【《XX市第四中学食堂施工图设计》13000字（论文）】

目录线刚度计算框架柱线刚度计算一榀框架尺寸简图如图2-1所示。图STYLEREF1\s2-SEQ图\*ARABIC\s11一榀框架尺寸简图室外地面标高为-0.45m，取基础顶标高至室外地面高度为0.5m，即基础顶至室内标高距离为0.95m，底层层高为3.6m，底层柱计算高度为4.55m。以底层的柱为例，计算柱的线刚度比：i以上面的方法，计算出各层柱的线刚度，见表2-1。表STYLEREF1\s2-SEQ表\*ARABIC\s11柱线刚度系数层数截面尺寸

（b×h)高度（m）E截面惯性矩Ic

（线刚度ib

（kN•m）相对

线刚度15004.55300005.2134340.712500×5003.6300005.2143402.81.263500×5003.6300005.2143402.81.26框架梁线刚度计算以中间跨为例子，对梁D线刚度进行计算：i用上面是方法，计算其它各层梁的线刚度，见表2-2，一榀框架计算简图见图2-2。表STYLEREF1\s2-SEQ表\*ARABIC\s12梁线刚度系数跨截面尺寸

（b×h)跨度（m）E截面惯性矩Ic

（线刚度ib

（kN•m）相对

线刚度AB300×6507.8300006.9528131.54BC300×4505.4300002.325312.50.74CD300×6507.8300006.9528131.54图STYLEREF1\s2-SEQ图\*ARABIC\s12一榀框架计算简图荷载及内力计算竖向荷载计算荷载计算见表STYLEREF1\s3-SEQ表\*ARABIC\s11屋面荷载，表STYLEREF1\s3-SEQ表\*ARABIC\s12楼面荷载。[6]表STYLEREF1\s3-1屋面荷载做法厚度(mm)容重(KN/m3)荷载大小单位20厚水泥砂浆保护层20200.40KN/m24厚沥青卷材4750.30KN/m220厚水泥砂浆找平层20200.40KN/m2挤塑聚苯板802.1250.17KN/m2膨胀珍珠岩找坡20150.30KN/m2楼板120253.00KN/m2水泥砂浆粉饰10200.20KN/m2总计4.77KN/m2表STYLEREF1\s3-2楼面荷载做法厚度(mm)容重(KN/m3)荷载大小单位10厚地板砖10200.20KN/m2水泥砂浆找平20200.40KN/m2楼板110252.75KN/m2水泥砂浆粉饰10200.20KN/m2总计3.55KN/m2恒载计算此设计均为双向板，本设计荷载平面传递简图如图3-1。图STYLEREF1\s3-SEQ图\*ARABIC\s11荷载平面传递简图求恒载标准值大小。把荷载化作等效均布荷载：A~B轴间框架梁屋面层荷载大小板传荷载:梁自重：q恒荷载=梁+板=4.155+16.568=20.723楼面层荷载大小板传荷载:梁自重：q隔墙自重:q恒载=板荷载+梁荷载+墙荷载B~C轴间框架梁屋面层荷载大小板传荷载:梁自重：q恒荷载=梁荷载+板荷载=2.587+16.099=18.686楼面层荷载大小板传荷载:梁自重：q恒载=板+梁=2.666+11.98125=14.65C~D轴间框架梁屋面层荷载大小板传荷载:梁自重：q恒载=梁荷载+板荷载=4.155+16.568=20.723楼面层荷载大小板传荷载:梁自重：q隔墙自重:q恒载荷载大小=板荷载+梁荷载+墙荷载=12.331+4.234+5.251=21.816柱竖直方向集中荷载计算如下：A轴柱竖向集中荷载计算顶层女儿墙自重：=5.5×0.2×1.2+0.5×板传荷载:p梁自重：p抹灰层自重（10mm）:女儿墙自重：A轴柱集中荷载=109.96+38.05125+1.72+20.436=170.16725kN标准层板传荷载:p梁自重：p2=25×0.3×(0.65－0.11)×(7.8-0.5)×1/2+25×0.3×(0.65－0.11)×(7.8-0.5)×1/2+25×0.3×(0.45－0.11)×(7.8-0.5)×1/2 =抹灰层自重（10mm）:外纵墙自重：pA轴柱集中荷载=90.1+38.87+1.76+40.96=171.69kNB轴竖向集中荷载计算1）顶层板传荷载：p梁自重：p粉刷自重：pB轴柱集中荷载=189.07+44.94+1.722）标准层板传荷载：p梁自重：p粉刷自重：p内纵墙自重：pB轴柱的集中荷载=C轴柱的竖向集中荷载计算因为一榀框架两侧对称，所以C轴与B轴柱的集中荷载都相同，计算过程和结果同上。D轴柱的竖向集中荷载计算因为一榀框架两端对称，所以两端柱的荷载都相同，计算过程和结果同上。将计算结果汇总到下图3-2。图STYLEREF1\s3-SEQ图\*ARABIC\s12恒载作用下荷载简图各种情况下的活荷载标准值见下表3-3。表STYLEREF1\s3-3活荷载标准值表荷载的类别大小单位屋面荷载0.50KN/m2普通楼面2.50 KN/m2楼道2.50KN/m2EQ1)A~B轴间框架梁顶层:q=2×0.50×1.95×标准层:q=2×2.50×1.95×EQ2)B~C轴间框架梁顶层:q=2×0.5×2.7×5/8=1.69kN/m标准层:q=2×2.5×2.7×5/8=8.44kN/mEQ3)C~D轴间框架梁顶层:q=2×0.50×1.95×标准层::q=2×2.50×1.95×EQ4)A轴柱竖向集中荷载计算顶层:p=2×标准层:p=2×5)B轴、C轴的集中荷载计算，因为对称，计算过程与上面相同：顶层:p标准层:p6)D轴集中荷载计算因为一榀框架对称，故D轴的荷载与A轴的一样。