0.0075)x1.44x3.33x0.955=1.88+0.661=22.499 KNNZm/mmmy=(0.004655+0.2x0.01883)x55.7x33.3+(00.0775+00.2x00.02271)x1.44x3.33 =33.111+1.25=4.334 KKNZm/mmxM=-0.007777x7.11x3.33=-6.001 KKNZm/mmyM=-0.110455x7.11x3.33=-8.008 KKNZm/mF区格板板：不考考虑实际际周边板板对跨中中弯矩的的影响Lx=22.4mm Lyy=2.1m LLy/LLx=00.8775mx=(0.002333+0.2x0.02556)x55.7x22.1+(00.03353+0.22x0.004811)x1.4x2.1=0.771+00.288=0.99 KNZmm/mmy=(0.002566+0.2x0.02333)x55.7x22.1+(00.04481+0.22x0.003533)x1.4x2.1=0.0076+0.334=11.1mxM=-0.0067x77.1x22.1=-22.1 KNZmm/mmyM=-0.006822x7.11x2.11=-2.11 KNNZm/mmG区格板板： LLx=LLy=22.1mm LLx/LLy=11mx=(0.002311+0.2x0.0188)x5.7x2.1+(0.03668+00.2x00.03368)x1.44x2.11=0.667+00.277=0.94 KNZmm/mmy=(0.0018+0.22x0.002311)x5.7x2.1+(0.03668+00.2x00.03368)x1.44x2.11=0.557+00.277=0.84 KNZmm/mmxM=-0.006x7.1x2.1=-1.88 KNZmm/mmyM=-0.0055x77.1x22.1=-11.722 KNNZm/mmH区格板板：对XX向跨中中弯矩进进行调整整 Lx=4.55m LLy=33.3mm Ly/Lx=0.773mx=(0.002022+0.2x0.0411)x5.7x3.3x11.1+(0.03009+00.2x00.06645)x1.44x3.33x0.955=1.94+0.663=22.577 KNNZm/mmmy=(0.0041+0.22x0.002022)x5.7x3.3+(0.06445+00.2x+0.003099)x1.4x3.3=2.88+1.08=3.888 KKNZm/mmxM=-0.007644x7.11x3.33=-5.991 KKNZm/mmyM=-0.0096x77.1x33.3=-77.4 KNZmm/mI区格板板：将YY向跨中中弯矩增增大100% Lx=3.66m LLy=44.2mm Lxx/Lyy=0.86mx=(0.002411+0.2x0.01558)x55.7x33.6+(00.04496+0.22x0.0035)x1.44x3.66=2.001+11.033=3.04 KNNZm/mmmy=(0.001588+0.2x0.02441)x55.7x33.6x1.11+(00.3553+00.2x00.04496)x1.44x3.66=1.668+00.822=2.5 KKNZm/mmxM=-0.006188x7.11x3.66=-5.669 KKNZm/mmyM=-0.005499x7.11x3.66=-5.005 KKNZm/mJ区格板板： Lx=3.66m LLy=44.2mm LLx/LLy=00.0886mx=(0.002899+0.2x0.01557)x55.7x33.6+(00.04496+0.22x0.0035)x1.44x3.66=2.337+11.033=3.40 KNZmm/mmy=(0.001577+0.2x0.02889)x55.7x3.6+(0.0355+0.2x0.04996)x11.4x33.6=1.559+00.822=2.41 KNZmm/mmxM=-0.006877x7.11x3.66=-6.332 KKNZm/mmyM=-0.005666x7.11x3.66=-5.221 KKNZm/m 其中mxxy为板底底跨中沿沿X(YY)向的的最大正正弯矩，mmxMy为固定定边沿XX(Y)的支座座负弯矩矩。2.3.3板截截面设计计： 因因短跨方方向的弯弯矩比长长跨的大大，故将将短跨方方向的钢钢筋放在在长跨钢钢筋外侧侧。短跨跨跨中截截面的有有效高度度ho11=h-20=1000-200=800mm,长跨跨跨中截面面有效hho2=h-330=1100-30=70mmm.2.3.4板配配筋计算算： 取取内力臂臂系数s=00.955, AAs=mm/(00.955ZfyZhoo),板采采用C220混凝凝土、8钢筋筋。考虑虑实际施施工中的的缺陷及及日后使使用的要要求，以以理论值值作为基基础适当当增大配配筋。