毕设论文-商某住楼框架结构设计

表2-9水平地震作用下的框架侧移验算表层次相对值限值816.3616.36479950.000340.0001276.2622.62479950.000470.0001665.5328.15479950.000590.0002054.8132.96479950.000690.0002444.0937.09479950.000770.0002733.3740.42479950.000840.0002922.8343.25134100.003230.0006711.9645.21106610.004240.00073层间最大侧移为0.00073＜，满足要求。2.9内力计算2.9.1风荷载作用下的内力计算本设计书以图中⑨号轴线横向框架内力计算为例，说明计算方法及过程，其余的框架内力计算从略，采用D值法进行计算。风载作用下的杆端内力值杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩154.134760013.6832700-56.508757254.134760013.683270023.8314215217.754056316.6181208-62.400947117.754056316.618120835.61580133-16.022340216.4300254-60.6444517-16.022340216.430025432.10281054-55.866476112.7949932-54.4540592-55.866476112.794993219.7220255537.71157738.29501149-21.661583037.71157738.2950114930.4763064616.307384616.0542589-38.843294316.307384616.054258943.49503387-12.274370317.5320379-33.6326863-12.274370317.532037939.43679328-41.744591510.0350543-15.6932751-41.744591510.035054325.9829169926.03679556.00594804-5.9061684126.03679556.0059480419.28184781012.691418014.6982940-18.698920912.691418014.698294030.173378611-8.7108135117.3312847-14.5182936-8.7108135117.331284726.633721112-30.01740007.58086083-1.53690998-30.01740007.5808608315.55175741318.00961615.09987162-7.6806936718.00961615.0998716215.2246632149.1487649212.4931779-16.27544179.1487649212.493177923.423850315-5.9750916314.3488175-13.5055758-5.9750916314.348817520.782806116-21.18328947.37458368-4.72760981-21.18328947.3745836812.40941771711.67794804.37955091-6.2582069311.67794804.3795509112.7047519186.2610568910.1213116-13.46280456.2610568910.121311619.310321019-3.8890537711.8698911-11.1410900-3.8890537711.869891117.179114320-14.04995116.13607825-3.78651119-14.04995116.1360782510.4387674216.714339913.38479992-4.159897296.714339913.3847999210.4684905223.999254057.70742026-9.669950813.999254057.7074202615.482056923-2.314261359.15029453-7.89430750-2.314261359.1502945313.871469124-8.399332614.77481171-2.26859678-8.399332614.774811718.74616267253.153924262.01289720-1.854654463.153924262.012897208.05609179262.264461035.24077887-5.668793002.264461035.2407788711.167289427-1.192949916.23315877-4.43538412-1.192949916.2331587710.146004028-4.225435393.36048444-0.54662723-4.225435393.360484446.99339252290.999405340.753247540.144356130.999405340.753247544.45285910300.949051022.76698926-2.508275880.949051022.766989267.3498662631-0.438081683.68533106-1.66002797-0.438081683.685331066.4625324732-1.510374681.303129821.05599404-1.510374681.303129823.4469545933-2.22174141-16.423182745.4930045-2.22174141-16.4231827-42.583801634-4.01093656-11.674781836.3824749-4.01093656-11.6747818-35.175469835-5.39392358-8.0271793926.9625415-5.39392358-8.02717939-26.224051836-6.49524901-4.9636081616.8646492-6.49524901-4.96360816-16.371254837-6.08967929-6.3316680521.4828701-6.08967929-6.33166805-20.841857938-6.79809728-3.5604156512.3231449-6.79809728-3.56041565-11.952099139-7.08035034-2.154518927.91173566-7.08035034-2.15451892-7.7139145640-7.75675246-0.999405344.45285910-7.75675246-0.99940534-4.1948169841-1.65787949-17.869854431.8752941-1.65787949-17.8698544-32.557153742-2.65497162-15.290748327.0184849-2.65497162-15.2907483-27.329879843-3.18880748-11.569832520.2247685-3.18880748-11.5698325-20.411975444-3.71781296-9.2193760816.0447968-3.71781296-9.21937608-16.207044545-4.08135768-7.2254110012.6090170-4.08135768-7.22541100-12.734353846-4.33145588-5.295208679.19875080-4.33145588-5.29520867-9.2921081047-4.60656073-3.469928935.96165081-4.60656073-3.46992893-6.0139091948-4.98976320-1.948456363