混凝土結(jié)構(gòu)和砌體結(jié)構(gòu)設(shè)計(jì)課后習(xí)題答案解析中冊(cè)

5圓滿WORD格式混凝土構(gòu)造中冊(cè)習(xí)題答案第11章11.1解：1、求支座截面出現(xiàn)塑性鉸時(shí)的均布荷載qi第一計(jì)算支座截面極限抗彎承載力MA：22C20混凝土查得fc=9.6N/mm,316As=603mmAsfy603300zz/zx二二94mm：：9.6200：1fcbx94MUA二Asfy(h。)=603300(465)=75.6KNm按彈性解析:ql12MUA1275.6MA二MUA二25.2kNm1262.q1=25.2kN/m22、計(jì)算跨中極限抗彎承載力Mu1:216As=402mmX二絲呱63mm,Mu"402沢300‘465^L52.3kNm9.6200I2丿總彎矩M總=MuAMu1=75.652.3=127.9kNm由M總Pul28M8Pu62總、總3、若均布荷載同為pu,按彈性計(jì)算的支座彎矩22MAeM總127.9=85.3kNm33則調(diào)幅系數(shù)MAe-MAu85.3-75.6=0.114MAe85.311.2解：As1=A5A=644mrr/m,22專業(yè)知識(shí)分享5圓滿WORD格式y(tǒng)=210N/mm,h0=12O-2O=1OOmm6442100)=12.58kNm/mx==14.1mm：：bh0,9.61000M總=2Mu=25.2kNm/mZ//Z8M總825.22=12.6kN/m22In142111.3解：塑性鉸線地址以下列圖。%zXV%zl「azz廠a二?I「aXX22專業(yè)知識(shí)分享圓滿WORD格式取出一塊梯形板塊為隔斷體，對(duì)鉸支座AB取力矩平衡:1.l-a322l-a2Pu24m(l-a)=pu24ml2al-a第12章y3=10.45y10.075影響線60.454.4y20.80861.6y40.267*7：3E?E60.454.41.154.412.1解：xyi=10.0750.8080.267=2.15Dmax=0.9Pmax'^=0.92.15115=0.9247.25=222.5kNPmax222.5=43kND水min平荷載系數(shù)Dmax115:-=0.1298109.8「15=22.2kN’Tk0.123.94109.8=4.098kN44.098Tmax,k222.5=7.93kN11512.2解：①計(jì)算柱頂水平集中力Wk:柱頂標(biāo)高處Jz:'1.0,檐口處Jz:1.07專業(yè)知識(shí)分享圓滿WORD格式Wk二W1kW,^>0.80.52.10.5-0.61.2】1.070.456=1.32.1-0.121.070.456=7.54kNJzw0B=0.81.00.456=2.16kN/mq2k=-0.51.00.456=T.35kN/m專業(yè)知識(shí)分享圓滿WORD格式剪力分配系數(shù)計(jì)算:WknA2.13=0.14814.387.2nB0.369q1kq2k19.510.5—8.4=0210.5777TBC°A1=2.86810.23丄一10.0085.7570.148C0B-=2.96因只需相對(duì)值，故略去109310.2-1I0.369H3H3H3■UAEcl2C0AEc14.382.868Ec41.24’H3H3UBEc19.52.96Ec57.72'Ec41.2457.72=98.96EcH3H341.24=0.417眶二0.58398.9698.964計(jì)算拘束反力RA、FB:310.24-1C11A2.148丿」叱0.36298.96810.232.148丿」310.240.369C11B迴8"37118.11810.230.369RA=qHC11A=2.1610.50.362=8.21kN「RB=q2HC11B=1.3510.50.371=5.26kN「'R=8.215.26=13.47kN剪力計(jì)算:專業(yè)知識(shí)分享圓滿WORD格式A'RWki=0.41713.477.54[=0.41721.01=8.76kNB'RWk=0.58313.477.54=0.58321.01=12.25kNA柱頂剪力VA仁0.55Kn(—；、B柱頂剪力VB=12.25-5.26=7kN(—；1212MA底q1HVAH2.1610.50.5510.5=124.85kNm221MB底1.3510.5710.5=147.8kNm2MA=124.85kN12.3解：從前題知nA=0.148,nB=0.369.3.5-0.31811計(jì)算剪力分配系數(shù):3C0A2.53Ec1131H314.382.5336.381+0.3183-----------1IEc11■U<0.148丿B319.52.8455.38C°2.84B丄丄=(36.3855.38)全=91.76昱-UA-uB31（相對(duì)3----------1[H3H31+0.31836.38=10.369丿55.38=0.691.760.4，91.762計(jì)算拘束反力RA、RB:M1專業(yè)知識(shí)分享圓滿WORD格式專業(yè)知識(shí)分享圓滿WORD格式2C3A-1.5M21-0.3183「110.31830.148C3B=1.51-0.31820.8993丄一1=1.51.27810.3180.3691.055M1153.2,RAC3A1.138=15.85kN1.〕1M2-131RB2C3B1.278--15.22kN■-'R=15.85-15.22=0.63kN「柱頂剪力:VA二RA-A'R=15.85-0.40.63=15.6kN?VB=RB-B'R=「15.22-0.60.63--15.6kN，：-212.4解：fy=300N/mm,FV=324kN,Fh=78kN,a=250mmA

