框架結(jié)構(gòu)抗震課程設(shè)計(jì)

..任務(wù)書一、設(shè)計(jì)容鋼筋混凝土框架構(gòu)造抗震設(shè)計(jì)二、設(shè)計(jì)資料某六層現(xiàn)澆鋼筋混凝土框架構(gòu)造，屋頂有局部突出的樓梯間和水箱間。平面、剖面，構(gòu)件尺寸和各層重力荷載代表值如圖1、圖2所示。梁、板混凝土強(qiáng)度等級(jí)均為C25，柱的混凝土等級(jí)為C30,梁柱中縱向筋均采用HRB335級(jí)，箍筋均采用HPB235。梁板柱截面尺寸：AB軸線和CD軸線間梁頂層b×h=250mm×600mm，一～五層為b×h=250mm×650mm;BC軸線間梁b×h=250mm×400mm。柱截面尺寸：一～三層為550mm×550mm，四～六層為500mm×500mm?？拐鹪O(shè)防烈度、設(shè)計(jì)地震分組和場地類別見表1。采用底部剪力法對(duì)該框架進(jìn)展截面抗震計(jì)算?！脖救耍涸O(shè)計(jì)抗震設(shè)防烈度7度，設(shè)計(jì)地震分組二組，場地類別Ⅳ類〕三、設(shè)計(jì)要求課程設(shè)計(jì)時(shí)間：一周成果：〔1〕設(shè)計(jì)計(jì)算書一份。包括：計(jì)算過程，計(jì)算簡圖等〔2〕梁、柱配筋設(shè)計(jì)圖要求：按學(xué)號(hào)選擇設(shè)計(jì)資料。計(jì)算完整，數(shù)據(jù)正確，書寫工整。圖號(hào)自擬，布圖合理，線型清楚，標(biāo)注明確。獨(dú)立完成，采用手寫稿或電子稿并按要求裝訂成冊(cè)。圖1平面圖圖2剖面圖計(jì)算簡圖及重力荷載代表值確實(shí)定永久荷載作用于框架梁上的荷載屋面恒載三氈四油屋面防水層0.4kN/m21:3水泥沙漿找平層20mm0.4kN/m2水泥蛭石板保溫層60mm0.12kN/m21:8水泥爐渣找坡80mm1.44kN/m21:3水泥沙漿找平層20mm0.4kN/m2現(xiàn)澆鋼筋混凝土板80mm2.kN/m2板底抹灰20mm0.4kN/m2合計(jì)5.1kN/m2樓面恒載水磨石地面0.65kN/m2現(xiàn)澆鋼筋混凝土板80mm2..0kN/m2板底抹灰20mm0.4kN/m2合計(jì)3.05kN/m梁自重橫向框架梁：2.5kN/m次要框架梁：2kN/m柱自重上層柱：18.75kN/根底層柱：20.25kN/根墻自重及兩面抹灰女兒墻：4.56KN/m兩面抹灰：0.68kN/m共計(jì)：5.24kN/m2~6層：外墻標(biāo)準(zhǔn)層墻:20.3KN/m墻標(biāo)準(zhǔn)層墻:13.1KN/m底層:外墻標(biāo)準(zhǔn)層墻:28.12KN/m墻標(biāo)準(zhǔn)層墻:28.12KN/m重力荷載代表值〔恒載+0.5活載〕活荷載Q=2.048.911.6=1155KNG6=G板+G梁+G上柱/2+G女兒墻+G標(biāo)墻/2=6900〔不包括屋面活荷載〕G5=G板+G梁+G上柱+G標(biāo)墻+F活/2=9300KNG2=G3=G4=G5=9300KNG1=G板+G梁+G上柱/2+G底柱/2+G標(biāo)墻/2+G底墻+F活/2=10300KN各層重力代表值及計(jì)算簡圖框架抗側(cè)移剛度的計(jì)算〔D值的計(jì)算〕梁的線剛度。計(jì)算結(jié)果見表1。其中梁的截面慣性矩考慮了樓板的作用。混凝土C25，。表1現(xiàn)澆框架梁線剛度計(jì)算部位截面跨度矩形截面慣性矩邊框架梁中框架梁走道梁2.401.3322.332.663.10頂層梁6.304.56.753.009.004.00樓層梁6.305.728.583.8111.445.08柱的抗側(cè)移剛度。采用D值法計(jì)算。由式計(jì)算，結(jié)果見表2。其中表中系數(shù)、分別由下式確定：底層：，一般層：，樓層抗側(cè)移剛度。樓層所有柱的D值之和即為該樓層的抗側(cè)移剛度。計(jì)算過程及結(jié)果結(jié)果見表2。(混凝土C30，。)