将计算结果汇总到图3-3。图STYLEREF1\s3-SEQ图\*ARABIC\s13活载作用下荷载简图内力分析计算分配系数竖向荷载采用分层法进行计算，因为要计算弯矩分配系数，为了计算方便，将一榀框架各个节点编号如图4-1。图STYLEREF1\s4-SEQ图\*ARABIC\s11一榀框架节点图分层法首先要进行节点分配系数的计算，节点分配系数即与该节点相连的某杆件线刚度占与该点相连所有杆件线刚度和之比，以1号节点为例，求解过程如下：μμ以此类推，计算各层各节点分配系数，计算结果见图4-2。图STYLEREF1\s4-SEQ图\*ARABIC\s12一榀框架节点分配系数恒载内力分析两端固结梁支座和跨中的计算弯矩公式为：M以顶层为例，按上述公式来计算梁端的弯矩：MMM因此可以算出恒载作用下的各梁端弯矩如表4-1。表STYLEREF1\s4-SEQ表\*ARABIC\s11梁端弯矩表弯矩梁AB梁BC梁CD3-105.07-45.41-105.072-110.61-35.6-110.611-110.61-35.6-110.61利用分层法求顶层、中间层以及底层的弯矩图，分配结果如图4-3~4-9。图STYLEREF1\s4-SEQ图\*ARABIC\s13恒载作用下顶层弯矩分配图图STYLEREF1\s4-SEQ图\*ARABIC\s14恒载作用下中间层弯矩分配图图STYLEREF1\s4-SEQ图\*ARABIC\s15恒载作用下底层弯矩分配图图STYLEREF1\s4-SEQ图\*ARABIC\s16恒载作用下顶层弯矩图图STYLEREF1\s4-SEQ图\*ARABIC\s17恒载作用下中间层弯矩图图STYLEREF1\s4-SEQ图\*ARABIC\s18恒载作用下底层弯矩图图STYLEREF1\s4-SEQ图\*ARABIC\s19恒载作用下的弯矩的简单叠加将顶层、中层、底层的弯矩图进行叠加，可以从上图里看出弯矩不平衡，需要将不平衡的各个节点再分配一次进行修正，以节点1为例：69.70-（69.70-56.59）×0.451=63.79k56.59-（69.70-56.59）×0.549=63.79kN图STYLEREF1\s4-SEQ图\*ARABIC\s110恒载作用下的最终弯矩恒载作用下梁柱剪力及柱轴力计算恒载作用下梁剪力的计算公式如下：用顶层举例子：柱剪力计算公式：用顶层为例子：按上述公式，可以计算出梁和柱的剪力，结果见图4-11。图STYLEREF1\s4-SEQ图\*ARABIC\s111恒载作用下梁和柱的剪力图(KN)对于轴力，在恒载作用下，是由楼板荷载传至柱上的集中荷载和梁的剪力产生的荷载两部分组成的[9]，计算公式如下：N以顶层为例：按上述计算，计算结果见图4-12。图4-SEQ图\*ARABIC\s112恒载作用下柱的轴力图(KN)活荷载内力分析活载梁端弯矩计算：M活载梁端弯矩计算结果见表4-2，弯矩分配见图4-13~4-19。表4-2梁端活载弯矩表弯矩梁AB梁BC梁CD第3层-8.82-4.11-8.82第2层-44.01-20.51-44.01第1层-44.01-20.51-44.01图4-13活荷载作用下顶层弯矩分配图图4-14活荷载作用下中间层弯矩分配图图4-15活荷载作用下底层弯矩分配图图4-16活荷载作用下顶层弯矩图图4-17活荷载作用下中间层弯矩图图4-18活荷载作用下底层弯矩图图4-19活荷载作用下弯矩的叠加可以从上图里看出弯矩不平衡，需要将不平衡的各个节点再分配一次进行修正，修正方法和恒载的修正方法一样。修正结果如图4-20。图4-20活荷载作用下最终弯矩图活载作用下梁柱剪力及柱轴力计算活载的梁端剪力与柱端剪力计算公式同恒载。按恒载剪力的计算方法，计算活载的梁端和柱剪力，结果如图4-21。图4-21活荷载作用下梁和柱的剪力图(KN)活载作用下轴力计算同恒载，公式如下：N计算可得图4-22。图4-22活荷载作用下柱的轴力图(KN)水平荷载计算风荷载计算对于水平方向荷载，采用D值法进行计算。[10]风荷载的大小按下式计算：W基本风压取0.3；风荷载体型系数取1.3；风压高度变化系数按表插值；因满足不考虑风压脉动系数影响，风振系数取1.0。计算简图见图5-1。用首层的计算过程为例，对风荷载标准值进行计算：可知，首层的风荷载计算高度为4.05m，查规范可知风压高度变化系数取1.0，基本风压取0.45，风压作用面积取楼层上下范围的一半，结果见表5-1。A=W=表5-SEQ表\*ARABIC\s11风荷载计算表层数βzμsz(m)μzω0(KN/m2)A(m2)W(KN)p（KNV(KN)31.001.3011.251.0350.323.414.9214.9214.9221.001.307.6510.328.08211.001.304.0510.329.83517.4517.4548.47图5-SEQ图\*ARABIC\s11风荷载作用下的结构计算简图风荷载位移验算1）一榀框架侧移刚度D对于底层：K=对于一般层：K=以首层为例：以此公式对各楼层侧向刚度进行计算，汇总见表5-2。表5-SEQ表\*ARABIC\s12侧向刚度计算表层数KAαAKBαBKCαCKDαD11.540.582.280.652.280.651.540.5821.220.381.80.471.80.471.220.3831.220.381.80.471.80.471.220.38侧向刚度计算公式为：D=αc×ic×12h2用上面的表格计算结果来求解，可以得出计算结果见表5-3和5-4。