模板施工設(shè)計(jì)方案.doc

模板計(jì)算及構(gòu)造圖一、模板計(jì)算：（一）柱：柱截面尺寸為500500，計(jì)算高度為2.8m，砼澆筑速度2M/H，氣溫T=30。1、柱模受到的砼側(cè)壓力為Ks=1.0 Kw=1.0150P=（0.4+ KsKwV1/3）10 T+30 150P1=(0.4+ 1121/3)10=41.8N/ 20+30 P2=25H=252.8=70KN/取較小值P=41.8KN/考慮振動荷載4KN/總側(cè)壓力P=41.8446KN/2、柱箍間距S計(jì)算假定模板厚度為19，每塊拼板寬500側(cè)壓力的線布荷載：q=460.5=23KN/m按四跨連續(xù)梁計(jì)算，撓度系數(shù)為0.967EI 91031/12600193S=( )1/3 =( )1/3 = 4074KQ 40.96723據(jù)計(jì)算先用柱箍間距400407，滿足要求。3、柱箍截面計(jì)算P=46KN/ S=400 線布荷載q=460.4=18.4KN/mq12 18.40.42Mmax = = =0.37KN/m8 8Mmax 370000W1= = =28461mm3Fm 13選用5050（bh）w = 1/6500502 = 208333.25mm3滿足要求 4、模板計(jì)算按簡支梁計(jì)算M=q12/8=1/818.40.42=0.37KN/mMmax 370000W= = = 28461mm3Fm 13模板40019（bh）w = 1/6400192 = 24067mm3符合要求撓度計(jì)算5I4 54004 500W= = = 0.02max=0.35Mpa 滿足要求2、支撐計(jì)算：支撐采用483.5的鋼管 A=424mm2 回轉(zhuǎn)半徑I=15.9每根立桿承受的荷載為N=8.530.40.5=1.71KN各立柱間布置雙向水平撐，相距1.8M,根據(jù)層高要求可進(jìn)行適當(dāng)調(diào)整但不得大于1.8M,并適當(dāng)布置垂直剪力撐按強(qiáng)度計(jì)算：Q=N/A=1710/424=4.03N/MM2按穩(wěn)定性計(jì)算： 入 =I/I=1800/15.9=113.2查鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范附錄三，得=0.475N 1710Q = = =8.49N/MM2 26923 mm3符合要求(2) 撓度計(jì)算KwqI4 0.6774.416004W= = = 1.11/400=600/400=1.5100EI 10091031/12900193符合要求（B）撓度驗(yàn)算進(jìn)行撓度驗(yàn)算時(shí)，不考慮振動荷載q = 8.530.7=7.83KN/mqI4 0.9677.834004WA=Kf = =1.0MM0.37N/mm2 滿足要求D、撓度驗(yàn)算：Q I 0.96710.654004WA=Kf = =0.71MMW =1.5100EI 10091031/12600193滿足要求(B)、楞采用483鋼管 模板直接安放在頂端橫桿上 按三跨連梁計(jì)算荷載 板傳來自重 6.75KN/M鋼管自重 0.03KN/M合計(jì) 6.78KN/M（1）強(qiáng)度計(jì)算：Mmax=6.780.920.107=0.588KN-MMmax 0.588106Q= = =118N/MM2 f =215N/ MM2W 4.99103（2）撓度計(jì)算：q I4 6.78 9004 Wmax = = =1.31 w =3150EI 1502.110510.78104（C）支撐計(jì)算：支撐采用483的鋼管 A=424mm2 回轉(zhuǎn)半徑=I=15.9每根立桿承受的荷載為N=6.780.9=6.11KN各立柱間布置雙向水平撐，相距1.8M, 根據(jù)層高要求可進(jìn)行適當(dāng)調(diào)整但不得大于1.8M, 并適當(dāng)布置垂直剪力撐按強(qiáng)度計(jì)算：Q=N/A=6110/424=14.4N/ MM2按穩(wěn)定性計(jì)算： =I /i =1800/15.9=113.2查鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范附錄三，得 =0.475N 6