表2框架柱及樓層抗側(cè)移剛度的計(jì)算樓層i層高〔m〕柱號(hào)柱根數(shù)63.6145.2084.341.050.3441.38219.34856.602141.760.4681.88126.33440.780.2811.1304.52041.320.3981.6006.4004～53.6145.2084.341.170.3691.48320.76260.8141.880.4851.94927.28640.880.3061.2305.92041.480.4251.7086.8322～33.6147.6266.360.800.2861.68423.57669.036141.290.3922.30832.31240.600.2311.3605.44040.970.3271.9277.70813.6147.6266.360.800.4642.73238.248104.728141.290.5443.20444.85640.600.4232.4919.96440.970.4952.95511.6603.自震周期的計(jì)算選用頂點(diǎn)位移法計(jì)算，根本周期按下式計(jì)算：，取填充系數(shù)。計(jì)算得假想頂點(diǎn)位移計(jì)算構(gòu)造見表3表3假想頂點(diǎn)位移計(jì)算樓層i重力荷載代表值樓層剪力樓層側(cè)移剛度層間位移樓層位移6690069005660200.0120.24759300162006080000.0270.23549300255006080000.0420.20839300348006903600.0500.16629300441006903600.0640.1161103005440010472800.0520.052544004.水平地震作用計(jì)算及彈性位移計(jì)算采用底部剪力法計(jì)算。水平地震影響系數(shù)的計(jì)算。構(gòu)造根本周期由上計(jì)算出；水平地震影響系數(shù)最大值和特征周期值由下表格得出。可遇地震下設(shè)防烈度為7度，設(shè)計(jì)地震分組為二組，場地類別為Ⅳ類，那么。地震影響系數(shù)譜曲線，由地震影響系數(shù)譜曲線可得。構(gòu)造總水平地震作用標(biāo)準(zhǔn)值按下式計(jì)算：因?yàn)椋?gt;，由下表可知分布在各樓層的水平地震作用標(biāo)準(zhǔn)值按下式計(jì)算：計(jì)算結(jié)果見表4。樓層地震剪力計(jì)算各樓層地震剪力標(biāo)準(zhǔn)值按式：計(jì)算，計(jì)算構(gòu)造見表4.經(jīng)歷算，各樓層均滿足樓層最小地震剪力要求。多遇地震下的彈性位移驗(yàn)算。多遇地震下的各樓層層間彈性位移由式：計(jì)算。并表示為層間位移角的形式。鋼筋混凝土框架構(gòu)造彈性層間位移角極限值為1/550。經(jīng)歷算均滿足要求。計(jì)算結(jié)果見表4。表4樓層i層高屋頂間突出1.580022.11768065524099.899.863.6610021.613176743.8843.65660201.491/241653.69300181674009451788.66080002.941/122443.6930014.41339207562544.66080004.191/85933.6930010.81004405673111.66903604.511/79823.693007.2669603783489.96903605.051/71313.6103003.637080209.33698.910472803.531/1020各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度分布見以下圖5.水平地震作用下框架力分析步驟如下：〔1〕將上訴求得的各樓層地地震剪力按式分配到單元框架的各框架柱，可得各層每根柱的剪力值?！?〕確定各層柱的反彎點(diǎn)位置。各柱反彎點(diǎn)高度比y按式來確定?！?〕計(jì)算每層柱的上下端彎矩值?！?〕利用節(jié)點(diǎn)的彎矩平衡原理，求出每層各跨的梁端彎矩?！?〕求梁端剪力?！?