景区宾馆的设计

中文摘要④表2-11框架粱剪力及弯矩计算表层次54321AB跨060.6786.57110.78140.4227.6354.3877.5799.27143.078.1218.3922.8029.1739.37BC跨2．42．42．42．42．428.155.3178.89100.98145.5228.155.3178.89100.98145.5223.4246.0965.7484.15121.27柱轴力8.1226.5249.3078.48117.8518.6452.93105.28172.27271.49图2-7（a）地震作用下框架弯矩图（kN·m）图2-7（b）地震力作用下框架梁端剪力及柱轴力（kN）2.6横向风荷载作用下框架内力和侧移计算2.6.1风荷载标准值风荷载标准按（迎风面）（背风面）风压高度系数取⒀轴线横向框架负载宽度为7.8m==由《荷载规范》表7.2.1查得代入上式解各楼层标高处见表2-12表2-12沿房屋高度分布风荷载标准值距地面高度女儿墙16.510．771．30．550．551515.310．741．30．550．529412.310．741．30．550．52939.310．741．30．550．52926.310．741．30．550．52913.310．741．30．550．5292.6.2计算风荷载作用下各楼层节点上集中力及各层剪力假定风荷载在层间均匀分布并假定相邻各层层高范围内的风荷载按集中力作用在本层楼面上5层顶处风荷载作用下各楼层节点上集中力计算其余各层见表2-13表2-13风荷作用水平集中力及剪力表层号层高h风荷载标准值各层集中力各层剪力女儿墙1．20．55112.2253．00．52913.3312.2243．00．52913.3325.5633．00．52913.3338.8923．00．52913.3352.2113．30．52914.6666.872.6.3水平风荷载作用下的水平位移验算表2-14水平侧移层次层高（m）513.3312.22850540．0001440．002643.0413.3325.56850540．0003010．002493.0313.3338.89850540．0004570．002193.0213.3352.21850540．0006140．001743.0114.6666.87595460．001120．001123.3侧移满足要求2.6.4水平风荷载作用下柱端弯矩及剪力计算方法同水平地震作用表2-15水平风荷载作用下各层柱弯矩及剪力层次54321层高3.03.03.03.04.5层间剪力12.2225.5638.8952.2166.87层间刚度8505485054850548505459546A轴柱（Q）15504155041550415504133062.234.667.099.5214.91.0231.0231.0231.0230.690．360．450．50．50．654.287.6910.6414.2823.462.416.2910.6414.2843.58B轴柱（P）2702327023270232702316467a3.888.1212.3616.5921.251.2731.2731.2731.2731.310.360.457.4513.3918.5424.8933.474.1910.9618.5424.8962.162.6.5风荷载作用下梁端弯矩剪力及轴力见表2-16计算方法同水平地震作用表2-16梁端弯矩剪力层次54321AB跨810.116.9324.9237.743.939.2815.6423.0230.931.142.694.526.669.54BC跨2．42．42．42．42．43.528.313.8620.4127.423.528.313.8620.4127.422.936.9211.5517.0122.85柱轴力1．143.838.3515.0124.551.796.0212.8523.236.51图2-8（a）左风作用下框架弯矩图图2-8(b)左风作用下框架的剪力轴力图2.7竖向荷载作用下框架的内力计算2.7.1荷载计算⑴计算单元图2-9横向框架计算单元取10轴线横向框架进行计算，计算单元宽度为8.4，如图2—8所示由于房间内布置次梁故传给该框架的楼面荷载，如图中水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁的集中力的形式传给横向框架作用于各节点上，由于框架梁的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。⑵荷载计算图2-10荷载作用位置在图2-10中代表横梁自重为均布荷载形式对于5层分别为房间和走道板传给横梁的均布荷载由图2—8几何关系可得：分别由边梁中纵梁直接传给柱的恒载它包括梁自重楼板重及女儿墙等重力荷载计算如下集中力矩：对4～2层包括梁自重和其上层楼墙自重，均为均布荷载，其它荷载计算方法同第五层结果为1层：⑵活荷载计算活荷载作用下各层框架梁上的荷载分布如图2-11所示图2-11活载作用位置对于5层：同理：在屋面雪荷载作用下对于4～2层：对于1层：将以上计算结果汇总见表2-17和2-18表2-17横向框架恒载汇总表层次53.211.8913.885.79140.93155.4410.5702～47.724.5315.966.63181.12221.5713.58017.724.5315.966.63181.12221.5722.640表2-18横向框架活载汇总（括号为雪荷载）层次57.2(1.96)3.0(0.83)39.06(10.7)55.26(15.16)2.93(0.8)0(0)2～47.2339.0652.262.93017.2339.0652.264.8802.7.2梁柱内力计算梁端：柱端弯矩采用二次分配法计算，由于结构和荷载对称，故计算的可用半框架，梁端剪力可依据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得，柱轴力可由梁端剪力和节点集中力叠加得到，计算柱底轴力还考虑柱的自重。（1）计算梁柱转动刚度表2-19转动刚度构件名称转动刚度S相对转动刚度框架梁边跨42.246边跨21．