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1.2(+0.5)+1.31.2(+0.5)-1.31.35+1.40.71.2+1.4 柱截面MMMNMN 五层边柱2.0017.54134.4698.09387.4596.72375.76 1.0050.22116.3199.39432.3095.29415.62 五层中柱2.00-138.4916.70-78.54451.97-77.38448.06 1.00-125.54-13.41-82.83496.81-79.27487.93 四层边柱2.00-13.87190.68192.62985.73226.00939.17 1.003.19170.52190.151030.58223.22979.03 四层中柱2.00-224.3474.66-147.301185.92-168.621149.98 1.00-201.0254.04-152.191230.77-176.301189.85 三层边柱2.00-52.87226.58101.321584.0496.331502.59 1.00-32.16205.63101.181628.8996.191542.45 三层中柱2.00-262.89115.91-85.611919.89-81.181851.95 1.00-262.90115.90-85.631964.74-81.211891.82 二层边柱2.00-64.94239.26101.672182.4196.662066.06 1.00-56.45247.75111.582227.26106.072105.93 二层中柱2.00-295.33149.14-85.152653.79-80.752553.86 1.00-299.49144.99-89.992698.64-85.342593.73 一层边柱2.00-115.65261.7585.222781.3181.032630.03 1.00-324.82378.9831.592858.0830.032698.28 一层中柱2.00-307.09189.61-68.423387.18-64.883255.28 1.00-444.61401.82-24.923463.95-23.643323.53 |M|max,NNmax,MNmin,M MNMNMN 134.46317.8798.09387.4517.54290.91 116.31357.7399.39432.3050.22330.77 -138.49329.96-78.54451.97-138.49329.96 -125.54369.83-82.83496.81-125.54369.83 226.00939.17192.62985.73-13.87773.47 223.22979.03190.151030.583.19813.34 -224.34921.13-147.301185.92-224.34921.13 -201.02961.00-152.191230.77-201.02961.00 226.581434.97101.321584.04-52.871236.20 205.631474.84101.181628.89-32.161276.07 -262.891494.82-85.611919.89-262.891494.82 -262.901534.82-85.631964.74-262.901534.68 239.262016.82101.672182.41-64.941685.74 247.752056.69111.582227.26-56.451725.60 -295.332049.96-85.152653.79-295.332049.96 -299.492089.83-89.992698.64-299.492089.83 261.752612.8085.222781.31-115.652122.05 378.982681.0431.592858.08-324.822190.29 -307.092598.57-68.423387.18-307.092598.57 -444.612666.81-24.923463.95-444.612666.81 ABCDEFGH l013.93.9333.33.43.93.9 l027.27.27.83.93.93.97.27.2 l01/l020.541667 0.541667 0.384615 0.769231 0.846154 0.871795 0.541667 0.541667 m1 0.301112 0.3286640.39676 0.238206 0.213276 0.217616 0.383656 0.282044 4.579914 4.9989793.57084 2.143854 2.322576 2.515641 5.835408 4.289889 m2 0.201544 0.1104880.12572 0.159558 0.171276 0.156352 0.135464 0.155596 3.065484 1.6805221.13148 1.436022 1.865196 1.807429 2.060407 2.366615 g+q7.77.77.77.77.77.77.77.7 m1 0.08170.08170.08290.06860.06260.06110.08170.0817 9.579.575.744.755.255.449.579.57 m2 0.05710.05710.0570.05630.05510.05470.05710.0571 6.696.693.953.904.624.876.696.69 0.8*m13.663931 3.999184 2.856672 1.715083 1.858061 2.012513 4.668326 3.431911 0.8*m22.452387 1.344418 0.905184 1.148818 1.492157 1.445943 1.648326 1.893292 m1(As)3.6652.862.142.322.014.674.29 m2(As)2.451.680.911.441.871.451.652.37 As1229.3313.3179.2134.1145.4125.9292.6268.8 As2175.4120.365.2103.1133.9103.8118.2169.7 