表5-SEQ表\*ARABIC\s13一榀框架侧向刚度表DjH第A轴第B轴第C轴第D轴∑Dj1层4.5511545129381293811545489662层3.615271188881888815271683183层3.61527118888188881527168318表5-SEQ表\*ARABIC\s14一榀框架水平位移表楼层WkWjD∆U3层14.9214.92683180.00020.000062层16.131.02683180.00050.000131层17.5448.47489660.00100.00022本工程的最大层间位移角为0.00022，小于，满足要求，故框架抗侧刚度满足要求。风荷载内力计算柱沿侧向刚度分配的计算方式如下：V对柱反弯点进行计算，计算结果见表5-5~5-8。表5-SEQ表\*ARABIC\s15A轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)33.61.2200.410000.411.4823.61.2200.410000.411.4814.551.5400.550000.552.50表5-SEQ表\*ARABIC\s16B轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)33.61.8000.450000.451.6223.61.8000.520000.521.8614.552.2800.550000.552.50表5-SEQ表\*ARABIC\s17C轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)33.61.8000.450000.451.6223.61.8000.520000.521.8614.552.2800.550000.552.50表5-SEQ表\*ARABIC\s18D轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)33.61.2200.410000.411.4823.61.2200.410000.411.4814.551.5400.550000.552.50EQ对梁、柱弯矩进行计算，计算过程见下表5-9~5-12。McM中柱：MM边柱：M表5-SEQ表\*ARABIC\s19A轴梁柱节点弯矩（风荷载）层号Vi(kN)∑DDiDi/∑D(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)314.9268318152710.2203.281.486.964.866.96231.0268318152710.2206.821.4814.4710.1019.33148.4748966115450.24011.632.5023.8229.1133.92表5-SEQ表\*ARABIC\s110B轴梁柱节点弯矩（风荷载）层号Vi(kN)∑DDiDi/∑D(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)314.9268318188880.2804.181.628.276.775.592.68231.0268318188880.2808.691.8615.0916.1814.777.08148.4748966129380.26012.602.5025.8031.5428.3813.6表5-SEQ表\*ARABIC\s111C轴梁柱节点弯矩（风荷载）层号Vi(kN)∑DDiDi/∑D(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)314.9268318188880.2804.181.628.276.772.685.59231.0268318188880.2808.691.8615.0916.187.0814.77148.4748966129380.26012.602.5025.8031.5413.6028.38表5-SEQ表\*ARABIC\s112D轴梁柱节点弯矩（风荷载）层号Vi(kN)∑DDiDi/∑D(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)314.9268318152710.2203.281.486.964.866.96231.0268318152710.2206.821.4814.4710.1019.33148.4748966115450.24011.632.5023.8229.1133.92图5-SEQ图\*ARABIC\s12风荷载作用下弯矩图梁端的剪力能够利用梁端弯矩来进行求解，弯矩图见图5-2，公式如下：V计算结果见图5-3~5-4。图5-SEQ图\*ARABIC\s13风荷载作用下梁柱剪力图（KN)图5-SEQ图\*ARABIC\s14风荷载作用下柱轴力图（KN)内力组合计算弯矩调幅根据最新的规范可知，[11]设计考虑内力组合形式如下：工况1：S工况2：S工况3：S本设计中，弯矩调幅系数取取β=0.9，调幅过程如下。梁端调幅公式：M调幅之后，需要对跨中的弯矩进行调整，结果见图6-1。M=调幅后，结果见图6-2。图6-SEQ图\*ARABIC\s11调幅后恒载下弯矩图图6-SEQ图\*ARABIC\s12调幅后活载下弯矩图柱内力组合柱内力组合结果见表6-1~6-4。表6-SEQ表\*ARABIC\s11A轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW1.3SG1.3SG+1.5×

