景區(qū)賓館的設(shè)計(jì)

中文摘要④表2-11框架粱剪力及彎矩計(jì)算表層次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柱軸力8.1226.5249.3078.48117.8518.6452.93105.28172.27271.49圖2-7（a）地震作用下框架彎矩圖（kN·m）圖2-7（b）地震力作用下框架梁端剪力及柱軸力（kN）2.6橫向風(fēng)荷載作用下框架內(nèi)力和側(cè)移計(jì)算2.6.1風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)按（迎風(fēng)面）（背風(fēng)面）風(fēng)壓高度系數(shù)?、演S線橫向框架負(fù)載寬度為7.8m==由《荷載規(guī)范》表7.2.1查得代入上式解各樓層標(biāo)高處見(jiàn)表2-12表2-12沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值距地面高度女兒墻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計(jì)算風(fēng)荷載作用下各樓層節(jié)點(diǎn)上集中力及各層剪力假定風(fēng)荷載在層間均勻分布并假定相鄰各層層高范圍內(nèi)的風(fēng)荷載按集中力作用在本層樓面上5層頂處風(fēng)荷載作用下各樓層節(jié)點(diǎn)上集中力計(jì)算其余各層見(jiàn)表2-13表2-13風(fēng)荷作用水平集中力及剪力表層號(hào)層高h(yuǎn)風(fēng)荷載標(biāo)準(zhǔn)值各層集中力各層剪力女兒墻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水平風(fēng)荷載作用下的水平位移驗(yàn)算表2-14水平側(cè)移層次層高（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側(cè)移滿足要求2.6.4水平風(fēng)荷載作用下柱端彎矩及剪力計(jì)算方法同水平地震作用表2-15水平風(fēng)荷載作用下各層柱彎矩及剪力層次54321層高3.03.03.03.04.5層間剪力12.2225.5638.8952.2166.87層間剛度8505485054850548505459546A軸柱（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軸柱（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風(fēng)荷載作用下梁端彎矩剪力及軸力見(jiàn)表2-16計(jì)算方法同水平地震作用表2-16梁端彎矩剪力層次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柱軸力1．143.838.3515.0124.551.796.0212.8523.236.51圖2-8（a）左風(fēng)作用下框架彎矩圖圖2-8(b)左風(fēng)作用下框架的剪力軸力圖2.7豎向荷載作用下框架的內(nèi)力計(jì)算2.7.1荷載計(jì)算⑴計(jì)算單元圖2-9橫向框架計(jì)算單元取10軸線橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為8.4，如圖2—8所示由于房間內(nèi)布置次梁故傳給該框架的樓面荷載，如圖中水平陰影線所示，計(jì)算單元范圍內(nèi)的其余樓面荷載則通過(guò)次梁和縱向框架梁的集中力的形式傳給橫向框架作用于各節(jié)點(diǎn)上，由于框架梁的中心線與柱的中心線不重合，因此在框架節(jié)點(diǎn)上還作用有集中力矩。⑵荷載計(jì)算圖2-10荷載作用位置在圖2-10中代表橫梁自重為均布荷載形式對(duì)于5層分別為房間和走道板傳給橫梁的均布荷載由圖2—8幾何關(guān)系可得：分別由邊梁中縱梁直接傳給柱的恒載它包括梁自重樓板重及女兒墻等重力荷載計(jì)算如下集中力矩：對(duì)4～2層包括梁自重和其上層樓墻自重，均為均布荷載，其它荷載計(jì)算方法同第五層結(jié)果為1層：⑵活荷載計(jì)算活荷載作用下各層框架梁上的荷載分布如圖2-11所示圖2-11活載作用位置對(duì)于5層：同理：在屋面雪荷載作用下對(duì)于4～2層：對(duì)于1層：將以上計(jì)算結(jié)果匯總見(jiàn)表2-17和2-18表2-17橫向框架恒載匯總表層次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橫向框架活載匯總（括號(hào)為雪荷載）層次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梁柱內(nèi)力計(jì)算梁端：柱端彎矩采用二次分配法計(jì)算，由于結(jié)構(gòu)和荷載對(duì)稱，故計(jì)算的可用半框架，梁端剪力可依據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得，柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到，計(jì)算柱底軸力還考慮柱的自重。