《混凝土结构与砌体结构设计课后习题答案中册.pdf》由会员分享，可在线阅读，更多相关《混凝土结构与砌体结构设计课后习题答案中册.pdf（8页珍藏版）》请在taowenge.com淘文阁网|工程机械CAD图纸|机械工程制图|CAD装配图下载|SolidWorks_CaTia_CAD_UG_PROE_设计图分享下载上搜索。
1、混凝土结构中册习题答案第 11 章11111 1 解：1、求支座截面出现塑性铰时的均布荷载q1首先计算支座截面极限抗弯承载力MuA：2C20 混凝土查得 fc=9.6N/mm2,316 As=603mmx Asfy1fcb603300 94mm bh09.6200MuAx94 Asfy(h0) 603300(465) 75.6KNm22A1B按弹性分析：MA MuA12MuA1275.6ql2 25.2k N m,q 2212l6q1 25.2kN /m2、计算跨中极限抗弯承载力Mu1：216 As=402mm2x 40230063 63mm,Mu1 402300465 52.3kNm9.62
2、002总弯矩M总 MuA Mu1 75.652.3 127.9kNm由M总8M总8127.9pul2p 28.4kN /m得u228l622M总127.9 85.3kNm333、若均布荷载同为 pu,按弹性计算的支座弯矩MAe则调幅系数MAe MAu85.375.6 0.114MAe85.311112 2解：As1=AsA=644mm2/m，fy=210N/mm2,h0=120-20=100mmx 6442101414.1mm bh0,Mu 644210(100 ) 12.58kNm/m9.6100028/10100M总 2Mu 25.2kNm/mpu8M总2ln1825.212.6kN /m
3、224 1A11113 3解：塑性铰线位置如图所示。8/10100BB1 (l a)32l a4l a2aa1A取出一块梯形板块为隔离体，对铰支座AB 取力矩平衡：l a21l a l al am(l a) pua 23224l a2al al a l al am pu p apul 2a u248832424m pul 2al a第 12 章12121 1 解：y310.45 0.0756影响线0.45 4.4y2 0.80861.6y4 0.2676y1y1y2y3y40.454.41.154.41.6yi1 0.075 0.808 0.267 2.15Dmax 0.9Pmaxyi 0.9
4、2.15115 0.9247.25 222.5kN189.8109.8115 22.2kN2P22.2DminminDmax222.5 43kNPmax115水平荷载系数 0.12Pmin10.123.94109.8 4.098kN44.098Tmax,k222.5 7.93kN115Tk12122 2 解：1 计算柱顶水平集中力Wk：柱顶标高处z1.0,檐口处z1.07WkW1kW2k0.80.52.10.50.61.21.070.4561.32.10.121.070.456 7.54kN2q1kszw0B 0.81.00.456 2.16kN /mq2k 0.51.00.456 1.35k
5、N /m23剪力分配系数计算：Wk2.13 0.14814.387.2nB 0.36919.510.58.4 0.2;10.5nA3q1kq2kABC0AC0B11 0.2310.1483 2.96因只需相对值，故略去10911 0.2310.3693 2.8681 0.0085.757H3H3H31uA;EcI2C0AEc14.382.868Ec41.24uBH1H1;Ec19.52.96Ec57.7233EE11c341.2457.72 98.96c3uAuBHHA41.2457.72 0.417，B 0.58398.9698.964计算约束反力RA、RB：C11A131 0.2410.1
6、483.028 0.362198.9681 0.2310.148131 0.2410.3693.008 0.3718.11181 0.2310.369C11BRA q1HC11A 2.1610.50.362 8.21kNRB q2HC11B1.3510.50.371 5.26kNR 8.215.26 13.47kN5剪力计算：3AR Wk 0.41713.47 7.54 0.41721.01 8.76kNA 柱顶剪力 VA=8.76-8.21=0.55Kn()B 柱顶剪力 VB=12.25-5.26=7kN()BR Wk 0.58313.47 7.54 0.58321.0112.25kN6弯矩
7、图：MA底MB底11q1H2VAH 2.1610.52 0.5510.5 124.85kNm2211.3510.5 710.5 147.8kNm2MA=124.85kNMB=147.8kNm12123 3 解：从前题知 nA=0.148,nB=0.369,1计算剪力分配系数：3.5 0.31811C0AC0B3 2.5311 0.318310.1483 2.8411 0.318310.369Ec11H314.382.5336.38Ec11uB319.52.8455.38HuAEE11 (36.3855.38)c3 91.76c3（相对值）uAuBHHA36.3855.38 0.4，B 0.69