(SQ±0.6×SW)1.3SG+1.5×

(0.7×SQ±SW)｜M｜max

及相应的Nmax

及相应的左风右风左风右风3柱顶M-63.79-8.206.96-6.96-93.78-87.52-100.05-79.65-100.53-100.53-100.05N246.5918.18-1.611.61347.83346.38349.28337.24342.07342.07349.28柱底M49.9313.95-4.864.8685.8581.4790.2272.2886.8590.2290.22N269.0918.18-1.611.61377.08375.63378.53366.49371.32378.53378.532柱顶M-40.79-19.2714.47-14.47-81.93-68.90-94.95-51.55-94.96-94.96-94.95N523.94108.42-5.985.98843.75838.37849.13785.99803.93803.93849.13柱底M52.4320.51-10.1010.1098.9289.83108.0174.55104.84108.01108.01N546.44108.42-5.985.98873.00867.62878.38815.24833.18878.38878.381柱顶M-27.91-10.8223.82-23.82-52.52-31.08-73.95-11.92-83.37-83.37-73.95N800.53198.49-13.9713.971338.421325.851350.991228.141270.051270.051350.99柱底M16.85.41-29.1129.1126.260.0652.46-19.8467.4967.4952.46N828.96198.49-13.9713.971375.391362.821387.961265.111307.021307.021387.96表6-SEQ表\*ARABIC\s12B轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW1.3SG+

1.5×SQ1.3SG+1.5×

(SQ±0.6×SW)1.3SG+1.5×

(0.7×SQ±SW)｜M｜max

及相应的Nmax

及相应的左风右风左风右风3柱顶M40.154.718.27-8.2759.2666.7051.8269.5544.7369.5566.70N371.4031.300.62-0.62529.77530.33529.21516.62514.76516.62530.33柱底M-31.84-8.60-6.776.77-54.30-60.39-48.20-60.58-40.27-60.58-60.39N393.9031.300.62-0.62559.02559.58558.46545.87544.01545.87559.582柱顶M31.6211.0315.09-15.0957.6471.2244.0775.3130.0575.3171.22N748.80188.272.37-2.371255.851257.981253.711174.681167.571174.681257.98柱底M-35.89-11.77-16.1816.18-64.31-78.88-49.75-83.29-34.74-83.29-78.88N771.30188.272.37-2.371285.101287.231282.961203.931196.821203.931287.231柱顶M20.606.8725.80-25.8037.0860.3013.8672.69-4.7272.6960.30N1126.96345.415.32-5.321983.161987.951978.381835.711819.751835.711987.95柱底M-11.1-3.43-31.5431.54-18.54-46.929.84-64.3030.31-64.30-46.92N1155.40345.415.32-5.322020.132024.922015.341872.681856.721872.682024.92表6-SEQ表\*ARABIC\s13C轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW1.3SG+

1.5*SQ1.3SG+1.5×

(SQ±0.6×SW)1.3SG+1.5×

(0.7×SQ±SW)｜M｜max

及相应的Nmax

及相应左风右风左风右风3柱顶M-40.15-4.718.27-8.27-59.26-51.82-66.70-44.73-69.55-69.55-66.70N371.4031.30-0.620.62529.77529.21530.33514.76516.62516.62530.33柱底M31.848.60-6.776.7754.3048.2060.3940.2760.5860.5860.39N393.9031.30-0.620.62559.02558.46559.58544.01545.87545.87559.582柱顶M-31.62-11.0315.09-15.09-57.64-44.07-71.22-30.05-75.31-75.31-71.22N748.61188.27-2.372.371255.601253.471257.731167.321174.431174.431257.73柱底M35.8911.77-16.1816.1864.3149.7578.8834.7483.2983.2978.88N771.11188.27-2.372.371284.851282.721286.981196.571203.681203.681286.981柱顶M-20.60-6.8725.80-25.80-37.08-13.86-60.304.72-72.69-72.69-60.30N1126.77345.41-5.325.321982.921978.131987.701819.501835.461835.461987.70柱底M11.13.43-31.5431.5418.54-9.8446.92-30.3164.3064.3046.92N1155.21345.41-5.325.322019.882015.102024.671856.471872.43187.432024.67表6-SEQ表\*ARABIC\s14D轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW1.3SG+

1.5×SQ1.3SG+1.5×

(SQ±0.6×SW)1.3SG+1.5×

(0.7×SQ±SW)｜M｜max

及相应的Nmax

及相应的左风右风左风右风3柱顶M63.798.206.96-6.9693.78100.0587.52100.5379.65100.53100.05N246.5918.181.61-1.61347.83349.28346.38342.07337.24342.07349.28柱底M-48.75-13.95-4.864.86-84.30-88.67-79.93-85.31-70.74-88.67-88.67N269.0918.181.61-1.61377.08378.53375.63371.32366.49378.53378.532柱顶M43.4119.2714.47-14.4785.3598.3772.3298.3854.9798.3898.37N524.12108.425.98-5.98843.98849.36838.60804.16786.22804.16849.36柱底M-52.43-20.51-10.1010.10-98.92-108.01-89.83-104.84-74.55-108.01-108.01N546.62108.425.98-5.98873.23878.61867.85833.41815.47878.61878.611柱顶M27.9110.8223.82-23.8252.5273.9531.0883.3711.9283.3773.95N800.71198.4913.97-13.971338.651351.231326.081270.291228.381270.291351.23柱底M-16.8-5.41-29.1129.11-26.26-52.46-0.06-67.4919.84-67.49-52.46N829.14198.4913.97-13.971375.621388.201363.051307.261265.351307.261388.20剪力计算公式为：以A轴首层为例，对柱端剪力进行计算，过程如下：计算结果见表6-5。表6-SEQ表\*ARABIC\s15框架柱剪力表柱号层数恒载

