【《某加油站钢筋混凝土框架结构设计》14000字（论文）】

[5]：MMV剪力和弯矩的计算结果见表4-10。

表4-10横向水平地震作用下梁的剪力和弯矩计算表边跨梁中跨梁层次柱端待分配弯矩之和M（kN·m）M（kN·m）V（kN）iiM（kN·m）M（kN·m）V（kN）28.966.8514.482.584.481.991121.77917.09110.88956.2180.50.510.889510.88955.4454.7.3横向水平地震作用下柱的轴力柱的轴力计算结果如表4-11所示。表4-11横向水平地震作用下柱的轴力边跨梁中跨梁边柱中柱层次V（kN）V（kN）N(kN)N(kN)22.5181.991-2.518-1.318916.21795.445-8.7359-2.0918

图4-3地震弯矩图图4-4地震轴力图

5竖向荷载总用下的框架结构内力计算在竖向荷载的作用下，框架结构的侧移量可忽略不计，故可以按照不考虑侧移的迭代法进行结构的内力分析。图5-1荷载作用图5.1恒载作用下的内力分析根据下列公式计算固端弯矩：MMM5.1.1标准层固端弯矩MM图5.1.2屋面固端弯矩MM图5.2活载作用下的内力分析5.2.1活载在第一跨的内力分析B柱：M图5.2.2活载在第二跨的内力分析C,B柱：108-54=54kN·m−图5.3重力荷载代表值作用下的内力分析重力荷载代表值的取值：一般层：G屋面层：G5.3.1屋面重力荷载代表值GGG5.3.2标准层重力荷载代表值GGG5.3.3首层重力荷载代表值GGG5.3.4固端弯矩（1）屋面固端弯矩M−（2）标准层固端弯矩M−（3）首层固端弯矩M−梁支座弯矩如表5-1所示。

表5-1梁支座弯矩计算表位置截面支座剪力(kN)B(m)M（kN·m）a右2-87.7671.370.3-98.46551-86.5750.690.3-94.1735b左2218.62129.530.3199.19051139.8174.350.3128.6575b右2-175.83100.450.3-190.8981-98.0362.520.3-107.408c左2175.83100.450.3160.7625198.0362.520.388.652c右2-218.62129.530.3-238.051-139.8174.350.3-150.963d右287.7671.370.377.0545186.5750.690.378.96655.4框架结构的内力计算杆端弯矩的计算方法采用二次分配法。恒荷载弯矩的二次分配可见表5-2。表5-2恒荷载弯矩的二次分配表上柱下柱右梁左梁上柱下柱右梁0.3040.6960.4110.1790.4110.00-226.01226.010.00-113.0168.71157.31-46.45-20.23-46.4517.23-23.2278.65-5.5223.221.824.17-39.60-17.25-39.6087.76-87.76218.62-43.00-175.830.2450.1950.5610.3590.1570.1250.3590.00-140.67140.670.00-70.3434.4627.4378.92-25.25-11.04-8.79-25.2534.350.00-12.6239.46-10.110.0012.62-5.32-4.24-12.19-15.07-6.59-5.25-15.0763.4923.19-86.57139.81-27.75-14.04-98.0311.60-7.02左梁上柱下柱右梁左梁下柱上柱0.4110.1790.4110.6960.304113.010.00-226.01226.010.0046.4520.2346.45-157.31-68.71-23.225.52-78.6523.22-17.2339.6017.2539.60-4.17-1.82175.8343.00-218.6287.76-87.760.3590.1570.1250.3590.5610.1950.24570.340.00-140.67140.670.0025.2511.048.7925.25-78.92-27.43-34.46-12.6210.110.00-39.4612.620.00-34.3515.076.595.2515.0712.194.245.3298.0327.7514.04-139.8186.57-23.19-63.497.02-11.60

