v形墩、0#块支架计算书

'V形墩、0#块施工支架计算书V形墩与0#块支架基础采用钻孔灌注桩，桩顶比承台顶高55cm，桩顶设置贝雷作为横梁，贝雷顶设置11组型钢片架，单组片架采用2[20b组拼。单只承台两侧各设4根φ1.0m的钻孔灌注桩，桩间距为4.3+4.1+4.3m，桩中心距承台边（横桥向）2.65m；桩顶横梁采用3排321战备贝雷，采用45框架连接；支架采用11组内外对称型钢骨架，骨架采用[20b组拼，骨架外侧设置[10作为分配梁，分配梁间距为25～30cm；V腿模板均采用1.5cm“西湖牌”高强覆膜竹胶板；0#块外侧模板采用型钢骨架+1.8cm高强覆膜竹胶板，支架采用贝雷搭设，内腔采用脚手支架+型钢+组合钢模。现将支架及模板的主要构件计算如下。1、基础计算1.1、荷载计算施加330t体外预应力后，竖向力为228t（工况二中27#杆件的轴力）。则，q=228/13.5=16.89t/m荷载按均布荷载布置如下图：n=4.1/4.3=0.95则：VB左=0.596×16.89×4.3=43.3tVB右=0.475×16.89×4.3=34.5t则：QB=43.3+34.5=77.8tQA=0.404×16.89×4.3=29.3t1.2、单桩承载力计算（1）、支撑桩采用钻孔灌注桩，单桩承受外荷载按77.8t考虑，灌注桩直径为1m，桩顶标高为+4.604m，12#、13#桩长分别为：12#墩桩长26.05m（桩底标高为-21.446m），计算桩长为22m，桩底土层为3-4层土；13#墩桩长20.55m（桩底标高为-15.946m），计算桩长为16.5m，桩底土层为3-3层土。 （2）、P=U×∑（τihi）/2+ApqrU：单桩周长；τi：第i层土的侧向摩阻力；hi：第i层土的土层厚度；qr:桩端土承载力允许值，qr=m0λ[[fa0]+k2γ2(h-3)]。①、12#主墩：查《公路桥涵地基与基础设计规范》，沉淀层厚度按30cm控制，m0=0.7；3-4为不透水性土，l/d=22，则λ取0.685；k2取1.5；根据计算γ2=41.4。Ra=1/2×π×1×[15×（0.554+2.1）+40×（16.1-2.1）+66×（18.8-16.1）+56×（21.446-18.8）]+π×0.52×0.7×0.685×（250+1.5×41.4×22）=1455+608=2063KN=203.7tP=Q+G砼=77.8t+π×0.52×26.05×2.5=77.8+51.1=128.9t≤Ra③、13#主墩：查《公路桥涵地基与基础设计规范》，沉淀层厚度按30cm控制，m0=0.7；3-3为不透水性土，l/d=16.5，则λ取0.65；k2取1.5；根据计算γ2=61.8。Ra=1/2×π×1×[65×（0.554+5.25）+55×（10.95-5.25）+66×（15.946-10.95）]+π×0.52×0.7×0.65×（310+1.5×61.8×16.5）=160.3+65.7=2260KN=226tP=Q+G砼=77.8t+π×0.52×20.55×2.5=77.8+40.3=118.1t≤Ra1.3、桩基沉降计算（1）、12#墩支撑桩桩为C25砼，E=2.8×104MPa，D=1.0m，l0=4.05m，h=22m。按3-4层计算：φ内=140，Il=0.3Il=0.31，则查《基础工程》P103表3-16得m0=10MN/m4,摩擦桩ξ=0.5P=129.2KNA=πR2=π×5002A0=πR2=π×(500+22000×)2C0=m0h=10×22000 =1292×103×（0.684×10-6+0.425×10-6）=1.43mm同理：13#墩沉降计算为：S=1204×103×（0.559×10-6+0.847×10-6）=1.693mm2、支架验算根据V墩0#块施工段落划分，分四次浇筑混凝土。计算时，按两种工况进行，工况一：第一、二次浇筑按合并考虑；工况二：第三、四浇注合并考虑。2.1、工况一各杆件轴力、弯矩、剪力及位移计算如下。2.1.1、荷载及杆件内力计算（1）、荷载布置图（1#、31#支点按铰接点验算） （2）、弯矩图（3）、剪力图（4）、轴力图 （5）、位移计算杆端位移值(乘子=1)--------------------------------------------------------------------------------------------杆端1杆端2-------------------------------------------------------------------------------单元码u-水平位移v-竖直位移_-转角u-水平位移v-竖直位移_-转角-------------------------------------------------------------------------------------------10.0000.0000.003-0.0010.0000.0002-0.0010.0000.000-0.001-0.0010.0013-0.001-0.0010.001-0.0010.0000.0004-0.001-0.0010.001-0.000-0.001-0.0015-0.001-0.001-0.001-0.001-0.0010.0006-0.001-0.0010.000-0.001-0.0010.0017-0.001-0.0010.001-0.002-0.002-0.0018-0.002-0.002-0.001-0.001-0.002-0.0019-0.001-0.002-0.001