《混凝土结构中册混凝土结构与砌体结构设计知识题目解析.docx》由会员分享，可在线阅读，更多相关《混凝土结构中册混凝土结构与砌体结构设计知识题目解析.docx（10页珍藏版）》请在三一办公上搜索。
1、.混凝土结构中册习题答案第11章11 1 解： 1 、求支座截面出现塑性铰时的均布荷载q 1首先计算支座截面极限抗弯承载力MuA ：C20 混凝土查得 f c=9.6N/mm2,316A s=603mm 2A1xAs f y603300b h01 f cb9.694mm200M uAAs f y(h0x )603300( 46594 )75.6KNm22按弹性分析： M AM uAql 2q12M uA12 75.625.2kNm,l 26212q125.2kN / m2、计算跨中极限抗弯承载力M u1 ： 2 16As=402mm240230063mm ,M u1402300 46563x2
2、0052.3kNm9.62总弯矩 M总M uAM u175.652.3127.9kNmpu l 2pu8M 总8 127.928.4kN / m由 M 总得l 26283、若均布荷载同为p u ,按弹性计算的支座弯矩M Ae2285.3kNmM 总127.933则调幅系数M AeM Au85.3 75.6M Ae0.11485.311 2解： As1 =A sA =644mm2/m ，f y=210N/mm2 ,h 0=120-20=100mm644210b h0x14.1mm9.610008/101008/10100AB,B.M u644210(10014) 12.58kNm/ m2M 总2
3、M u25.2kNm / mpu8M 总825.212.6kN / m 2l n2142111 3 解：塑性铰线位置如图所示。B1(l a)32ala4ala2lA取出一块梯形板块为隔离体，对铰支座AB 取力矩平衡：l21l alalam (l a)apu2322a42l a pu l 2am pul aa l apul a l aa2488324pu24m2a lal第12章12 1 解：y2y3y1y41.6y31y10.450.0756影响线y20.454.40.8086y41.60.2676yi10.075 0.8080.2672.15Dmax0.9Pmaxyi0.92.15115 0
4、.9 247.25 222.5kNPmin189.8109.8115 22.2kN2PminDminD max22.2222.543kNPmax115水平荷载系数0.12Tk10.12 3.94 10 9.84.098kN4Tmax, k4.098222.57.93kN11512 2解：Wk1.0,z 1.071 计算柱顶水平集中力：柱顶标高处z檐口处WkW1kW2k0.80.52.10.50.61.2 1.070.45 61.32.10.121.070.4567.54kN2q1ksz w0 B0.81.00.4562.16kN / mq2 k0.51.00.45 61.35kN / m3剪力
5、分配系数计算：WknA2.130.14814.38nB7.20.369q1k19.510.58.40.2;10.5.q2kAB.C0 A332.8680.23110.008 5.757110.148C0 B32.96 因只需相对值，故略去 10910.23110.369uAH 3H 3H 31Ec I 2 C 0 AEc14.382.868Ec;41.24uBH 31H 31;Ec19.52.96Ec57.7211Ec41.2457.72EcuAuBH398.963H41.2457.720.583A98.960.417，B98.964 计算约束反力RA、 RB：3 10.24113.028C1
6、1A0.1480.362198.968 10.2310.1483 10.24113.008C11B0.3690.37118.118 10.2310.369RAq1 HC11A2.1610.50.3628.21kNRBq2 HC11B1.3510.50.3715.26kNR8.21 5.2613.47kN剪力计算：5ARWk0.41713.477.540.41721.018.76kNBRWk0.58313.477.540.58321.0112.25kNA 柱顶剪力 V A=8.76-8.21=0.55Kn( )B 柱顶剪力VB=12.25-5.26=7kN().6 弯矩图：M A 底1 q1H
7、2VA H12.1610.520.55 10.5 124.85kNm22M B底11.3510.5710.5147.8kNm2M A =124.85kNM B=147.8kNm12 3 解：从前题知 nA =0.148,nB =0.369,3.50.318111计算剪力分配系数：CC32.530 A31Ec1110.3181u A0.148H 314.382.5336.380B32.84u BEc111H 319.52.8455.380.3183110.369.11(36.3855.38)Ec91.76Ec（相对值）uAuBH 3H 3A36.380.4 ，B55.380.691.7691.7
