混凝土筒仓仓壁及漏斗计算

密度内摩擦角外摩擦角(KN/m³)φ(°)混凝土钢板δ(°)稻谷6350.50.3526.57大米8.5300.420.322.78玉米7.8280.420.3222.78小麦8250.40.321.8大豆7.5250.40.321.8葵花籽5.5300.40.3面粉6.5400.30.321.8麸皮4400.30.3大麦6.5270.40.4豆粕6.5350.50.35稻壳1.8350.50.35摩擦系数名称屋面荷载计算屋面恒载：G表层卷材0.05KN/m2防水卷材0.1KN/m220厚砂浆找平0.4KN/m235厚硬质聚氨酯泡沫塑料0.02KN/m2预制大型屋面板及灌缝1.5KN/m2屋面支撑0.1KN/m2合计：2.07KN/m2屋面活载：Q活0.5KN/m2基本雪压：Q雪0.4KN/m2屋架选用可变荷载控制：1.2xG+1.4xQ=3.18KN/m2永久荷载控制：1.35xG+1.4x0.7xQ=3.28KN/m2屋架选用图集《04G415-1》,屋架型号为YWJ21-1Ba及YWJ24-1Ba屋面板选用屋面恒载不包括屋面板及灌缝G=0.57KN/m2屋面活载标准值Q=0.5KN/m2荷载设计值：1.2xG+1.4xQ=1.38KN/m21.35xG+1.4x0.7xQ=1.26KN/m2屋面板选用图集《04G41０-1》:屋面板型号为Y-WB-2Ⅲ允许外加荷载=2.05KN/m2天沟板选用图集《04G41０-2》:天沟板采用TGB77允许外加荷载=4.26KN/m玉米贮料压力计算公式：γ=7.8KN/m³φ=28.0°δ=22.8°0.3190(δ≠0)0.3610(δ＝0)h=7.00mS1=5.00mhi=0.0001.1002.3003.4004.8007.0007.000Si=7.0005.9004.7003.6002.2000.0000.000Ph,i=19.71216.61513.23510.1386.1950.0000.000Pf,i=7.3146.1654.9113.7622.2990.0000.000Pv,i=54.60046.02036.66028.08017.1600.0000.000Pl,i=10.41619.02615.30212.40810.1381.7040.000Qi=52.0895.1376.5162.0450.698.520.00抗弯强度设计值ftm=0.12MPa抗剪强度设计值fv=0.12MPahw370370370370370370W＝bhw2/60.02280.02280.02280.02280.02280.0228Z=2hw/30.24670.24670.24670.24670.24670.2467bi+10.250.250.250.250.250li0.850.950.851.151.9499991E-06γ1.31.31.31.31.31.3q1=Pi+1'17.3213.9410.846.900.700.00q2=Pi19.7116.6113.2410.146.200.000.8790.8390.8190.6810.1140.000设计值2.172.241.411.832.170.00容许值2.7382.7382.7382.7382.7382.738满足满足满足满足满足满足设计值10.459.716.876.775.530.00容许值29.629.629.629.629.629.6满足满足满足满足满足满足檐墙对柱轴力0.37*10.1*19*5.6＝397.6kN梯形荷载(kN)贮料对柱总摩擦力平房仓贮料压力及墙体计算墙体承载力计算0.5770.000.000.8451.415.210.6131.674.260.9401.678.04贮料信息设计信息计算系数抗弯验算(kN·m)抗剪验算(kN·m)118.0kN23.60363验算结果V=γVk[V]=fvbZ7.475.29验算结果μ=q1/q2M=γMk[M]=ftmW0.9211.720.9111.09墙体厚度(mm)截面抵抗矩(m³/m)内力臂(m)圈梁高度(m)梁间净跨(m)分项系数垂直压力(kN/m2)圈梁水平力(kN/m)对柱水平力(kN/m)竖向摩擦力(kN/m2)水平压力(kN/m2)檐墙柱距储料荷载计算贮料标高(m)储粮深度(m)贮料名称贮料密度内摩擦角外摩擦角侧压力系数k(用于水平压力计算δ取0)贮料高度12Ssinkh21γf23221612vlqMk1312vlqqVk212612cossin)sin(1coscos2kkrsPhtankrsPfrsPv)0(sin1sin1)245(tan2＝k基础设计参数基础参数边长X1＝2.5mX2＝2mX=4.5mY=3m埋深Z=2.5m高度H=0.7m基础及土平均重度γ土＝20kN/m³地下水深度d=5m檐墙柱截面宽b1＝0.4m截面高h1＝0.9mPK传递柱底内力（弯矩最大同时也是抗滑移剪力最不利）代号轴力最大弯矩最大代号轴力最大弯矩最大轴力(kN)Nck84.2932.55Nc110.0837.64弯矩(kN·m)Mck1.82868.05Mc5.311207.41剪力(kN)Vck28.66415.16Vc37.41578.51贮料荷载（标准值）：贮料自重183.1kN自重弯矩-270.04kN·m基础及基础以上土重度:675.0kN地下水浮力F水=0.0kN修正后基底土承载力Fa=316.0kPa基础设计标准值代号轴力最大弯矩最大Nk267.4215.6Mk-269.2880.5P19.816.0-0.290.99≤X/6＞X/6X/6=0.75mPmax143.2152.9Pmin196