濮陽(yáng)市中原油田辦公樓建筑結(jié)構(gòu)設(shè)計(jì)

II級(jí)，安全疏散距離滿足房門(mén)至外部出口或封閉樓梯間最大距離小于35m，大房間設(shè)前后兩個(gè)門(mén)，小房間設(shè)一個(gè)門(mén)，滿足防火要求；室內(nèi)消火栓設(shè)在走廊兩側(cè),每層兩側(cè)及中間設(shè)4個(gè)消火栓，最大間距25m,滿足間距75m的要求。1.2.4抗震建筑的平立面布置規(guī)則，建筑的質(zhì)量分布和剛度變化均勻，滿足抗震要求。1.3設(shè)計(jì)資料工程地質(zhì)條件：建筑場(chǎng)地為二類場(chǎng)地土，持力層地基承載力為特征值為f0k=150kpa，無(wú)軟弱下臥層；抗震設(shè)防：7度，基本加速度0.15g，第一組；建筑耐久等級(jí)、防火等級(jí)均為Ⅱ級(jí)；風(fēng)荷載：全年主導(dǎo)風(fēng)向?yàn)楸憋L(fēng)，基本風(fēng)壓為=0.4kN/；雪荷載：基本雪壓為S0=0.30kN/m2（水平投影）冰凍深度：室外天然地面以下800mm。

第2章計(jì)算簡(jiǎn)圖2.1結(jié)構(gòu)布置及結(jié)構(gòu)計(jì)算簡(jiǎn)圖的確定2.1.1結(jié)構(gòu)平面布置如圖2.1所示。選擇KL-5作為計(jì)算單元.圖2.1結(jié)構(gòu)平面布置圖2.1.2確定梁柱截面尺寸梁的最大跨度,可取其跨度進(jìn)行計(jì)算.取L=6000mmh=(1/8～1/12)L=750mm～500mm取h=600mm.取b=300mm滿足b>200mm故主要框架梁初選截面尺寸為：b×h=300mm×600mm。BC跨取250mm×500mm縱向連系梁：取L=4200mmh=(1/8～1/12)L=525mm～350mm取h=500mm取b=300mm滿足b>200mm故次要框架梁初選截面尺寸為：b×h=300mm×500mm。框架柱：按柱高考慮：柱高所以柱均采用500mm500mm；2.1.3材料強(qiáng)度等級(jí)混凝土：均采用C30級(jí)；鋼筋：采用HPB235，HRB400級(jí)；維護(hù)墻采用200mm厚非承重空心磚（190mm190mm190mm，重度2.4），M5混合砂漿砌筑。2.2荷載計(jì)算2.2.1屋面框架梁線荷載標(biāo)準(zhǔn)值：恒載屋面恒載標(biāo)準(zhǔn)值：35厚架空隔熱板防水層20厚1:3水泥砂漿找平120厚混凝土現(xiàn)澆板12厚紙筋石灰粉平頂屋面恒載標(biāo)準(zhǔn)值:梁自重邊跨AB、CD跨梁側(cè)粉刷中間BC跨梁側(cè)粉刷作用在頂層框架梁上的線荷載標(biāo)準(zhǔn)值為：梁自重板傳來(lái)的荷載活載作用在頂層框架梁上的線荷載標(biāo)準(zhǔn)值為：2.2.2樓面橫梁豎向線荷載標(biāo)準(zhǔn)值恒載20厚水泥砂漿面層120厚鋼筋混凝土現(xiàn)澆板12厚板底粉刷樓面恒載標(biāo)準(zhǔn)值邊跨（AB,CD跨）框架梁自重中跨（BC跨）梁自重作用在樓面層框架梁上的線恒荷載標(biāo)準(zhǔn)值梁自重板傳來(lái)的荷載活載樓面活載：（a）恒載作用下的計(jì)算簡(jiǎn)圖(b)活載作用下的計(jì)算簡(jiǎn)圖圖2.2荷載計(jì)算簡(jiǎn)圖2.2.3屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值圖2.3恒載頂層集中力（1）恒載邊跨連系梁自重：粉刷：1.2m高女兒墻：女兒墻粉刷：連系梁傳來(lái)的屋面自重：頂層邊節(jié)點(diǎn)集中荷載中柱連系梁自重粉刷連系梁傳來(lái)的屋面自重頂層中節(jié)點(diǎn)荷載（2）活載2.2.4樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值圖2.4恒載中間層節(jié)點(diǎn)集中力恒載填充墻自重邊柱連系梁自重粉刷連系梁傳來(lái)的樓面自重中間層邊節(jié)點(diǎn)集中荷載:框架柱自重中柱連系梁自重粉刷連系梁傳來(lái)的樓板自重填充墻重中間層中節(jié)點(diǎn)集中荷載柱傳來(lái)集中荷載活載2.2.5風(fēng)荷載基本風(fēng)壓，地面粗糙程度屬B類，按荷載規(guī)范。風(fēng)荷載體型系數(shù)：迎風(fēng)面為0.8，背風(fēng)面為-0.5；因結(jié)構(gòu)高度（從室外地面算起），取風(fēng)振系數(shù)，計(jì)算簡(jiǎn)圖圖2.5所示圖2.5橫向框架上的風(fēng)荷載風(fēng)荷載計(jì)算表2-1層次51.01.318.91.2040.4012.607.8941.01.315.31.1560.4015.129.0431.01.311.71.0440.4015.128.2521.01.38.11.0000.4015.127.8611.01.34.51.0000.4017.018.842.2.6地震作用（1）建筑物總重力荷載代表值的計(jì)算1）集中于屋蓋處的質(zhì)點(diǎn)重力荷載代表值:50%雪荷載：屋面恒載:橫梁:縱梁:女兒墻:柱重:橫墻:縱墻:塑鋼窗:集中于三、四層處的質(zhì)點(diǎn)重力荷載代表值50%樓面荷載:樓面荷載：橫梁：縱梁：柱重：橫墻：縱墻：塑鋼窗：集中于二層處的質(zhì)點(diǎn)重力荷載代表值50%樓面荷載:樓面荷載：橫梁：縱梁：柱重：橫墻：縱墻：塑鋼窗：（2）地震作用計(jì)算框架柱的抗側(cè)移剛度在計(jì)算梁柱線剛度時(shí)，應(yīng)考慮樓蓋對(duì)框架梁的影響，在現(xiàn)澆樓蓋中，中框架梁的抗彎慣性矩取I=2I0；邊框架梁取I=1.5I0；為框架梁按矩形截面計(jì)算的截面慣性矩。