现浇单向板结构设计

1、现浇钢筋混凝土单向板肋梁楼盖设计平面结构布置:二、板的设计（按塑性内力重分布计算）：1、板、次梁、主梁的截面尺寸确定。板厚hBM 80mm11一次梁hc(一一)1_= (1/121/18) x4.75=0.390.263 取 hc=400mm121811一b (一)hc= (1/21/3) x0.4=0.20.133 取 b=200mm。2311王梁 hz (1 ，)L= (1/81/14) x6.6=0.8250.47 取 hz=600mm,81411b (1 1)hz= (1/21/3) x600=300200 取 b=300mm。232、板的计算简图：板为多跨连续板，对于跨数超过五跨的等

2、截面连续板，其各跨受荷相同，且跨差不超过10%时，均可按五跨等跨度连续板计算。当按塑性内力重分布计算时，其计算跨度：中跨：10 1n=2200-200=2000mm11,、边跨：1o 1n hB 1n a.(a 120mm)221 c10=2200-100-150+1/2x80=1990mm 1n a =2010mm23、荷载计算：取1m宽板带计算：面层水磨石每平方米重X 1 =0.65kN/m板自重板厚X Y X 1=2kN/m平顶粉刷每平方米重X 1=0.25kN/m恒载：gk 2.9kN/m活载：pk 8 kN/m设计值总值：1.2gk 1.3pk = 13.88 kN/m计算简图4、内

3、力计算：用塑性内力重分布理论计算，则有口系数如下：-上 _:/1 工 1/H£vT?1716三rnsI7E4 则 M (1.2gk 1.3pk)l05、配筋计算：根据各跨跨中及支座弯矩可列表计算如下:截面1B2CM (kN m)Mi4.997Mb3.926M23.4700.8M22.776Mc3.4350.8Mc c2.748i fcbh；Ms-2ifcbh00.0990.0780.0690.0550.0680.054b ( b)0.1040.0810.0720.0570.0700.055s0.9480.9590.9640.9720.9650.972AsM / s fyho38629

4、9264209260207选钢筋810081008100810081008100实际配筋5035035035035035036、确定各种构造钢筋：详见板配筋图三、次梁设计(按塑性内力重分布计算)：1、确定计算跨度及计算简图当按塑性内力重分布计算时，其计算跨度:中跨:loln10=4700-300=4400mm边跨：l0 1.0251 n ln -a (a 240mm)2.1l0 =1.025x4450=4561.25lna =45702当跨差不超过10%时，按等跨连续梁计算。2、荷载计算：由板传来：板恒载妆梁间距=6.38 kN/m次梁肋自重：b(hc hB)装冈筋混凝土容重=1.6 kN/m

5、次梁粉刷重2 (hc hB)N粉刷层每平米重=0.16 kN/m恒载：gk 8.14kN/m活载：Pk 17.6 kN/m设计值总值：1.2gk 1.3pk = 32.648kN/m3、内力计算:%值：T/lg T/出 t/ll 1/11 1/瓦ZS-3716 1/17TIAB值：2-，4其中： M (g p)l；V (g P)ln4、正截面强度计算：1)、次梁跨中按T形截面进行正截面受弯承载力计算。翼缘计算宽度，边跨及中跨按 bf =10/3=4450/3=1467计算。跨中及只做截面按一排钢筋考虑，故取 小 '=365mm,翼缘厚度 h f =80mmifcb'hf(h0-

6、hf/2) =1.0x11.9x1467x80x (365-80/2) =453.89kn?m,此值大于跨中弯矩设计值Mi、M2、M3,故各跨跨中截面均属于第一类 T 形截面。支座按矩形截面计算。2)、钢筋截面计算如下：截面1B2CM ( kN m )61.986-61.98639.504-39.504i fcbho ( ifcb'fh；)2325748792.5 (31707550。s0.0260.1950.0170.124b ( b)0.0260.2190.0170.132s0.9860.8750.9910.929As M/sfyho574.12646.95364.04388.34

7、选择钢筋2 222 222 222 22实际配筋760760760760截面AB左B右CV (kN)57.460-86.19071.82671.8260.25fcbh0217.1750.7ftbh0 (=Vc)64.897箍筋肢数、直径8200820082008200AsvnAsv1s 1.25fyvAsvh°/(V Vc)按构造配按构造配按构造配按构造配实配箍筋251251251251四、主梁设计（内力按弹性理论计算）1、计算简图：9 / 15柱截面350X 350由于钢筋混凝土主梁抗弯刚度较钢筋混凝土柱大的多，故可将主梁视作较支于钢筋混凝土柱的连续梁进行计算。主梁端部支承于砖壁柱

8、上，具支承长度 a=370。则主梁计算跨度：中跨：10 l n 'b柱b主（支座中心线之距） 2210=6000边跨：101n 1b主 0.0251n 1n 1a 1b 柱22210 =67352、荷载计算：为简化计算，主梁自重亦按集中荷载考虑。次梁传来的荷载：次梁恒载 在梁间距=38.665 kN=0.572kN主梁自重：bz （hz hB）妆梁间距 乂”8.58 kN2 (hz主梁粉刷重:hB）欢梁间距 海平米粉刷层重恒载：Gk47.817 kN则 G 1.2Gk 57.38 kN活载：Q次梁活载 在梁间距 83.6 kN设计值总值：1.2Gk + 1.3Q=166.06kN+ 1