0框架柱首层43.2462～5层42.1852～5层43.329（2）计算分配系数如表2—20分配系数按下式计算其中为节点K第i根杆件的相对转动刚度：为节点K各杆相对转动刚度之和表2-20各杆件相对转动刚度节点52.246+3.329=5.575—0.403—0.59742.246+2*3.329=8.904—0.2520.3740.37432.246+2*3.329=8.904—0.2520.3740.37422.246+2*3.329=8.904—0.2520.3740.37412.246+3.246+3.329=8.821—0.2550.3680.377112.246+1.0+2.185=5.4310.4140.184—0.402102.185*2+1.0+2.246=7.6160.2950.1310.2870.28792.185*2+1.0+2.246=7.6160.2950.1310.2870.28782.185*2+1.0+2.246=7.6160.2950.1310.2870.28772.246+1.0+3.246+2.185=8.6770.2590.1150.2520.374（3）荷载分析：恒载：AB跨：｛5层17.092～4层23.68{1层23.68BC跨：｛5层7.682～4层11.16{1层11.16活载：AB跨：｛5层7.2/雪1.962～4层7.2{1层7.2BC跨：｛5层3.0/雪0.832～4层3.0 {1层3.0（4）固端弯矩计算将框架梁视为两端固定梁计算固端弯矩计算结果见表2—21表2-21固端弯矩计算表AB跨BC跨简图固端弯矩简图固端弯矩2.7.3弯矩分配及传递远端固定传递系数为0.5远端滑铰支传递系数为-1表2-22恒荷载作用下框架弯矩计算上柱下柱右梁左梁上柱下柱右梁0.5970.4030.4140.4020.18410.57-73.8373.830.00-3.700.0044.0829.75-29.03-28.19-12.900.000.00-14.5214.880.000.000.008.675.85-6.16-5.98-2.740.0052.74-52.7454.31-34.17-6.440.3740.3740.2520.2940.2870.2870.13113.580.00-102.30102.300.00-5.3637.8537.8525.98-28.11-28.11-28.11-12.6022.1518.93-14.0612.99-14.10-14.060.00-10.0-10.00-6.864.404.404.401.9750.0046.78-97.2391.58-37.81-37.77-15.990.3740.3740.2520.2940.2870.2870.13114.650.00-102.30102.300.00-5.3637.8537.8525.58-28.11-28.11-28.11-12.6018.9318.82-14.0612.79-14.06-12.210.00-8.77-8.77-5.923.913.913.911.7548.0147.91-96.7090.89-38.26-36.42-16.210.3740.3740.2520.2940.2870.2870.13114.650.00-102.30102.300.00-5.3627.9627.9623.72-31.72-31.77-31.77-11.9813.9812.91-11.7315.73-15.88-17.570.00-4.85-4.85-5.464.205.695.692.1437.0936.02-95.7790.51-41.97-43.65-16.890.3680.3770.2550.2590.2520.3740.11522.640.00 -102.30102.300.00-5.3637.6538.5722.08-26.1-24.43-36.26-12.1518.93-12.5513.04-14.060.00-2.34-2.40-1.620.260.260.380.1254.2336.16-94.3989.50-38.23-35.88-17.3918.08-17.94表2-23活荷载作用下框架弯矩计算上柱下柱右梁左梁上柱下柱左梁0.5970.4030.4140.4020.1842.93-26.9326.930.00-2.100.0016.0810.77-10.18-10.18-4.470.000.00-5.095.390.000.000.003.042.04-2.21-2.21-0.970.0019.12-19.2119.93-12.39-3.070.3740.3740.2520.2940.2870.2870.1312.930.00-26.9326.930.00-2.109.969.966.84-7.20-7.20-7.20-3.238.084.98-3.603.42-4.99-3.600.00-3.50-3.50-2.401.501.501.500.6714.5411.45-26.0924.65-10.69-9.30-4.660.3740.3740.2520.2940.2870.2870.1312.93-26.9326.930.00-2.109.969.966.73-7.20-7.20-7.20-3.234.984.98-3.603.37-3.60-3.600.00-2.35-2.35-1.510.5012.5912.59-25.3924.21-9.69-9.69-4.830.3740.3740.2520.2940.2870.2870.1312.93-26.9326.930.00-2.109.969.966.73-7.20-7.20-7.20-3.234.984.96-3.603.37-3.60-3.130.00-2.34-2.34-1.580.980.980.980.4412.6012.57-25.3824.07-9.83-9.35-4.890.3680.3770.2550.2590.2520.3740.1154.88-26.9326.930.00-2.109.9110.156.87-6.43-6.26-9.29-2.864.98-3.223.43-3.600.00-0.65-0.67-0.450.040.040.060.0214.249.49-23.7323.98-9.82-9.22-4.944.74-4.612.7.4绘制弯矩图跨中弯矩图2-13恒荷载作用下框架弯矩图(kN/m)2.7.5框架在竖向何在作用下的剪力及轴力计算梁端剪力—梁上均布荷载引起的剪力,—梁端弯矩引起的剪力,柱的轴力式中：—梁端剪力—节点集中力及柱自重以AB跨四、五层梁在荷载作用下,梁端剪力及柱轴力计算为例。