xx支架模板檢算

xx互通立交現(xiàn)澆混凝土連續(xù)梁xx高速公路xx合同段項(xiàng)目經(jīng)理部xx連續(xù)現(xiàn)澆箱梁支架模板力學(xué)檢算書(shū)計(jì)算依據(jù)：箱梁砼澆注方法：一次澆注完成。模板支架使用材料：支架：采用碗扣式腳手架橫梁、腹板處采用60×60×120cm其余采用90×90×120cm全橋按間距270cm（每隔三排60cm，每隔兩排90cm）增設(shè)剪刀撐以增加支架整體穩(wěn)定性。工字鋼：采用10#工字鋼，全橋縱向通設(shè)，橫向間距90cm，在橫梁及腹板橫梁處間距60cm方木：底模橫向30cm，采用10×10cm方木內(nèi)模橫肋間距40cm采用10×10cm方木側(cè)模豎肋間距50cm，采用10×10cm方木④竹膠板：底模側(cè)模，翼板，內(nèi)模均采用竹膠板規(guī)格122×244×1.5cm⑤內(nèi)模支架:均采用10×10和8×10按設(shè)計(jì)型狀加工框架外覆竹膠板.間距1m.荷載取值：鋼筋砼自重41.6KN/m2(橫梁處)11.7KN/m2(梁中)模板自重:0.35KN/m2③方木自重:0.1×0.1×6=0.06KN/m④I10自重:0.125KN/m⑤支架自重:在地基承載力檢算時(shí)單列.⑥活載取值:計(jì)算模板及下方木時(shí)取2.5KN/m2計(jì)算工字鋼、支立桿進(jìn)取1.5KN/m2砼振搗力取2.0KN/m2砼沖擊荷載取2.0KN/m2⑦荷載取值分項(xiàng)系數(shù):靜載系數(shù)rG=1.2活載系數(shù)rQ=1.4底模板強(qiáng)度檢算:荷載分析：模板受靜載：G1=41.6+0.35=41.95KN/m(橫梁)G1=11.7+.35=12.05KN/m(梁中)模板受活載:Q1=2.5+2.0+2.0=6.5KN/m模板設(shè)計(jì)荷載:q=G1·rG+Q·rQ=41.95×1.2+6.5×1.4=59.01KN/m(橫梁)=12.05×1.2+6.5×1.4=23.56KN/m(橫梁)強(qiáng)度檢算：梁底竹膠板順橋向尺寸按1.22m鋪設(shè)每側(cè)飛檐20cm，按一半四跨連續(xù)梁計(jì)算。查《路橋施工計(jì)算手冊(cè)》得：Km=-0.107Kv=-0.607Kf=0.632Mmax=Kmql2=-0.107×59.01×0.32=-0.568KN·mσ=Mmax/w=0.568/（1.20×0.0152/6）=12.62KN×103/m2=12.62Mpa<[σ]=90Mpa故底模檢算強(qiáng)度通過(guò).底模撓度檢算：f=0.632×ql4/（100EI）=0.632×59.01KN/m×0.24m4/[100×7.0×106N/m2×(1.2×0.0153/12)m4]=0.632×59.01×0.24m4/[100×7.0×106n/m2×(1.22×0.0153/12)m4]=0.253mm<200/400=0.5mm通過(guò)。側(cè)模板檢算側(cè)壓力計(jì)算：由公式ρm=K·r·hk=1.2Υ=26kn/m3估算砼灌注速度V=0.6m/h,入模時(shí)砼溫度40℃.則V/T=0.6/30=0.012<0.035因?yàn)閔=0.22+24.9×0.6/30=0.718m所以ρm=1.2×26×0.718=22.4Kpa砼沖擊荷載2.0Kpa砼振搗產(chǎn)生荷載4.0Kpa則P=22.4+2+4=28.4Kpa背肋間距50cmq=p·l=28.4×0.5=14.2kN/m2強(qiáng)度檢算Mmax=ql2/8=1/8×14.2×0.52=0.444KN/mσ=Mmax/w=0.444×103/（1.09×0.0152/6）=10.86Mpa<[σ]3撓度檢算（按三跨連續(xù)梁計(jì)算）f=0.632ql4/（100EI）=0.632×14.2×0.44/（100×7.0×106N/m×0.0153/12）=12.59×44×100×12/128×7×153=1.135mm<[σ]=500/400=1.25內(nèi)模檢算1．由上條知內(nèi)側(cè)模板支架間距40cm，能夠滿足要求不再檢算2．