大梁支柱计算实例

1、大梁支撑计算书、参加资料：1、广东松的顺纹压应力和顺纹弯应力U-LJ-12Mpa顺纹剪应力b=1.9Mpa,弹性模量JE】=9x103Mpa,容重丫木二W333641010木材w=166.710mm,I=8.3310mm3344酚醛板h=2.0cm,w=5410mm,I=48.610mm取单宽b=1m计算，则有：2A=bh=201000=2000mmw二程J。2022"6.67103mm333bh=10002044=66.6710mm2、A3钢.w=215Mpa,=125Mpa,E=2.11012 一 12 6Mpa。3、1o槽钢q10=0.1KN/,d=5.3mm,sio=23x1

2、03mm3,Aio=12.74"02mm2Wx=39.7103mm3,wy=7.8103mm3,Ix=198104mm4,Iy=25.6104mm422槽钢q22=0.284KNA,d=9mm,S22=18A<103mm3,A22=2.A<103mm2333354Wx=233.75510mm,wy=60.13610mm,Ix=257.1310mm,Iy=176.510mm4、贝雷架M双排单层=1576.64KNM,M三排单层=2246.4KNM销钉=500KNI=2.5105cm4,EI=5.356105KNM!.双排单层=490.5KN,I三排单层=698.9KN,5静

3、力计算参考建筑结构静力手册。6计算荷载和荷载组合按公路桥涵施工技术规范选取。久计算荷载及荷载组合1、计算荷载1）模板自重覆塑竹夹板，厚度h=20mm,Gi=0.144KN/m,10X10cm木q木=0.08KN/m,10槽钢qi0=0.1KN/m,16槽钢口花=0.197KN/m防，2)钢筋砂自重3新浇钢筋硅容重丫=26KN/m帽梁高h=2.8m,G2=2.8X26=72.8KN/m计算模板和小楞时G3i=2.5KN2计算大楞时G32=1.5KN/m计算支架立柱时G33=1KN/m24）振捣碎荷载2G4=2KN/m2、荷载组合1）组合要求计算强度时(1)+(2)+(3)+(4)计算刚度时（1）

4、+（2）3）施工人、机、料荷载2）荷载选取三、模板计算1、内力计算计算跨径Li=(0.3-0.1)1.05=0.21m均布荷载q1=(G1+G2+G4)b=(0.144+72.8+2)X1.0=74.944KN/m按L1=0.21m五等跨连续梁计算22M1=0.105q1L1+0.158G31L3=0.105X74.944X0.21+0.158X2.5X0.21=0.43KN?mQ1=0.606q1L什0.658G31=0.606X74.944X0.21+0.658X2.5=11.182KNR1=1.132q1L什1.198G31=1.132X74.944X0.21+1.198X2.5=20.

5、81KN2、强度验算60.43010；=7.962Mpa:L12Mpa541031g _1.5 11.182 10q2R11 q木b20.811.00.08 =20.89KN=0.839Mpa:Il-1.9MpaA一2010003、刚度验算3f11.151q1L11.15174.9442103二00016_X匚一100EI1009.810348.6104-.*,400四、小楞（横向10X10cm木方）30cm计算1、内力计算按底模板计算的结果按L2=0.6m的三等跨连续梁计算Q2=0.6q2L20.65G31=0.6920.890.60.652.5=9.145KNR2=1.1q2L21.15G

6、31=1.120.890.61.152.5=16.66KN2、强度验算6M20.97710.一&二5.86Mpa:I-12Mpaw-166.7103HH1.5Q231.9M p a1.59.145103=1.372Mpa:1001003、刚度验算四沁二0.67720B96003-4“.001L100EI1009103340104ILL400五、下层小楞（纵向10 槽钢60cm）1、内力计算q3一 03 7100.3166+ 0.1 =55.63 K%0.3按L3=0.6m的三等跨连续梁计算，则有M3=0.1q3L;0.15G31L3=0.155.630.620.152.50.6=2.2

7、28KNmQ3=0.6q 3L30.65G31=0.655.630.60.652.5=13.641KNM32.228 10 639.7 10 3=56.12M p a：- 215M p a33逛1364”02310= 29.897M pa :I xdw198 10 4 5.3-125M pa2、强度验算3、刚度验算f 0.677q 3L331.146P “2 ,L 二 100EI100EI0.677 55.63 600 35100 2.1 10198 10I, T J 1400六、门式架计算1.146 2.5 1000 600 24100 2.1 105198 10R2=1.1q3L31.15

8、G31=1.155.630.61.152.5=39.59KNF=(G什G2+G33+G4)X0.9X0.6+q10X0.6X2+0.224=(0.144+72.8+1+2)X0.9X0.6+0.1X0.6X2+0.244=41.374KNV74.38KN(一板门架承载值)七、垫脚木桥(60cm,10X10cm)1、内力计算41.374均布荷载q420.08二34.558KN0.6计算跨径(0.6-0.16)X1.05=0.462m按L4=0.462m的三等跨连续梁计算2 2M4=0.1q4|40.15G31I4=0.134.5580.4620.152.50.462=0.911KNmQ4=0.6

9、q4l40.65G31=0.634.5580.4620.652.5=11.204KNR4=1.1q4l41.15G31=1.134.5580.4621.152.5=20.437KN2、强度验算M40.91110八3=5.465MpaO12Mpaw166.7101.5Q41.511.204103A一100100=1.68Mpa1.9Mpa!.I-3、刚度验算3 2f0.677q3L31.M6P31LL100EI100EI320.67734.5584621.1462.51000462-10091033401041009103340104巾 0 009计八、底层槽钢22(0.6m)1、内力计算加荷0

10、.60.60.28.34.34KN计算跨径L5=2.6m按L5=0.2.6m的间支梁计算M5Q5Aq5l5"AG321M34.342.62±1.52.6=29.995KN8484q5l5G32=134.342.611.5=45.39KN2222R5=Q5二45.39KN2、强度验算随29.99510七=128.318Mpa215Mpa233.75510333QS245390-=35.305Mpa:二=125MpaId222571.310493、刚度验算匚_5q5L53L384EI5汉34.34汉260(f3842.1105257.13105=0.0011400九、贝雷架梁计算1、内力计算均布荷载q6R545.39=75.65KN0.60.6计算跨径L6=10X1.05=10.5m按L6=10.5m的二等跨连续梁计算0.688 1.5 = 497.485KNM6=0.125q6120.188G32I5=0.12575.6510.520.1881.510.5=1045.51KNmQ6=0.625q6160.688G32=0.62575.659.87R6=Q62=497.4852=994.97KN2、强度验算MvM=1576.64KN.mQ&