由框架竖向荷载示意图查得梁上均布荷载为四层：集中荷载：181.12kN（A柱）221.57kN（B柱）自重：15.72kN（A柱）19.38kN（B柱）五层：集中荷载：140.93kN（A柱）155.44kN（B柱）柱自重：15.72kN（A柱）19.38kN（B柱）梁端弯矩：五层梁端弯矩四层梁端弯矩注：括号内为调幅后的数值，调幅系数为0.8五层梁端剪力调幅前调幅后五层A柱柱顶及柱底轴力其它梁端剪力及柱轴力见表2-23表2-23恒载作用下梁端剪力及柱轴力kN层次54321荷载引起剪力AB跨61.5285.2585.2585.2585.25BC跨9.2213.3913.3913.3913.39弯矩引起剪力AB跨0.22（0.18）0.78（0.63）1.38（1.11）1.49（1.17）0.65（0.52）BC跨00000总剪力AB跨61.30（61.34）84.49（84.62）83.65（83.93）83.54（83.84）83.48（84.51）61.74（61.7）86.03（85.88）86.42（86.14）86.52（86.23）85.68（85.55）BC跨9.2213.3913.3913.3913.39柱轴力A柱202.23484.37766.461048.551330.64218.00500.09782.181064.271350.02B柱216.96543.10869.301195.501521.70236.28562.48888.681214.881541.08注:括号内为调幅后的剪力值表2-24活载作用下（屋面雪荷载）梁端剪力及柱轴力层次54321荷载引起剪力AB跨25.9225.9225.9225.9225.92BC跨3.63.6弯矩引起剪力AB跨60.180.03BC跨00000总剪力AB跨26.0626.1226.0826.0425.9524.3625.052525.0324.84BC跨3.63.6柱轴力A柱80.7161.4242.1322.80422.88B柱100.56198.12295.68393.24506.522.8横向框架内力组合2.8.1内力组合⑴结构抗震等级该建筑7度设防高度〈30m框架结构由《抗震规范》查得抗震等级三级⑵框架梁内力组合考虑以下四种内力组合

因风载弯矩图可得内力组合与考虑地震作用的组合相比一般较小，对结构设计不起控制作用，故不予考虑。求跨中最大弯矩方法（以地震作用为例）注：当或时，表示最大弯矩发生在支座处。应取或，用计算—重力荷载作用下梁端的弯矩—水平地震作用下梁端弯矩—竖向荷载与地震荷载共同作用下梁端反力⑶框架柱内力组合取每层柱顶和柱底两个控制截面，按下列法进行组合柱端弯矩M和轴力N组合的设计值非抗震设计：抗震设计：由于柱是偏心受力构件且一般采用对称配筋，故应以上述组合求出最不利内力：内力组合过程及数据见附录承载力抗力调整系数注意：在截面配筋时，组合表中与地震力组合的内力均应乘以后与静力组合的内力进行比较，挑选出最不利内力承载力抗震调整系数取值见表2-25承载力抗震调整系数材料结构构件受力状态钢筋混凝土梁受弯0.75梁轴压比﹤0.15的墙偏压0.75轴压比的墙偏压0.80抗震墙偏压0.85各类构件受剪、偏压0.852.9横向框架梁截面设计2.9.1粱正截面计算⑴第一层梁为例,梁控制截面的内力如图2-13示,图中单位为单位为砼强度等级C25,纵筋为HRB335，，箍筋为HPB235，图2-13第一层梁内力示意当梁下部受拉时，按T形截面设计，当梁上部受拉时，按矩形截面设计，梁向计算跨度按宽度考虑时：跨间截面按单筋T形截面c属第一类T形截面支座A上部支座上部选用：(418)2.9.2梁斜截面受剪承载力计算AB跨梁端剪力设计值调整左震：右震：截面尺寸满足要求梁端加密区箍筋取2肢箍筋用HPB235则加密区长度为0.9m，非加密区箍筋取2肢箍筋设置满足要求BC跨：若加密区取2肢，则其承载力为由于非加密区长度较小，故全跨均可按加密区配置其余配筋见表表2-26截面配筋层数截面MζAs'As实际配筋As'/Asρ5支座A-92.89<06254263Φ160.680.4％Bl-95.74<06255483Φ160.880.4％AB跨间77.890.016253Φ180.51％支座Br-44.36<01544331Φ20+2Φ160.360.72％BC跨间22.250.021541Φ20+2Φ160.72％2支座A-115.26<08309531Φ22+2Φ250.870.91%Bl-121.30<083010091Φ22+2Φ250.820.91%AB跨间104.660.028303Φ220.7%支座Br70.428548421Φ22+2Φ250.991.2%BC跨间79.570.088541Φ16+2Φ180.84%1支座A-141.30<08918894180.800.91%Bl-146.19<08919204180.770.91%AB跨间149.760.026953180.7%支座Br-106.99<0127512031Φ22+2Φ250.941.2%BC跨间138.830.1312751Φ16+2Φ180.84%2.9框架柱2.9.1剪跨比和轴压比验算见下表给出了框架柱各层剪跨比和轴压比验算结果，其中剪跨比也可取，注意：表中的和N都不应考虑承载力抗震调整系数，由表可见各柱的剪跨比和轴压比均满足规范要求表2-27剪跨比和轴压比柱号层次bNA柱545041514.3085.7053.53216.894.58〉20.10〈0.9245041514.30103.6975.501072.394.07〉20.52〈0.9155051514.30142.9075.051350.294.09〉20.54〈0.9B柱550046514.30100.4074.27266.404.16〉20.08〈0.9250046514.30151.00124.171264.683.47〉20.38〈0.9155051514.30217.4890.531400.224.18〉20.66〈0.92.9.2柱正截面承载力计算（1）地震作用的内力计算柱的配筋以第二层B轴柱为例说明，根据B柱内力组合表，将支座中心处的弯矩换算支座边缘，并与柱端组合弯矩的调整值比较后，选出最不利内力进行配筋。