橫梁、柱線剛度見(jiàn)表2-2風(fēng)荷載計(jì)算表2-2桿件截面尺寸相對(duì)剛度邊框架梁300600305.400×1098.1×10960004.05×1071邊框架梁250500302.604×1093.9×10927004.34×1071.072邊框架梁300600305.400×10910.8×10960005.40×1071.333邊框架梁250500302.604×1095.2×10927005.78×1071.427底層框架柱500500305.208×1095.2×10955002.84×1070.701中層框架梁500500305.208×1095.2×10936004.34×1071.072每層框架柱總的抗側(cè)移剛度見(jiàn)下表框架柱橫向側(cè)移剛度D值表2-3項(xiàng)目根數(shù)層柱類型及截面二至五層邊框架邊柱（500×500）0.9330.3212.854邊框架中柱（500×500）1.9330.4919.694中框架邊柱（500×500）1.2440.4718.8822中框架中柱（500×500）2.3320.5421.7022底層邊框架邊柱（500×500）1.4260.566.304邊框架中柱（500×500）2.9540.707.884中框架邊柱（500×500）1.9010.626.9822中框架中柱（500×500）3.5630.738.2222注：為梁的線剛度，為柱的線剛度底層：二五層：框架自振周期的計(jì)算則自振周期為：其中為考慮結(jié)構(gòu)非承重磚墻影響的折減系數(shù)，對(duì)于框架取0.6；為框架頂點(diǎn)假想水平位移，計(jì)算簡(jiǎn)表2-4。框架頂點(diǎn)的假想水平位移表2-4層總位移57338.827338.821022.927.71192.3748888.8016227.621022.9215.86185.2038888.8025116.421022.9224.55169.3428888.8034005.221022.9233.24144.7919624.494362.71391.12111.55111.553）地震作用計(jì)算在二類場(chǎng)地，7度設(shè)防區(qū)，設(shè)計(jì)地震分組為第一組情況下，結(jié)構(gòu)的特征周期，水平地震影響系數(shù)最大值。由于，應(yīng)不考慮頂點(diǎn)附加地震作用，取。結(jié)構(gòu)等效總重力荷載：結(jié)構(gòu)橫向總水平地震作用標(biāo)準(zhǔn)值：各層橫向地震剪力計(jì)算見(jiàn)表2-5，表中：樓層地震作用和地震剪力標(biāo)準(zhǔn)值計(jì)算表表2-5層次層次=+(頂層)樓層剪力519.97338.82146042.52967.02967.02416.38888.80144887.44959.371926.39312.78888.80112887.76747.482673.8729.1158888.8080888.08535.603209.4715.59624.4952934.70350.503559.97圖2.6橫向框架上的地震作用

第3章框架內(nèi)力計(jì)算3.1恒載作用下框架內(nèi)力計(jì)算3.1.1彎矩分配系數(shù) 圖3.1橫向框架承擔(dān)的恒載及節(jié)點(diǎn)不平衡彎矩（a）恒載（b）恒載產(chǎn)生的節(jié)點(diǎn)不平衡彎矩由于該框架為對(duì)稱結(jié)構(gòu)，取框架的一半進(jìn)行簡(jiǎn)化計(jì)算，如圖3.1所示節(jié)點(diǎn)A1:第3章框架內(nèi)力計(jì)算節(jié)點(diǎn)B1:節(jié)點(diǎn):節(jié)點(diǎn):節(jié)點(diǎn)：節(jié)點(diǎn):節(jié)點(diǎn)與相應(yīng)的相同。3.1.2桿件固端彎矩計(jì)算桿件固端彎矩時(shí)應(yīng)帶符號(hào)，桿件彎矩一律以順時(shí)針?lè)较驗(yàn)檎?。?）橫梁固端彎矩1）頂層橫梁：自重作用：板傳來(lái)的恒載作用2）二五層橫梁：板傳來(lái)的恒載作用縱梁引起的端部附加彎矩頂層外縱梁：(逆時(shí)針為正)樓層外縱梁∶頂層中縱梁∶樓層中縱梁∶3.1.3節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過(guò)該節(jié)點(diǎn)的各桿件在節(jié)點(diǎn)處的固端彎矩與通過(guò)該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正方向與桿件彎矩方向相反，一律以逆時(shí)針?lè)较驗(yàn)檎?。?jié)點(diǎn)的不平衡彎矩∶節(jié)點(diǎn)的不平衡彎矩∶節(jié)點(diǎn)－的不平衡彎矩：節(jié)點(diǎn)－的不平衡彎矩：3.1.4內(nèi)力計(jì)算根據(jù)對(duì)稱原則，只計(jì)算AB,BC跨。在進(jìn)行彎矩分配時(shí)，應(yīng)將節(jié)點(diǎn)不平衡彎矩反號(hào)后再進(jìn)行彎矩分配。恒載彎矩分配過(guò)程見(jiàn)圖3.2，恒載作用下彎矩見(jiàn)圖3.3，梁剪力、柱軸力見(jiàn)圖3.4。節(jié)點(diǎn)分配順序；。