各各板配筋筋计算结结果及实实际配筋筋见表22：表2截 面面 ho(mm)m(KNZmm/m)As(mm/m)配筋实有Ass(mm/m)跨中A区格X向803.41120981180279Y向702.92220981180279B区格X向803.75523481150335Y向703.021481180279C区格X向803.71123281150335Y向702.82220281180279D区格X向703.222981150335Y向804.23326581150335E区格X向702.49917881180279Y向804.34427281180335F区格X向700.9997182200251Y向801.16982200251截 面面 ho(mm)m(KNZmm/m)As(mm/m)配筋实有Ass(mm/m)跨中G区格X向700.9446082200251Y向800.8445382200251H区格X向702.57718481180279Y向703.88824381150335I区格X向803.04419081180279Y向702.50017981180279J区格X向803.421381180279Y向702.41121381180279支座A-E80-8.00850681100503A-D80-6.88442881100503D-E80-8.00850681100503D-F80-7.6647681100503D-C80-7.6647681100503D-D80-6.88442881110457D-G80-7.6647681100503D-H80-7.6647681100503D-I80-6.88442881100503F-G80-2.1113282200251C-B80-7.55347181100503C-J80-7.44 46381100503I-H80-7.44 46381100503I-I80-5.66935681110457I-J80-5.22132681110457J-J80-6.332 39681110457E-F80-6.001 37681110457H-G80-5.991 37081110457A-B80-6.77242181110457续表表22.3.5楼面面梁设计计选L1作作为计算算构件，截截面bxhh=2440x30002.3.5.11受力分分析及内内力计算算根据双向向板传力力方式，可可知L11除承受受自重外外还承受受由A区区板传来来的梯形形分布荷荷载和DD区传来来的三角角形分布布荷载. 如图图2： L1与与圈梁整整浇，故故将L11两端作作为固支支(1)、由由梯形分分布引起起的支座座弯矩：将梯形分分布荷载载转化为为等效均均布荷载载qe,它是根根据支座座弯矩相相等的条条件求出出的qM=0.5xqll=0.5x7.1x3.6=112.778 KKN/mmqe=(1-22+)qM=(11-2x00.433+0.43)x12.78=9.11 KNN/mMM支=-(1/12)xqexl=-(1/112)x99.1x44.2=-133.4 KNZmm 根据算算得的支支座弯矩矩和梁上上荷载分分布的实实际情况况，由平平衡条件件计算梁梁的跨中中弯矩和和支座剪剪力。见见图3由平衡条条件求得得 MM中中=7.87 KNZmm QM支支=155.344 KNN(2)、由由三角形形分布引引起的支支座弯矩矩： 将三角角形分布布荷载转转化为等等效均布布荷载 qM=0.5xqxl=00.5x77.1x44.2=14.91 KN/m qe=(5/88)qM=9.32 KN/mMMM支=-(1/12)xqexl=-(1/112)x9.332x4.2=-133.7 KN/m按荷载分分布实际际情况计计算梁跨跨中弯矩矩和支座座剪力由平衡条条件求得得 MMM中中=8.23 KNZmm QMM支支=155.666 KNN(3)、梁梁自重产产生的荷荷载 q=25x00.244x(0.3-00.1)=1.2 KKN/mm MMMM支支=-(1/112)qql=-(1/112)x1.22x4.22=-1.76 KNZmmMMMM中=(1/224)ql=(1/224)x1.22x4.22=0.888 KKNZm QMMM支支=0.5x1.2x4.2=22.522 KNNM中=M中=7.87+8.223+00.888=166.988 KNNZmM支=M支=-113.44-133.7-1.776=-28.86 KNZmmQ支=Q支=155.344+155.666+2.52=33.52 KNZmm考虑内力力重分布布对支座座弯矩进进行调幅幅将支座座弯矩减减小200%，相相应将跨跨中弯矩矩增大330%。M支=-28.86x00.8=-233 KNNZm M中=116.998x1.3=222.11 KNNZm2.3.5.22配筋计计算: (11)跨中中弯矩配配筋：梁采用CC20混混凝土，HHRB3335钢钢筋。