B节点左右梁端弯矩B节点上下柱弯矩弹性弯矩分配给上下柱梁即：因水平荷载产生的弯矩设计值占总弯矩的75%以上，框架柱按下式计1=EQ\F(0.5fcA,N)==1.75>1,取1=1.02=EQ1.15-0.01\F(l0,h)=1.15-0.01×\F(4520,500)=1.06因为l0/h<15取2=1.0=EQ1+\F(1,1400ei/h0)\b\bc(\F(l0,h))\s\up8(2)12=EQ1+\F(1,1400×150.00/465)×\b\bc(\F(4520,500))\s\up8(2)×1.00×1.00=1.21轴向压力作用点至纵向受拉钢筋的合力点的距离:e=ei+h/2-as=1.21×140.26+500/2-35=385.3mm轴向压力作用点至纵向受压钢筋的合力点的距离:e'=h/2-ei-as'=500/2-1.21×140.26-35=105.00mm1=1.00N≤fcbx+f'yA's-sA当采用对称配筋时,可令f'yA's=sA因此=EQ\F(REN,1fcbh0)=EQ\F(1.00×1027.50×1000,1.00×11.90×500×465)=0.3714>2s/h0=0.15<b=0.55计算AsAs=EQ\F(RENe-1fcbh02(1-0.5),fy(h0-a's))=EQ\F(1.00×1027.50×1000×392-1.00×11.90×500×4652×0.3714×(1-0.5×0.3714),300×(465-35))=107.43mm2<0.5minA=1000.00取As=1000mm2 实际配筋:4Φ18,As=1017mm2（2）再按Nmax及相应的M一组计算N=2025.46kN节点上下柱弯矩此组合内力是非地震组合情况，且无水平荷载效应，故不应进行调整取计算偏心距eiEQe0=\F(M,N)=\F(73.28×1000,1943.91)=37mm附加偏心距,取20mm和偏心方向截面最大尺寸的1/30两者中的大值ea=max(20,h/30)=20.00mmei=e0+ea=37+20.00=57.00mm1=EQ\F(0.5fcA,N)=EQ\F(0.5×11.90×250000,1944×1000)=0.772=EQ1.15-0.01\F(l0,h)=1.15-0.01×\F(4125,500)=1.07因为l0/h=8.25<15取2=1.0=EQ1+\F(1,1400ei/h0)\b\bc(\F(l0,h))\s\up8(2)12=EQ1+\F(1,1400×57.00/465)×\b\bc(\F(4125,500))\s\up8(2)×0.77×1.00=1.30轴向压力作用点至纵向受拉钢筋的合力点的距离:e=ei+h/2-as=1.30×57.00+500/2-35=289.30mm轴向压力作用点至纵向受压钢筋的合力点的距离:e'=h/2-ei-as'=500/2-1.30×57.00-35=198.00mm计算1=1.00N≤fcbx+f'yA's-sA当采用对称配筋时,可令f'yA's=sA因此=EQ\F(REN,1fcbh0)=EQ\F(1.00×1943.91×1000,1.00×11.90×500×465)=0.6980>b=0.5500属小偏压,=EQ\F(REN-b1fcbh0,\F(RENe-0.431fcbh02,(1-b)(h0-a's))+1fcbh0)+b=EQ\F(1.00×1943.91×1000-0.55×1.00×11.90×500×465,\F(1.00×1943.91×1000×289.30-0.43×1.00×11.90×500×4652,(0.80-0.55)(465-35))+1.00×11.90×500×465)+0.55 =0.6980计算AsAs=EQ\F(Ne-1fcbh02(1-0.5),fy(h0-a's)) =EQ\F(1943.91×1000×289.30-1.00×11.90×500×4652×0.70×(1-0.5×0.70),300.00×(465-35))=-172.44<0.5minA=1000.00取As=1000.00mm2实际配筋:2Φ20＋2Φ18，As=1137mm2综上计算结果柱配筋选用：2Φ20＋2Φ182.9.3柱斜截面受剪承载力计算以第一层柱为例进行计算由前可知，上柱柱端弯矩设计值对于三级抗震等级柱底弯矩设计值则框架柱的剪力设计值故该层柱按构造选配置箍筋柱端加密区的箍筋选用4肢由表可得一层柱底轴压比n=0.66又表查得则最小体积配率2.9.4节点设计《建筑结构抗震规范》（GBJ11-89规定），对一、二级抗震等级的框架节点必须进行受剪承载力计算，而三级抗震等级的框架节点，仅按构造要求配筋，不再进行受剪承载力计算。2.10基础设计2.10.1基本资料底层柱的截面为，采用独立基础，采用C20的混凝土，HRB335的钢筋，取基础的埋深为，基础顶面距室外地面的距离为0.65m，基础高度为1.0m。基底位于粘土层中，，基底的承载力设计值为：根据资料查表得，取2.10.2基础的计算1、A柱的计算⑴确定基础底面尺寸确定基础面积时应按荷载标准值进行计算，荷载效应的组合值为故由于基础埋深按室内标高平均值考虑，故。A基础上的墙体传给基础的荷载标准值（采用的基础梁）：将其增大20%~40%，初步选用方形底面尺寸B=3.5m>3m.则需要进行宽度修正。且:故基础的底面面积满足要求。A柱的不利荷载组合有三组：①||及相应的N②及相应的M③及相应M经过分析以第一组组合计算配筋，同时应考虑纵向墙体传来的荷载。