上柱下柱右梁左梁上柱下柱右梁0.4450.5540.4270.2290.230-63.7563.75-7.05-4.02028.3735.32-24.21-12.98-13.0413.0408.8112.1117.66-8.22-9.31-11.59-4.03-2.16-2.172.170-2.522.02-5.790.600.230.282.221.191.20-1.20025.57-25.6249.59-21.58-21.079.9900.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.23014.188.81-6.6210.95-6.49-8.22-5.04-5.04-6.270.961.190.640.96-0.960-4.65-1.690.48-3.14-1.080.271.811.812.251.011.260.681.01-1.01023.9121.49-45.4553.76-21.56-15.47-16.788.1500.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.2308.818.81-6.6210.95-4.42-8.22-3.39-3.39-4.210.430.530.290.43-0.430-2.52-1.690.22-2.110.320.271.231.231.530.390.480.260.39-0.39021.7522.58-44.3753.64-19.51-16.24-17.939.3000.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.2308.818.81-6.6210.95-4.42-8.22-3.39-3.39-4.210.430.530.290.43-0.430-1.69-0.340.22-2.110.14-1.040.560.560.700.770.950.510.77-0.77021.9023.26-45.2154.02-19.22-17.29-17.558.9200.3080.3080.3830.2560.3180.1710.256-57.2057.20-5.52-3.11017.6217.6221.91-13.23-16.43-8.84-13.2313.2308.81-6.6210.95-4.42-0.68-0.68-0.84-1.67-2.08-1.12-1.671.670-1.69-0.84-0.420.140.780.780.970.070.090.050.07-0.07024.8417.72-42.6152.90-22.70-9.91-20.3511.720、圖3.2恒載彎矩分配過(guò)程圖3.3恒載作用下彎矩圖圖3.4恒載作用下的剪力、軸力AB跨梁端剪力（kN）表3-1層520.454.832.1614.4945.59—25.6249.593.8356.25—63.91417.724.832.1614.4934.55—45.4553.761.3947.65—50.43317.724.832.1614.4934.55—44.3753.641.5547.49—50.59217.724.832.1614.4934.55—45.2154.021.4747.57—50.51117.724.832.1614.4934.55—42.6152.901.7247.32—50.76BC跨梁端剪力表3-2層513.153.382.74.568.8813.44—13.4449.133.382.74.566.1610.72—10.7239.133.382.74.566.1610.72—10.7229.133.382.74.566.1610.72—10.7219.133.382.74.566.1610.72—10.72柱軸力（KN）表3-3層邊柱A軸、D軸中柱B軸、C軸橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力5柱頂56.2553.8422.50110.0977.3557.0422.50134.39柱底132.59156.894柱頂47.6560.6422.50240.8861.1574.8522.50292.89柱底263.38315.393柱頂47.4960.6422.50371.5161.3174.8522.50451.55柱底394.01474.052柱頂47.5760.6422.50502.2261.2374.8522.50610.13柱底524.72632.631柱頂47.3260.6434.37632.6861.4874.8534.37768.96柱底667.05803.333.2活載作用下的框架內(nèi)力計(jì)算3.2.1梁固端彎矩本設(shè)計(jì)中各不利荷載布置時(shí)計(jì)算簡(jiǎn)圖不一定是對(duì)稱形式，為了方便，近似采用對(duì)稱結(jié)構(gòu)隊(duì)荷載形式簡(jiǎn)化計(jì)算。圖3.5橫向框架承擔(dān)的活載（1）頂層橫梁（2）二五層橫梁3.2.2縱梁偏心引起柱端附加彎矩頂層外縱梁∶(逆時(shí)針為正)樓層外縱梁∶頂層中縱梁∶樓層中縱梁∶3.2.3節(jié)點(diǎn)不平衡彎矩3.2.4內(nèi)力計(jì)算上柱下柱右梁左梁上柱下柱右梁0.4450.5540.4270.2290.230-8.148.14-0.40-0.2403.624.51-3.30-1.77-1.781.7805.001.652.25-4.83-2.96-3.681.100.590.59-0.590-0.45-0.55-1.84-0.080.440.550.820.440.44-0.4405.66-5.667.17-5.65-1.150.5100.