0.8*m17.657.654.603.804.204.357.657.65 0.8*m25.355.353.163.123.703.905.355.35 |M|max,N 楼层 柱 截面 M MNMNMN 五边柱 顶107.5656 254.2936 78.47408 309.960214.028232.724 底93.0512 286.1848 79.50816 345.837840.1776 264.6152 中柱 顶-110.793 263.9688 -62.8352 361.5725 -110.793 263.9688 底-100.434295.86 -66.2641 397.4501 -100.434295.86 四边柱 顶180.8751.336 154.0959 788.5852 -11.0936 618.7784 底178.5792 783.2272 152.1211 824.46322.5504 650.6696 中柱 顶-179.47 736.9056 -117.838 948.7376-179.47 736.9056 底-160.814 768.7968 -121.751 984.6152 -160.814 768.7968 三边柱 顶181.264 1147.978 81.05936 1267.233 -42.2944 988.9624 底164.50721179.87 80.946481303.11 -25.7296 1020.854 中柱 顶-210.308 1195.854 -68.4865 1535.911 -210.308 1195.854 底-210.318 1227.856 -68.5022 1571.789 -210.318 1227.746 二边柱 顶191.4048 1613.459 81.33912 1745.932 -51.9552 1348.592 底198.19681645.35 89.261521781.81 -45.1632 1380.483 中柱 顶-236.266 1639.971 -68.1233 2123.034 -236.266 1639.971 底-239.588 1671.862 -71.9918 2158.911 -239.588 1671.862 一边柱 顶209.396 2090.236 68.17768 2225.045-92.516 1697.636 底303.18 2144.831 25.27056 2286.464 -259.855 1752.231 中柱 顶-245.674 2078.855 -54.7399 2709.742 -245.674 2078.855 底-355.6892133.45 -19.9396 2771.162 -355.6892133.45 五四三 M110.7966.26110.79179.47121.75160.81210.3268.5 N295.86397.45295.86768.8984.62768.81227.861571.79 b600600600600600600600600 h0560560560560560560560560 0.061576 0.082719 0.061576 0.160007 0.204924 0.160007 0.255549 0.327129 e0374.4677 166.7128 374.4677 233.4417 123.6518 209.1701 171.2899 43.58089 ea2020202020202020 ei394.4677 186.7128 394.4677 253.4417 143.6518 229.1701 191.2899 63.58089 ei/h00.704407 0.333416 0.704407 0.452575 0.256521 0.409232 0.341589 0.113537 12.101898 1.100222 2.101898 1.421951 0.892607 1.304927 1.122291 0.506551 l04.54.54.54.54.54.54.54.5 l0/h7.57.57.57.57.57.57.57.5 1.057039 1.120506 1.057039 1.088778 1.1398691.09818 1.117623 1.179417 2as/h00.142857 0.142857 0.142857 0.142857 0.142857 0.142857 0.142857 0.142857 -2as/h0 -0.08128 -0.06014 -0.081280.01715 0.0620670.01715 0.112691 0.184272 e676.9677 469.2128 676.9677 535.9417 423.7443 511.6701 473.7899 334.9884 As-1069.913 996.1999 1069.913 2201.026 2228.777 2101.346 3107.626 2812.668 As+212.1103 -143.578 212.1103 85.19056 -414.871 -14.4889 -96.1332-1120.2 1true11110.893110.507 二一 210.32239.5971.99239.59355.6954.74355.69 1227.751671.862158.911671.862133.452771.162133.45 600600600600650650650 560560560560610610610 0.255526 0.347956 0.449324 0.347956 0.376273 0.488745 0.376273 171.3052 143.3075 33.34553 143.3075 166.7206 19.75346 166.7206 2020202021.6721.6721.67 191.3052 163.3075 53.34553 163.3075 188.3906 41.42346 188.3906 0.3416160.291620.095260.29162 0.308837 0.067907 0.308837 1.122365 0.987375 0.457202 0.9873751.033860.383351.03386 