-0.001-0.001-0.00210-0.001-0.001-0.002-0.0010.000-0.00111-0.0010.000-0.0010.0000.0000.000120.0000.0000.0000.0000.0000.000130.0000.0000.0000.0000.0000.00014-0.0010.0000.000-0.0010.000-0.00115-0.0010.0000.0000.0000.0000.00016-0.0010.0000.000-0.001-0.0010.000170.0000.000-0.0010.0000.0000.000180.0000.0000.000-0.001-0.0010.00119-0.001-0.0010.000-0.0010.0000.000 20-0.0010.0000.000-0.0010.0000.00021-0.0010.0000.000-0.0010.0000.00022-0.0010.000-0.001-0.0010.0010.00023-0.0010.0010.0000.0000.0000.001240.0000.0000.000-0.0010.0000.000250.0000.0000.000-0.0010.0000.000260.0000.0000.0000.0000.0000.000270.0000.000-0.0020.000-0.0010.001280.000-0.0010.0000.000-0.001-0.001290.000-0.001-0.0010.0000.0000.000300.000-0.001-0.0010.000-0.0020.001310.000-0.0020.000-0.001-0.0010.000320.000-0.0010.0000.000-0.001-0.001330.000-0.001-0.0010.000-0.0020.001340.000-0.0020.0010.000-0.0020.001350.000-0.0020.0010.000-0.0010.002360.000-0.0010.002-0.0010.0000.00137-0.0010.0000.001-0.0010.0000.00038-0.0010.0000.000-0.0010.0000.00039-0.0010.0000.000-0.0010.0010.000400.0000.0000.000-0.0010.0000.000410.0000.0000.000-0.0010.0000.000420.0000.0000.0000.000-0.0010.000430.0000.0000.0000.0000.0000.000440.0000.0000.0000.0000.0000.000450.0000.0000.0000.0000.0000.00046-0.001-0.0010.0000.0000.0000.000470.0000.0000.000-0.001-0.0010.00048-0.001-0.0010.000-0.001-0.0010.000490.0000.0000.0000.000-0.0020.00050-0.0010.0010.0000.000-0.0010.00051-0.0010.0000.0000.000-0.0010.00052-0.0000.0000.0000.000-0.0010.000--------------------------------------------------------------------------------------------（6）、内力计算杆端内力值(乘子=1)--------------------------------------------------------------------------------------------杆端1杆端2--------------------------------------------------------------------------------单元码轴力剪力弯矩轴力剪力弯矩-------------------------------------------------------------------------------------------1-4057.941-868.5960.000-4057.9411302.204433.607 2-4102.417-903.690433.607-3792.413-593.686172.1713710.27527.767-81.697710.27527.76737.0394-4043.754-906.316253.867-2449.969687.47057.4255-2420.662-204.68557.425-1640.455575.522220.3776-1619.178-316.330229.598-1128.472174.376195.2877-1128.465-747.744195.287-255.050125.671-212.4288-255.571124.608-212.428-108.774271.405-139.9299-192.998219.646-139.929-57.829453.76520.60710121.072250.28620.607264.637498.948256.96511-151.602-282.557178.942-42.665-93.87333.33312-7.877-102.81233