⑵验算基础高度及基础的配筋①||及相应的Nⅰ）验算基础高度ⅰ）验算基础高度取基础的高度为1.0m地基净反力的计算按比例可求出相应于柱边变阶处及冲切破坏锥体外边缘的基础净反力图图2-14A柱下独立基础示意图壁厚，基础高1000mm有效高度为,故冲切破坏的锥体有两边落在基础之内，故应对基础进行冲切验算第一个冲切面的验算：冲切破坏锥体最不利一侧的斜截面上边，，取，故，受冲切承载力的计算公式为：，其中，（3）基础底面配筋计算基础在上部结构传来荷载与土壤净反力的共同作用，可把它倒过来，视为一均布荷载作用下支承于柱上的悬臂板。其弯矩及配筋计算柱边Ⅰ-Ⅰ截面弯矩为：柱边1`-1`见面弯矩为：比较，应按配筋，则此方形基础长短边方向配筋：φ16@110＝18282.10.2B.C柱的计算⑴确定基础底面尺寸确定基础面积时应按荷载标准值进行计算，荷载效应的组合值为，故。由于基础埋深按室内标高平均值考虑，故。B基础上的墙体传给基础的荷载标准值（采用的基础梁）：底层墙和基础梁重：将其增大20%~40%，初步选用底面尺寸，。由于中间两个基础的中心线的间距为2.1m<2.5m，故两基础有部分重叠，将其设计为联合基础。按联合基础来确定基础的面积。图2-15B柱联合基础示意图图2-16B柱联合基础计算简图联合基础按倒梁法计算。由于两个柱子的荷载对称，故柱的竖向力的合力点位于基础的中心处，距左侧B点1.05m处。基础截面宽度：⑵验算基础高度各个柱的冲切面不重合，按单独的柱下基础进行抗冲切验算。①及相应的M取基础的高度为1.0m地基净反力的计算按比例可求出相应于柱边变阶处及冲切破坏锥体外边缘的基础净反力。，其中=1065.2kN>820.5kN②||及相应的N取基础的高度为1.0m地基净反力的计算按比例可求出相应于柱边变阶处及冲切破坏锥体外边缘的基础净反力。，其中⑶基础内力分析①||及相应的N按倒梁法计算，基础的弯矩图和剪力图见图10.4(a)和10.4(b)。轴力产生的均布荷为，相当于基地反力作用在基础上，再将弯矩叠加得基础的弯矩图和剪力图。基础的弯矩图和剪力图见图2-17(a)(b)。从图上可见，正的弯矩，故用对基础的上部进行配筋。图2-17（a）||及相应的N组合情况下的弯矩图图2-17（b）||及相应的N组合情况下的剪力图故长边方向上在短边方向上近似按轴压考虑，柱边的弯矩为故短边方向上②及相应的M在基础的长边方向上，按倒梁法计算，轴力产生的均布荷为，相当于基地反力作用在基础上，再将弯矩叠加得基础的弯矩图和剪力图。基础的弯矩图和剪力图见图2-18(a)(b)。图2-18（a）及相应的M的组合情况下的弯矩图图2-18（b）及相应的M组合情况下的剪力图从图上可见，无正的弯矩，故不用对基础的上部进行配筋。故长边方向上在长边方向上采用Φ16@130,共39根在短边方向上近似按轴压考虑，柱边的弯矩为故短边方向上在短边方向上采用Φ16@120，共34根基础顶部长短方向配置Φ14@1502.10.3基础梁的计算取基础梁的尺寸为，采用C30混凝土和HRB335级钢筋。基础梁按构造配筋，运用其基础配筋的1/10，外柱选用4Φ16As=806,Ⅱ-Ⅱ截面对应的地基梁选用4Φ16。内柱选用：横向地梁：4Φ20，As=942，纵向地基梁：4Φ14，As=615箍筋构造上配置。2.11楼板设计2.11.1楼板类型及设计方法的选择图2-19板平面布置图2.11.2楼板类型与设计方法选择中间走道为单向板，其余为双向板2.11.3荷载设计值一般层（1）活荷载（2）恒荷载顶层（1）活荷载（2）恒荷载表2-28楼面板的弯矩计算区格ABAB80.580.580.586.945.915.394.101.510.871.390.507.526.095.574.2-13.98-10.14-10.95-7.902.902.062.451.32-9.63-7.0-7.54-5.452.11.4截面设计截面有效高度钢筋选用HPB235受力筋，跨中截面的顶层板的弯矩计算，d钢筋直径支座截面处为100mmA区格跨中截面折减20%计算配筋的近似取内力臂系数表2-28标准楼层板的配筋计算/屋面截面M配筋实际跨中A区格1007.25/5.57364/28010@200/8@150393/335902.9/2.45162/1378@150/8@200335/251B区格1006.09/4.2306/2118@150/8@200387/251902.06/1.32115/748@150/8@200335/251支座A-B100-13.98/-10.95701/54912@200/10@140565/561A-C100-9.36/-7.54483/3788@100/8@130503/387B-C100-10.14/-5.45509/2748@100/8@170503/296B-B100-7.0/-7.9351/39610@150/8@130524/387CD区格为单向板⑴荷载：一般层8.02kN/m（每米板宽）顶层6.28kN/m（每米板宽）⑵内力计算计算跨度2.1-0.3=1.8m⑶截面承载力计算b=1000mmh=120=100mm一般层：跨中支座顶层：跨中支座表2-29板的配筋计算一般层顶层支座跨中支座跨中M-2.372.37-1.851.850.020.020.01550.01550.020.020.0160.0161141148989配筋8@1008@1508@1008@150实配503335503335327327327327板间支座处弯矩不平衡，近似取较大的弯矩即取双向板的支座弯矩边支座弯矩为0，按构造配2.12楼梯设计2.12.1梯段板的设计图2-20楼梯平面图（1）梯段板的计算假定板厚；（2）荷载计算(取1米宽板计算)楼梯斜板的倾斜角恒载计算：踏步重：斜板重：20mm厚找平层：15mm厚板底抹灰：恒载标准值：恒载设计值：活载标准值：活载设计值：总荷载设计值：（3）内力计算跨中弯矩（4）配筋计算：受力筋选用:12@130分布筋选用:8@2002.12.2平台板的计算（1）荷载计算（取1m板宽计算）假定板厚为80mm恒载：平台板自重：20mm厚找平层：15mm厚底面抹灰：恒载标准值：恒载设计值：活载标准