.4-21.0Pmax282.6156.9Pmin20.00.0PmaxPminPmax＝156.9kN/m²≤Fa,通过基础设计组合值代号轴力最大弯矩最大N348.1275.6M-345.7856.4抗滑移验算：基底摩擦系数μ=0.5抗滑移稳定系数γk=1.3轴力：194.1kN（Nck取弯矩最大标准组合值）剪力：415.2kN（Vck取弯矩最大标准组合值）基础倾角α=6Gn=869.0662kN1.409284檐墙柱基础设计(独立基础)柱底内力偏心距e334.3kN＜V,不满足偏心距(m)轴力(kN)弯矩(kN·m)最小反力(kN/m²)0.0e≤X/6取Pmin1否则取Pmin2地基承载力验算计算公式最小反力1(kN/m²)最大反力2(kN/m²)最小反力2(kN/m²)最大反力(kN/m²)156.9e≤X/6取Pmax1否则取Pmax2平均反力(kN/m²)P=Nk/Ae=Mk/(Nk+Gk)最大反力1(kN/m²)计算公式轴力(kN)弯矩(kN·m)标准组合基本组合G土=XYZγ土=-1.475m贮G3.1cNN贮MMMc3.1ckVV0.1贮GN9.0ckNkγ)μFG(NH水土][1122/SYfhXhY＝Gγ贮2X2X21=e22h贮贮贮贮eGM贮GNckkN)5.0(2xxNHVMMMckckckk贮21min1max6YXMXYGNPPkk土0)5.0322min2maxPeXYGNPk（土10.5m1m11.5m混凝土容重γc＝25kN/m³0.4m0.8m檐墙柱距S1=5.0m山墙柱距S2=4.8m山墙厚度B2=0.37m墙体容重γw＝19kN/m³屋面恒载FG=2.1kN/m2屋面活载FQ=0.5kN/m2山墙风压ω0=0.45kN/m2地圈梁高hL0=0.5mp=1.08kN/ma=10.5mb=1mM风'=17.36kN·mV风=6.69kN荷载P1P2P3P4P5P6P7Pi50.0091.3273.4559.5648.668.180.00a10.59.48.27.15.73.5000013.5b12.13.34.45.87.9999998Mi43.66142.45148.03130.84104.6112.990.00Vi49.4587.0365.2448.1533.223.620.00柱自重G柱=γc·b2H=115.0kN山墙自重G墙＝γw(S2-b2)B2H1+γcB2hL0＝328.5kN屋面恒载G屋＝FGS1S2/2=25.2kN屋面活载Q屋＝0.5FQS1S2＝6.0kN山墙柱内力设计值（配筋）1.00468.69kN(有利荷载，分享系数取1.0)767.78kN·m376.73kN山墙柱设计计算kN286.71582.6合计柱底剪力设计值V=1.3Vp+0.6V风=墙体传递给柱压力折算系数β=柱底轴力设计值N=G柱+β(G屋+G墙)＝柱底弯矩设计值M＝1.3Mp+0.6M风'=kN·m贮料对柱底弯矩标准值风压对柱荷载标准值山墙柱截面宽b2＝山墙柱截面高h2＝山墙柱总高H=H0+H1=山墙柱顶高H1=地面以下柱高H0＝)0(sin1sin1)245(tan2＝kniiPMM1niiPVV1基础设计参数基础参数边长X1＝1.6mX2＝1mX=2.6mY=2.4m埋深Z=1.5m基础及土平均重度γ土＝20kN/m³地下水深度d=5m柱自重（标准值）自重G柱＝115kN附加弯矩-34.5kN·m山墙荷载（标准值）：(墙体全部传至独立基础)自重G墙＝328.5kN附加弯矩M墙=G墙e墙＝-169.2kN·m贮料荷载（标准值）：柱底水平弯矩Mp＝582.59kN·m柱底水平剪力Vp=286.71kN剪力附加弯矩143.35kN·m贮料自重78.624kN自重弯矩-78.62kN·m贮料弯矩合计647.32kN·m屋面荷载（标准值）：恒载：G屋=0.5FGS1S2＝25.20kN活载:Q屋=0.5FGS1S2＝6kN偏心距e屋＝-0.52m恒载弯矩：M屋G=G屋e屋=-12.98kN·m活载弯矩：M屋Q=Q屋e屋=-3.09kN·m风荷载（标准值）：柱底水平弯矩M风'＝17.36kN·m柱底水平剪力V风=6.69kN剪力附加弯矩3.34kN·m风荷弯矩合计20.70kN·m基础及基础以上土重度:187.2kN地下水浮力F水=0kN基础设计标准值轴力：547.3kN弯矩：#######0.60m＞X∕6＝0.43m基础设计组合值(配筋采用理正工具箱计算)轴力：668.8kN弯矩：635.12kN·m抗滑移验算：基底摩擦系数μ=0.5抗滑移稳定系数γk=1.3轴力：492.6kN剪力：290.7kNkN/m²山墙柱基础设计(独立基础)≤Fa,通过mmm取Pmax＝291kN/m²kN/m²＜V,不满足-0.3-0.52-1偏心距偏心距280291261.5kN偏心距偏心距:e=Mk/(Nk+G土)=G土=XYZγ土=2XX=e2柱2X21X=e222Bh墙柱柱柱eGM2/22hXhY＝Gγ贮2X2X21=e22h贮贮贮贮eGM'0HZVMpv'贮贮MMMMvp0HZVMv风风vMMM风风风'屋柱屋墙柱QNkGGGG风屋屋贮墙柱MMMMMMMQk6.0G屋贮屋墙柱QN7.0G3.1)GGG(2.1风屋贮屋墙柱MMMMMMMQ6.07.03.10.1G)5.0322maxeXYGNPk（土21max6YXMXYGNPkk土风QVVp6.00.1贮屋墙柱GGGG9.0Nkγ)μFG(NH水土][10.5m1m11.5m混凝土容重γc＝25kN/m³0.4m0.49m檐墙柱距S1=5.0m敖间柱距S3=2.7m敖间墙厚度B3=0.49m墙体容重γw＝19.00kN/m³屋面恒载FG=