.33315.01827.0320.044130.0000.0000.0000.0000.0000.00014-885.021-27.26243.463-885.021-27.262-78.02315-30.923-0.0930.453-30.923-0.093-0.04416-892.0934.939-6.877-892.0934.9399.22117-1222.120410.0030.000-466.916-490.014-61.20118-466.921432.103-61.201179.840-338.6770.00019-117.469-0.7920.000-117.469-0.792-2.02820-121.91320.213-13.172-121.91320.21313.10521-127.108-0.2870.740-127.108-0.2870.00022200.499372.4920.000-468.112-424.326-35.10223-476.398450.760-35.102-1192.238-402.3460.00024-24.911-4.5360.000-24.911-4.536-11.14425-13.789-5.0330.000-13.789-5.033-12.365260.0000.0000.0000.0000.0000.00027-4342.694836.9190.000-4342.694-1333.881-496.96228-4379.946961.488-496.962-4045.874681.168-211.67229894.250-26.98881.123894.250-26.988-34.39230-4382.122905.212-292.794-2669.277-532.03639.50631-2674.80151.42439.506-1813.213-671.535-238.25432-1795.581264.674-238.772-1279.738-168.170-217.36033-1288.024706.917-217.360-356.560-74.674198.52434-356.560-74.673198.524-142.236-254.512117.30835-219.466-191.944117.308-86.401-422.419-26.87236114.977-197.904-26.872258.100-445.799-230.07337-142.398276.656-164.766-34.37989.562-24.48838-1.86095.916-24.48621.829-38.428-0.593390.0000.0000.0000.0000.0000.00040-825.74122.199-36.000-825.74122.19965.30741-44.1950.219-0.608-44.1950.2190.59342-995.000286.154-185.593-44.99699.060-37.526430.0000.0000.0000.0000.0000.000440.0000.0000.0000.0000.0000.000450.0000.0000.0000.0000.0000.000 46892.6350.0000.000892.6350.0000.00047922.1200.0000.000922.1200.0000.00048271.4760.0000.000271.4760.0000.00049583.4860.0000.000583.4860.0000.00050875.1250.0000.000875.1250.0000.00051301.5970.0000.000301.5970.0000.00052216.1150.0000.000216.1150.0000.000--------------------------------------------------------------------------------------------2.1.2、主要杆件验算（1）、由弯矩图可知：24#杆件弯矩最大，Mmax=496.96KN.M则：σ=M/Wx=496.96×106/（11×2×191.4×103）=118.0KPa＜188.5KPa（2）、由轴力图可知30#杆件轴力最大，Nmax=4382.12KNIy=（268.4+32.83×4.452）×2=1837iy’=√（1837/（32.83×2））=5.3λ=292.6/5.3=38.2，查表得：φ=（0.906-0.905）×0.3/0.5+0.905=0.906[N]=0.906×32.83×102×140×1.3×2×11=11909KN＞4382.12KN(3)、由剪力图可知28#杆件剪力最大，Q=1333.9KNτ=QS/（Itw）=1333.9×103×（100×9×50+7.5×11×94.5）/（22×1914×9×104）=18.5MPa＜85MPa2.2、工况二计算时从安全考虑，0#块浇筑按一次浇筑考虑，各杆件轴力、弯矩、剪力及位移计算如下。