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7801.815.00-3.896.21-0.89-4.83-0.90-0.90-1.12-0.13-0.16-0.08-0.130.130-1.48-0.94-0.06-0.560.300.190.760.760.950.020.020.010.02-0.02010.1913.92-24.1430.21-10.39-9.91-9.946.6600.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7805.005.00-3.896.21-2.60-4.83-1.88-1.88-2.340.310.390.210.31-0.310-0.45-0.940.16-1.17-0.040.190.380.380.470.260.320.170.26-0.26013.0412.55-25.6230.29-11.60-9.46-9.265.9800.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7805.005.00-3.896.21-2.60-4.83-1.88-1.88-2.340.310.390.210.31-0.310-0.94-0.170.16-1.170.10-0.570.290.290.370.420.520.280.42-0.42012.4713.24-25.7330.44-11.25-10.12-9.105.8200.3080.3080.3830.2560.3180.1710.256-32.4532.45-2.05-1.2309.999.9912.43-7.78-9.67-5.20-7.787.7805.00-3.896.21-2.60-0.34-0.34-0.42-0.93-1.15-0.62-0.930.930-0.94-0.46-0.210.100.430.430.540.030.030.020.03-0.03014.1410.09-24.2629.77-13.28-5.80-10.737.450圖3.6活載彎矩分配過(guò)程圖3.7滿跨活載作用下彎矩圖（）圖3.8滿跨活載作用下的剪力、軸力（）滿跨活載作用下AB跨梁端剪力表3-4層52.12.14.10—5.667.170.253.85—4.3548.42.116.38—24.1430.211.0115.37—17.3938.42.116.38—25.6230.290.7815.60—17.1628.42.116.38—25.7330.440.7915.59—17.1718.42.116.38—24.2629.770.9215.46—17.30滿跨活載作用下BC跨梁端剪力表3-5層51.052.70.720.72—0.7245.402.73.653.65—3.6535.402.73.653.65—3.6525.402.73.653.65—3.6515.402.73.653.65—3.65層邊柱A軸中柱B軸橫梁端部壓力縱梁端部壓力柱軸力橫梁端部壓力縱梁端部壓力柱軸力53.853.096.945.074.899.96415.378.8231.1321.0416.5147.51315.608.8255.5520.8116.5184.83215.598.8279.9620.8216.51122.16115.468.82104.2420.9516.51159.62滿跨活載作用下柱軸力表3-63.3風(fēng)荷載作用下框架的位移、內(nèi)力計(jì)算3.3.1框架側(cè)移風(fēng)載作用下框架側(cè)移表3-753.67.897.8992.320.092.3043.69.0416.9392.320.182.2133.68.2525.1892.320.272.0323.67.8633.0492.320.381.7614.58.8441.8830.401.381.383.3.2層間位移側(cè)移（0.85為位移放大系數(shù)）相對(duì)位移3.3.3頂點(diǎn)側(cè)移側(cè)移相對(duì)位移滿足要求。3.3.4水平風(fēng)荷載作用下框架層間剪力，見(jiàn)圖3.9圖3.9水平風(fēng)荷載作用下框架層間剪力各層柱反彎點(diǎn)位置表3-8層次柱別K5邊柱1.244—0100.360.36中柱2.332—0100.420.424邊柱1.24410100.410.41中柱2.33210100.450.453邊柱1.24410100.460.46中柱2.33210100.500.502邊柱1.244101.2500.500.50中柱2.332101.2500.500.501邊柱1.9010.800—00.550.55中柱3.5630.800—00.550.55風(fēng)荷載作用下框架柱剪力及柱端彎矩表3-9層次柱別53.67.8992.32邊柱18.88—1.840.36—2.58—4.04中柱21.70—2.100.42—3.18—4.1643.616.9392.32邊柱18.88—3.940.41—5.82—8.37中柱21.70—3.430.45—5.56—6.7933.625.1892.32邊柱18.88—5.860.46—9.70—11.39中柱21.70—6.730.50—12.11—12.1123.633.0492.32邊柱18.88—7.680.50—13.81—13.81中柱21.70—8.840.50—15.91—15.9114.541.8830.40邊柱6.98—9.620.55—23.81—19.48中柱8.22—11.320.55—28.02—22.92風(fēng)荷載作用下梁端、跨中彎矩和剪力表3-10層次柱別節(jié)點(diǎn)左右梁線剛度比邊跨梁梁端彎矩中跨梁端彎矩風(fēng)載下梁端剪力邊跨梁跨