〕由柱軸力與梁端剪力平衡的條件可以求出柱軸力。上述計(jì)算結(jié)果見表5和表6。表5水平地震作用下的中框架柱剪力和柱端彎矩標(biāo)準(zhǔn)值柱j層iy63.6843.6566020138200.02420.251.050.3525.5247.3953.61788.6608000148300.02442.931.170.4569.5585.0043.62544.6608000148300.02461.071.170.4598.93120.9233.63111.6690360168400.02474.680.800.45120.98147.8723.63489.9690360168400.02483.750.800.50150.75150.7513.63698.91047280273200.02696.170.800.65225.04121.17柱j層iy63.6843.6566020188100.03327.841.760.3939.0961.1453.61788.6608000194900.03257.241.880.4592.73113.3443.62544.6608000194900.03281.431.880.49143.64149.5133.63111.6690360230800.033102.681.290.50184.82184.8223.63489.9690360230800.033115.161.290.50207.29207.2913.63698.91047280320400.031114.671.290.64264.20148.61表6水平地震作用下的中框架梁端彎矩、剪力及柱軸力標(biāo)準(zhǔn)值樓層i進(jìn)深梁走道梁柱柱66.347.3934.4512.992.426.7026.7022.2512.999.2656.3110.5294.6632.572.457.7757.7748.1445.5324.8346.3190.47150.4454.112.491.8091.8076.599.6447.2236.3246.80203.9871.552.4124.48124.48103.73171.1979.4026.3271.73243.5181.782.4148.6148.6123.83252.97121.4516.3271.92221.0278.242.4134.88134.88112.4331.21155.61左震作用下框架彎矩圖、梁端剪力及柱軸力圖6.框架重力荷載作用效應(yīng)計(jì)算。豎向重力荷載按重力荷載代表值計(jì)算。永久荷載取全部，樓面活荷載取一半，屋面荷載取一半。因?yàn)闃?gòu)造根本對(duì)稱，所以豎向荷載作用下的框架側(cè)移可以忽略，采用分層法計(jì)算框架力。彎矩調(diào)幅系數(shù)取0.9。分層法計(jì)算步驟：計(jì)算各跨梁在豎向荷載作用下的固端彎矩計(jì)算梁柱的線剛度。見表1、表2。計(jì)算彎矩分配系數(shù)。計(jì)算框架各節(jié)點(diǎn)不平衡彎矩。用力矩分配法分配各桿端彎矩疊加桿端彎矩根據(jù)靜力平衡條件求得剪力和軸力。，重力荷載代表值作用下的力計(jì)算結(jié)果見表7。彎矩以順時(shí)針為正，、分別為梁左右端彎矩，、分別為柱上下端彎矩。表中彎矩以折算到柱節(jié)點(diǎn)邊緣處，折算公式如下：表7重力荷載代表值作用下框架梁端彎矩及柱端彎矩、剪力樓層i框架梁框架柱進(jìn)深梁走道梁邊柱中柱6-46.349.8-15.715.746.347.3161.2-40.1-41.9219.95-70.269.1-16.216.270.267.2255.4-42.2-42.8421.74-94103.4-17.717.746.747.1406-43.7-43.95553-99.4107-14.917.757.743.1651-52.7-48.68912-106.8110.7-12.112.153.659.3896-49.7-54.612261-97.8105.7-15.715.757.719.41166-35.4-17.415987.力組合與力調(diào)整。