（1）計(jì)算梁柱轉(zhuǎn)動(dòng)剛度表2-19轉(zhuǎn)動(dòng)剛度構(gòu)件名稱轉(zhuǎn)動(dòng)剛度S相對(duì)轉(zhuǎn)動(dòng)剛度框架梁邊跨42.246邊跨21．0框架柱首層43.2462～5層42.1852～5層43.329（2）計(jì)算分配系數(shù)如表2—20分配系數(shù)按下式計(jì)算其中為節(jié)點(diǎn)K第i根桿件的相對(duì)轉(zhuǎn)動(dòng)剛度：為節(jié)點(diǎn)K各桿相對(duì)轉(zhuǎn)動(dòng)剛度之和表2-20各桿件相對(duì)轉(zhuǎn)動(dòng)剛度節(jié)點(diǎn)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）荷載分析：恒載：AB跨：｛5層17.092～4層23.68{1層23.68BC跨：｛5層7.682～4層11.16{1層11.16活載：AB跨：｛5層7.2/雪1.962～4層7.2{1層7.2BC跨：｛5層3.0/雪0.832～4層3.0 {1層3.0（4）固端彎矩計(jì)算將框架梁視為兩端固定梁計(jì)算固端彎矩計(jì)算結(jié)果見(jiàn)表2—21表2-21固端彎矩計(jì)算表AB跨BC跨簡(jiǎn)圖固端彎矩簡(jiǎn)圖固端彎矩2.7.3彎矩分配及傳遞遠(yuǎn)端固定傳遞系數(shù)為0.5遠(yuǎn)端滑鉸支傳遞系數(shù)為-1表2-22恒荷載作用下框架彎矩計(jì)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活荷載作用下框架彎矩計(jì)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繪制彎矩圖跨中彎矩圖2-13恒荷載作用下框架彎矩圖(kN/m)2.7.5框架在豎向何在作用下的剪力及軸力計(jì)算梁端剪力—梁上均布荷載引起的剪力,—梁端彎矩引起的剪力,柱的軸力式中：—梁端剪力—節(jié)點(diǎn)集中力及柱自重以AB跨四、五層梁在荷載作用下,梁端剪力及柱軸力計(jì)算為例。由框架豎向荷載示意圖查得梁上均布荷載為四層：集中荷載：181.12kN（A柱）221.57kN（B柱）自重：15.72kN（A柱）19.38kN（B柱）五層：集中荷載：140.93kN（A柱）155.44kN（B柱）柱自重：15.72kN（A柱）19.38kN（B柱）梁端彎矩：五層梁端彎矩四層梁端彎矩注：括號(hào)內(nèi)為調(diào)幅后的數(shù)值，調(diào)幅系數(shù)為0.8五層梁端剪力調(diào)幅前調(diào)幅后五層A柱柱頂及柱底軸力其它梁端剪力及柱軸力見(jiàn)表2-23表2-23恒載作用下梁端剪力及柱軸力kN層次54321荷載引起剪力AB跨61.5285.2585.2585.2585.25BC跨9.2213.3913.3913.3913.39彎矩引起剪力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總剪力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柱軸力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:括號(hào)內(nèi)為調(diào)幅后的剪力值表2-24活載作用下（屋面雪荷載）梁端剪力及柱軸力層次54321荷載引起剪力AB跨25.9225.9225.9225.9225.92BC跨3.63.6彎矩引起剪力AB跨60.180.03BC跨00000總剪力AB跨26.0626.1226.0826.0425.9524.3625.052525.0324.84BC跨3.63.6柱軸力A柱80.7161.4242.1322.80422.88B柱100.56198.12295.68393.24506.522.8橫向框架內(nèi)力組合2.8.1內(nèi)力組合⑴結(jié)構(gòu)抗震等級(jí)該建筑7度設(shè)防高度〈30m框架結(jié)構(gòu)由《抗震規(guī)范》查得抗震等級(jí)三級(jí)⑵框架梁內(nèi)力組合考慮以下四種內(nèi)力組合

因風(fēng)載彎矩圖可得內(nèi)力組合與考慮地震作用的組合相比一般較小，對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用，故不予考慮。求跨中最大彎矩方法（以地震作用為例）注：當(dāng)或時(shí)，表示最大彎矩發(fā)生在支座處。