SGK活载

SQK左风

SWK右风

SWK1.3SG+

1.5*SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)设计值左风右风左风右风A331.286.15-3.283.2849.8946.9452.8442.2052.0452.84225.8911.05-6.826.8250.2344.0956.3735.0355.4956.3719.203.57-11.6311.6317.326.8527.78-1.7433.1533.15B3-20.00-3.70-4.184.18-31.55-35.31-27.79-36.16-23.62-36.162-18.75-6.33-8.698.69-33.87-41.69-26.05-44.06-17.99-44.061-6.79-2.26-12.6012.60-12.22-23.56-0.88-30.107.70-30.10C320.003.70-4.184.1831.5527.7935.3123.6236.1636.16218.756.33-8.698.6933.8726.0541.6917.9944.0641.6916.792.26-12.6012.6012.220.8823.56-7.7030.1030.10D3-30.95-6.15-3.283.28-49.46-52.41-46.51-51.61-41.77-52.412-26.62-11.05-6.826.82-51.18-57.32-45.04-56.44-35.98-57.321-9.20-3.57-11.6311.63-17.32-27.78-6.85-33.151.74-33.15梁内力组合对梁的内力进行组合，组合的过程和设计值见表6−6~6−8。表6-SEQ表\*ARABIC\s16第3层梁内力组合表梁跨截面内力恒载

SG活载

SQ左风

SW右风

SW1.3SG+

1.5×SQ1.3SG+1.5×

(SQ±0.6×SW)1.3SG+1.5×

(0.7×SQ±SW)设计值左风右风左风右风AB左端M-56.41-7.386.96-6.96-84.40-78.14-90.67-70.64-91.52-90.67V76.426.65-1.611.61109.32107.87110.77103.91108.74110.77右端M-87.30-8.34-5.595.59-126.00-131.03-120.97-130.63-113.86-131.03V-85.22-6.92-1.611.61-121.17-122.62-119.72-120.47-115.64-122.62BC左端M-51.17-4.112.68-2.68-72.69-70.27-75.10-66.82-74.86-74.86V50.454.56-0.990.9972.4371.5373.3268.8971.8673.32右端M-51.17-4.11-2.682.68-72.69-75.10-70.27-74.86-66.82-75.10V-50.45-4.56-0.990.99-72.43-73.32-71.53-71.86-68.89-73.32CD左端M-87.30-8.345.59-5.59-126.00-120.97-131.03-113.86-130.63-131.03V85.226.92-1.611.61121.17119.72122.62115.64120.47122.62右端M-56.41-7.38-6.966.96-84.40-90.67-78.14-91.52-70.64-91.52V-76.42-6.65-1.611.61-109.32-110.77-107.87-108.74-103.91-110.77AB跨中M85.745.370.000.00119.52119.52119.52117.10117.10119.52BCM-16.94-2.050.000.00-25.10-25.10-25.10-24.17-24.17-25.10CDM85.745.370.000.00119.52119.52119.52117.10117.10119.52表6-SEQ表\*ARABIC\s17第2层梁内力组合表梁跨截面内力恒载

SG活载

SQ左风

SW右风

SW1.3SG+

1.5×SQ1.3SG+1.5×

(SQ±0.6×SW)1.3SG+1.5×

(0.7×SQ±SW)设计值左风右风左风右风AB左端M-81.65-29.9019.33-19.33-151.00-133.60-168.39-108.55-166.53-168.39V83.1632.61-4.374.37157.02153.09160.96135.79148.90160.96右端M-95.16-38.60-14.7714.77-181.61-194.90-168.31-186.40-142.08-194.90V-87.01-35.09-4.374.37-165.75-169.68-161.82-156.51-143.40-169.68BC左端M-37.97-20.907.08-7.08-80.71-74.34-87.08-60.68-81.93-87.08V39.5622.79-2.622.6285.6183.2687.9771.4379.2987.97右端M-37.97-20.90-7.087.08-80.71-87.08-74.34-81.93-60.68-87.08V-39.56-22.79-2.622.62-85.61-87.97-83.26-79.29-71.43-87.97CD左端M-95.16-38.6014.77-14.77-181.61-168.31-194.90-142.08-186.40-194.90V86.8235.09-4.374.37165.50161.57169.43143.16156.27169.43右端M-82.94-29.90-19.3319.33-152.67-170.07-135.28-168.21-110.23-170.07V-83.34-32.61-4.374.37-157.26-161.19-153.32-149.14-136.03-161.19AB跨中M77.5131.760.000.00148.40148.40148.40134.11134.11148.40BCM-15.43-9.860.000.00-34.85-34.85-34.85-30.41-30.41-34.85CDM76.8631.760.000.00147.56147.56147.56133.27133.27147.56表6-SEQ表\*ARABIC\s18第1层梁内力组合表梁跨截面内力恒载