內(nèi)頂板脂采用竹膠板，厚度15mm板模受靜載G=26×0.25+0.35=6.85KN/m活載Q=2.5+2.0+2.0=6.5KN/m設(shè)計(jì)q=6.85+6.5=13.35KN/mMmax=13.35×0.42/10=0.214KN/mσ=Mmax/w=0.214×103/（10×0.0152/6）=5.7Mpa<[σ]f=ql4/128EI=13.35×3004/（128×7.0×103×153×1000/12）=0.429mm<[σ]=500/400=1.25合格方木檢算1底模方木檢算方木設(shè)計(jì)荷載q1=（41.6+0.35+0.06）×0.3=12.603KN/mq2=（11.7+0.35+0.06）×0.3×0.6=2.18KN/m設(shè)計(jì)q板=12.603×1.2+6.5×0.3×1.4=17.854KN/mq中=2.18×1.2+6.5×0.3×1.4=5.35KN/m方木MmaxMmax(板)=ql2/10=17.854×0.62/10=0.643KN·mMmax(中)=ql2/10=5.35×0.62/10=0.192KN·m方木抗彎截面模量及應(yīng)力W=10×102/6=166cm3σ=Mmax/w=643N×1000mm/166×103mm3=3.89Mpa<[σ]=12Mpa方木撓度計(jì)算f板=ql4/128EI=17.854×6004/（128×9.0×100×1002/12）=0.241mm<[σ]=600/400=1.5合格f中=ql4/128EI=5.35×94×12/128×9×103×13=.366mm<[σ]=2.25合格工字鋼檢算橫梁處q(KN/m)RAARRBRCRDRERF6060060060060方木設(shè)計(jì)荷載q=（41.6+0..35+00.06）×0.66×1.22+6.55×0.66×1.44=35..70722KN/mmRA=0.394qql=0..394××35.77072××0.6==8.444KNRB=(0.6066+0.5506)××35.77072××0.6==1.1332×355.70772×0..6=244.2522KNRC=(0.4744+0.557)×335.70072×00.6=220.8667KN②Mmax=Kqql2=-0..105××35.77072××0.622=-1..34977KN·mmσ=Mmax//w=1..34977/49==27.554Mpaa<[σ]③f=ql4//100EEI=0.66×335.70072×00.64m4/1000×2.006×1005×2455cm4=0.009mm<<[σ]=9000/4000合格2跨中q((KN/mm)RAARRBRCRDRERF9090090090090q=（11.7+0..35+00.06）×0.99×1.22+6.55×0.99×1.44=21..27KNN/mRA=0.394qql=0..394××21.227×0..9=7..54KNNRB=(0.6066+0.5506)××21.227×0..9=1..132××21.227×0..9=211.67KKNRC=(0.4744+0.557)×221.277×0.99=20KKN②Mmax=Kqql2=-0..105××21.667×0..92=-1..84KNN·mσ=Mmax//w=1..84KKN·m/499cm3=37..6Mpaa<[σ]③f=ql4//100EEI=0.664××21.227×0..94×103/（100××2.066×10111×2445×1008）=0.23mmm<[σ]=9000/4000合格支架計(jì)算強(qiáng)度檢算設(shè)計(jì)荷載橫梁處：24..25×11.2=229.1<<[N]==30KNN跨中:21.67××1.2==26KNN2穩(wěn)定性檢算鋼管外徑48mmm,壁后3.5mmmI=(π/644)(D44-d4)=(π/64))(4.884-4.114)=122.18667cm44A=(π/4))(D2-d2)=(π/4)((4.822-4.112)=4..893ccm2i=I/A=122.18667/4..893=1..578ccmλ=L0/i=660/1..578==38.0023查表得38.0023-335/422-35==ρ-0.998/0..95-00.98ρ=0.967橫梁處:σ==29.11×1033/(0..967××4.8993)=661.5MMpa<[[σ]跨中:σ=26×1033/(0..