混凝土結(jié)構(gòu)中冊混凝土結(jié)構(gòu)與砌體結(jié)構(gòu)設(shè)計習(xí)題答案

1、第11章混凝土結(jié)構(gòu)中冊習(xí)題答案11. 1解：1、求支座截面出現(xiàn)塑性鉸時的均布荷載首先計算支座截面極限抗彎承載力IMa：16 A s=603mrnq1C20混凝土查得fc=mm 3Asfy 603 3001fcb 9.6 20094mm bh0M uAAsfy(h0|)603 300(46594A?)75.6KNm按彈性分析：Ma MuAql21212Muaq125.2kN /m2、計算跨中極限抗彎承載力 Mu1 :2402 3009.6 20063mm,總彎矩M 總 M uAMu175.6Pu8M總73、若均布荷載同為2MAe -M 總-3則調(diào)幅系數(shù)12 75.66225.2kNm216 As

2、=402mmMu1 402 300 46552.3127.9kNm8 127.928.4kN/m62 pu,按彈性計算的支座彎矩2 127.9 85.3kNm3Ae M Au85.3 75-60.114M Ae85.311. 2 解：As1 =AsA=644mmfm,y=210N/mm h 0=120-20=100mm644 210,x 14.1mm9.6 1000bh0Mu644210(100 14)12.58kNm/m2Mu25.2kNm/ mPu8M總1： 1汚 12.6kN/m26352.3kNm28/101008/10100ZZZZ11. 3解：塑性鉸線位置如圖所示。l42AB取力矩

3、平衡:13(l a)2l a取出一塊梯形板塊為隔離體,對鉸支座m (l a) Pum PuPu24Pu24Pu l 2a24m2a l第12章12. 1解:y30.45影響線yiDmaxPmin*2*460.450.0751.60.0754.4 c ccc 0.8080.2670.8080.2672.150.9Pmaxy 0.918 9.8 10 9.82.1511511522.2kN0.9 247.25222.5kNPminPmax水平荷載系數(shù)DminD max22.20.12TkTmax,k222.5 43kN0.12 3.94109.84.098kN4.098 222.57.93kN11

4、5411512. 2 解:計算柱頂水平集中力Wk :柱頂標(biāo)高處z 1.0,檐口處 z 1.07WkW1k1.3 2.1W2k0.8 0.5 2.10.5 0.61.2 1.07 0.45 60.121.07 0.4567.54kNq1ks zWoB0.81.00.45 62.16kN /mq2k0.5 1.0 0.451.35kN/m(D剪力分配系數(shù)計算:WkC0 AC0 BnA0.14814.387.2 0.369 19.510.5 8.4 cc0.2;q1knBUaUbUa10.50.2 殛 110.008 5.7572.8680恃2.96因只需相對值,故略去109H3H3H3EcbC0A

5、H3Ec 14.38H32.868Ec1_;41.24;EcUb41.2498.96D計算約束反力19.5 2.96Ec1 ;57.72 ;Ech341.240.417，Ra、Rb：57.7298.96 2HB 爲(wèi) 0.583RaRb3 10.24110.1483.028198.968 10.2310.1483 10.24110.3693.00818.118 10.2310.3690.3620.3712.16 10.5q1 HC11A q2 HC11BC11BC11A1.35 10.58.215.26 13.47kN0.362 8.21kN0.371 5.26kN（剪力計算:Wk0.41713

6、.477.540.41721.018.76kNWk0.58313.477.540.58321.0112.25kNVa=()Vb=()A柱頂剪力B柱頂剪力B RA R彎矩圖:1q1H 22-1.352VaH10.51 2.16 10.520.55 10.527 10.5147.8kNm124.85kNm12.3解：從前題知nA=, n B=,350.31811計算剪力分配系數(shù):C0A2.53C0BUa1 0.318310.1482.84Ua10.3183-0.369UbEcH3EcUb36.3891.76計算約束反力C3AC3BRaRb1.51.5M1HM2H(36.3855.38)Ec91.7