SG活载

SQ左风

SW右风

SW1.3SG+

1.5×SQ1.3SG+1.5×

(SQ±0.6×SW)1.3SG+1.5×

(0.7×SQ±SW)设计值左风右风左风右风AB左端M-72.31-28.1933.92-33.92-136.29-105.76-166.81-72.73-174.48-174.78V82.4033.44-7.997.99155.78148.59162.97129.20153.17162.97右端M-91.14-38.10-28.3828.38-175.63-201.18-150.09-201.06-115.91-201.18V-87.77-35.26-7.997.99-166.99-174.18-159.80-163.11-139.14-174.18BC左端M-40.22-21.3013.60-13.60-84.24-71.99-96.48-54.25-95.06-96.48V39.5622.79-5.045.0485.6181.0890.1567.8082.9290.15右端M-40.22-21.30-13.6013.60-84.24-96.48-71.99-95.06-54.25-96.48V-39.56-22.79-5.045.04-85.61-90.15-81.08-82.92-67.80-90.15CD左端M-91.14-38.1028.38-175.63-175.63-150.09-201.18-115.91-201.06-201.18V87.7735.26-7.99166.09166.99159.80174.18139.14163.11174.18右端M-72.31-28.19-33.92-136.29-136.29-166.81-105.76-174.48-72.73-174.48V-82.40-32.44-7.99-155.78-155.78-162.97-148.59-153.17-129.20-162.97AB跨中M84.1832.260.00158.72158.72158.72158.72143.94143.94158.72BCM-13.18-9.460.00-31.32-31.32-31.32-31.32-27.07-27.07-31.32CDM84.1832.860.00158.72158.72158.72158.72143.94143.94158.72现浇混凝土楼板设计设计参数屋面厚120mm，楼面厚110mm，采用HRB400级钢筋，C30混凝土。屋面恒载取4.77kN/m²，活载取0.50kN/m²，楼面恒载取3.55kN/m²，活载取2.50kN/m²。根据本工程的实际尺寸，7.8/3.9=2.0，按照规范，按双向板计算。屋面板示意图如图7-1。图7-SEQ图\*ARABIC\s11屋面板示意图配筋设计以屋面边跨为例，对板进行配筋计算，结合建筑施工图以及结构平面布置图，板计算跨度Lx=3900；Ly=7800，计算其长宽比，查弯矩系数：经查，各方向的弯矩系数为：x向跨中Bx=0.0408;x向支座Bx0=−0.083;y向跨中By=0.012;y向支座By0=−0.057，h0X向楼板跨中受弯计算：M=q×l2αξ=1−γs=0.5×A按计算配8@200即可。A配置钢筋满足计算和构造需求。Y向楼板跨中受弯计算：M=q×αξ=1−γs=0.5×A按计算配8@200即可。A配置钢筋满足计算和构造需求。X向楼板支座受弯计算：M=q×αξ=1−γs=0.5×A按计算配10@200即可。A配置钢筋满足计算和构造需求。Y向支座楼板受弯计算：M=q×αξ=1−γA按计算配8@200即可。A配置钢筋满足计算和构造需求。[13]楼板配筋见表7-1。表7-SEQ表\*ARABIC\s11楼板配筋表板块位置方向M(kN.m)h0(mm)αsγsAs配筋实配区

格

一跨中X向4.311000.0300.9801228@200251.2Y向1.271000.0091.000358@200251.2支座X向8.781000.0610.97025110@200392.5Y向6.031000.0420.9801718@200251.2区

格

二跨中X向3.201000.0220.990908@200251.2Y向8.231000.0580.9702368@200251.2支座X向9.321000.0650.97026710@200392.5Y向11.551000.0810.9603348@200251.2区

格

三跨中X向5.19900.0450.9801638@200251.2Y向1.53900.0130.990488@200251.2支座X向10.56900.0910.95034310@200392.5Y向7.25900.0630.9702318@200251.2区