表5-3活荷载弯矩的二次分配表上柱下柱右梁左梁上柱下柱右梁0.3040.6960.4110.1790.4110.00-121.50121.500.00-30.3836.9484.56-37.45-16.31-37.4514.88-18.7342.28-7.1518.731.172.67-22.13-9.64-22.1352.99-52.99104.20-33.10-71.240.2450.1950.5610.3590.1570.1250.3590.00-121.50121.500.00-30.3829.7723.6968.16-32.71-14.31-11.39-32.7118.470.00-16.3634.08-8.160.0016.36-0.52-0.41-1.18-15.18-6.64-5.29-15.1847.7223.28-70.88107.69-29.10-16.68-61.9111.64-8.34左梁上柱下柱右梁左梁下柱上柱0.4110.1790.4110.6960.30430.380.00-121.50121.500.0037.4516.3137.45-84.56-36.94-18.737.15-42.2818.73-14.8822.139.6422.13-2.67-1.1771.2433.10-104.2052.99-52.990.3590.1570.1250.3590.5610.1950.24530.380.00-121.50121.500.0032.7114.3111.3932.71-68.16-23.69-29.77-16.368.160.00-34.0816.360.00-18.4715.186.645.2915.181.180.410.5261.9129.1016.68-107.6970.88-23.28-47.728.34-11.64

图5-2恒荷载作用下的弯矩图图5-3活荷载作用下的弯矩图

图5-4恒荷载作用下的剪力图图5-5活荷载作用下的剪力图

图5-6恒荷载作用下的轴力图图5-7活荷载作用下的轴力图

6内力组合6.1荷载的组合可根据下式计算重力荷载组合表达式和地震效应的代表值：S上式中SGEG上式中GK指的是恒载的标准值，Q1k代表第i个可变荷载的标准值，φ在进行抗震设计时，需要对框架结构的构件进行检查，可根据下式：S上式中γRE:结构构件的承载力设计值；:结构构件的内力组合设计值。地震分为左震和右震，在下表中有相应的数值进行地震作用的计算。由于框架结构只有两层，总高度较小，则风荷载的影响相比较于地震作用的想象小得多，所以不考虑风荷载的影响，分别在恒荷载和活荷载两种组合下进行计算。6.2框架梁的内力组合框架梁在均布荷载作用下的剪力和弯矩根据下式计算：MbVb表6-1第二层框架梁内力组合表梁跨截面内力恒载SG活载SQ地震SE1.3SG+1.5*0.7SQ左震右震设计值AB左端M-87.76-52.999.36-169.73-136.36-160.70169.73V71.3742.62-5.98137.53112.71128.26137.53右端M218.62104.20-12.78393.62335.32368.55393.62V129.5365.38-5.98237.04203.11218.66237.04BC左端M-175.83-71.2413.78-303.38-256.97-292.80303.38V100.4554.00-11.17187.29151.16180.21187.29右端M175.8371.24-27.56303.38239.06310.71310.71V100.4554.00-11.17187.29151.16180.21187.29CD左端M-218.62-104.2012.78-393.62-335.32-368.55393.62V129.5365.38-5.98237.04203.11218.66237.04右端M87.7652.99-9.36169.73136.36160.70169.73V71.3742.62-5.98137.53112.71128.26137.53AB跨中M-72.82-42.910.00-139.72-122.56-122.56139.72BCM-50.18-50.260.00-118.01-97.91-97.91118.01CDM-72.82-42.910.00-139.72-122.56-122.56139.72

表6-2首层层框架梁内力组合表梁跨截面内力恒载SG活载SQ地震SE1.3SG+1.5*0.7SQ左震右震设计值AB左端M-86.57-70.8846.24-186.97-98.50-218.73218.73V50.6954.34-16.92122.9679.22123.21123.21右端M139.81107.69-22.86294.83222.03281.47294.83V74.3570.70-16.92170.89120.62164.61170.89BC左端M-98.03-61.9116.47-192.44-146.27-189.09192.44V62.5262.52-8.07146.92111.43132.41146.92右端M98.0361.91-16.47192.44146.27189.09192.44V62.5262.52-8.07146.92111.43132.41146.92CD左端M-139.81-107.6916.40-294.83-230.43-273.07294.83V74.3570.70-16.92170.89120.62164.61170.89右端M86.5770.88-46.24186.9798.50218.73218.73V50.6954.34-16.92122.9679.22123.21123.21AB跨中M-27.48-51.390.00-89.68-69.13-69.1389.68BCM-42.64-78.760.00-138.14-106.63-106.63138.14CDM-27.48-51.390.00-89.68-69.13-69.1389.68

6.3框架柱的内力组合非抗震设计：1.35S抗震设计：1.2S表6-3框架柱A柱内力组合计算表层数截面内力恒载SG活载SQ地震SE1.3SG+1.5*0.7SQ左震右震MN一柱底M11.6011.6422.8627.3052.36-7.0752.36N363.49338.39-17.12827.84670.23714.74827.84柱顶M-23.1923.28-27.56-5.70-50.8420.8150.84N354.13329.03-17.12805.85651.98696.49805.85二柱底M63.4947.7218.68132.64137.8489.27137.84N207.32178.57-6.25457.00377.45393.70457.00柱顶M-87.7652.99-9.36-58.45-91.81-67.4891.81N197.96169.21-6.25435.01359.20375.45435.01