梁梁按T型型截面计计算1=11.0 fc=9.66N/mmm ftt=1.1N/mmfy=3000N/mmm ho=3000-335=2655mm bbMf=10000mmm1fccbMfhMf(ho-0.5hMff)=1.0x9.6x10000x1100x(2655-0.5x1000)=2206.4 KKNZm 22.1 KKNZm 属属于第一一种类型型的T型型梁s=MM/(1fcbMfho)=222.11x1066/(1.0x9.6x10000x2265)=00.0333=0.555s=00.5x(1+)=0.98As=MM/(ffysho)=222.1x11066/(3000x0.98x2265)=2844 mmm选用312 实有有As=3399 mmm=3339/(2400x2655)=0.53%455xft/ffy=445x1.1/3300=0.1165% 满足足最小配配箍率(2)支支座负弯弯矩配筋筋:s=MM/(1fcbho)=223x1006/(1.0x9.66x2400x2655)=00.144=00.15533.52 KN截面符符合要求求0.7fftbhho=00.7x11.1x2240x2265=48.9733.52 KN 只需构造造配筋,选配81550sv=2x50.3/(2400x1500)=00.288%svmmin=0.224xft/ffyv=0.224x1.1x2110=00.1226%L2、LL3配筋筋方式同同L12.4一一层设计计：一层荷载载、板的的布置方方式、板板配筋同同标准层层。各梁梁截面改改为bxhh=3770x3000。 一层层L1配配筋计算算：梁自重产产生的线线荷载：q=225x0.37x(0.33-0.1)=1.885 KKN/mmMMMM支=-(1/12)ql=-(1/112)x1.885x4.2=-2.72 KNZmmMMMM中=(1/224)ql=(1/224)x1.885x4.2=1.336 KKNZmQMMM支=00.5x11.855x4.22=3.89 KN经调幅后后，梁各各内力：M中=222.7 KNZmm MM支=-223.88 KNNZm Q支=344.899 KNN由于荷载载增加不不大且考考虑T型型梁受压压翼缘增增大等因因素，可可按标准准层L11配筋。2.4.2板内内力及配配筋计算算：Lxx=3.5m Ly=4.22m Lx/Ly=0.883 mx=(0.03001+00.2x00.01152)x8.00x3.55+(0.05228+00.2x00.03342)x1.44x3.55=3.224+11.022=4.27 KNZmm/m my=(0.01552+00.2x00.03301)x8.00x3.55+(0.003422+0.2x0.05228)x11.4x33.5 =2.08+0.777=22.855 KNNZm/mm mxM=-0.07005x9.4x3.5=-8.11 KNZmm/m myM=-0.05668x9.4x3.5=-6.54 KNZmm/mX向跨中中As=m/(0.995ZfyyZho)4.27x1106/(00.955x2100x80)=2667 mmm 配81500 YY向跨中中As=2.885x1006/(0.95x2210x770)=2044 mmm 配81880 CC-B支支座 AAs=88.111x106/(0.995x2110x800)=5508 mm 配81000C-D支支座 AAs=77.6x11066/(00.955x2100x80)=4776 mmm 配810002.4.3楼面面洞口计计算：在洞口口边设置置暗梁AAL1 bxh=550x1000 采用HHRB3335钢钢筋。将相邻邻板上一一半荷载载全传给给暗梁，则则暗梁所所受均布布线荷载载P=0.5x3.5x7.1=12.43KN/m 取暗暗梁的计计算跨度度lo=3.00m 跨跨中弯矩矩M=00.1xPPxlo=0.1x122.433x3=11.2 KKNZm暗梁采用用双筋截截面配筋筋:hoo=1000-440=660mmm aaMs=20mmm b=5500mm 取b=0.55Mu2=1fcbhob(1-0.55b)=1.0x9.6x5550x600x0.555x(11-0.5x0.55)=7.58 kNNZmAMs=(M-MMu2)/fMy(ho-aMs)=3.62x1106/(3000x40)=3022 mmmAs=b1fcbbho/fyy+AMssfMy/fy=0.555x1.0x9.6x5550x600/3000+3302=8822.8mmm受拉钢筋筋配614As=9233mm 受压压钢筋配配410 As=3144mm 箍箍筋配61550夹层其它它部分配配筋同标标准层。楼楼梯间板板底钢筋筋X向由由C区通通长配置置，Y向向配81880考虑开洞洞影响 将F、GG区格在在Y向加加大板底底配筋为为818803斜屋面面板计算算3.1屋屋面结构构信息及及单元划划分：结构板厚厚取1220mmm,屋面面倾角ttg=0.5 ccos=0.8944 ,在在、段设设梁LM22、LM33,截面面均为bbxh=2440x3000。 对对屋面板板进行一一定的划划分，选选代表性性部分作作为计算算单元。