應(yīng)取或，用計(jì)算—重力荷載作用下梁端的彎矩—水平地震作用下梁端彎矩—豎向荷載與地震荷載共同作用下梁端反力⑶框架柱內(nèi)力組合取每層柱頂和柱底兩個(gè)控制截面，按下列法進(jìn)行組合柱端彎矩M和軸力N組合的設(shè)計(jì)值非抗震設(shè)計(jì)：抗震設(shè)計(jì)：由于柱是偏心受力構(gòu)件且一般采用對(duì)稱配筋，故應(yīng)以上述組合求出最不利內(nèi)力：內(nèi)力組合過(guò)程及數(shù)據(jù)見(jiàn)附錄承載力抗力調(diào)整系數(shù)注意：在截面配筋時(shí)，組合表中與地震力組合的內(nèi)力均應(yīng)乘以后與靜力組合的內(nèi)力進(jìn)行比較，挑選出最不利內(nèi)力承載力抗震調(diào)整系數(shù)取值見(jiàn)表2-25承載力抗震調(diào)整系數(shù)材料結(jié)構(gòu)構(gòu)件受力狀態(tài)鋼筋混凝土梁受彎0.75梁軸壓比﹤0.15的墻偏壓0.75軸壓比的墻偏壓0.80抗震墻偏壓0.85各類構(gòu)件受剪、偏壓0.852.9橫向框架梁截面設(shè)計(jì)2.9.1粱正截面計(jì)算⑴第一層梁為例,梁控制截面的內(nèi)力如圖2-13示,圖中單位為單位為砼強(qiáng)度等級(jí)C25,縱筋為HRB335，，箍筋為HPB235，圖2-13第一層梁內(nèi)力示意當(dāng)梁下部受拉時(shí)，按T形截面設(shè)計(jì)，當(dāng)梁上部受拉時(shí)，按矩形截面設(shè)計(jì)，梁向計(jì)算跨度按寬度考慮時(shí)：跨間截面按單筋T形截面c屬第一類T形截面支座A上部支座上部選用：(418)2.9.2梁斜截面受剪承載力計(jì)算AB跨梁端剪力設(shè)計(jì)值調(diào)整左震：右震：截面尺寸滿足要求梁端加密區(qū)箍筋取2肢箍筋用HPB235則加密區(qū)長(zhǎng)度為0.9m，非加密區(qū)箍筋取2肢箍筋設(shè)置滿足要求BC跨：若加密區(qū)取2肢，則其承載力為由于非加密區(qū)長(zhǎng)度較小，故全跨均可按加密區(qū)配置其余配筋見(jiàn)表表2-26截面配筋層數(shù)截面MζAs'As實(shí)際配筋A(yù)s'/Asρ5支座A-92.89<06254263Φ160.680.4％Bl-95.74<06255483Φ160.880.4％AB跨間77.890.016253Φ180.51％支座Br-44.36<01544331Φ20+2Φ160.360.72％BC跨間22.250.021541Φ20+2Φ160.72％2支座A-115.26<08309531Φ22+2Φ250.870.91%Bl-121.30<083010091Φ22+2Φ250.820.91%AB跨間104.660.028303Φ220.7%支座Br70.428548421Φ22+2Φ250.991.2%BC跨間79.570.088541Φ16+2Φ180.84%1支座A-141.30<08918894180.800.91%Bl-146.19<08919204180.770.91%AB跨間149.760.026953180.7%支座Br-106.99<0127512031Φ22+2Φ250.941.2%BC跨間138.830.1312751Φ16+2Φ180.84%2.9框架柱2.9.1剪跨比和軸壓比驗(yàn)算見(jiàn)下表給出了框架柱各層剪跨比和軸壓比驗(yàn)算結(jié)果，其中剪跨比也可取，注意：表中的和N都不應(yīng)考慮承載力抗震調(diào)整系數(shù)，由表可見(jiàn)各柱的剪跨比和軸壓比均滿足規(guī)范要求表2-27剪跨比和軸壓比柱號(hào)層次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柱正截面承載力計(jì)算（1）地震作用的內(nèi)力計(jì)算柱的配筋以第二層B軸柱為例說(shuō)明，根據(jù)B柱內(nèi)力組合表，將支座中心處的彎矩?fù)Q算支座邊緣，并與柱端組合彎矩的調(diào)整值比較后，選出最不利內(nèi)力進(jìn)行配筋。B節(jié)點(diǎn)左右梁端彎矩B節(jié)點(diǎn)上下柱彎矩彈性彎矩分配給上下柱梁即：因水平荷載產(chǎn)生的彎矩設(shè)計(jì)值占總彎矩的75%以上，框架柱按下式計(jì)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?yàn)閘0/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軸向壓力作用點(diǎn)至縱向受拉鋼筋的合力點(diǎn)的距離:e=ei+h/2-as=1.21×140.26+500/2-35=385.3mm軸向壓力作用點(diǎn)至縱向受壓鋼筋的合力點(diǎn)的距離:e'=h/2-ei-as'=500/2-1.21×140.26-35=105.00mm1=1.00N≤fcbx+f'yA's-sA當(dāng)采用對(duì)稱配筋時(shí),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計(jì)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 實(shí)際配筋:4Φ18,As=1017mm2（2）再按Nmax及相應(yīng)的M一組計(jì)算N=2025.46kN節(jié)點(diǎn)上下柱彎矩此組合內(nèi)力是非地震組合情況，且無(wú)水平荷載效應(yīng)，故不應(yīng)進(jìn)行調(diào)整取計(jì)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1/30兩者中的大值ea=max(20,h/30)=20.00mmei=e0+ea=37+20.00=57.00mm