2.2.1、荷载及杆件内力计算 （2）、弯矩图（3）、剪力图 （4）、轴力图（5）、位移计算杆端位移值(乘子=1)--------------------------------------------------------------------------------------------杆端1杆端2------------------------------------------------------------------------------单元码u-水平位移v-竖直位移-转角u-水平位移v-竖直位移-转角-------------------------------------------------------------------------------------------- 10.0000.0000.0000.0000.0000.00020.0000.0000.0000.0000.0000.00030.0000.0000.0000.0000.0000.00040.0000.0000.0000.0000.0000.00050.0000.0000.0000.0000.0000.00060.0000.0000.0000.0000.0000.00070.0000.0000.000-0.001-0.0010.0008-0.001-0.0010.000-0.001-0.0010.0009-0.001-0.0010.000-0.001-0.0010.00010-0.001-0.0010.000-0.001-0.001-0.00111-0.001-0.001-0.001-0.0010.000-0.00112-0.001-0.001-0.0010.0000.0000.00013-0.001-0.0010.0000.0000.0000.000140.0000.0000.0000.0000.0000.000150.0000.0000.0000.0000.0000.000160.0000.0000.0000.0000.0000.000170.0000.0000.0000.0000.0000.000180.0000.0000.0000.0000.0000.000190.0000.0000.0000.0000.0000.000200.0000.0000.0000.0000.0000.000210.0000.0000.0000.001-0.0010.000220.001-0.0010.0000.001-0.0010.000230.001-0.0010.0000.001-0.0010.000240.001-0.0010.0000.001-0.0010.001250.001-0.0010.0010.0000.0000.000260.001-0.0010.0010.0010.0000.001270.001-0.0010.0000.0000.0000.000280.0000.0000.0000.0000.0000.000290.0000.0000.0000.0000.0000.000300.002-0.0030.0030.002-0.0010.001310.002-0.0010.0010.0020.0000.000320.0020.0000.0000.0020.0000.000330.0020.0000.0000.002-0.001-0.001340.002-0.001-0.0010.002-0.003-0.003350.002-0.001-0.0010.0000.0000.000360.0020.000-0.0010.0000.0000.000370.0020.000-0.0010.0000.0000.000380.002-0.001-0.0010.0000.0000.00039-0.001-0.0010.0000.001-0.0010.000400.0000.0000.0000.0000.0000.000--------------------------------------------------------------------------------------------（5）、内力计算 杆端内力值(乘子=1)--------------------------------------------------------------------------------------------杆端1杆端2-------------------------------------------------------------------------------单元码轴力剪力弯矩轴力剪力弯矩--------------------------------------------------------------------------------------------1-20349.8262.91184.77-20349.8262.91290.082-11407.51-2268.2716252.13-11407.51-2268.2714359.653-11609.10-2038.4614363.43-11609.10-2038.469221.004-10883.00-2896.269221.00-10421.41-2503.427650.495-8947.34-1273.117711.78-8471.11-867.817069.356-8459.74-1484.75-7073.31-7614.19-765.135874.607-5476.36-3281.415874.603598.39-1683.14-0.008183.14-3.040.00183.14-3.04-2.679183.14-3.30-2.67696.16885.28244.8410-14.83-1032.72261.14282.24652.0215.19110.000.000.000.000.000.0012-710.47-3.6115.19-710.47-3.61-8.6913