钢模板计算书

1、模板计算书1 计算依据GB 50002001GB 50012003GB 50002003GB 50012002GB 50205-20011 参考资料建筑结构施工规范钢结构设计规范木结构设计规范混凝土结构设计规范钢结构工程施工质量验收规范2侧压力计算混凝土作用于模板的侧压力，根据测定，随混凝土的浇筑高度而增加，当浇筑高度达到某一 临界时，侧压力就不再增加，此时的侧压力即为新浇筑混凝土的最大侧压力。侧压力达到最大值 的浇筑高度称为混凝土的有效压头。通过理论和实践，可按下列二式计算，并取其最小值：F 0.22 氏 1 2V1/2F cH式中F-新浇筑混凝土对模板的最大侧压力KN/mf)Y-混凝土的重

2、力密度kN/m3)，此处取26kN/mft0-新浇混凝土的初凝时间(h),可按实测确定。当缺乏实验资料时，可采用t0=200/(T+15) 计算；假设混凝土入模温度为25°C,即T=25C, t0=50.22 26 5 1.0 1.0、2545.2KN / m2FcH =26x9=234KN/m取二者中的较小值，F= *有效压头高度：h F / c 45/26 1.74m倾倒混凝土产生的水平载荷标准值kN/ m2q 45.2 1.24 1.4 60KN / m2柱模板侧压力计算F 0.22 氏 1 2V1/20.22 26 5 1.0 1.15、2.5252KN / mFcH =26

3、x9=234KN/m取二者中的较小值，F=52kN/ n2有效压头高度：h F/ c 52/26 2m倾倒混凝土产生的水平载荷标准值kN/ m22q 52 1.2 6 1.4 71KN /m综上,大模板混凝土侧压力标准值为45KN/m,设计值为60KN/n?;柱模板混凝土侧压力标准值为52KN/m,设计值为80KN/ni3.模板计算模板浇筑高度为，面板采用5mm冷轧钢板；竖向背楞采用8#槽钢，间距为300mm水平背 楞采用双10号槽钢背楞，间距1000mm每隔1000x1000可距设置D20拉杆一道。面板验算将面板视为支撑在8#槽钢的三跨连续梁计算，面板长度取板长1000mm板宽度b=1500

4、mm面板为5mm厚冷轧钢板8#槽钢间距为300mm)3.1.1强度验算作用在面板上的线荷载为：q1 ql =60x仁60N/mm面板最大弯矩：Mmax q10=60x300x3000=?mm面板的截面系数：W bh 6 = 6 x1500x5=1(3mm应力： M max W =mm2< fm =215 N/mW故满足要求其中：fm-钢材抗弯强度设计值，取215 N/mn2E弹性模量，钢材取N/mm23.1.2挠度验算：挠度验算采用标准荷载，同时不考虑振动荷载的作用，则线荷载为：q245x1 45KN / m面板挠度由式q2l4.150EI=45x30”=<w =300400=0.

5、75mm故满足要求面板截面惯性矩：匸bh/12=1500X512=10mm8#槽钢验算：8#曹钢作为竖肋支承在横向背楞上，可作为支承在横向背楞上的连续梁计算，其跨距等于横 向背楞的间距最大为L=1000mm8#曹钢的线荷载为：q3 ql =18N/mm丨-10#曹钢之间的水平距离3.2.1强度验算1最大弯矩 Mmaxq3L2=?mm108#曹钢截面系数:42W 2.53 10 mm应力： Mmax. W 1.8 106/2.53 10471.2N /mm2 < fm =215N/mm2 满足要求8#槽钢截面惯性矩：44I 101 104mm4322刚度验算：挠度验算采用标准荷载，同时不考

6、虑振动荷载的作用，则线荷载为：q245x0.313.5KN /m悬臂部分挠度：w=q8EI=1mmvw=1.2mmw-容许挠度，w=L500,L=600mm跨中挠度：w= ql4 （5-24入 2） /384 EI=/=<w=2.5mm 满足w-容许挠度，w=L400,L=1000mm入-悬臂部分长度与跨中部分长度之比，启600/1000。槽钢背楞验算：槽钢作为主背楞支承在对拉螺杆上，可作为支承在拉杆上的连续梁计算，其跨距等于对拉螺栓的间距最大为L1=1000mm3.3.1强度验算侧压力作用在槽钢上的集中荷载为：q560 1 60KN /MM最大弯矩maxX5L210=6x10N?mm应

7、力：Mmax/W 6 106/79.4 103 75.6N /mm2<fm=215N/mn2 满足要求双10#槽钢截面系数：W=10 mm其中:fm钢材抗弯强度设计值，取215N/mmf;110槽钢的惯性矩，l=198X10nm4E钢材弹性模量，取mm2;332刚度验算：挠度验算采用标准荷载，同时不考虑振动荷载的作用，则线荷载为：q245x1 45KN / m悬臂部分挠度w=q1/8EI=45x50/=vw=1.3mmw-容许挠度，w=500500,L=500mm跨中部分挠度w= q4 (5-24X2) /384 EI=45x100fic/=1mm<w=满足w-容许挠度，w=L40

8、0,L=1000mmX-悬臂部分长度与跨中部分长度之比，启10=对拉螺栓计算：对拉螺栓采用D20螺杆；纵向间距为1000mm横向间距为800mm。对拉螺栓经验公式如下：N A fN-对拉螺栓所承受的拉力的设计值。一般为混凝土的侧压力A-对拉螺栓净截面面积(mm2) A=314mrfif -对拉螺栓抗拉强度设计值45#钢)(f 320 N/mm2)N 1 0.8x60 48 KNAf 177 32056.6KN>48KN故满足要求Ack no wledgeme ntsMy deepest gratitude goes first and foremost to Professor aaa

9、, my supervisor, for her con sta nt encouragement and guidanee. She has walked me through all the stages of the writing of this thesis. Without her con siste nt and illu min at ing in structi on, this thesis could not havereached its prese nt form.Secon d, I would like to express my heartfelt gratit

10、ude to Professor aaa, who led me into the world of translation. I am also greatly indebted to the professors and teachers at the Department of En glish: Professor dddd, Professor ssss, who have in structed and helped me a lot in the past two years.Last my thanks would go to my beloved family for the

11、ir loving considerations and great con fide nce in me all through these years. I also owe my sin cere gratitude to my frie nds and my fellow classmates who gave me their help and time in listening to me and helping me work out my problems duri ng the difficult course of the thesis.My deepest gratitu

12、de goes first and foremost to Professor aaa , my supervisor, for her con sta nt encouragement and guidance. She has walked me through all the stages of the writing of this thesis. Without her con siste nt and illu min at ing in structi on, this thesis could not havereached its prese nt form.Secon d,

13、 I would like to express my heartfelt gratitude to Professor aaa, who led me into the world of translation. I am also greatly indebted to the professors and teachers at the Department of En glish: Professor dddd, Professor ssss, who have in structed and helped me a lot in the past two years.Last my thanks would go to my beloved family for their loving considerations and great con fide nce in me all through these