表6-4框架柱B柱内力组合计算表层数截面内力恒载SG活载SQ地震SE1.3SG+1.5*0.7SQ左震右震MN一柱底M-7.02-8.3415.40-17.885.47-34.5734.57N702.46547.420.771487.991270.021268.021487.99柱顶M-14.04-16.68-22.86-35.77-58.810.6258.81N693.10538.060.771465.991251.771249.771465.99二柱底M-27.75-29.1010.08-66.63-41.89-68.0968.09N435.75325.15-1.19907.88776.26779.37907.88柱顶M-43.00-33.10-27.56-90.66-113.24-41.59113.24N426.39315.79-1.19885.88758.01761.12885.88表6-5框架柱C柱内力组合计算表层数截面内力恒载SG活载SQ地震SE1.3SG+1.5*0.7SQ左震右震MN一柱底M7.028.3415.4017.8834.57-5.4734.57N702.46547.420.771487.991270.021268.021487.99柱顶M14.0416.68-22.8635.77-0.6258.8158.81N693.10538.060.771465.991251.771249.771465.99二柱底M27.7529.1010.0866.6368.0941.8968.09N435.75325.15-1.19907.88776.26779.37907.88柱顶M43.0033.10-27.5690.6641.59113.24113.24N426.39315.79-1.19885.88758.01761.12885.88

表6-6框架柱D柱内力组合计算表层数截面内力恒载SG活载SQ地震SE1.3SG+1.5*0.7SQ左震右震MN一柱底M-11.60-11.6422.86-27.307.07-52.3652.36N363.49338.39-17.12827.84670.23714.74827.84柱顶M-23.19-23.28-27.56-54.59-81.11-9.4581.11N354.13329.03-17.12805.85651.98696.49二柱底M-63.49-47.7218.68-132.64-89.27-137.84137.84N207.32178.57-6.25457.00377.45393.70457.00柱顶M-87.76-52.99-9.36-169.73-160.70-136.36169.73N197.96169.21-6.25435.01359.20375.45435.017梁、柱配筋计算7.1框架梁的配筋计算7.1.1梁正截面设计框架梁采用C30混凝土：fc=14.3N/采用HRB400钢筋：fy=360N梁的截面尺寸为250mm×450mm，假定as则ℎ以AB梁跨中弯矩M=139.72×106αξ=1−γA在工程中实际所需此处配筋为2ф22，即可满足框架梁所需的强度要求。其余计算计算结果可见表7-1。7.1.2梁斜截面设计（1）框架梁的最大固端剪力：Vℎℎ由于混凝土强度等级小于C50，故取β0.25由此可知，该梁的截面符合条件。（2）验算是否需要计算配箍筋0.6由此可知，该梁的截面符合要求。0.26表7-1梁的配筋计算表截面计算公式梁AB梁BC梁CD左中右左中右左中右2m98.4655139.72199.1905190.8975118.01160.7625238.0495139.7277.0545as0.1199430.1701950.2426370.2325360.143750.1958280.2899720.1701950.0938610.1281540.1878370.2825560.2686120.1559030.2200350.3518830.1878370.098736计算面积494.3047701.4056999.9523958.3208592.4197807.04071195.028701.4056386.8198amin281.25281.25281.25281.25281.25281.25281.25281.25281.25实配钢筋2ф182ф224ф184ф183ф163ф202ф282ф223ф14适配面积509760101810186039421232760461配筋率0.0045240.0067560.0090490.0090490.005360.0083730.0109510.0067560.0040981m94.173589.68128.6575107.408138.1488.652150.962589.6878.9665as0.1147140.1092410.156720.1308360.1682710.1079890.183890.1092410.096190.1221780.1159650.1714110.1407390.185470.1145490.2048770.1159650.101324计算面积472.7585450.2008645.871539.1968693.4739445.0402757.8439450.2008396.4182amin281.25281.25281.25281.25281.25281.25281.25281.25281.25实配钢筋2ф183ф142ф222ф202ф223ф162ф223ф142ф16适配面积509461760628760517760461402配筋率0.0045240.0040980.0067560.0055820.0067560.0045960.0067560.0040980.0035737.2框架柱的配筋计算框架梁采用C30混凝土：fc=14.3N/采用HRB400钢筋：fy=360N7.2.1框架柱轴压比验算轴压比验算：NN由此可知，满足强度要求7.2.2截面尺寸laℎ0.25由此可知，截面尺寸满足强度要求。7.2.3框架柱的截面计算①柱偏心受压的类型e此时取eeex=故此时框架柱属于小偏心受压配筋面积计算e=ηAS=在工程中实际所需此处配筋为4ф32，即可满足框架柱所需的强度要求。7.2.4斜截面计算选用底层A柱为计算范例：V=（50.69+74.35）/3.9=25.520.2故满足强度要求λ=故此时取λ=3A故此时需要选用3φ25@100/200，即可满足强度需求表7-2顶层柱的配筋计算表柱abcd柱截面位置顶底顶底顶底顶底m87.7663.494327.754327.7587.7663.49n197.96207.32426.39435.75426.39435.75197.96207.32e0443.3219306.2416100.846663.6833100.846663.6833443.3219306.2416ea2020202020202020ei463.3219326.2416120.846683.6833120.846683.6833463.3219326.2416ζ111111111l0/h6.56.5ζ211111111η1.0252521.0358631.0968171.1398131.0968171.1398131.0252521.035863x46.1445248.3263499.39161101.573499.39161101.573446.1445248.32634e740.0219602.9416397.5466360.3833397.5466360.3833740.0219602.9416as1165.517887.3706918.5149752.8793918.5149752.87931165.517887.3706实际配筋4ф202ф254ф184ф164ф184ф164ф202ф251257982101880410188041257982ρmin*a180180180180180180180180