值：活载设计值：总荷载设计值：（2）内力计算计算跨度：板跨中弯矩（3）配筋计算受力筋选用:8@170分布筋选用:8@2002.12.3平台梁的计算（1）荷载计算梯段板传来平台板传来梁自重（假定b×h=200×350mm）荷载设计值（2）内力计算（3）配筋计算纵向钢筋计算（按第一类倒L形截面计算）翼缘宽度取小值选用：下部3Φ16，上部2Φ14（4）箍筋计算截面校核截面尺寸满足要求：判别是否需按计算配置箍筋需构造配置箍筋选用()同理标准层楼第3章附录3.1横向框架梁内力组合附表1横向框架梁的内力组合表层次控制截面不利内力恒载活载左风载右风载左震右震SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）五层LabM-52.74-19.214.28-4.2831.70-31.70V61.3026.06-1.141.14-8.128.12RabM-54.31-19.93-3.933.93-27.6327.63V61.7424.36-1.141.148.12-8.12LbcM-16.54-3.073.52-3.5228.81-28.81V9.223.60-2.932.93-23.4223.42RbcM-16.54-3.07-3.523.52-28.8128.81V9.223.602.93-2.9323.42-23.42四层LabM-91.58-24.6510.10-10.1060.67-60.67V84.4926.12-2.692.69-18.3918.39RabM-97.23-26.09-9.289.28-54.3854.38V86.0325.052.69-2.6918.39-18.39LbcM-15.99-4.668.30-8.3055.31-55.31V13.393.60-6.926.92-46.0946.09RbcM-15.99-4.66-8.308.30-55.3155.31V13.393.606.92-6.9246.09-46.09三层LabM-90.89-24.2116.93-16.9386.57-86.57V83.6526.08-4.524.52-22.8022.80RabM-96.70-25.39-15.6415.64-77.5777.57V86.4225.004.52-4.5222.80-22.80LbcM-16.21-4.8313.86-13.8678.89-78.89V13.393.60-11.5511.55-65.7465.74RbcM-16.21-4.83-13.8613.86-65.7465.74V13.393.6011.55-11.5565.74-65.74二层LabM-90.51-24.0724.92-24.92110.78-110.78V83.5426.04-6.666.66-29.1729.17RabM-96.70-25.38-23.0223.02-99.2799.27V83.8425.036.66-6.6629.17-29.17LbcM-16.89-4.8920.41-20.41100.98-100.98V13.393.60-17.0117.01-84.1584.15RbcM-16.89-4.89-20.4120.41-100.98100.98V13.393.6017.01-17.0184.15-84.15一层LabM-89.50-23.9837.74-37.74140.42-140.42V83.4825.95-9.549.54-39.3739.37RabM-94.39-23.73-30.9330.93-143.09143.09V85.6824.849.64-9.6439.37-39.37LbcM-17.39-4.9427.42-27.42145.52-145.52V13.393.60-22.8522.85-121.27121.27RbcM-17.39-4.94-27.4227.42-145.52145.52V13.393.6022.85-22.85121.27-121.27不考虑地震的组合1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4风（不利）1.0恒+1.4风（有利）1.2恒+0.9（1.4活+1.4风）（不利）1.0恒+0.9（1.4活+1.4风）（有利）左风右风左风右风左风右风左风右风-90.18-90.02-57.30-69.28-46.75-58.73-82.10-92.89-71.55-82.34110.04108.2971.9675.1659.7062.90104.96107.8392.7095.57-93.07-92.85-70.67-59.67-59.81-48.81-95.24-85.33-84.37-74.47108.19107.2272.4975.6860.1463.34103.35106.2291.0093.87-24.15-25.34-14.92-24.78-11.61-21.47-19.28-28.15-15.97-24.8416.1015.986.9615.175.1213.3211.9119.2910.0617.45-24.15-25.34-24.78-14.92-21.47-11.61-28.15-19.28-24.84-15.9716.1015.9815.176.9613.325.1219.2911.9117.4510.06-144.41-147.79-95.76-124.04-77.44-105.72-128.23-153.68-109.91-135.37137.96139.6697.62105.1580.7288.26130.91137.69114.01102.67-153.20-156.83-129.67-103.68-110.22-84.24-161.24-137.86-141.80-118.41138.31140.69107.0099.4789.8082.26138.19131.41120.98114.20-25.71-26.15-7.57-30.81-4.37-27.61-14.60-35.52-11.40-32.3221.1121.606.3825.763.7023