中彎矩左梁右梁5邊柱-2.58-4.040.004.04-1.01-1.02中柱-3.18-4.160.932.002.16-1.01-1.604邊柱-5.82-8.370.0010.95-2.63-3.08中柱-5.56-6.790.934.805.17-2.63-3.833邊柱-9.70-11.390.0017.21-4.29-4.35中柱-12.11-12.110.938.519.16-4.29-6.792邊柱-13.81-13.810.0023.51-5.40-7.31中柱-15.91-15.910.938.8914.52-5.40-10.761邊柱-23.81-19.480.0035.39-9.02-8.34中柱-28.02-22.920.9318.7120.12-9.02-14.96風(fēng)荷載作用下柱軸力表3-11層次柱別風(fēng)荷載作用下梁端剪力柱軸力5邊柱—2.58—4.04—1.01—1.01中柱—3.18—4.16—1.01—1.60—0.594邊柱—5.82—8.37—2.63—3.64中柱—5.56—6.79—2.63—3.83—1.793邊柱—9.70—11.39—4.29—7.93中柱—12.11—12.11—4.29—6.79—4.292邊柱—13.81—13.81—5.40—13.33中柱—15.91—15.91—5.40—10.76—9.651邊柱—23.81—19.48—9.02—22.35中柱—28.02—22.92—9.02—14.96—15.59圖3.10風(fēng)荷載作用框架彎矩（）圖3.11風(fēng)荷載作用框架梁剪力、柱軸力3.4地震作用下框架的內(nèi)力計(jì)算3.4.10.5（雪+活）重力荷載作用下橫向框架的內(nèi)力計(jì)算按《建筑抗震設(shè)計(jì)規(guī)范》,計(jì)算重力荷載代表值時(shí)，頂層取用雪荷載，其他各層取用活荷載。當(dāng)雪荷載與活荷載相差不大時(shí)，可近似按滿跨活荷載布置。橫梁線荷載計(jì)算頂層橫梁雪載：邊跨中間跨二至五層橫梁活荷載：邊跨中間跨縱梁引起的端部附加彎矩頂層外縱梁：樓層外縱梁：頂層中縱梁：樓層中縱梁：計(jì)算簡(jiǎn)圖圖3.12固端彎矩固端彎矩（1）頂層橫梁（2）二五層橫梁不平衡彎矩彎矩分配計(jì)算根據(jù)所求出的梁端彎矩，再通過(guò)平衡條件，即可求出0.5（雪+活）作用下的梁剪力、柱軸力，計(jì)算過(guò)程見(jiàn)表3-12,3-13,3-14.0.5（雪+活）作用下AB跨梁端剪力標(biāo)準(zhǔn)值表3-12層50.632.161.23-1.431.500.011.22-1.2444.202.168.19-7.399.440.347.85-8.5334.202.168.19-7.929.460.267.93-8.4524.202.168.19-7.949.500.267.93-8.4514.202.168.19-7.489.310.317.88-8.500.5（雪+活）作用下BC跨梁端剪力標(biāo)準(zhǔn)值表3-13層50.412.70.280.28-0.2842.702.71.821.82-1.8232.702.71.821.82-1.8222.702.71.821.82-1.8212.702.71.821.82-1.8200.5（雪+活）作用下柱軸力標(biāo)準(zhǔn)值表3-14層邊柱A軸中柱B軸橫梁端部壓力縱梁端部壓力柱軸力橫梁端部壓力縱梁端部壓力柱軸力51.220.661.881.521.242.7647.854.4114.1410.348.2621.3637.934.4126.4810.268.2639.8827.934.4138.8210.268.2658.4017.884.4151.1110.318.2676.97、上柱下柱右梁左梁上柱下柱右梁0.4450.5540.4270.2290.230-1.511.51-0.12-0.0900.670.84-0.59-0.32-0.320.3201.550.300.42-1.43-0.82-1.020.430.230.23-0.320-0.11-0.22-0.51-0.050.150.180.240.130.13-0.1301.43-1.431.50-1.44-0.08-0.2200.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3100.341.55-1.151.92-0.16-1.43-0.22-0.22-0.28-0.08-0.11-0.06-0.080.080-0.41-0.30-0.04-0.140.120.040.230.230.29-0.01-0.010.00-0.010.0103.034.35-7.399.44-3.02-2.99-3.431.7800.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3101.551.55-1.151.92-0.77-1.43-0.60-0.60-0.740.070.090.050.07-0.070-0.11-0.300.04-0.37-0.030.040.120.120.140.090.110.060.09-0.0904.053.86-7.929.46-3.47-2.82-3.181.5300.