格

四跨中X向3.85900.0330.9801218@200251.2Y向9.90900.0850.9503228@200251.2支座X向11.22900.0970.95036510@200392.5Y向13.90900.1200.9304618@200251.2上表中，区格一是指屋面层边跨，区格二是指屋面层中间跨，区格三是指标准层边跨，区格四是指标准层中间跨。梁截面配筋设计梁截面设计为实现经济性，对于梁设计时，弯矩取至柱边，公式如下：MEQ其中，Mb为控制截面内力；EQHc为柱截面高度；Mb1为柱中处梁端弯矩；q为梁上作用的均布作用荷载。以第3层左跨为例，对梁端弯矩计算示意:A右：M以此类推，对各层框架梁端进行调整，结果下表8-1。表8-SEQ表\*ARABIC\s11梁支座弯矩表位置截面支座M剪力Vb(m)M(kN.m)位置层数支座M剪力Vb(m)M(kN.m)A右3-90.67110.770.50-93.13B左3-131.03-122.620.50-118.242-168.39160.960.50-194.352-194.90-169.680.50-186.631-174.48162.970.50-231.891-201.18-174.180.50-169.14B右3-74.8673.320.50-64.29C左3-82.62-73.320.50-64.292-87.0887.970.50-80.062-87.08-87.970.50-80.061-96.4890.150.50-107.741-96.48-90.150.50-77.06C右3-131.03122.620.50-118.24D左3-120.82-110.770.50-93.132-194.90169.430.50-186.692170.07-161.190.50-195.831-201.18174.180.50-233.151-174.48-162.970.50-231.89正截面设计现取一榀框架底层梁为例子计算：第1层：边跨梁正截面抗弯配筋1）跨中设计内力M=158.72KN·m，截面有效高度h0bf‘=min1b+h所以，b由于a1fcbf'(=2290.29KN·m>119.04KN·m所以此T形截面为第一类T形截面。αξ=1−As=ξ取下部钢筋220,ASTρ=满足要求。2）左支座设计内力M=-231.8875，截面有效高度h0=650-35=615mm，按双筋矩形截面设计，压筋为220,AS1=ASξ=1−A选配320，AS2=942mm2;ρ=同时3）右支座设计内力M=-169.14，截面有效高度h0=650-35=615mm，按双筋矩形截面设计，压筋为220,AS1=ASξ=1−A选配320，AS2=942mm2; ρ=同时中跨梁正截面抗弯配筋1)跨中设计内力M=-31.32KN·m，截面有效高度h0T形截面的翼缘计算宽度bf‘=min1b+h所以，b由于a1fcbf'(=1019.3KN·m>-23.49KN·m所以此T形截面为第一类T形截面。αξ=1−As=ξ取下部钢筋314,AST=461.58mm2ρ=满足要求。2）支座设计内力M=-107.74，截面有效高度h0=450-35=415mm，按双筋矩形截面设计，压筋为220,,AS1=ASξ=1−A选配320，,AS2=942mm2; ρ=同时ρ<ρmax=2.5%满足要求。梁配筋图见表8表8-SEQ表\*ARABIC\s12第三层梁配筋表截面计算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端3层M/(kN.m)-93.13119.52-118.24-64.29-25.10-64.29-64.29119.52-93.13面积As334.5381.1424.7352.5-118.7352.5424.7381.1334.5实配钢筋318320318320218320318320318实配面积763.02942763.02942508.68942763.02942763.02配筋率ρ(%)0.41%0.51%0.41%0.76%0.41%0.76%0.41%0.51%0.41%表8-SEQ表\*ARABIC\s13第二层梁配筋表截面计算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端2层M/(kN.m)-194.35148.40-186.63-80.06-34.85-80.06-80.06148.40-194.35面积As698.1508.1670.4438.9-178.0438.9670.4508.1698.1实配钢筋320320220320218320220320320实配面积942942628942508.68942628942942配筋率ρ(%)0.51%0.51%0.34%0.76%0.41%0.76%0.34%0.51%0.51%表8-SEQ表\*ARABIC\s14第一层梁配筋表截面计算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端1层M/(kN.m)-231.89158.72-169.14-107.74-31.32-107.74-107.74158.72-231.89面积As825.9508.1607.5593.4-148.4593.4607.5508.1825.9实配钢筋320220320320314320320220320实配面积942628942942461.58942942628942配筋率ρ(%)0.51%0.34%0.51%0.76%0.37%0.76%0.51%0.34%0.51%斜截面设计在进行设计时，要强剪弱弯，强柱弱梁，而强剪弱弯的原则，如不进行抗震设计，则可以不按照强剪弱弯概念进行调整。[12]以顶层为例，对框架梁强剪弱弯调整进行计算，计算如下：VVV在计算框架梁斜截面配筋，计算过程如下：梁AB调整后剪力V按照下式进行斜截面承载力验算：V用剪力设计值计算框架梁单位长度箍筋面积：A=(0.85×116.06×1000−0.7×0.6×1.43×300×615)/(360×615)=−0.05根据斜截面配筋计算结果，实配钢筋加密区选择8@100(4)，非加密区选择8@200(4)实配单位面积：A实际钢筋配箍率：ρ验算最小箍筋配筋率，ρ以此类推，对各层框架梁进行斜截面配筋计算，结果见下表8-5。表8-SEQ表\*ARABIC\s15梁箍筋配筋表截面位置Vb

