鋼模板計算書

1、精選優(yōu)質(zhì)文檔-傾情為你奉上模板計算書1.計算依據(jù)1參考資料建筑結(jié)構(gòu)施工規(guī)范 GB 500092001鋼結(jié)構(gòu)設計規(guī)范 GB 500172003木結(jié)構(gòu)設計規(guī)范 GB 500052003混凝土結(jié)構(gòu)設計規(guī)范 GB 500102002鋼結(jié)構(gòu)工程施工質(zhì)量驗收規(guī)范 GB 50205-20012.側(cè)壓力計算混凝土作用于模板的側(cè)壓力，根據(jù)測定，隨混凝土的澆筑高度而增加，當澆筑高度達到某一臨界時，側(cè)壓力就不再增加，此時的側(cè)壓力即為新澆筑混凝土的最大側(cè)壓力。側(cè)壓力達到最大值的澆筑高度稱為混凝土的有效壓頭。通過理論和實踐，可按下列二式計算，并取其最小值： 式中 F-新澆筑混凝土對模板的最大側(cè)壓力（KN/m2） c-混

2、凝土的重力密度（kN/m3），此處取26kN/m3 t0-新澆混凝土的初凝時間（h）,可按實測確定。當缺乏實驗資料時，可采用t0=200/(T+15)計算；假設混凝土入模溫度為250C，即T=250C，t0=5V-混凝土的澆灌速度（m/h）;取2.5m/hH-混凝土側(cè)壓力計算位置處至新澆混凝土頂面的總高度（m）;取9m1-外加劑影響修正系數(shù)，不摻外加劑時取1；摻具有緩凝作用的外加劑時取1.2。 2-混凝土塌落度影響系數(shù)，當塌落度小于 30mm時，取0.85；5090mm時，取1；110150mm時，取1.15。大模板側(cè)壓力計算 =26x9=234KN/m取二者中的較小值，F(xiàn)=45.2kN/ m

3、2有效壓頭高度：傾倒混凝土產(chǎn)生的水平載荷標準值4.0 kN/ m2 柱模板側(cè)壓力計算 =26x9=234KN/m取二者中的較小值，F(xiàn)=52kN/ m2有效壓頭高度：傾倒混凝土產(chǎn)生的水平載荷標準值6.0 kN/ m2 綜上,大模板混凝土側(cè)壓力標準值為45KN/m2,設計值為60KN/m2；柱模板混凝土側(cè)壓力標準值為52KN/m2,設計值為80KN/m2。3.模板計算模板澆筑高度為2.85m，面板采用5mm冷軋鋼板；豎向背楞采用8#槽鋼，間距為300mm；水平背楞采用雙10號槽鋼背楞，間距1000mm,每隔1000x1000間距設置D20拉桿一道。 3.1面板驗算將面板視為支撐在8#槽鋼的三跨連續(xù)

4、梁計算，面板長度取板長1000mm，板寬度b=1500mm，面板為5mm厚冷軋鋼板,8#槽鋼間距為300mm。3.1.1強度驗算作用在面板上的線荷載為： =60x1=60N/mm面板最大彎矩：=60x300x300/10=0.54x106Nmm面板的截面系數(shù)：=x1500x52=6.25x103mm3應力：=0.54x106/6.25x103=86.4N/mm2<=215 N/mm2 故滿足要求其中：-鋼材抗彎強度設計值，取215 N/mm2E-彈性模量，鋼材取2.1x105 N/mm23.1.2撓度驗算：撓度驗算采用標準荷載，同時不考慮振動荷載的作用，則線荷載為：面板撓度由式=45x3

5、004/(150x2.1xx1.56x104) =0.74mm<=300/400=0.75mm 故滿足要求面板截面慣性矩：I=bh3/12=1500X53/12=1.56X104mm43.2 8#槽鋼驗算：8#槽鋼作為豎肋支承在橫向背楞上，可作為支承在橫向背楞上的連續(xù)梁計算，其跨距等于橫向背楞的間距最大為L=1000mm。8#槽鋼的線荷載為： =60x0.3=18N/mm-10#槽鋼之間的水平距離3.2.1強度驗算最大彎矩=0.1x18x10002=1.8x106Nmm8#槽鋼截面系數(shù)：應力：<=215N/mm2 滿足要求8#槽鋼截面慣性矩：3.2.2剛度驗算：撓度驗算采用標準荷載

6、，同時不考慮振動荷載的作用，則線荷載為：懸臂部分撓度：w=ql4/8EI=13.5x6004/(8x2.1x105x101x104)=1mm<w=1.2mmw-容許撓度，w=L/500,L=600mm 跨中撓度：w= q2l4（5-242）/384 EI =13.5x10004(5-24x0.6)/(384x2.1x105x101x104)=1.56mm<w=2.5mm 滿足w-容許撓度，w=L/400,L=1000mm-懸臂部分長度與跨中部分長度之比，= 600/ l000=0.6。3.3槽鋼背楞驗算：槽鋼作為主背楞支承在對拉螺桿上，可作為支承在拉桿上的連續(xù)梁計算，其跨距等于對拉

7、螺栓的間距最大為L1=1000mm。3.3.1強度驗算 側(cè)壓力作用在槽鋼上的集中荷載為：最大彎矩=0.1x60x10002=6x106Nmm應力：<=215N/mm2 滿足要求雙10#槽鋼截面系數(shù)：W=39.7x2x103=79.4x103 mm3其中：fm鋼材抗彎強度設計值，取215N/mm2;I10槽鋼的慣性矩，I=198X104mm4E鋼材彈性模量，取2.1X105N/mm2;3.3.2剛度驗算：撓度驗算采用標準荷載，同時不考慮振動荷載的作用，則線荷載為：懸臂部分撓度:w=q14/8EI=45x5004/(8x2.1x105x2x198x104)=0.42mm<w=1.3mm

8、w-容許撓度，w=500/500,L=500mm跨中部分撓度w= ql4（5-242）/384 EI =45x10004x(5-24x0.5)/(384x2.1x105x198x2x104)=1mm<w=2.5mm 滿足w-容許撓度，w=L/400,L=1000mm-懸臂部分長度與跨中部分長度之比，= 0.5/ l0=0.53.5對拉螺栓計算： 對拉螺栓采用D20螺桿；縱向間距為1000mm，橫向間距為800mm。 對拉螺栓經(jīng)驗公式如下： N-對拉螺栓所承受的拉力的設計值。一般為混凝土的側(cè)壓力 A-對拉螺栓凈截面面積（mm2）A=314mm2 -對拉螺栓抗拉強度設計值（45#鋼）（N/m

9、m2） KN KN>48KN 故滿足要求。Acknowledgements My deepest gratitude goes first and foremost to Professor aaa , my supervisor, for her constant encouragement and guidance. She has walked me through all the stages of the writing of this thesis. Without her consistent and illuminating instruction, this thesi

10、s could not havereached its present form. Second, 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 English: Professor dddd, Professor ssss, who have instructed and

11、 helped me a lot in the past two years. Last my thanks would go to my beloved family for their loving considerations and great confidence in me all through these years. I also owe my sincere gratitude to my friends and my fellow classmates who gave me their help and time in listening to me and helpi

12、ng me work out my problems during the difficult course of the thesis. My deepest gratitude goes first and foremost to Professor aaa , my supervisor, for her constant encouragement and guidance. She has walked me through all the stages of the writing of this thesis. Without her consistent and illumin

13、ating instruction, this thesis could not havereached its present form. Second, 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 English: Professor dddd, Professor ssss, who have instructed 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 confidence in me all through these