.15504929-4.98976320-1.94845636-3.2148805649-2.75988770-14.121884533.1783431-2.75988770-14.1218845-35.415300750-2.45410156-11.727191526.6252071-2.45410156-11.7271915-27.519826951-0.20605469-8.8341106219.7273215-0.20605469-8.83411062-20.279367352-1.23828125-7.1333382215.7168516-1.23828125-7.13333822-16.195928953-1.36083984-5.6506185812.3390680-1.36083984-5.65061858-12.707364254-1.41406250-4.173897239.01474519-1.41406250-4.17389723-9.2927899155-2.05761719-2.715060705.79212283-2.05761719-2.71506070-5.9373984856-1.30468750-1.510374683.24765191-1.30468750-1.51037468-3.44695459图2-6框架在风荷载作用下计算简图图2-7风载作用下框架弯矩图（KN）图2-8风载作用下框架剪力图（KN）图2-9风荷载作用下框架轴力图（KN）2.9.2地震作用下的内力计算采用D值法进行计算，计算方法与框架在风荷载作用下的内力计算相同。(1)各柱端弯矩值的计算柱上、下端弯矩按下式来计算:上端：下端：(2)各梁端弯矩值的计算计算公式：地震作用下的杆端内力值杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩166.55478249.98952876-38.904981366.55478249.9895287619.0342854210.204943912.8017624-44.355099610.204943912.801762429.89512253-15.185197412.7400298-44.2022897-15.185197412.740029829.68988334-61.57452899.67867893-38.1726161-61.57452899.6786789317.9637216545.99254017.73104850-18.111859045.99254017.7310485018.9971737615.033769713.6977459-33.829786915.033769713.697745931.91939387-14.287023813.9935564-34.2659859-14.287023813.993556432.90308508-46.73928607.82764905-17.9036961-46.73928607.8276490519.6690192931.99582305.13501697-5.8654496431.99582305.135016979.026099571014.852346013.7646286-19.380044614.852346013.764628620.537378511-11.621739615.1289336-21.2797220-11.621739615.128933622.594185412-35.22642946.39142076-7.53132508-35.22642946.3914207611.00379511322.97032934.92293936-7.0085353022.97032934.922939367.267988831412.455410511.9807931-17.436587512.455410511.980793117.307712615-8.8786926113.6486461-19.8824842-8.8786926113.648646119.698589616-26.54704736.49762127-9.32648472-26.54704736.497621279.516616981715.56462514.31340905-5.9727507715.56462514.313409056.53613549189.8511754610.4993365-15.13510939.8511754610.499336515.312966619-6.5206205312.1845956-17.5991993-6.5206205312.184595617.736128020-18.89518005.96265874-8.41600499-18.89518005.962658748.87570535219.419561283.51222415-4.504179099.419561283.512224155.68127095227.264803298.85020317-12.47526297.264803298.8502031713.190326323-4.5403583610.5607472-14.9342892-4.5403583610.560747215.691877624-12.14400625.22682546-6.95635733-12.14400625.226825468.20143650254.665356212.43626053-2.919873434.665356212.436260534646288957.06298428-9.604373534.646288957.0629842810.878280827-2.865260298.72532331-11.8560654-2.865260298.7253233113.447372128-6.446384864.39543189-5.14837052-6.446384864.395431897.59838196291.332734761.89272224-2.125391441.332734761.892722243.36350304302.146903685.27305775-6.398080832.146903685.273057758.8937866531-1.287643606.54726174-7.73675763-1.287643606.5472617411.250301432-2.191994852.64695827-2.30728709-2.191994852.646958275.36889189330.29848026-20.562242237.14614450.29848026-20.5622422-30.709254834-0.23396847-13.996717124.8626233-0.23396847-13.9967171-21.326543235-3.15792239-9.0254936416.0346348-3.15792239-9.02549364-13.749494136-4.00881510-6.1450638411.0403145-4.00881510-6.14506384-9.2383960837-3.48046970-7.4057042713.2407396-3.48046970-7.40570427-11.198084538-4.45403637-4.754205078.60114438-4.45403637-4.75420507-7.0877323539-5.71646171-3.332621456.27067353-5.71646171-3.33262145-4.7269772540-14.4672777-1.332734763.36350304-14.4672777-1.33273476-1.0345216841-0.59750328-15.733416433.0156546-0.59750328-15.7334164-33.064694142-0.30085114-14.178140829.9728952-0.30085114-14.1781408-29.575296443