0.20fAs/s加密区配筋非加密区配筋As/s(实配)ρρAB梁左116.06620.79-0.058@100(4)8@200(4)2.010.7%0.10%梁右116.06620.79-0.058@100(4)8@200(4)2.010.7%0.10%BC梁左81.59418.91-0.048@100(4)8@200(4)2.010.7%0.10%梁右81.59418.91-0.048@100(4)8@200(4)2.010.7%0.10%CD梁左116.06620.79-0.058@100(4)8@200(4)2.010.7%0.10%梁右116.06620.79-0.058@100(4)8@200(4)2.010.7%0.10%AB梁左164.64620.790.138@100(4)8@200(4)2.010.67%0.10%梁右164.64620.790.138@100(4)8@200(4)2.010.67%0.10%BC梁左90.16418.910.018@100(4)8@200(4)2.010.67%0.10%梁右90.16418.910.018@100(4)8@200(4)2.010.67%0.10%CD梁左164.64620.790.138@100(4)8@200(4)2.010.67%0.10%梁右164.64620.790.138@100(4)8@200(4)2.010.67%0.10%AB梁左167.93620.790.148@100(4)8@200(4)2.010.67%0.10%梁右167.93620.790.148@100(4)8@200(4)2.010.67%0.10%BC梁左96.21418.910.058@100(4)8@200(4)2.010.67%0.10%梁右96.21418.910.058@100(4)8@200(4)2.010.67%0.10%CD梁左167.93620.790.148@100(4)8@200(4)2.010.67%0.10%梁右167.93620.790.148@100(4)8@200(4)2.010.67%0.10%框架柱配筋设计轴压比和剪跨比计算对柱轴压比进行求解，结果见下表9-1。表9-SEQ表\*ARABIC\s11柱轴压比表轴号楼层b(mm)hf柱净高HN(kN)H/(2×hN/(fA350046514.302950378.533.170.114250046514.302950878.383.170.264150046514.3039001387.964.190.417B350046514.302950559.583.170.168250046514.3029501287.233.170.387150046514.3039002024.924.190.609C350046514.302950559.583.170.168250046514.3029501286.983.170.387150046514.3039002024.674.190.609D350046514.302950378.533.170.114250046514.302950878.613.170.264150046514.3039001388.204.190.418正截面配筋设计考虑框架柱受力特性，同时为简化计算，本设计中，框架柱按对称方式配筋，以A轴柱为例，进行正截面配筋设计，以第3层、1层为例，过程如下：第A轴第3层控制内力组合弯矩M=122.74kN.m，轴压比为：μ=由于轴压比小于0.15，取0.75先对框架柱相对受压区高度进行求解：x=根据规范，需要对框架柱的大小偏心进行判定。x=39.71mm<0.55×465=255.75mm由于柱为偏心受压构件，按照混凝土规范尚且需要考虑挠曲效应，且挠曲效应计算时，其截面偏心距系数不小于0.7，曲率修正系数不小于1，计算如下：ζηC根据规范，Cmη×ns不小于1.0，当小于1.0时取1.0M=e=本设计对框架柱采用对称配筋，根据规范，对称配筋时，面积求解公式如下：AA框架柱的实际配筋应满足计算配筋面积和构造配筋面积（最小配筋率计算的面积），即控制配筋面积为:A根据计算结果，实际配置钢筋1218，ρ(%)=1.22%。第1层控制内力组合弯矩M=185.11kN.m，轴压比为：μ=由于轴压比大于0.15，取0.8先对框架柱相对受压区高度进行求解：x=根据规范，需要对框架柱的大小偏心进行判定。x=145.59mm<0.55×465=255.75mm由于柱为偏心受压构件，按照混凝土规范尚且需要考虑挠曲效应，且挠曲效应计算时，其截面偏心距系数不小于0.7，曲率修正系数不小于1，计算如下：ζηC根据规范，Cmη×ns不小于1.0，当小于1.0时取1.0M=e=本设计对框架柱采用对称配筋，根据规范，对称配筋时，面积求解公式如下：AA框架柱的实际配筋应满足计算配筋面积和构造配筋面积（最小配筋率计算的面积），即控制配筋面积为:A根据计算结果，实际配置钢筋622，ρ(%)=0.91%。柱配筋计算结果见下表9-2。表9-SEQ表\*ARABIC\s12柱配筋表柱编号M(kN.m)N(kN)γξζe0(mm)ηCMeAs(mmAs实配钢筋配筋率(%)A-3122.74378.530.75255.751201.050.9122.74559.25209.1821256220.91%A-2161.17878.380.75255.751201.090.92161.62134190.2521256220.91%A-1185.111387.960.75255.751201.190.95209.2669385.77-43.2721256220.91%B-3151.54559.580.75255.751201.060.92151.54454.3450.6121256220.91%B-2173.801287.230.75255.751201.120.98196.4809397.570.5721256220.91%B-1203.652024.920.75255.750.88201.140.98227.5178347.36-112.1621256220.91%C-3151.54559.580.75255.751201.060.92151.54454.3450.6121256220.91%C-2173.801286.980.75255.751201.120.98196.4809397.570.5721256220.91%C-1203.652024.670.75255.750.88201.140.98227.5178347.36-112.1621256220.91%D-3122.74378.530.75255.751201.050.9122.74559.25209.1821256220.91%D-2161.17878.610.75255.751201.090.92161.62134190.2521256220.91%D-1185.111388.200.75255.751201.190.95209.2669385.77-43.2721256220.91%柱斜截面配筋设计对框架柱进行压弯构件斜截面设计，以顶层边柱为例，计算如下：第A轴弯矩设计值为122.74kN.m，轴力设计值为378.53kN，剪力设计值为64.2kN。使用弯矩和剪力计算框架柱剪跨比，计算如下：λ=剪跨比λ取值3对框架柱进行斜截面承载力验算：V≤轴压比不大于下式计算结果：N≤0.3×A×A根据计算出来的结果配置箍筋，加密区选择8@150(7)，非加密区选择8@200(7)实配钢筋面积：A按规范，验算体积配箍率：ρ配箍特征值λv取值为0.06，最小体积配箍率：ρ根据混凝土设计规范构造体积配箍率为0.60%，满足要求。柱箍筋计算结果见下表9-3。表9-SEQ表\*ARABIC\s13柱箍筋配筋表轴号楼层MNVM/Vhλ0.20f0.3fA加密区配筋非加密区配筋AsvρρA3122.74378.5364.204.113.00886.60997.43-0.238@150(7)8@200(7)2.341.05%0.24%2161.17878.3877.634.463.00886.60997.43-0.178@150(7)8@200(7)2.341.05%0.24%1185.111387.9666.835.963.00886.60997.43-0.228@150(7)8@200(7)2.341.05%0.24%B3-108.88559.58-55.464.223.00886.60997.43-0.778@150(7)8@200(7)2.341.05%0.24%2-173.801287.23-77.134.853.00886.60997.43-0.878@150(7)8@200(7)2.341.05%0.24%1-191.862024.92-67.636.103.00886.60997.43-0.828@150(7)8@200(7)2.341.05%0.24%C3-108.88559.58-55.464.223.00886.60997.43-0.778@150(7)8@200(7)2.341.05%0.24%2-173.801287.23-77.134.853.00886.60997.43-0.878@150(7)8@200(7)2.341.05%0.24%1-191.862024.92-67.636.103.00886.60997.43-0