某大桥满布式钢管支架力学计算

目录一、基本资料······································································1二、桥面恒载······································································1三、模板计算······································································1四、分配梁计算···································································2五、钢管（立杆）受力计算····················································3六、地基承载力验算·····························································3XX大桥满布式钢管支架力学计算本桥拟采用φ4.8×3.5mm扣件式钢管支架，适用于陆上现浇箱梁砼施工。满布式钢管支架是由立杆、纵向与横向水平杆共同组成的“空间框架结构”，并用扣件螺栓拧紧，以确保“空间框架结构”的节点具有足够的刚度和传递荷载的能力。以纵向与横向支撑加强支架的整体刚度。基本资料本计算取A匝道桥一跨20m为例。详见《现浇箱梁砼满布式钢管支架布置图》。A匝道桥：C40砼：1134.3m3。钢筋：382.42t，砼密度V砼=2.4+382.42/1134.3=2.75t/m3。桥面恒载按每m2桥面投影面积计算：×1.20=2.13t/m2×1.20=2.13t/m21134.3×2.758×2202、施工荷载：0.45t/m23、模板支架：0.10t/m2饼靠佛水合计增：裤2.68沙t/m约2模板计算弊采用竹胶窗板，厚为度曲1.2c宣m微，跨霸度咱30c仙m要，宽航度袖100c岭m蚀；碍钉按均布荷剧载四跨连知续梁计算烛：绒M汉支搏max杯=-K捷支替ql愈2跌=-0.虽107×蒜26.8姥0×30枪2刊=-25蒸80Kg省·cm2580×6100×1.22MW判σ塞max=廊==忽成合惜=10只7巩＜脸900K浙g/cm山2花朝2580×6100×1.22MW25.8×30410025.8×304100×6×105×1/12×1002×1.23Ql4100EI臭f=K=Ql4100EI棍=0曲.01团5沿＜梅30/4章00=0碰.075矮cm涨稿可通四、分配澡梁计算王忠1隶、纵木毕：葛6×8c设m沾q=2雨580×基0.3/铺100=针7.74添Kg/类cm戚按均布荷郊载五跨连蒙续梁计算竹：熔M犁中比=K慕中毕ql矿2圾=0.1兰×7.7还4×80左2散=495童4Kg迫·cm乔M乖支润=K秃支利ql矛2扯=0.1光19×7共.74×室80笛2伟=589乳5Kg哭·cm5895×66×82提Q=0按.606及ql=0滑.606晋×7.7要45895×66×82规σ区=科它均=92旦＜卫110K娘g/cm题2恩约踢可7.74×7.74×804128×9×104×（6×83/12）ql4128EIf==80400捉=0.1伯0<峡针=痕0.2c秩m萝汗附羽804003Q3Q2A姑τ渴==1.缸5×37匙5/48阳=11.茎7理＜喂13K乔g/cm撑2输宜姿可勾V爹反骑=0.6帆06煤×7.7页4×80芒+0.5草26×7根.74×奴80=7槽00kg弹饥2毅、横木（揭顶托木）味：容8×10震cm央承受纵木污传来的集掀中荷乳载胆P=70篇0kg援按集中荷恼载亩=蒙跨连续梁象计算婚M居中罗=K非中芒Pl闲2不=0.1挨56×7更00×5跟0牧2蛮=546抱0Kg诊·cm箩M余支爪=K幸支迷Pl趟2句=-0.钓188×璃700×挤50香2翻=658焦0Kg裂·cm把V际B砍左质=-KP昂l=-0摊.688役×700盘=-48侵2kg吐V积B脏右集=寨KPl=许0.68寺8×70棚0=-4格82kg6590×68×102化σ尾=欣她泄=49.脂4曾＜垂110K康g/cm返26590×68×1023×4822×8×10逐τ钞=评父=9.与0香＜蒙13K结g/cm美3×4822×8×10Fl4Fl4100EI0.911×7.74×804100×9×104×（8×103/12）距f=K油=50400炮=0.0枣13由＜妄摔现=0.1床25cm孤袋拦可50400客五、钢管锹（立杆）锹受力计算伴（采薯用够Φ木48×3煌.穗5豆㎜钢管）举每根立杆肉承受荷载飘为估R=2V宗+P迈=2×动482+揭700脏=16蔑64kg书立杆嗽：辩A=4.嘉89cm叙2宽，招i=陶=15.璃78布λ系=鸦=箭=95捏沈考查途表悼φ蓬=0.6肿37会σ化φ掌=神=534丰.2勺＜庆1700旨kg/c谜m楼2谁骆牙可宵六、地基绝整体受力俱计算、承崭载力验算晒单跨遍（榆20涉m锈）荷培载芒Q=16视0m送2羽×2.6掀8t+6津0楚t事（支架翼）集+136疯t否（碎石）麻范塞厘与=625转t焦基础底面套平均压应将力滚σ慰：娃σ衣=625再t袭/黄（号20×8柳m撞）斜=39k撇P领a鬼＜慕50k框Pa造立杆荷载俱通过垫木感传递给碎慧石层（压垄实项度王≥央93池%茅），其下阶换勇填免1.0奶m拉厚度砂垫亦层，碎石贞层视为刚率性基础，茅对砂垫层锯底面地基婚承载力进兼行验算。盏取四a=1.嘴0教m肯，忘b=8歇m烤，静hs=1婶.0浅m睁，史φ斯=45闹0榴计算：abσab+（a+b+4/3×hs×tgφ）×hs×tgabσab+（a+b+4/3×hs×tgφ）×hs×tgφ1×8×391×8+（1+8+4/3×1.0×1.0）×1.0×1.01×8×391