-1.37408692-11.422429124.2244719-1.37408692-11.4224291-23.749730344-1.99901307-10.009939421.2447375-1.99901307-10.0099394-20.797007945-2.35968171-8.7314360018.5498334-2.35968171-8.73143600-18.122197746-2.66681747-7.3727194115.7069674-2.66681747-7.37271941-15.258454047-3.92653519-5.8320067112.5493844-3.92653519-5.83200671-11.945043748-9.19422001-3.479638457.85926497-9.19422001-3.47963845-6.7552165049-1.85102988-14.835242830.8911751-1.85102988-14.8352428-35.867417750-1.43622828-11.512856624.6075106-1.43622828-11.5128566-27.2003443510.10620051-8.6793820518.72693930.10620051-8.67938205-20.330279852-0.53496254-7.6518673316.5007810-0.53496254-7.65186733-17.932621953-0.73583328-6.7511738314.5482195-0.73583328-6.75117383-15.832062654-0.83139357-5.6976213512.2894890-0.83139357-5.69762135-13.349807055-1.74847362-4.254390019.23908601-1.74847362-4.25439001-9.9056690656-2.64695827-2.191994854.49508493-2.64695827-2.19199485-5.36889189图2-10地震作用下计算简图（KN）图2-10地震作用下框架弯矩图图2-11地震作用下框架剪力图（KN）图2-12地震作用下框架轴力图（KN）2.9.3恒荷载标准值作用下的内力计算采用力矩二次分配法计算值见表2-10。表2-10梁与柱线刚度计算值编号截面尺寸跨度/高度线刚度相对线刚度1—8层梁左0.2×0.453.32.07×1041.78中0.2×0.454.22.17×1041.87右0.2×0.454.51.52×1041.313—8层柱0.4×1×1041.91二层柱0.4×3×1041.15底层柱0.4×6×1041.00节点分配系数计算（以3——7层边节点为例）。计算简图如图2-13。图2-13分配系数计算图表2-18节点分配系数计算值节点KJ层号上柱下柱右梁左梁上柱下柱右梁800.520.480.3200.340.343-70.340.340.320.240.260.260.2420.390.240.370.260.280.170.2910.290.260.450.32节点GF层号左梁上柱下柱左梁上柱下柱右梁80.4100.590.3600.380.263-70.260.370.370.260.270.270.2020.290.440.270.300.310.180.2110.380.330.290.34采用简化方法计算结构内力和位移，竖向力作用下内力计算采用结构力学求解器计算。恒载作用下的杆端内力值杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩1-184.302497-1.311086252.81358943-184.302497-1.31108625-4.790710842-484.895513-0.716378721.66382152-484.895513-0.71637872-2.491175033-607.724408-0.757212601.74276704-607.724408-0.75721260-2.649066064-296.6015792.78466231-5.10485780-296.6015792.7846623111.04618365-155.903050-2.528877136.80871346-155.903050-2.52887713-5.329896756-408.160220-1.537663253.90450289-408.160220-1.53766325-3.476280737-512.665945-1.379830023.74248483-512.665945-1.37983002-2.880699258-251.9887835.44635330-15.0305645-251.9887835.4463533011.11193139-133.393755-3.825170955.55372102-133.393755-3.82517095-5.5392747410-349.947077-2.805144324.12291396-349.947077-2.80514432-4.0120045711-440.181501-1.800521302.58175075-440.181501-1.80052130-2.6397610012-216.3096658.43082821-12.4110570-216.3096658.4308282112.038344713-110.813300-3.755809465.43164021-110.813300-3.75580946-5.4602072314-291.786545-2.643480063.81514402-291.786545-2.64348006-3.8509481415-367.847155-1.797527212.59628162-367.847155-1.79752721-2.6165472816-180.4989988.19681050-11.8527127-180.4989988.1968105011.918037617-88.2693869-3.752545375.45267396-88.2693869-3.75254537-5.4297076218-233.609133-2.666209673.86854211-233.609133-2.66620967-3.8634659219-295.479386-1.778086802.59337689-295.479386-1.77808680-2.5630748220-144.7020938.19684678-11.9224507-144.7020938.1968467811.848404921-65.7095545-3.832881285.51502529-65.7095545-3.83288128-5.6003304222-175.435234-2.692527313.89656594-175.435234-2.69252731-3.9117632723-223.137382-1.883813802.67293722-223.137382-1.88381380-2.7901228024-108.8918278.40922602-12.0460452-108.8918278.4092260212.340710225-43.2067740-3.452246875.22837785-43.2067740-3.45224687-4.7831380826-117.250707-2.481296133.70356714-117.250707-2.48129613-3.4921916527-150.694751-1.433677762.35098531-150.694751-1.43367776-1.8066801828-73.13576737.36721747-11.3374412-73.13576737.3672174710.027489329-20.3312543-5.188405316.73360636-20.3312543-5.