本框架抗震等級(jí)為三級(jí)?？蚣芰M合與調(diào)整。以底層為例，梁端組合彎矩設(shè)計(jì)值梁左端：地震作用彎矩順時(shí)針方向時(shí)，,梁左端正彎矩為地震作用彎矩順時(shí)針方向時(shí)，,梁左端正彎矩為地震作用彎矩逆時(shí)針方向時(shí)，梁左端負(fù)彎矩為梁右端：地震作用彎矩順時(shí)針方向時(shí)，梁右端負(fù)彎矩為地震作用彎矩逆時(shí)針方向時(shí)，,梁右端正彎矩為地震作用彎矩逆時(shí)針方向時(shí)，,梁右端正彎矩為比擬得，梁左端最大負(fù)彎矩為-442.89kN/m，最大正彎矩為204.25kN/m；梁右端最大負(fù)彎矩為-386.20kN/m，最大正彎矩為153.66kN/m。柱端組合剪力設(shè)計(jì)值。三級(jí)框架梁端截面組合剪力增大系數(shù)為1.1。柱端彎矩順時(shí)針作用時(shí)剪力為梁端彎矩逆時(shí)針作用時(shí)剪力為式中的58.8為作用在梁上的豎向均布荷載。經(jīng)比擬，梁端最大剪力為333.22kN。其它樓層的計(jì)算結(jié)果見表8表8框架梁的力組合和力調(diào)整位置樓層i逆時(shí)針順時(shí)針梁左端6-124.069.2920.405-234.183248.854-365.3994.67117.233-438.4152.12175.982-477.8170.22195.861-442.89184.69204.25梁右端6-19.2-9.24-100.32529.5543.37-195.39453.9174.59-302.073110.12131.6-366.922154.72176.86-420.171132.52153.66-386.20柱的力組合及調(diào)整柱端組合彎矩設(shè)計(jì)值柱頂彎矩逆時(shí)針方向順時(shí)針方向柱底彎矩逆時(shí)針方向順時(shí)針方向柱端彎矩調(diào)整：柱下端截面：二級(jí)框架底層柱下端截面的組合彎矩設(shè)計(jì)值〔絕對(duì)值大者〕應(yīng)乘以增大系數(shù)1.25，即應(yīng)調(diào)整為〔逆時(shí)針方向〕柱上端截面：由于底層柱軸壓比滿足要求，所柱上端截面的組合彎矩設(shè)計(jì)值(絕對(duì)值大者〕應(yīng)乘以增大系數(shù)1.2，即應(yīng)調(diào)整為〔逆時(shí)針方向〕柱端組合剪力設(shè)計(jì)值柱上下端截面組合剪力設(shè)計(jì)值〔順時(shí)針方向〕按式：調(diào)整為其它層的柱的力組合及調(diào)整值見表9表9柱的力組合及調(diào)整值樓層iM逆時(shí)針M順時(shí)針柱底6-101.100.546126.38124.2255.295-171.1969.914-239.41134.055213.99177.6269.213-298.95181.592-335203.964299.26227.76254.211-364.34322.58柱頂6-103.156.913373.692777.73205.675-148.0045.914-189.8084.922418.75271.10152.823-231.44104.482-225.92106.161455.43198.7497.791-165.6280.66節(jié)點(diǎn)核心區(qū)組合剪力設(shè)計(jì)值框架節(jié)點(diǎn)核心區(qū)組合剪力剪力設(shè)計(jì)值按式確定，剪力增大系數(shù)為1.2。其中節(jié)點(diǎn)側(cè)梁彎矩〔已折算到節(jié)點(diǎn)柱邊緣〕節(jié)點(diǎn)右側(cè)梁彎矩〔已折算到節(jié)點(diǎn)邊緣〕8.截面設(shè)計(jì)根據(jù)上述所選框架力計(jì)算結(jié)果，進(jìn)展相應(yīng)構(gòu)件截面設(shè)計(jì)，滿足構(gòu)件的抗震承載力要求。框架梁截面設(shè)計(jì)梁正截面抗彎設(shè)計(jì)梁端按矩形截面雙筋考慮，梁端正截面抗