8、6计算约束反力RA、 RB：2C 3A1.51 0.31820.899M 1M 211.51.1381311.1850.3180.148C 3B1.510.31821.50.8991.27810.3183111.0550.369RAM 1C 3 A153.21.13815.85kNH11RBM 2C 3 B1311.27815.22kNH11ABR15.8515.220.63kN3柱顶剪力：VARAAVBRBBR15.850.40.6315.6kNR15.220.60.6315.6kN4弯矩图：98.6kNm76.4kNm54.6kNm54.6kNm18.4kNm40.6kNm12 4解： f
9、 y=300 N/mm2, FV=324 kN,Fh=78 kN,a=250 mmAs324 10 32501.278103418312 730mm20.8530080040300小于最小配筋量612 的面积，故按构造配筋.12 5 由于解答不唯一，故从略。第 15章15 1解：查得砌体抗压强度设计值f=1.5 N/mm2 ,eM8.110 632.4mm ;H 06800e32.4N250103h10.97 ;h0.052 ;6206200110.8461210.001511210.731121120.0521120.846fA0.731.5490620332.66kNN250kN6800按
10、轴压计算时13.88490010.776承载力应会满足 。0.001513.882115 2解：抗压强度设计值f=1.19 N/mm2 ,翼墙间距s=6.8 m,层高H=3.5 m,2HsH,计算高度H 00.4s02 H0.46.80.23.53.42m3.42 1.119.8 ,0.00150.1910 1 0.0015 19.82 0.63底层轴力 N=118+3.36*3.5=129.76Kn0 fA 0.631.191000190 142.47 129.7615 3解： N l180kN ,N 050kN ,A0 2502 240 240 0.1752m 2f1.3N / mm2,a
11、010600215mm240mm1.3.Ala0 bb215 2502;A017520053750 mmAl3.26 353750010.353.2611.5262fAl0.71.526 1.353750 74.64 kNN l局部受压不满足要求。15 4 解：首先计算中和轴位置y3600y=2022402114538500490y49074020.5360049024020.54905003600240202mm惯性矩 I:7403224032I490490740 53874036004903600490 240 2022401221221.65510101.023410100.358310
12、100.5019 10103.5386 1010 mm2A49050036002401.109106 mm2回转半径iI3.53861010179mmA1.109106.折算厚度hT3.5i625mm ，高厚比H 08200hT13.12625M40106114mme1140.182 ,10.744e35010 3,625013.22NhT1 0.0021120.403 ;查得 f1.3N / mm2112 0.18211120.744fA0.403 1.31.10910 6581kNN 350kN承载力满足要求。15 5解： f=1.5 N/mm2 ,a010500183mm a240mm
13、,Al a0bb 183 200 36600 mm21.5A02002370370347800 mm210.359.5 12.022.0取2.0fAl0.721.53660076.86kN85kN局部承压承载力不满足要求。15 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）15 7解： f2.31N / mm2 ，eM1510 683.3mmN18010312.650501000.20165050250f n2.31212 83.30.0020164302.86 N / mm2245
14、H 04.2e83.30.17h8.57 ；h4900.49.查得0.51n f n A0.51 2.86 490 2350.2kN N 180kN 安全15 8略15 9解：（ 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39030.5240039019020.565.9410 6123.5mm形心轴位置： y13902001902400534103390439022400390 19032I2240019012390123.512390 190 123.52219.281087.776 10811.4891083.10210841.647 108 mm4iI41.64710888.3mm；hT3.5i309mmA534103s=40 m,H=6.5 m查表 15-8得 H 01.2H1.2 6.57.8m7.825.24,11,210.41.60.84,240.309412 10.842420.16不满足要求。壁柱间墙体验算：2s=4 m, H=6.5 m, sH;H 00.6s0.642.4m2.412.631220.16满足要求。0.1924001190yy2200390