18840531-8.3127690530-59.1739182-3.904273765.13991847-59.1739182-3.90427376-6.1824754431-78.7509592-3.287877713.87125526-78.7509592-3.28787771-5.6635901132-37.145868112.3805558-14.6015347-37.145868112.380555821.3020773331.2177906028.3994472-11.59942431.21779060-34.4655527-21.6084983341.2962951722.5092946-10.88361771.29629517-24.9777053-14.956495435-0.0693626422.5804550-10.9709149-0.06936264-24.9065449-14.8089634360.0803299022.5598324-10.94473290.08032990-24.9271675-14.850835737-0.0032653822.5439136-10.9128811-0.00326538-24.9430863-14.871516238-0.3806304922.5027804-10.8287082-0.38063049-24.9842195-14.9230826391.7361602822.8755197-11.51674441.73616028-24.6114802-14.381079440-5.1884079020.3312543-8.31276905-5.18840790-25.0437456-16.0883797412.0390758542.2697407-28.00417622.03907585-44.5862592-32.8688650422.5637779233.2354370-22.55569012.56377792-34.0485629-24.263254643-0.2310218833.2539876-22.6361120-0.23102188-34.0300123-24.2657639440.0194740333.2343251-22.59100650.01947403-34.0496748-24.3032408450.1066513133.2467315-22.61086760.10665131-34.0372684-24.270995046-0.5918693533.2003077-22.5384131-0.59186935-34.0836923-24.3935207473.1591491733.4653088-23.01318953.15914917-33.8186911-23.755292448-9.0926742634.1301725-22.2708551-9.09267426-36.4718274-27.1883304492.6616916750.4722039-39.26041582.66169167-44.6127960-26.0767481502.9844722738.4358814-29.72570462.98447227-35.6791185-23.522988351-0.2340126038.3043331-29.5018065-0.23401260-35.8106668-23.8910575520.0000343338.3180947-29.51316490.00003433-35.7969052-23.8404884530.2123794638.3047348-29.50700700.21237946-35.8102651-23.894450154-1.0419998238.3589394-29.5346288-1.04199982-35.7560605-23.6781515555.0133361838.1251008-29.43322785.01333618-35.9898991-24.629024056-12.380561842.2791318-32.8519205-12.3805618-37.1458681-21.3020773图2-14恒载作用下框架弯矩图图2-15恒载作用下框架剪力图（KN）图2-16恒载作用下框架轴力图（KN）２.9.4活荷载标准值作用下的内力计算考虑活荷载的不利布置，而把活荷载分别作用于KJ跨，JG跨和GF跨的框架梁上，竖向作用力下的内力计算采用结构力学求解器计算。活荷载布置计算图。图2-17活载作用在ＫＪ跨计算图（ＫＮ）图2-18活载作用在JG跨计算图（KN）图2-19活载作用在GF跨计算图（KN）图2-20活载满布计算图（KN）活载作用在KJ跨的杆端内力值杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩1-52.4361397-0.824516671.59302724-52.4361397-0.82451667-3.189169472-46.76088310.77481482-1.50080689-46.76088310.774814822.993119063-4.982069020.01158281-0.02518902-4.982069020.011582810.0419912641.912091840.03811905-0.076251441.912091840.038119050.144839035-35.6047818-1.232071563.92392319-35.6047818-1.23207156-1.990020286-28.95917351.18879357-3.48574548-28.95917351.188793572.220463647-5.454555410.045321650.03624624-5.454555410.045321650.2537901681.97251073-0.002043660.053985481.97251073-0.002043660.044175919-29.9699270-0.854131441.14061965-29.9699270-0.85413144-1.3363615410-24.13782120.90598010-1.13897158-24.13782120.905980101.4883707011-4.830366490.15027659-0.18381270-4.830366490.150276590.25198941121.78211477-0.202125240.371946191.78211477-0.20212524-0.2142170113-24.3335763-1.075666361.62654421-24.3335763-1.07566636-1.4928882414-19.30928701.12636407-1.61113740-19.30928701.126364071.6553184215-4.153714690.12991477-0.13978331-4.153714690.129914770.23696954161.53057812-0.180612490.292046511.53057812-0.18061249-0.2317297017-18.6701290-1.047379631.54266257-18.6701290-1.04737963-1.4947383618-14.56640881.10618218-1.56340189-14.56640881.106182181.6445264519-3.388303850.14561413-0.17996709-3.388303850.145614130.24231389201.24884176-0.204416680.325633351.24884176-0.20441668-0.2671750321-12.9937485-1.050252891.55178661-12.9937485-1.05025289-1.4939467622-9.865906421.11568986-1.59970812-9.865906421.115689861.6357