鋼筋混凝土課程設(shè)計(jì)總結(jié)

鋼混課程設(shè)計(jì)總結(jié)101411組組員：楊金元任建張磊李宏洋崗位職責(zé)及任務(wù)安排計(jì)算階段：任建楊金元張磊模型階段：張磊李宏洋楊金元任建畫圖階段：張磊楊金元任建鋼筋材料表：任建李宏洋板的設(shè)計(jì)截

面1B2、3C彎矩M（KN·m）3.98-3.122.088-2.0880.1340.1050.0700.0700.144<0.350.1110.0730.073①～②⑤～⑥285.6220.15182.47182.47實(shí)配鋼筋（mm2）Φ8@170As=296Φ6/8@170As=296Φ6/8@170As=231Φ6/8@170As=231軸線②～⑤285.6220.15144.78144.78實(shí)配鋼筋（mm2）Φ8@170As=296Φ6/8@170As=296Φ6@170As=166Φ6@170As=166As=asAs=ξ板的配筋計(jì)算次梁設(shè)計(jì)截面A支座B支座（左）B支座（右）C支座剪力系數(shù)β0.40.60.50.50.4×27.60×6.45=71.21KN0.60×27.60×6.45=106.81KN0.5×27.60×6.3=88.94KN88.94KN截面1（邊跨中）B（支座）2、3（中間跨中）C（中間支座）27.60×6.452/11=104.38KN·m27.60×6.452/11=-104.38KN·m27.60×6.452/16=68.47KN·m-27.60×6.32/14=-68.47KN·m次梁彎矩計(jì)算彎矩系數(shù)--M=次梁剪力計(jì)算V=次梁正截面受彎承載力計(jì)算asξ截

面1B2C彎矩設(shè)計(jì)值

（KN·m）104.38-104.3868.47-68.470.0190.1660.0130.1090.0190.1830.0130.116計(jì)算配筋（mm2）621.2695.7415.1441.0實(shí)際配筋（mm2）2Φ16+2Φ14As=7102Φ14+2Φ16As=7103Φ14As=4613Φ14As=461截面A支座B支座（左）B支座（右）C支座V(KN)69.88-104.8286.94-86.940.25βcfcbh0342.13>V342.14>V342.15>V342.16>V

(KN)102.24>Vc102.25<Vc102.26>Vc102.27>Vc選用箍筋Φ8Φ8Φ8Φ8ASV=nASV150.350.350.350.3按構(gòu)造配置按構(gòu)造配置按構(gòu)造配置按構(gòu)造配置實(shí)配箍筋間距s（mm）180180180180140.8140.8140.8140.8配箍率1.118%1.118%1.118%1.118%

Vcs=次梁抗剪配筋計(jì)算Vcs=Vcs=Vcs=主梁設(shè)計(jì)項(xiàng)次荷載簡(jiǎn)圖彎矩值剪力值KM1KMBKVAKVB①0.222118.82-0.333178.230.66754.92-1.334-109.85②0.222163.43-0.333245.140.66725.54-1.334-151.08③0.278204.65-0.167122.940.83394.34-1.167-132.17最不利內(nèi)力組合①+②282.25432.37130.46-260.93②+③323.47301.17149.26-242.02內(nèi)力設(shè)計(jì)值及包絡(luò)圖截面跨中(T形)支座(矩形)M(KN·m)323.47384.25b或bf`2167300h0(mm)6606100.0290.2890.0290.3513712117實(shí)配鋼筋（mm2）2Φ202Φ22As=13882Φ142Φ223Φ22As=2208主梁正截面承載力計(jì)算asAs=ξ或截面邊支座A支座BV(KN)149.26260.930.25βcfcbh0589>V544>V

164.9>V152.43<V選用箍筋2Φ82Φ8ASV=nASV1100.6100.6按構(gòu)造配置169.67實(shí)配箍筋間距s（mm）200