具具体做法法如图55：3.2荷荷载计算算：将屋面斜斜向均布布荷载折折算成水水平均布布荷载 表4荷载种类类标准值 KNN/m备注恒荷载水泥瓦0.5/0.8894=0.556不上人屋面活载载取0.66KN/m平铺油毡毡一层0.055/0.8944=0.0620厚找找平层0.022x20/0.8894=0.445120厚厚现浇板板0.122x25/0.8894=3.336天棚粉刷刷0.166/0.8944=0.18小计 0.556+00.066+0.45+3.336+00.188=4.61活载0.6/0.8894=0.77 恒荷荷载分项项系数g=11.2 活载分分项系数数q=11.4 屋面面恒载设设计值：g=11.2x44.611=5.53 KN/m 屋面面活载设设计值：q=11.4x00.7=1.00 KNN/m 按弹弹性理论论计算板板配筋(暂不考考虑老虎虎窗及屋屋顶窗对对配筋的的影响，即即按整板板计算) 根据据连续多多跨双向向板的实实用计算算法计算算。 g+q=5.553+11.0=6.553 KKN/mm g+q/22=5.53+0.55=6.03 KN/m q/2=00.5 KN/m3.3计计算跨度度：内跨：LLo=Lc Lcc为轴线线距离边跨：LLo=LLn+bb LLn为净净跨，bb为梁宽宽3.4板板弯矩计计算：考虑泊松松比Vcc=0.2。由由于屋面面板的活活荷载较较小，因因此不对对弯矩进进行调整整。A 区格格板：LLx=88.4mm Ly=4.22m LLy/LLx=00.5 mmx=(0.000899+0.2x0.04009)x6.003x4.2+(0.01774+00.2x00.09965)x0.55x4.22=1.882+00.322=2.14 KNZmm/m mmy=(0.004099+0.2x0.00889)x6.003x4.2+(0.09665+00.2x00.01174)x0.55x4.22=4.554+00.888=5.42 KNZmm/m mmxM=-0.5569x66.533x4.22=-66.555KNZm/m mmyM=-0.008366x6.553x4.2=-99.633 KNNZm/mmB 区格格板：LLx=33.6mm Lyy=4.2m Lx/Ly=0.886 mmx=(0.003688+0.2x0.03447)x66.033x3.66+(0.004966+0.2x0.0355)x0.5x3.6 =33.422+0.37=3.779 KKNZm/m mmy=(0.003477+0.2x0.03668)x66.033x3.66+(0.0035+0.22x0.004966)x0.5x3.6 =33.299+0.29=3.558 KNZm/m mmxM=00 mmyM=-0.009611x6.553x3.6=-8.13 KNZm/mC 区格格板：LLx=55.1mm Lyy=3.3m Ly/Lx=0.665 mmx=(0.001833+0.2x0.04665)x66.033x3.33+(0.002711+0.2x0.0755)x0.5x3.3 =11.811+0.23=2.004 KKNZm/m mmy=(0.004655+0.2x0.01883)x66.033x3.33+(0.0075+0.22x0.002711)x0.5x3.3 =33.299+0.44=3.773 mmxM=-0.007777x6.553x3.3=-5.53 KNZm/m mmyM=-0.110455x6.553x3.3=-7.43 KNZm/mD 区格格板：LLx=22.4mm Lyy=2.1m Ly/Lx=0.8875 mmx=(0.002333+0.2x0.02556)x66.033x2.11+(0.003533+0.2x0.04881)x00.5x22.1 =00.766+0.1=00.866 KNNZm/mm myy=(00.02256+0.22x0.002333)x6.03x22.1+(00.04481+0.22x0.003533)x0.5x2.1 =00.8+0.112=00.922 KNNZm/mm mmxM=-0.0067x66.533x2.11=-1.993 KKNZm/m mmyM=-0.006822x6.553x2.1=-1.96 KNZm/mE 区格格板：LLx=22.1mm Lyy=2.1m Lxx/Lyy=1 mmx=(0.02331+00.2x00.0118)x66.033x2.11+(0.003688+0.2x0.03668)x00.5x22.1 =00.711+0.1=00.811 KNNZm/mm mmy=(0.0018+0.22x0.002311)x6.03x22.1+(00.03368+0.22x0.003688)x0.5x2.1 =00.6+0.11=0.7 KKNZm/m mmxM=-0.006x6.53x22.1=-11.733 KNNZm/mm mmyM=-0.0055x66.533x2.11=-1.558 KKNZm/mF 区格格板：LLx=22.6mmLy=5.77mLxx/Lyy=0.45 