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3101.551.55-1.151.92-0.77-1.43-0.60-0.60-0.740.070.090.050.07-0.070-0.30-0.060.04-0.370.02-0.180.100.100.120.140.170.090.14-0.1403.854.08-7.949.50-3.36-3.02-3.131.4800.3080.3080.3830.2560.3180.1710.256-10.0510.05-1.03-0.6203.103.103.85-2.31-2.87-1.54-2.312.3101.55-1.151.92-0.77-0.12-0.12-0.15-0.30-0.37-0.20-0.300.600-0.30-0.15-0.080.020.140.140.170.010.020.010.01-0.0104.363.11-7.489.31-3.97-1.73-3.622.280圖3.130.5（雪+活）作用下計(jì)算過(guò)程圖3.140.5（雪+活）作用下桿端彎矩圖3.150.5（雪+活）作用下桿端柱軸力、梁剪力3.4.2地震作用下橫向框架的內(nèi)力計(jì)算地則作用下框架柱剪力及柱端彎矩計(jì)算過(guò)程見(jiàn)表，梁端彎矩計(jì)算過(guò)程見(jiàn)表，柱剪力和柱軸力計(jì)算過(guò)程見(jiàn)表，地震作用下框架彎矩見(jiàn)圖，框架剪力、軸力見(jiàn)圖。地震作用下橫向框架柱剪力及柱端彎矩表3-15層層間剪力總剪力柱別5967.02967.02邊柱18.881022.92-17.850.363.6-23.13-41.12中柱21.07-20.510.42-30.12-41.594959.371926.39邊柱18.881022.92-35.560.413.6-52.48-75.52中柱21.07-40.870.45-64.28-78.573747.482673.87邊柱18.881022.92-49.350.463.6-81.73-95.94中柱21.07-56.720.50-99.14-99.142535.603209.47邊柱18.881022.92-59.350.503.6-106.63-106.63中柱21.07-68.080.50-118.99-118.991350.503559.97邊柱6.98391.12-63.530.555.5-192.19-157.24中柱8.22-74.820.55-226.33-185.18地震作用下梁端彎矩表3-16層次柱別節(jié)點(diǎn)左右梁線剛度比邊跨梁端彎矩中跨梁端彎地震作用下梁端剪力邊跨梁跨中彎矩左梁右梁5邊柱-23.13-41.120.0041.42-7.84-10.54中柱-30.12-41.590.9320.0421.54-7.84-14.374邊柱-52.48-75.520.0098.72-19.37-23.17中柱-64.28-78.570.9352.3856.32-19.37-37.543邊柱-81.73-95.940.00148.42-29.12-34.83中柱-99.14-99.140.9378.7584.68-29.12-56.452邊柱-106.63-106.630.00188.36-37.62-41.63中柱-118.99-118.990.93105.11113.02-37.62-75.351邊柱-192.19-157.240.00263.87-52.62-58.65中柱-226.33-185.180.93146.57157.60-52.62-105.07地震作用下梁端剪力、柱軸力表3-17層次柱別地震作用下梁端剪力柱軸力5邊柱-23.13-41.12-7.84-7.84中柱-30.12-41.59-7.84-14.37-6.654邊柱-52.48-75.52-19.37-27.21中柱-64.28-78.57-19.37-37.54-24.703邊柱-81.73-95.94-29.12-56.33中柱-99.14-99.14-29.12-56.45-52.032邊柱-106.63-106.63-37.62-95.95中柱-118.99-118.99-37.62-75.35-89.761邊柱-192.19-157.24-52.62-146.57中柱-226.33-185.18-52.62-105.07-142.21圖3.16地震作用框架彎矩圖3.17地震作用框架剪力、軸力

第4章框架內(nèi)力組合4.1荷載組合4.1.1無(wú)地震作用效應(yīng)組合（一般荷載組合）對(duì)于一般的框架結(jié)構(gòu)，基本組合可采用簡(jiǎn)化規(guī)則，取下列組合值中的最不利值：1.有可變荷載控制的組合(1)恒+任一活載：(2)恒+0.9（使用活荷載+風(fēng)荷載）(3)由永久荷載效應(yīng)控制的組合式中—永久荷載，具體取值為：1）當(dāng)其效應(yīng)對(duì)結(jié)構(gòu)不利時(shí)，對(duì)有可變荷載效應(yīng)控制的組合，應(yīng)取1.2；對(duì)由永久荷載效應(yīng)控制的組合，應(yīng)取1.35；2）當(dāng)其效應(yīng)對(duì)其結(jié)構(gòu)不利時(shí)，一般情況下應(yīng)取1.0；對(duì)結(jié)構(gòu)的傾覆、滑移或漂浮驗(yàn)算，應(yīng)取0.9；—第i個(gè)可變荷載的分項(xiàng)系數(shù)，其中為可變荷載的分項(xiàng)系數(shù)，具體取值為：一般情況下應(yīng)取1.4；對(duì)活荷載標(biāo)準(zhǔn)值大于4KN/㎡的工業(yè)房屋，分項(xiàng)系數(shù)應(yīng)取1.3；對(duì)于某些特殊情況，可按建筑結(jié)構(gòu)有關(guān)設(shè)計(jì)規(guī)范的規(guī)定確定；—按永久荷載標(biāo)準(zhǔn)值計(jì)算的荷載效應(yīng)值；—按可變荷載標(biāo)準(zhǔn)值計(jì)算的荷載效應(yīng)值，其中為諸多可變荷載效應(yīng)中起控制作用者；—可變荷載的組合值系數(shù)，對(duì)于民用建筑樓面活荷載，除了書(shū)庫(kù)、檔案室、儲(chǔ)藏室、通風(fēng)及電梯機(jī)房取0.9，其余情況均取0.7；對(duì)于風(fēng)荷載的組合系數(shù)取0.6；對(duì)于雪荷載的組合系數(shù)取0.7；n—參與組合的可變荷載數(shù)。