4.54.54.54.55.35.35.3 7.57.57.57.5 8.153846 8.153846 8.153846 1.117613 1.135986 1.192753 1.135986 1.153769 1.267842 1.153769 0.142857 0.142857 0.142857 0.142857 0.131148 0.131148 0.131148 0.112669 0.205099 0.306466 0.205099 0.245126 0.357598 0.245126 473.8052445.515323.628445.515 502.3591 337.5184 502.3591 3107.449 3978.839 3732.285 3978.839 5222.993 4558.078 5222.993 -96.066 -152.337 -1275.06 -152.337 74.05149 -1666.67 74.05149 10.9870.4570.98710.3831 五四三二一 Hn3.53.53.53.55.2 b600600600600650 h0560560560560610 =Hn/2h03.1253.1253.1253.125 4.262295 RE*V83.74150.01144.33162.62133.13 0.2fcbh0960.96960.96960.96960.961133.99 1.05ftbh0/( +1)126.126126.126126.126126.126 148.8362 0.3fcbh 1544.41544.41544.41544.4 1812.525 N345.84824.461303.111781.812286.46 0.056N19.36704 46.16976 72.97416 99.78136 128.0418 1.05ftbh0/( +1)+0.056N145.493 172.2958 199.1002 225.9074 276.8779 -61.753 -22.2858 -54.7702 -63.2874 -143.748 轴压比0.090.2140.3390.4640.504 v0.060.060.060.080.09 vfc/fyv 0.004086 0.004086 0.004086 0.005448 0.006129 %0.408571 0.408571 0.408571 0.544762 0.612857 乌海大学毕业设计一 工程概况本工程为某高校教学楼。工程为五层现浇钢筋混凝土框架结构。屋面板顶面标高为18.6m。工程所在地抗震设防烈度为7度，设计基本地震加速度为0.10g，设计地震分组为第一组，场地类别为类。屋面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，40120厚（1%找坡）膨胀珍珠岩保温层，四层作法防水层（一毡二油上铺小石子）。楼面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，水磨石面层。墙身做法：由普通砖砌筑而成，普通砖自重18kN/m3，厚度240mm。门窗做法：门为木门，自重0.2 kN/m2，窗为钢窗玻璃窗，自重0.4 kN/m2。风荷载标准值0.4kN/m2，雪荷载标准值0.65kN/m2。活荷载：上人屋面均布活荷载标准值2.0kN/m2，楼面活荷载标准值2.0kN/m2。本设计计算书包括屋盖、楼盖、框架主体结构、楼梯、基础等部分的计算和设计。- 0 -乌海大学毕业设计十 截面设计（一）梁截面设计1正截面受弯承载力计算1）已知条件混凝土强度等级选用C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋选用HRB335（fy= fy=300N/mm2），箍筋选用HRB235（fy= fy=210N/mm2）。梁的截面尺寸为300800，300600两种，则h01=800-35=765mm，h02=600-35=565mm。2）构造要求（1）承载力抗震调整系数RE=0.75（2）三级抗震设防要求，框架梁的混凝土受压区高度x0.35h0则x10.35h01=0.35765=267.75mmx20.35h02=0.35565=197.75mm（3）梁的纵筋最小配筋率：支座：0.25%300765=573.75mm2(551.43/300) %300765=417.83mm20.25%300565=423.75mm2(551.43/300) %300565=256.09mm2所以：As1min=573.75mm2As2min=423.75mm2跨中：0.2%300765=459mm2(451.43/ 300) %300765=341.86mm20.2%300565=339mm2(451.43/300) %300565=252.48mm2所以：As1min=459mm2As2min=339mm2（4）箍筋的配箍率箍筋的配筋率svmin=0.24ft/fyv=0.241.43/210=0.16%4）配筋计算因结构、荷载均对称，故整个框架采用左右对称配筋。当梁下部受拉时，按T形截面控制。当梁上部受拉时，按矩形截面设计。以第五层AB跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。（1）跨中下部受拉，按T形截面设计。翼缘计算宽度按跨度考虑时，bf=l/3=7.2/3=2.4m=2400mm；当按梁间间距考虑时，bf=b+Sn=300+(3900-150-100)=3050mm；当按按翼缘厚度考虑时，h0=765mm,hf/h0=100/765=0.1310.1,此种情况不起控制作用。综上，取bf=2400mm。考虑抗震承载力调整系数RE=0.75，弯矩设计值为0.75132.73=99.55kNm。因为，故属第一类截面。，而Asmin=459mm2，故配筋218，As=509mm2（2）支座（以左支座为例）将下部截面的218钢筋深入支座，作为支座负弯矩作用下的受压钢筋（As=509mm2）,再计算相应的受拉钢筋As。考虑抗震承载力调整系数，弯矩设计值为0.7596.19=72.14kNm。，说明As富余，且达不到屈服，可以近似取而Asmin=573.75mm2，故配筋220，As=628mm2全部梁的正截面配筋计算过程与结果见下表。