取0.5 将将算得的的X向跨跨中弯矩矩增大110% mmx=(0.08888+00.2x00.02249)x6.003x2.6x1.1+(0.009655+0.2x0.01774)x0.55x2.66=4.221+00.344=4.55 KNZmm/m mmy=(0.002499+0.2x0.08888)x6.003x2.6+(0.01774+00.2x00.09965)x0.55x2.66=1.774+00.122=1.86 KNZmm/m mmyM=-0.112155x6.553x2.6=-5.36 KNZm/mG 区格格板：LLx=88.4mm Lyy=4.2m LLy/LLx=00.5mx=(0.000388+0.2x0.04)x6.003x4.2+(0.01774+00.2x00.09965)x0.55x4.22=1.226+00.322=1.58 KNZm/m my=(0.04+0.22x0.000388)x6.03x44.2+(00.09965+0.22x0.001744)x0.5x4.2=4.334+00.888=5.22 KNZm/m mxM=-0.0577x6.553x4.2=-6.57 KNZm/m myM=-0.08229x6.53x44.2=-99.555 KNNZm/mmH 区格格板：LLx=33.6mm LLy=44.2mm LLx/LLy=00.866 mx=(0.03222+00.2x00.02231)x6.003x3.6+(0.04996+00.2x00.0335)x00.5x33.6=2.888+00.377=3.25 KNZm/mmy=(0.002311+0.2x0.03222)x66.033x3.66+(0.0035+0.22x0.004966)x0.5x3.5=2.331+00.299=2.6 KKNZm/mmxM=-0.008188x6.553x3.6=-6.92 KNZm/mmyM=-0.0073x66.533x3.66=-6.118 KKNZm/mI 区格格板：LLx=44.5mm LLy=33.3mm LLy/LLx=00.733mx=(0.002022+0.2x0.0411)x6.03x33.3+(00.03309+0.22x0.006455)x0.5x3.3 =1.86+0.224=22.1 KNZm/m mmy=(0.0041+0.22x0.002022)x6.03x33.3+(00.06645+0.22x0.003099)x0.5x3.3=2.996+00.388=3.34 KNZm/m mmxM=-0.007644x6.553x3.3=-5.43 KNZm/m mmyM=-0.0096x66.533x3.33=-6.883 KKNZm/m截 面面ho(mm)M(KNZmm/m)As(mm/m)配筋实有Ass(mm/m)跨中A区格X向902.14411981150335Y向1005.42227181150335B区格X向1003.79919081150335Y向903.58819981150335C区格X向902.04411481150335Y向1003.73318781150335D区格X向900.8664881150335Y向1000.9224681150335E区格X向1000.8114181150335Y向900.73981150335F区格X向1004.55522881150335Y向901.86610381150335G区格X向901.5888881150335Y向1005.22226281150335H区格X向1003.25516381150335Y向902.6145811503353.5板板截面设设计短跨跨中中截面的的有效高高度hoo1=1220-220=1100mmm,长长跨跨中中截面有有效度hho2=1200-300=90mmm考虑屋面面板受环环境因素素影响较较大，防防止其在在正常使使用阶段段产生较较大裂缝缝。屋面面板上层层钢筋不不宜断开开，若断断开需另另加温度度钢筋。3.6板板配筋计计算：取取内力臂臂系数s=00.955, AAs=mm/(00.955ZfyZhoo),板采采用C220混凝凝土、8钢筋筋。各板板的配筋筋结果及及实际配配筋见下下表： 表5 续表55截 面面ho(mm)M(KNZmm/m)As(mm/m)配筋实有Ass(mm/m)跨中I区格X向902.111781150335Y向1003.34416781150335支座A-B100-9.66348381100503A-C100-9.66348381100503A-D100-9.66348381100503A、G-F100-9.66348381100503A-G100-6.55732981100503G-E100-9.55547881100503G-I100-9.55547881100503G-H100-9.55547881100503G-G100-6.55732981100503H-H100-6.99234681100503C-D100-5.553277.1981100503D-E100-1.99396.77481100503E-I100-5.443272811005033.7屋屋面梁设设计：选LM2作作为配筋筋计算构构件：(屋面梁梁均按LLM2方式配配筋)截面尺寸寸bxh=2440x3000 