-2134.743.19-16.30-2134.743.193.3114312.151.12-2.79312.151.123.7715-624.181.46-2.59-624.181.463.9616-11404.442225.46-15962.04-11404.442225.46-14119.6117-11598.091999.11-14123.97-11598.091999.11-9120.7218-10882.042856.27-9120.72-10424.052475.05-7597.1519-8941.011226.83-7572.18-8440.81810.08-6935.8320-8433.881423.89-6939.83-7606.91734.89-5824.8221-5494.403264.32-5824.82-3615.271698.680.0022199.5353.300.00199.5353.3047.1423199.5053.4347.14801.15-988.66-260.7124-7.351041.08-271.8690.41-647.60-15.0925-709.723.51-15.09-709.723.518.47260.000.000.000.000.000.0027-2283.07-2.0311.15-2283.07-2.03-1.4828-606.52-1.522.86-606.52-1.52-4.0029302.03-1.454.13302.03-1.45-4.37300.000.000.000.00-915.87-467.56310.751004.69-467.560.75-677.26-160.59325.72585.65-160.595.72-580.46-157.213310.72670.06-157.2110.72-1011.90-477.70340.00925.74-477.700.000.000.0035-1920.4717.570.00-1920.4717.5761.2936-1262.8613.730.00-1262.8613.7346.2637-1250.4013.670.00-1250.4013.6746.13 38-1937.667.070.00-1937.667.0724.97391209.070.000.001209.070.000.00401118.780.000.001118.780.000.00-------------------------------------------------------------------------------------------2.2.2、主要杆件验算（1）、34#杆件弯矩最大，Mmax=477.7KN.mσ=M/W=477.7×1000/（191.4×22）=113.5MPa＜[σ]=188.5MPa（2）、轴力验算：1～7#、16～21#杆件轴力由V腿承受，满足要求故：仅验算27#杆件即可,Nmax=2283.1KNλ=4.45×102/5.3=84查表得φ=0.661[N]=0.661×32.83×102×140×1.3×2×11=9478KN＞2283.1KN即：27#杆件满足受力要求。（3）、剪力：以24#杆件进行验算，Qmax=1041.1KN。由工况一计算结果得计算可知24#杆件满足要求。3、模板验算垂直段：分配梁间距按25cm设置，pmax=1085÷13.5=80.37kpa，qmax=80.37×0.25=20.1KN/m；斜线段：分配梁间距按25cm设置，pmax=1255.3÷13.5=92.99kpa，qmax=92.99×0.25=23.25KN/m；圆弧段及平直段：分配梁间距为30cm，pmax=565÷13.5=41.85kpa，qmax=41.85×0.3=12.56KN/m。3.1、分配梁验算分配梁按简支梁进行验算，片架中心间距为1.3m，净间距为1.1m，则分配梁跨径按1.1m计。取斜线段工况进行计算。 M=23.25×1.12/8=3.52KN.mσ=M/W=3.52×106/（39.7×103）=88.7Mpa＜188.5Mpaf=5ql4/（384EI）=5×23.25×1.14×1012/(384×2.1×105×198×104)=1.07（mm）＜l/500=2.2mm3.2、竹胶板验算竹胶板按单向板考虑，跨径为20.2cm（分配梁间距25cm），按照3跨连续梁进行计算。取1mm宽板条作为计算单元，按斜线段状况进行验算，则荷载为q=92.99×10-3=0.093KN/m。（1）、强度验算Mmax=Kmql2=0.117×0.093×0.202=0.435N.mW=bh2/6=1×152/6=37.5mm3σ=M/W=0.435×103/37.5=11.6Mpa＜60Mpa（2）、挠度验算E=7500Mpa；I=bh3/12=281.25mm4f=Kwql4/（100EI）=0.677×0.093×2024/(100×7500×281.25)=0.50（mm）＜1mm同理，可验算得另外两种状况也均满足要求。4、V腿与墩座连接处混凝土拉应力计算取“工况二”中的4#杆件进行计算，4#杆件的杆端1内力值为：M=9221KN.m，N=10883KN。杆件4为V腿截面尺寸为：13.5×2m。C50混凝土：[σ拉]=1.83Mpa。σ=N/A±M/W=10883×103/(2×103×13.5×103)±9221×106/（13.5×22×109/6）=0.403±1.024（Mpa） 故σ拉=1.427（Mpa）＜[σ拉]满足要求。'