4.1.2有地震作用效應(yīng)組合有地震作用效應(yīng)組合時(shí)，應(yīng)按下式計(jì)算：第4章框架內(nèi)力組合式中—結(jié)構(gòu)構(gòu)件內(nèi)力組合的設(shè)計(jì)值，包括組合的彎矩、軸向力和剪力設(shè)計(jì)值；—重力荷載分項(xiàng)系數(shù)，一般情況應(yīng)采用1.2，當(dāng)重力荷載效應(yīng)對(duì)構(gòu)件承載能力有利時(shí)，不應(yīng)大于1.0；、—分別為水平豎向地震作用分項(xiàng)系數(shù)；—風(fēng)荷載分項(xiàng)系數(shù)，應(yīng)采用1.4；—重力荷載代表值的效應(yīng)，有吊車(chē)時(shí)，尚應(yīng)包括懸吊物重力標(biāo)準(zhǔn)值的效應(yīng)；—水平地震標(biāo)準(zhǔn)值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；—豎向地震作用標(biāo)準(zhǔn)值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；—風(fēng)荷載標(biāo)準(zhǔn)值的效應(yīng)；—風(fēng)荷載組合值系數(shù)，一般結(jié)構(gòu)取0.0，風(fēng)荷載起控制作用的高層建筑應(yīng)采用0.2。地震作用分項(xiàng)系數(shù)表4-1地震作用僅計(jì)算水平地震作用1.30僅計(jì)算豎向地震作用01.3同時(shí)計(jì)算水平與豎向地震作用1.30.5本章各內(nèi)力組合時(shí)的單位及方向：柱的內(nèi)力及梁的剪力仍沿用結(jié)構(gòu)力學(xué)的規(guī)定：柱彎矩順時(shí)針為正，逆時(shí)針為負(fù)；梁、柱軸力柱受壓為正，受拉為負(fù)；梁、柱剪力順時(shí)針為正，逆時(shí)針為負(fù)。梁的彎矩方向以下部受拉為正，上部受拉為負(fù)。4.2彎矩調(diào)幅在豎向荷載作用下可考慮框架梁端塑性變形產(chǎn)生的內(nèi)力重分布，對(duì)梁端彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)按下列規(guī)定：現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)可取0.8～0.9，、：未調(diào)幅前梁左、右兩端的彎矩?？蚣芰憾素?fù)彎矩調(diào)幅后，梁跨中彎矩應(yīng)按平衡條件相應(yīng)增大，調(diào)幅后跨中彎矩按公式2-1或2-2計(jì)算：(2-1)（2-2）式中—調(diào)幅前梁跨中彎矩標(biāo)準(zhǔn)值；—按簡(jiǎn)支梁計(jì)算的跨中彎矩標(biāo)準(zhǔn)值；—彎矩調(diào)幅后梁跨中彎矩標(biāo)準(zhǔn)值。應(yīng)先對(duì)豎向荷載作用下框架梁的彎矩進(jìn)行調(diào)幅，在與水平作用產(chǎn)生的框架梁彎矩進(jìn)行組合。截面設(shè)計(jì)時(shí)，框架梁跨中截面正彎矩設(shè)計(jì)值不應(yīng)小于豎向荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩設(shè)計(jì)值得50%。由于對(duì)梁在豎向荷載作用下產(chǎn)生的支座彎矩進(jìn)行了調(diào)幅，因此，其界限相對(duì)受壓區(qū)高度應(yīng)取0.35而不是。根據(jù)以上內(nèi)力計(jì)算結(jié)果，即可進(jìn)行各梁柱各控制截面上的內(nèi)力組合，其中梁的控制截面為梁端及跨中。柱每層有兩個(gè)控制截面，即柱頂和柱底。本設(shè)計(jì)取=0.9對(duì)梁進(jìn)行調(diào)幅，調(diào)幅計(jì)算過(guò)程見(jiàn)下表4-2所示彎矩調(diào)幅計(jì)算表4-2荷載種類桿件跨向彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值恒載頂層AB-25.62-49.5951.790.9-23.06-44.6355.55BC-21.07-21.07-9.990.9-18.96-18.96-7.88五層AB-45.45-53.7639.480.9-40.90-48.3844.44BC-16.78-16.78-8.150.9-15.10-15.10-6.472四層AB-44.37-53.6440.080.9-39.93-48.2844.98BC-17.93-17.93-9.300.9-16.14-16.14-7.51三層AB-45.21-54.0239.480.9-40.69-48.6244.44BC-17.55-17.55-8.920.9-15.80-15.80-7.17二層AB-42.61-52.9041.330.9-38.35-47.6146.11BC-20.35-20.35-9.910.9-18.32-18.32-7.88活載頂層AB-5.66-7.17-1.580.9-5.10-6.45-0.94