采采用C220混凝凝土，HHRB3335钢钢筋将梁两相相邻板各各一半荷荷载视为为全由LLM2承担，则则梁承受受的均布布线荷载载P=0.5x2.1x6.53+0.55x4.22x6.553+225x0.24x(0.33-0.12)=6.886+113.771+11.2=21.77 KN/m支座弯矩矩M支=-(11/122)xPxL=-21.77x22.4/12=-10.45 KNZmm考虑内力力重分布布对支座座弯矩进进行调幅幅：M支支=0.8x100.455=8.36 KNZmm根据平衡衡条件：得跨中中弯矩MM中=7.331 KKNZm(1)、跨跨中配筋筋: s=M/(1fcbho)=77.311x106/(11.0x99.6x2240x2265)=0.0455s=00.5x(1+)=0.98As=MM/(ffysho)=7.31x1106/(3000x0.98x2265)=93.8 mmm选用212 Ass=2226 mmm=2226/(2400x265)=0.35%45xftt/fyy=455x1.11/3000=00.2114% 满足最最小配筋筋率(2)、支支座配筋筋：s=M/(1fcbho)=88.366x1066/(11.0x9.66x2400x2655)=00.0552s=00.5x(1+)=0.97As=MM/(ffysho)=8.36x1106/(3300x00.977x2655)=1008 mmm选用212 Ass=2226 mmm(3)、斜斜截面承承载力验验算：剪剪力最大大值V=2.44x21.77x00.5=26 KN0.255cfcbhoo=0.25x11.0x99.6x2240x2265=1522.64 KNN266 KNN截面面符合要要求0.7fftbhho=00.7x11.1x2240x2265=48.9726 KN 只需需构造配配筋,选选配82004楼梯计计算采用板式式楼梯，梯梯板采用用C200混凝土土、HPPB2335，梯梯梁纵筋筋采用HHRB3335。4.1标标准层梯梯板：TTB2梯段设计计：踏步步宽2880mmm 高1555.66mm取板厚hh=800mm 板的倾倾斜角ttg=1555.66/2880=00.566 coos=0.87 取1mm板带计计算。4.1.1荷载计算算： 表77荷载种类类荷载标准准值 KN/m备注恒荷载水磨石面面层(0.115566+0.28)x0.665/00.288=1.01同表6三角形踏踏步0.5x00.15556x00.288x25/0.228=11.9445现浇板0.088x25/0.887=22.3板底抹灰灰0.022x17/0.887=00.399小计1.011+1.9455+2.3+00.399+1.0=66.6445活载 2.0总荷载设设计值：P=11.2x66.6445+11.4x22.0=10.77 KN/m4.1.2截面面设计 板水水平计算算跨度 Ln=22440 弯矩矩设计值值M=00.1xPPxLn=0.11x10.77x22.244=5.4 KKNZm a=20mmm hho=hh-a=80-20=60mmms=MM/(1fcbho)=55.4x1106/(11.0x99.6x110000x60)=00.1556=00.177455xft/ffy=00.2335% 满足足最小配配筋率 4.2楼楼层平台台： 设设平台板板厚h=70mmm 取取1m板带带计算4.2.1荷载载计算： 表8荷载种类类荷载标准准值 KN/m恒荷载水磨石面面层0.65570厚现现浇板0.077x25=11.755板底抹灰灰0.022x17=00.344小计 00.655+1.75+0.334=22.744活载 2.0 总总荷载设设计值PP=1.2x2.74+1.44x2.00=6.1 KKN/mm4.2.2截面面设计： 平台台板的计计算跨度度Lo=17220-00.5x2200+1200=17440mmm 弯矩矩设计值值M=00.1x66.1x11.744=1.885 KKNZm 板板有效高高度hoo=700-200=50mmms=MM/(1fcbho)=11.855x106/(11.0x99.6x110000x50)=00.0777=00.08802minn=0.2366% 分布筋筋820004.3一一层平台台梁(TTL1)设计:bxh=2000x30004.3.1荷载载计算：表9荷载种类类荷载标准准值 KN/m恒荷载梁自重0.2x(0.33-0.07)x25=11.155梁侧粉刷刷0.022x(0.3-00.077)x2+0.22x17=00.222平台板传传来2.744x1.772x0.5=22.366梯段板传传来7.444x3.008x0.5=111.446小