924823-2.573495780.15186942-0.19438638-2.573495780.151869420.24603495240.94715070-0.217306400.333309010.94715070-0.21730640-0.2968795525-7.31002864-1.099894941.57148050-7.31002864-1.09989494-1.6182148326-5.194007991.16886549-1.65160117-5.194007991.168865491.7381087527-1.724491190.13717258-0.19544866-1.724491190.137172580.20235182280.63252783-0.206143130.325745710.63252783-0.20614313-0.2720693729-1.63483571-0.835565371.39154258-1.63483571-0.83556537-1.0315970030-0.505580200.94175375-1.48540790-0.505580200.941753751.2456779731-0.873848750.20811933-0.24155292-0.873848750.208119330.36199313320.30826467-0.314307700.393622540.30826467-0.31430770-0.51786980330.4075548816.8313579-7.113092660.40755488-17.3896421-8.0342615934-0.377940115.63485477-3.13063993-0.37794011-5.25514523-2.50411917350.221534925.63635067-2.962905750.22153492-5.25364933-2.33144855360.002873265.67638055-3.046524960.00287326-5.21361945-2.2829691437-0.028286735.66344730-3.03555081-0.02828673-5.22655270-2.31467473380.049642055.68371986-3.065427260.04964205-5.20628014-2.2776517139-0.264329575.67519293-3.00975741-0.26432957-5.21480707-2.2501207440-0.835565371.63483571-1.03159700-0.83556537-1.07116429-0.1015391541-0.006423870.41206750-1.55539704-0.006423870.412067500.1752864542-0.09512664-0.433792960.85531605-0.09512664-0.43379296-0.96661440430.00115094-0.425115160.768059550.00115094-0.42511516-1.0174241044-0.00810484-0.483674470.90404558-0.00810484-0.48367447-1.1273872145-0.00663442-0.513117010.96126543-0.00663442-0.51311701-1.1938260146-0.00353357-0.534381711.00974193-0.00353357-0.53438171-1.2346612647-0.03721783-0.526379280.97339592-0.03721783-0.52637928-1.23739706480.10618838-0.565584081.144138820.10618838-0.56558408-1.2313143449-0.04016271-0.060418890.18103148-0.04016271-0.06041889-0.0908535450-0.200081580.19039596-0.52901154-0.200081580.190395960.32777028510.021512760.25153665-0.625651390.021512760.251536650.5062635252-0.023804200.28173636-0.71045058-0.023804200.281736360.5573630553-0.012889720.30169106-0.75712574-0.012889720.301691060.60048404540.011163270.31462287-0.793177650.011163270.314622870.6226252655-0.108164570.32426316-0.79349232-0.108164570.324263160.66569190560.314307700.30826467-0.869321210.314307700.308264670.51786980活载作用在JG跨的杆端内力值杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩1-41.0337284-2.380532265.84305744-41.0337284-2.38053226-7.964029652-46.7766610-3.702402168.20928815-46.7766610-3.70240216-13.26464433-46.06240783.71205915-7.08671529-46.06240783.7120591514.44322774-34.16920272.37087526-4.53095744-34.16920272.370875269.220119085-31.9110560-2.810951408.83383239-31.9110560-2.81095140-4.658734326-26.2331509-4.9887299015.7294072-26.2331509-4.98872990-8.216496347-24.21899954.80884505-13.1728934-24.21899954.808845059.909562758-27.38279352.99083626-7.21332955-27.38279352.990836267.142684489-25.5781389-3.164750685.80438419-25.5781389-3.16475068-3.3733927910-23.1722434-5.056723268.24772691-23.1722434-5.05672326-6.4167705511-21.49812034.52038098-5.82677222-21.49812034.520380987.2823326212-21.94149723.70109296-5.04906555-21.94149723.701092965.6841040413-20.3624521-3.178435865.43363701-20.3624521-3.17843586-3.7838269714-19.0360676-5.031924798.02071163-19.0360676-5.03192479-6.5718702815-17.83963844.71364545-6.43113252-17.83963844.713645457.2384392916-17.39584183.49671520-4.68040283-17.39584183.496715205.4600712417-15.3375098-3.101985664.77122021-15.3375098-3.10198566-4.2245382018-14.7716068-4.940807357.51445316-14.7716068-4.94080735-6.8138881619-13.89140174.65080571