7、6Ec0.4 ,RA、RB:10.318214.38 2.53119.5 2.84（相對值）36.38155.38鑿0.691.76310.3183 10.14810.31821 0.318310.369C3AC3B15.85柱頂剪力:VaRaVbRb彎矩圖:1.51.50.8991.1851.1380.8991.0551.278空 1.138111311.2781115.220.63kNR 15.850.415.85kN15.22kN0.6315.6kNR 15.220.6 0.6315.6kN12. 4 解：fy=300 N/mm2, F v=324 kN, Fh=78 kN, a=250

8、 mm324 103 250A 0.85 300800 4078 1031.2 300418 3122730mm小于最小配筋量 612的面積,故按構(gòu)造配筋12. 5由于解答不唯一，故從略。第15章15. 1解：查得砌體抗壓強度設(shè)計值f= N/mm2,e M 8.1 106N 250332.4mm ；103H06800620 10.97;32.40.052 ；62010.0015 1120.8460.73fA1 12o.052辰貢10.731.5 490 620332.66kNN 250kN按軸壓計算時6800 13.884901 1 0.0015 13.8820.776承載力應(yīng)會滿足15. 2

9、解：抗壓強度設(shè)計值 f= N/mm 2,翼墻間距s= m,層高 H= m,2H>s>H,計算高度 H 00.4s02H0.4 6.80.2 3.53.42m3.42 1.119.8,0.1910.00150 21 0.0015 19.82底層軸力N=118+*=0.630fA 0.63 1.191000190142.47129.7615. 3 解：叫 180kN,N。50kN, A0250 2 2402400.1752m22f 1.3N/mm ,a。10 靜 215mm 240mmA a0bb 215 25053750mm2;竺003.2635375010.35屈26 11.526

10、fAl0.7 1.526 1.3 53750 74.64kN Nl局部受壓不滿足要求。15. 4解：首先計算中和軸位置 y丄111I1 114360040490y=202_25382 2y 490 740 O.53600 490240 O.5202mm4905003600 240500慣性矩I:I 490 74031.6551210104901.0234A 490500回轉(zhuǎn)半徑折算厚度fA740 538 喪210100.35833600 2401.109hT3.5i40 106350 1031010$3.5386 1O10V 1.109 1061 12 0.1820.403 1.3承載力滿足要

11、求。625mm，114mm,hT3600 490 24033600 490 240 202 竺'2"6 210 mm179mm高厚比114625120.501910103.5386 1010mm21.109 106 581kNH。hT820062513.120.182,0.403；N 350kN20.74410.002 13.22查得 f 1.3N /mm125 解:2f= N/mm ,If 500a010183mm a 1.5A0200 237037010.35J9.5 12.02fA|0.7 21.536600240mm76.86kN 85kN局部承壓承載力不滿足要求。1

12、5.347800 mm22.0取 2.02A a0bb 183 20036600 mm15. 6 (條件不足，無法算出灌孔砌體抗壓強度設(shè)計值。無標(biāo)準(zhǔn)差，無法得標(biāo)準(zhǔn)值，從而得不到設(shè)計值;2不知Cb20混凝土、MU10砌塊、Mb5砂漿的強度平均值)15.7解：f22.31N /mm2,3；83.3mm180 10312.650Q0 10050 2500.2016n 2.312 83.32450.00201624302.86N /mm查得H。h4.20.490.518.57 ；83.34900.17nfnA0.51 2.86 4902350.2kNN 180kN 安全15.15.(1)屋蓋屬二類，橫墻間距40m,查表15-6可知屬于剛彈性方案。8略9 解:(2)帶壁柱墻驗算形心軸位置:y13903 0.52400 39019020.565.94 106390200 190 2400534 103123.5mmI390439023902123.52400 39019032400390 190 123.5190 219.28 108 7.77612108 11.489 108 3.102 108 41.647 108mm4i 卩 J4"647 1088.3mm ；3