梁正截面配筋计算表楼层截面M(kNm)As(mm2)As(mm2)实配As(mm2)As/As五1-72.140509329318,7630.67299.550.005435218,5093-70.610509322318,7630.674-44.010509201218,5091.052.810.00117218,509四1-168.970.001760772320,9420.812145.020.007634222,7603-156.630760715320,9420.814-88.5615时，2=1.15-0.01l0/h且1.0。，取Cm=1.02S/h0，；2S/h0，具体计算与配筋过程见下列两表。- 1 -边柱五层四层三层二层一层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM (KNm)107.5779.5140.18180.80154.1011.09181.2681.0642.29198.2089.2651.96303.1868.18259.86N (KN)286.18345.84264.62783.23824.46650.671179.871303.111020.851645.351781.811380.482144.832286.461752.230.0600.0720.0550.1630.1720.1350.2460.2710.2120.3420.3710.2870.3780.4030.309大小偏心大大大大大大大大大大大大大大大e0=M/N (mm)375.88229.90151.84230.84186.9117.04153.6362.2141.43120.4650.1037.664141.3529.82148.30ea (mm)20202020202020202020202021.6721.6721.67ei= e0+ ea (mm)395.88249.90171.84250.84206.9137.04173.6382.2161.43140.4670.1057.64163.0251.49169.97ei/h00.710.450.310.450.370.070.310.150.110.250.130.100.270.080.2811.01.01.01.01.00.3791.00.5960.4960.8770.5380.4780.9220.4280.952l0 (m)2.522.522.522.522.522.522.522.522.522.522.522.523.713.713.71l0/h4.24.24.24.24.24.24.24.24.24.24.24.25.715.715.7121.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0571.0901.1311.0901.1091.2301.1301.1631.1821.1411.1731.1871.1641.2411.1622aS/h00.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1310.1310.131e (mm)678.38532.40454.34533.34489.41305.57456.13355.62332.59420.20342.20328.39474.72348.88482.56AS=AS(mm2)10389846438000000000000实配钢筋420420420420422面积(mm2)12561256125612561520S(%)1.121.121.121.121.15边柱正截面配筋计算表中柱正截面配筋计算表中柱五层四层三层二层一层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM (KNm)110.7966.26110.79179.47121.75160.81210.3268.5210.32239.5971.99239.59355.6954.74355.69N (KN)295.86397.45295.86768.8984.62768.81227.861571.791227.751671.862158.911671.862133.452771.162133.450.0620.0830.0620.1600.2050.1600.2560.3270.2560.3480.4490.3480.3760.489大小偏心大大大大大大大大大大大大大大大e0=M/N (mm)374.47166.71374.47233.44123.65209.17171.2943.58171.31143.3133.35143.31166.7219.75166.72ea (mm)20202020202020202020202021.6721.6721.67ei= e0+ ea (mm)394.47186.71394.47253.44143.65229.17191.2963.58191.31163.3153.35163.31188.3941.42188.39ei/h00.700.330.700.450.260.410.340.110.340.290.100.290.310.070.3111.01.01.01.00.8931.01.00.5071.00.9870.4570.9871.00.3831.0l0 (m)2.522.522.522.522.522.522.522.522.522.522.522.523.713.713.71l0/h4.24.24.24.24.24.24.24.24.24.24.24.25.715.715.7121.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0571.1211.0571.0891.1401.0981.1181.1791.1181.1361.1931.1361.1541.2681.1542aS/h00.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1310.1310.131e (mm)676.97469.21676.97535.94423.74511.67473.79334.99473.81445.51323.63445.51502.36337.52502.36AS=AS(mm2)1070997106986000000007500实配钢筋420420420420422面积(mm2)12561256125612561520S(%)1.121.121.121.121.155柱斜截面承载力计算计算要点：框架柱斜截面计算时的抗震调整系数为RE=0.85。