8、1.7691.762计算约束反力 RA、RB：M14C3A10.31820.8991.51.51.1381.185110.318310.14810.3180.8991.51.2781.055110.318310.3692M2ABC3B1.5M1153.2C3A1.138 15.85kNH11M131RB2C3B1.278 15.22kNH11RAR 15.8515.22 0.63kN3柱顶剪力：VA RAAR 15.850.40.63 15.6kNVB RBBR 15.22 0.60.63 15.6kN4弯矩图：98.6kNm54.6kNm54.6kNm40.6kNm18.4kNm12124
9、4 解：fy=300 N/mm2, FV=324 kN,Fh=78 kN,a=250 mm232410325078103As1.2 418312 730mm0.853008004030076.4kNm小于最小配筋量 612 的面积，故按构造配筋12125 5 由于解答不唯一，故从略。第 15 章15151 1 解：查得砌体抗压强度设计值f=1.5 N/mm ,2H06800e32.4M8.1106 0.052;10.97e 32.4mm;3h620h620N250101 0.846121 0.00151121 0.7321 11120.0521120.84601fA 0.731.5490620
10、 332.66kN N 250kN5按轴压计算时680013.8849010 0.776 承载力应会满足。21 0.001513.88215152 2 解：抗压强度设计值 f=1.19 N/mm , 翼墙间距 s=6.8 m,层高 H=3.5 m,2HsH,计算高度H0 0.4s 02H 0.46.80.23.5 3.42m3.421.119.8, 0.00150.1910 0.6321 0.001519.8底层轴力 N=118+3.36*3.5=129.76Kn0fA 0.631.191000190 142.47 129.7615153 3 解：Nl180kN,N0 50kN,A0250 2
11、240240 0.1752m2f 1.3N /mm2,a010600 215mm 240mm1.3A0175200 3.26 3Al53750Al a0bb 215250 53750mm2; 010.35 3.261 1.526 2fAl 0.71.5261.353750 74.64kN Nl局部受压不满足要求。15154 4 解：首先计算中和轴位置yy=2022538360024011450049049074020.53600 49024020.5y 202mm4905003600240惯性矩 I:22490740374036004902403240I 4907405383600490240
12、202 1221221.65510101.023410100.358310100.50191010 3.53861010mm2A 490500 3600240 1.109106mm26回转半径i I3.53861010179mm6A1.10910H0820013.12hT625折算厚度hT 3.5i 625mm，高厚比1M40106e114 0.744e 114mm, 0.18201 0.00213.22N350103hT62511 11120.1821120.7442 0.403;查得f 1.3N /mm2fA 0.4031.31.109106 581kN N 350kN承载力满足要求。21
13、5155 5 解：f=1.5 N/mm ,a010500183mm a 240mm,Al a0bb183200 36600mm21.5A0200 2370370 347800mm210.35 9.51 2.02 2.0取 2.0fAl 0.721.536600 76.86kN 85kN局部承压承载力不满足要求。15156 6 （条件不足，无法算出灌孔砌体抗压强度设计值。1 无标准差，无法得标准值，从而得不到设计值；2 不知Cb20 混凝土、MU10 砌块、Mb5 砂浆的强度平均值）M15106 83.3mm15157 7 解：f 2.31N /mm，e 3N18010212.650 50100
14、 0.20165050250283.3fn 2.31 21430 2.86N /mm20.002016245H0e83.34.2 0.17 8.57；h490h0.49查得 0.51nfnA 0.512.864902 350.2kN N 180kN安全15158 8 略15159 9 解：7（1）屋盖属二类，横墙间距40m,查表 15-6 可知属于刚弹性方案。（2）1 带壁柱墙验算39030.5240039019020.565.94106123.5mm形心轴位置：y13902001902400534103223904240039019031902390I 390 123.5 2400390190123.512122219.281087.77610811.4891083.102108 41.647108mm4i I41.647108 88.3mm；hT 3.5i 309mm3A53410s=40 m, H=6.5 m查表 15-8 得H01.2H 1.26.5 7.8m7.81.6 25.24,11,210.4 0.84, 240.309412 10.8424 20.16 不满足要求。2壁柱间墙体验算：2400y1y2190200s=4 m, H=6.5 m, sH;H0 0.6s 0.64 2.4m2.412.63 12 20.16满足要求。0.193908