表7-3首层柱的配筋计算表柱abcd柱截面位置顶底顶底顶底顶底m23.1911.614.047.0214.047.0223.1911.6n354.13363.49538.06547.42693.1702.46354.13363.49e065.4844331.9128426.0937412.8237920.256829.99345265.4844331.91284ea2020202020202020ei85.4844351.9128446.0937432.8237940.2568229.9934585.4844351.91284ζ111111111l0/h8.18.1ζ211111111η1.2125411.3499891.3941731.5535291.4513251.6057631.2125411.349989x82.5477984.7296125.4219127.6037161.5618163.743682.5477984.7296e368.6533335.0818329.2627315.9927323.4257313.1624368.6533335.0818as606.6558483.1348807.5582742.79961140.4741079.714606.6558483.1348实际配筋2ф202ф184ф284ф284ф294ф302ф252ф256285092463246324632463982982ρmin*a1801801801801801801801808楼板设计图8-1楼板区格划分8.1荷载计算8.1.1.底层楼面的荷载：恒载标准值：g活载标准值：g荷载设计值：SS=1.35故荷载组合取第一种组合，S=7.6kN/m²8.1.2.屋面荷载的荷载：恒载标准值：g活载标准值：qk=2.0kN/m²荷载设计值S=1.2S=1.35故荷载组合取第二种组合，S=10.97kN/m²8.2内力计算在整层楼板中，选取具有代表性的板区①进行计算，如上图所示。板区格①为三边固定，一边简直的板，其中AB边为简支边。取L0x=2250mm，L0y=6000mm，L0x/L0y=2250/6000=0.375＜0.5，可以近似考虑为沿短跨方向的单向板。楼面板：短跨方向支座负弯矩：M=112ql²=1短跨方向跨中正弯矩：M=124ql²=1屋面板：短跨方向支座负弯矩：M=112ql²=1短跨方向跨中正弯矩：M=124ql²=18.3配筋计算以楼面区板格①为例：短跨方向支座负弯矩M=3.21kN·m短跨方向跨中正弯矩M=124支座配筋计算如下：h0=h-20=120-20=100mmαs=ξ=1-1−2αγs=0.5×（1+AρA配筋选用Φ8@200，满足要求。同样的方法计算出跨中配筋也选用Φ8@200钢筋。配筋情况见表。表8-1楼板配筋所属区格楼板类别截面位置M（kN·m）h（mm）h0（mm）As（mm²）配筋选择板区格①楼面板短跨跨中3.2112010090.07Φ8@200短跨支座1.612010044.89Φ8@200屋面板短跨跨中4.63120100129.91Φ8@200短跨支座2.3112010064.81Φ8@2009楼梯设计9.1楼梯设计资料本工程的楼梯采用现浇板式钢筋混凝土整体楼梯，梯段净宽为4.3m，左右梯段的宽度为2000mm，梯井宽度为0.4m，休息平台梁宽300mm，高为400mm，工程楼梯间高度均为3.9m，楼梯为10踏步的双跑楼梯，每跑均为10步，踏步高度100mm，踏步深度280mm。楼梯间的活荷载标准值为3.5KN/设计材料选用C30混凝土：fc=14.3钢筋采用HRB400级：fy9.2楼梯段板的计算9.2.1板厚选取：斜板的水平投影净长：ln1(1)斜板斜向长：ltanα=cosα=(2)斜板厚度：t取t19.2.2荷载计算：表9-1楼梯斜板荷载计算（单位：kN/m）荷载种类荷载标准值恒荷载30厚水磨石面层(0.08+0.28)×0.65/0.30=0.78三角形踏步0.35×0.08×0.28×25/0.30=0.65混凝土斜板0.14×25/0.94=3.72板底抹灰0.02×19×0.94=0.35恒荷载合计g5.5活荷载q3.00则：P=1.2×5.5+1.4×3.00=10.8kN/m9.2.3截面设计：跨中最大弯矩：M=板的保护层厚度取20mmh0=100-20=80mmαζγA受力钢筋选用Φ6@150（As=189mm²），分布筋选用Φ8@200。9.3休息平台计算(1)设计依据：平台板厚度取80mm，做法同楼面。(2)荷载计算：则：P=1.2×4+1.4×3.5=9.70kN。(3)截面设计：平台板的计算跨度：l0弯矩设计值：M=板有效高度l0ζγA受力钢筋选用8@200（As=251mm²）。9.4休息平台梁计算(1)平台梁计算平台梁的两端搁置在梯柱上，计算跨度取两轴线之间的距离，l=4300mm,平台梁的截面尺寸为b×h=250mm×450mm。(2)荷载计算表9-2平台梁荷载计算（单位：kN/m）荷载种类荷载标准值恒荷载平台梁自重25×0.45×0.25=2.81320厚底部和侧面抹灰15.5×0.02×[0.25+2×(0.45-0.1)]=0.295斜板传来的荷载6.86×2.2/2=7.546平台板传来的荷载4.00×1.6/2=3.2恒荷载合计g13.854活荷载q3.0×(1.6/2+2.2/2)=5.7则：P=1.2×13.854+1.4×5.7=24.6N/m(3)内力计算最大弯矩：M=最大剪力：V=(4)截面设计①正截面受弯承载力计算梁的有效高度：ℎ0αζγA所以纵向受力钢筋选用HRB400，2ф12，As=226mm²②斜截面受剪承载能力计算为了防止发生斜压破坏，其受剪截面应符合下列条件：V所以不需要计算配置腹筋，按构造配筋：取ф8@200双肢箍。9.5梯柱设计梯柱可按受压构件进行计算，梯柱所受轴力即为梯梁梁端剪力，梯柱截面尺寸选择为300x300mm，按构造配置4ф16的纵筋和ф8@100的箍筋可以满足要求。