.0811.8829.329.2126.65-25.71-26.15-30.81-7.57-27.61-4.37-35.52-14.60-32.32-11.4021.1121.6025.766.3823.083.7029.3211.8826.659.21-142.96-146.43-85.37-132.77-67.19-114.59-118.24-160.90-100.06-142.73136.89138.4994.05106.7177.3289.98127.55138.94110.82122.21-151.59-155.43-137.94-94.14-118.60-74.80-167.74-128.33-148.40-108.99138.70141.17110.0397.3892.7580.09140.90129.51123.62112.22-26.21-26.62-0.05-38.863.19-35.61-8.07-43.00-4.83-39.7621.1121.60-0.1032.24-2.7829.566.0535.163.3732.48-26.21-26.62-38.86-0.05-35.613.19-43.00-8.07-39.76-4.8321.1121.6032.24-0.1029.56-2.7835.166.0532.483.37-142.31-145.78-73.72-143.50-55.62-125.40-107.54-170.34-89.44-152.24136.70138.3090.92109.5774.2292.86124.67141.45107.96124.74-151.57-155.42-148.27-83.81-128.93-64.47-177.02-119.01-157.68-99.67135.65137.71109.9391.2893.1674.52140.54123.75123.77106.99-27.11-27.598.31-48.8411.68-45.46-0.71-52.152.67-48.7721.1121.60-7.7539.88-10.4237.20-0.8342.04-3.5139.36-27.11-27.59-48.848.31-45.4611.68-52.15-0.71-48.772.6721.1121.6039.88-7.7537.20-10.4242.04-0.8339.36-3.51-140.97-144.33-54.56-160.24-36.66-142.34-90.06-185.17-72.16-167.27136.51138.1386.82113.5370.1296.84120.85144.89104.16128.20-146.49-150.68-156.57-69.97-137.69-51.09-182.14-104.20-163.26-85.32137.59140.01116.3189.3299.1872.18146.26121.97129.12104.83-27.78-28.3217.52-59.2621.00-55.787.46-61.6410.93-58.1621.1121.60-15.9248.06-18.6045.38-8.1949.40-10.8746.72-27.78-28.32-59.2617.52-55.7821.00-61.647.46-58.1610.9321.1121.6048.06-15.9245.38-18.6049.40-8.1946.72-10.87考虑地震的组合不利内力rRE(1.2重力载+1.3地震）(不利）rRE(1.0重力载+1.3地震)（有利）+Mmax-MmaxVmax左震右震左震右震-25.20-87.02-15.85-77.67-92.8966.8484.7954.2172.15110.04-84.79-30.91-75.15-21.27-95.2484.3766.4371.8053.86108.1911.82-44.3614.53-41.65-44.36-14.6437.12-16.5135.2537.12-44.3611.82-41.6514.53-44.3637.12-14.6435.25-16.5137.12-34.36-152.67-18.78-137.08-153.6879.18119.8262.60103.24139.66-152.27-46.23-135.73-29.69-161.24120.8580.21104.0963.45140.6937.44-70.4240.19-67.6740.19-70.42-35.4466.42-38.0263.8466.42-70.4237.44-67.6740.1940.1970.4266.42-35.4463.84-38.0266.42-8.29-177.107.16-161.65-177.1073.43123.8256.99107.38138.94-174.09-22.82-157.68-6.42-174.09126.0975.70109.2858.89141.1760.16-93.6862.95-90.8962.95-93.68-57.1588.14-59.7385.5588.14-80.8647.33-78.0750.1350.13-80.8688.14-57.1585.55-59.7388.1415.72-200.3031.10-184.92-200.3066.26130.7249.84114.31141.45-195.24-1.66-178.8314.75-195.24130.5166.05114.1349.67140.5481.05-115.8683.95-112.9683.95-115.86-77.49108.48-80.07105.90108.48-115.8681.05-112.9683.9581.05-115.86108.48-77.49105.90-80.07108.4845.57-228.2560.79-213.0360.79-228.2554.88141.8938.48125.49144.89-235.1443.88-219.2059.82-235.14143