9、 I I I I I _ I I II. 上 山-11）、M k1GL k2QL其中，k1 k2可由书中表查取，L计算跨度，对于B支座，计算跨度可取相邻两跨的平均值。2）、V k3G k4Q其中，k3 k4可由书中表查取，3、内力计算：主梁弯矩计算KL弯矩组合表计算简图跨中支座K/M1K/M2 K/M31K/MBK/MCK/MDK/ME* *L, L f fT 170.240/92.7490.100/34.4280.122/42.002-0.281/-101.579-0.211/-72.643-0.211/-72.643-0.281/-101.579T Vf ff 10.287/210.360

10、0.228/148.674-0.140/-95.855-0.105/-68.468-0.105/-68.468-0.140/-95.855T fjf f0.216/140.849-0.140/-95.855-0.105/-68.468-0.105/-68.468-0.140/-95.855f v T1 10.227/166.1550.189/123.243-0.319/-218.413-0.057/-37.169-0.118/-76.945-0.137/-100.27811+，f f0.172/112.1580.198/129.112-0.093/-63.675-0.297/-193.667-

11、0.054/-35.212-0.153/-111.990，V0.274/200.557-0.179/-122.5580.048/31.390-0.013/-8.4770.003/2.1961r 10.198/129.112-0.131/-89.693-0.144/-93.9000.038/24.779-0.010/-7.320f 0.193/125.8510.035/25.619-0.140/-91.291-0.140/-91.2910.035/25.619注：标识该荷载下第四跨K/M4为0.209/136.285KL最不利弯矩组合表组合类型跨中支座K/M1K/M2K/M3K/MbK/McK/

12、MdK/Me1+2303.10934.428190.676-197.434-141.111-141.111-197.4341+392.749175.27742.002-197.434-141.111-141.111-197.4341+4258.904157.67142.002-319.992-109.812-149.588-201.8571+592.749146.586171.114-165.254-266.310-107.855-213.5691+6293.30634.42842.002-224.137-41.343-64.166-99.3831+792.749157.54042.002-1

13、91.272-166.543-47.864-108.8991+892.74934.428167.853-77.615-163.934-163.934-75.960最不利荷载303.109175.277190.676-319.992-266.310-149.588-213.569注：组合1+4 M4最不利弯矩为170.7134、主梁正截面和斜截面承载力计算: 正截面配筋计算 梁跨内按T形截面计算，翼缘计算宽度取.'， _ hbf =l0/3=6000/3=2000mm<b+s0=350+=5705mm,h=600mm, =80mm,取 h0=60035=565mm。判别T形截面类别

14、：按第一类T形截面试算边跨跨内截面x/h0=80/565=0.141<hf /h0=120/565=0.212故各跨内截面土WS于第一类 T 形截面。支座截面按矩形截面计算，取 h0=600-35=565mm。截面M1M2M3MBMCMDMEM(KN m)303.109175.277190.676-319.992-266.310-149.588-213.569bf或b (mm)200020002000300300300300s M/ 1fcb'fh02-2(s M / 1 fcbh0 )0.0390.0230.0250.2810.2340.1310.1871/2 s0.0390.

15、0230.0250.3380.2710.1400.209一_ ' . 一一一As1 bfh°fc/ fy(As1 bh0fc/ fy)(mm)174810301120227218229411405选配钢筋4 254 2547 2551252 25+3 222 25+3 225 25实配钢筋面积 (mnm)1963196319632454212221222454KL截面配筋计算表注:19631.09% > min (0.2%,0.45ft / fy) 0.2%600 300KL剪力组合表计算简图剪力K/VAK/VB 左K/VB 右K/VC 左K/VC 右K/VD 左K/V

16、D 右K/VE 左K/VE 右K/VF0.719-1.2811.07-0.9301.000-1.0000.930-1.0701.281-0.719! ff 141.256-73.50461.397-53.38057.380-57.38053.363-61.39778.504-41.2560.860-1.1400.0350.0351.000-1.000-0.035-0.0351.140-0.8601 193.465-123.8953.8043.804108.680-108.680-3.804-3.804123.895-93.465_n-0.140-15.215-0.140-15.2151.035

17、112.484-0.965-104.87600000.965104.876-1.035-112.4840.14015.2150.14015.2150.681-1.3191.262-0.738-0.061-0.0610.981-1.0190.1370.137f f! 1_H74.011-143.349137.154-80.206-6.629-6.629106.615-110.74514.88914.889-0.093-0.0930.796-1.2041.243-0.757-0.099-0.0991.153-0.847f f-10.107-10.10786.509-130.851135.089-8

18、2.271-10.759-10.759125.308-92.052f 10.821-1.1790.2270.227-0.061-0.0610.0160.016-0.003-0.00389.226-128.13424.67024.670-6.629-6.6291.7391.739-0.326-0.326f 1-0.131-0.1310.987-1.0130.1820.182-0.048-0.0480.0100.010-14.237-14.237107.267-110.09319.78019.780-5.217-5.2171.0871.0870.0350.035-0.175-0.1751.000-

19、1.0000.1750.175-0.035-0.0353.8043.804-19.019-19.019108.680-108.68019.01919.019-3.804-3.804KL最不利剪力组合表VVAVB左VB右VC左VC右VD左VD右VE左VE右VF1+2134.721-197.39965.201-49.576166.060-166.06049.559-65.201202.399-134.7211+326.041-88.719173.881-158.25657.380-57.380158.239-173.88163.289-26.0411+4115.267-216.853198.551

20、-133.58650.751-64.009159.978-172.14293.393-26.3671+531.149-83.611149.906-184.231192.469-139.65142.604-72.156203.812-133.3081+6130.482-201.63886.067-28.71050.751-64.00955.102-59.65878.178-41.5821+727.019-87.741168.664-163.47377.160-37.60048.146-66.61479.591-40.1691+827.019-87.741168.664-72.399166.060-166.06072.382-42.37874.700-45.060最不利荷载134.721-216.853198.881-184.231192.469-166.060159.9