当1时，取=1；当3时，取=3。时截面满足要求。当N0.3fcA时取实际值计算；当N0.3fcbh时取0.3fcbh计算。时按构造配箍，否则按计算配箍。箍筋加密区长度底层柱根部取2000mm，其他端部取为1000mm。具体计算与配筋过程见下列两表边柱斜截面配筋计算表边柱五层四层三层二层一层Hn (m)3.53.53.53.55.2=Hn/(2h0)3.133.133.133.134.26REVC (KN)83.74150.01144.33162.62133.130.2 fcbh0 (KN)960.96960.96960.96960.961133.99截面是否满足要求满足满足满足满足满足126.13126.13126.13126.13148.840.3fcbh (KN)1544.401544.401544.401544.401812.53N (KN)345.84824.461303.111781.812286.460.056N19.3746.1772.9799.78128.04+145.49172.30199.10225.91276.88(ASV)/s00000vfc/fyv(%)0.4090.4090.4090.5450.613实配箍筋加密区410100(1.05)410100(1.05)410100(1.05)410100(1.05)412100(1.39)非加密区410150(0.70)410150(0.70)410150(0.70)410150(0.70)412150(0.93)中柱斜截面配筋计算表中柱五层四层三层二层一层Hn (m)3.53.53.53.55.2=Hn/(2h0)3.133.133.133.134.26REVC (KN)88.17142.04175.57198.63156.190.2 fcbh0 (KN)960.96960.96960.96960.961133.99截面是否满足要求满足满足满足满足满足122.30122.30122.30122.30113.130.3fcbh (KN)1544.401544.401544.401544.401812.53N (KN)397.45984.621571.792158.912771.1622.2655.1488.02120.90155.18+144.56177.44210.32243.20268.32(ASV)/S00000VfC/fyV(%)0.4090.4090.4090.5450.613实配箍筋加密区410100(1.05)410100(1.05)410100(1.05)410100(1.05)412100(1.39)非加密区410150(0.70)410150(0.70)410150(0.70)410150(0.70)412150(0.93)乌海大学毕业设计十一 楼梯设计楼梯间开间为3.9m，进深为7.2。采用板式楼梯，底层为等跑楼梯，共28级踏步，踏步宽0.3米，其踏步的水平投影长度为130.3=3.9m，二层及其以上层楼梯均为等跑楼梯，共24级踏步，踏步宽0.3米，其踏步的水平投影长度为110.3=3.3m。楼梯的踢面和踏面均做水磨石层，底面为水泥砂浆粉刷。混凝土强度等级C30。板采用HPB235钢筋，梁纵筋采用HRB335钢筋。（一） 底层楼梯设计1梯段板TB1设计板倾斜角tan=150/300=0.5，cos=0.894。板斜长为3.9/0.894=4.36m，板厚约为板斜长的1/30，h=140mm。取1m宽板带计算。1）荷载计算梯段板的荷载计算列于下表。恒荷载分项系数G=1.2，活荷载分项系数为Q=1.4。总荷载设计值p=1.27.75+1.42.5=12.8kN/m。梯段板荷载计算表荷载种类荷载标准值 (kN/m)恒荷载水磨石面层(0.3+0.15)0.65/0.3=0.98水泥砂浆找平(0.3+0.15) 0.0220/0.3=0.6三角形踏步0.50.30.1525/0.3=1.88混凝土斜板0.1425/0.894=3.91板底抹灰0.0217/0.894=0.38小计7.75活荷载2.52）截面设计板水平计算跨度ln=3.9m，弯矩设计值。板的有效高度h0=140-20=120mm。则，选配12120，实际As=943mm2分布筋为8300。2平台板PTB1设计设平台板厚100mm，取1m宽带板计算。1）荷载计算平台板的荷载计算见下表。荷载设计值p=1.23.89+1.42.5=8.17kN/m平台板荷载计算表荷载种类荷载标准值 (kN/m)恒荷载水磨石面层0.65水泥砂浆找平0.0220=0.4混凝土板0.125=2.5板底抹灰0.0217=0.34小计3.89活荷载2.52）截面设计平台板的计算跨度l0=1.80-0.65/2=1.475m弯矩设计值板的有效高度h0=100-20=80mm则，选配8200，实际As=252mm23平台梁TL1设计设平台梁截面尺寸为200mm400mm1）荷载计算平台梁的荷载计算见下表。总荷载设计值1.220.57+1.46.97=34.67kN/m平台梁荷载计算表荷载类型荷载标准值(kN/m)恒荷载梁自重0.20.425=2梁侧粉刷0.02(0.4-0.1) 217=0.2平台板传来3.891.675/2=3.26梯段板传来7.753.9/2=15.11小计20.57活荷载2.5(3.9/2+1.675/2)=6.972）截面设计计算跨度l0=1.05ln=1.05(3.9-0.24)=3.84m弯矩设计值剪力设计值截面按倒L形计算，bf=b+5hf=200+5100=700mm，梁的有效高度h0=h0-as=400-35=365mm经判别属第一类T形截面。则，选配416，实际As=80 4mm2配置10200箍筋，则斜截面受剪承载力为 满足要求。（二） 其他层楼梯设计1梯段板TB2设计板倾斜角tan=150/300=0.5，cos=0.894。板斜长为3.3/0.894=3.69m，板厚约为板斜长的1/30，h=120mm。取1m宽板带计算。1）荷载计算梯段板的荷载计算列于下表。荷载设计值p=1.27.2+1.42.5=12.14kN/m。梯段板荷载计算表荷载种类荷载标准值 (kN/m)恒荷载水磨石面层(0.3+0.15)0.65/0.3=0.98水泥砂浆找平(0.3+