10基础设计本建筑为钢筋混凝土框架结构，框架结构的荷载和地基土质均匀，因此本建筑的基础用独立基础。建筑物层数共2层，总高度为7.8m，，本建筑的基础可以不用进行抗震承载力验算。10.1设计资料建筑为现浇混凝土结构，框架柱截面尺寸300mm×300mm，采用桩下独立基础，混凝土等级为C30，HRB400的钢筋。室内外高差为600mm。根据沈阳市地质条件，持力土层为粗砂土层持力土层为粗砂土层，故持力层承载力特征值为：=200KPa，取基础埋深d=1.5m。基础宽度的承载力修正系数:η基础埋深的承载力修正系数:η所以f=200+2.0×20×由faA=A柱为正方形，故取基底也为正方形，边长1.9m×1.9m。10.2持力层承载力的验算由内力组合可知:MNePPP均小于1.2f10.3抗冲切承载力验算初步拟定采用二级台阶基础，取基础总高度ℎ=600mm，一级台阶高350mm，二级台阶250，有效高度ℎ验算柱与基础交接处抗冲切承载力：aA==冲切荷载：Faℎ=600mm,则0.7因此，柱与基础交接处抗冲切承载力满足要求。验算变阶处抗冲切承载力：aaA==冲切荷载：Faℎ=600mm,则0.7因此，变阶处抗冲切承载力抗冲切承载力满足要求。10.4基础配筋计算