.5756.56126.8939.88146.26124.01-159.76126.99-156.78126.99-159.76-118.51149.50-121.09146.91149.50-159.76124.01-156.78126.99126.99-159.76149.50-118.51146.91-121.09149.503.2横向框架A柱弯矩和轴力组合附表2横向框架A柱弯矩和轴力组合层次控制截面不利内力恒载活载左风载右风载左震右震SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）5柱顶M52.742.93-4.284.28-31.7031.70N-202.23-64.98-1.141.14-8.128.12柱底M46.7819.12-2.412.41-17.3617.36N-218.00-80.70-1.141.14-8.128.124柱顶M50.0014.54-7.697.69-43.3143.31N-484.37-145.68-2.692.69-26.5226.52柱底M47.9211.54-6.296.29-35.4435.44N-500.09-161.40-2.692.69-26.5226.523柱顶M48.0112.59-10.6410.64-51.1351.13N-766.46-226.38-4.524.52-49.3049.30柱底M36.0212.59-10.6410.64-55.1355.13N-782.18-242.10-4.524.52-49.3049.302柱顶M37.0912.60-14.2814.28-59.6559.65N-1048.55-307.08-6.666.66-78.4878.48柱底M36.1612.57-14.2814.28-59.6559.65N-1064.27-322.80-6.666.66-78.4878.481柱顶M54.2314.24-23.4623.46-80.7780.77N-1330.64-407.16-9.549.54-117.85117.85柱底M18.089.49-43.5843.58-86.3386.33N-1350.62-422.88-9.549.54-117.85117.85不考虑地震的组合1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4风（不利）1.0恒+1.4风（有利）1.2恒+0.9（1.4活+1.4风）（不利）1.0恒+0.9（1.4活+1.4风）（有利）左风右风左风右风左风右风左风右风67.3974.0757.3069.2846.7558.7361.5972.3751.0461.82-333.65-336.69-244.27-241.08-203.83-200.63-325.99-323.11-285.54-282.6782.9081.8952.7659.5143.4150.1577.1983.2667.8373.91-374.58-373.39-263.20-260.00-219.60-216.40-364.72-361.85-321.12-318.2580.3681.7549.2370.7739.2360.7768.6388.0158.6378.01-785.20-796.67-585.01-577.48-488.14-480.60-768.19-761.41-671.32-664.5473.6676.0048.7066.3139.1156.7364.1279.9754.5470.39-826.07-833.29-603.87-596.34-503.86-496.32-806.86-800.08-706.84-700.0675.2477.1542.7272.5133.1162.9160.0786.8850.4777.28-1236.68-1256.57-926.08-913.42-772.79-760.13-1210.69-1199.30-1057.39-1046.0060.8560.9728.3358.1221.1250.9245.6872.4938.4865.29-1277.56-1293.20-944.94-932.29-788.51-775.85-1249.36-1237.97-1092.92-1081.5362.1562.4224.5264.5017.1057.0842.3978.3834.9770.96-1688.17-1716.48-1267.58-1248.94-1057.87-1039.23-1653.57-1636.79-1443.86-1427.0860.9961.1323.4063.3816.1756.1541.2477.2234.0169.99-1729.04-1753.11-1286.45-1267.80-1073.59-1054.95-1692.24-1675.46-1479.39-1462.6185.0187.1732.2397.9221.3987.0753.46112.5842.61101.73-2166.79-2195.38-1610.12-1583.41-1344.00-1317.28-2121.81-2097.77-1855.68-1831.6434.9833.71-39.3282.71-42.9379.09-21.2688.56-24.8784.95-2212.78-2237.76-1634.10-1607.39-1363.98-1337.26-2165.59-2141.55-1895.47-1871.43考虑地震的组合｜M｜max及相应N｜N｜max及相应M｜N｜min及相应MrRE(1.2重力载+1.3地震)（不利）rRE(1.0重力载+1.3)（有利）左震右震左震右震19.0785.0010.4076.3385.0074.0776.33-233.78-216.89-196.22-179.33216.89336.69179.3336.0372.1427.0263.1382.9082.9063.13-256.46-239.57-215.12-198.24-374.58374.58198.249.941