332324^10750丄，7810=418312=730mmA1.2300小于最小配0.筋85量300800的-40面積，故按構(gòu)造配筋61212.5由于解答不唯一，故從略。第15章215.1解：查得砌體抗壓強(qiáng)度設(shè)計(jì)值f=1.5N/mm,8.1106一也二迎ra;32.43=32.4mm；0.052;h62062025010_1=0.8461—210.00151122-0.731+1^0.052+12<0.846丿J專業(yè)知識(shí)分享圓滿WORD格式fA=0.731.5490620=332.66kNN=250kN專業(yè)知識(shí)分享圓滿WORD格式按軸壓計(jì)算時(shí)2=6800=13.88承載力應(yīng)會(huì)滿足2_0.77610.001513.88f=1.19N/mm2,翼墻間距s=6.8m,層高H=3.5m,15.2解：抗壓強(qiáng)度設(shè)計(jì)值H0=0.4s02H=0.46.80.23.5=3.42m2H>s>3.421.1,:-=0.0015=19.80.191=0.6310.001519.82490基層軸力N=118+3.36*3.5=129.76Kn0fA=0.631.191000190=142.47129.76215.3解：M=180kN,No=50kN,A。=[2502240240=0.1752m2fa°=10』600=215mmc240mm.1.3A=a0bb=215250=53750mm2；血=175200=3.26?3Al53750-■:=0孑=一1=1.526<2fAi=0.71.5261.353750=74.64kN：：Ni4解：第一計(jì)算中和軸地址y.局部受壓不滿足要求。36002405001142490專業(yè)知識(shí)分享圓滿WORD格式2*2廠49074049050036002402400.53600-4900.5=202mm慣性矩I:3>740f+(3600-490/2403+490漢740212(3600-49024020212+490沃740538I==1.655101.0234100.3583100.501910=3.538610mm62A=4905003600240=1.10910mm

丫——2專業(yè)知識(shí)分享圓滿WORD格式輾轉(zhuǎn)半徑[T_35386OO10=179mm1A=■,1.109106折算厚度hT=3.5i=625mm,:一HO8200高厚比13.12hTM6e114625140106e=0.182,2一0.744=114mm,hT-oN35010362510.00213.2122_=0.403；查得f=1.3N/mm皿OTK\12Q744JjfA=0.4031.31.109106=581kNN=350kN承載力滿足要求。2a0=10J500=183mm＜；a=240mmA=aObb=183200=36600mm21.515.5解：f=1.5N/mm,15.8略2370370=347800mm2代=20015.9解:F=10.35.9.5-1=2.022.0取丫=2.0fAl=0.721.536600=76.86kN：:85kN局部承壓承載力不滿足要求。2不知15.6（條件不足，無法算出灌孔砌體抗壓強(qiáng)度設(shè)計(jì)值。①無標(biāo)準(zhǔn)差，無法得標(biāo)準(zhǔn)值，從而得不到設(shè)計(jì)值;Cb20混凝土、MU10砌塊、Mb5砂漿的強(qiáng)度平均值）6IVA15疋10°15.7解：f=2.31N/mm2,e3=83.3mmN180H03、12.65050100=0.2016HO42e83.3h業(yè)-8.57；0.17查得=0.51nfnA=0.512.864902=350.2kNN=180kN安全專業(yè)知識(shí)分享圓滿WORD格式屋蓋屬二類，橫墻間距40m,查表15-6可知屬于剛彈性方案。①帶壁柱墻驗(yàn)算326形心軸地址：390x0.5+(2400—390*190x0.565.94x10「y=123.5mm4尹玄23“123904ccc2「390“c/(2400-3901903(2400-390)90123.5-390123.5I2丿12=88.3mmhT=3.5i=309mm查表15-8得H0=1.2H=1.26.5=7.8m一益施4,,1,—1-0.416=0.84,叫［訂=10.8424=