BC-1.15-1.150.150.9-1.04-1.040.27五層AB-24.14-30.21-4.770.9-21.73-27.19-2.05BC-9.94-9.946.660.9-8.95-8.957.65四層AB-25.62-30.29-3.980.9-23.06-27.26-1.18BC-9.26-9.265.980.9-8.33-8.336.91三層AB-25.73-30.44-3.840.9-23.16-27.40-1.03BC-9.10-9.105.820.9-8.19-8.196.73二層AB-24.26-26.77-4.920.9-21.83-24.10-2.37BC-10.73-10.737.450.9-9.66-9.668.520.5（雪載+活載）頂層AB-1.43-1.50-4.10.9-1.29-1.35-3.95BC-0.08-0.08-0.220.9-0.07-0.07-0.21五層AB-7.39-9.4422.340.9-6.65-8.5023.18BC-3.43-3.431.780.9-3.09-3.092.12四層AB-7.92-9.4623.110.9-7.13-8.5123.98BC-3.18-3.181.530.9-2.86-2.861.85三層AB-7.94-9.5023.130.9-7.15-8.5524.00BC-2.13-2.131.480.9-1.92-1.921.69二層AB-7.48-6.3122.520.9-6.73-5.6823.21BC-3.62-3.622.280.9-3.26-3.262.64橫向框架梁內(nèi)力組合（一般組合）(單位M:KN·m；V:KN)表4-3桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載活載風(fēng)載1.2恒+1.4活1.2恒+0.9×（1.4活+1.4風(fēng)）1.35恒+活左風(fēng)右風(fēng)左風(fēng)右風(fēng)頂層橫梁AB跨梁左端M-23.06-5.104.04-4.04-34.81-29.01-39.19-36.23V56.253.85-1.011.0172.8971.0873.6279.79跨中M55.55-0.941.02-1.0265.3466.7664.1974.05梁右端M-44.63-6.45-2.002.00-62.59-64.20-59.16-66.70V-63.91-4.35-1.011.01-82.78-83.45-80.90-90.63BC跨梁左端M-18.96-1.042.16-2.16-24.21-21.34-26.78-26.64V13.443.65-1.601.6021.2418.7122.7421.79跨中M-7.88-0.270.000.00-9.83-9.80-9.80-10.91梁右端M-18.96-1.04-2.162.16-24.21-26.78-21.34-26.64V-13.44-3.65-1.601.60-21.24-22.74-18.71-21.79五層橫梁AB跨梁左端M-40.90-21.7310.95-10.95-79.50-62.66-90.26-76.95V47.6515.37-2.632.6378.7073.2379.8679.70跨中M44.44-2.053.08-3.0850.4654.6346.8657.94梁右端M-48.38-27.19-4.804.80-96.12-98.36-86.27-92.50V-50.43-17.39-2.632.63-84.86-85.74-79.11-85.47BC跨梁左端M-15.10-8.955.17-5.17-30.65-22.88-35.91-29.34V10.723.65-3.833.8317.9712.6422.2918.12跨中M-6.47-7.650.000.00-18.47-17.40-17.40-16.38梁右端M-15.10-8.95-5.175.17-30.65-35.91-22.88-29.34V-10.72-3.65-3.833.83-17.97-22.29-12.64-18.12續(xù)表?xiàng)U件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載活載風(fēng)載1.2恒+1.4活1.2恒+0.9（1.4活+1.4風(fēng)）1.35恒+活左風(fēng)右風(fēng)左風(fēng)右風(fēng)四層橫梁AB跨梁左端M-39.93-23.0617.21-17.21-80.20-55.29-98.66-76.97V47.4915.60-4.294.2978.8371.2482.0579.71跨中M44.98-1.184.35-4.3552.3257.9747.0159.54梁右端M-48.28-27.26-8.518.51-96.10-103.01-81.56-92.44V-50.59-17.16-4.294.29-84.73-87.74-76.92-85.46BC跨梁左端M-16.14-8.339.16-9.16-31.03-18.32-41.41-30.12V10.723.65-6.936.9317.978.7326.1918.12跨中M-7.51-6.910.000.00-18.69-17.72-17.72-17.05梁右端M-16.14-8.33-9.169.16-31.03-41.41-18.32-30.12V-10.72-3.65-6.936.93-17.97-26.19-8.73-18.12三層橫梁AB跨梁左端M-40.69-23.1623.51-23.51-81.25-48.39-107.63-78.09V47.5715.59-5.405.4078.9169.9283.5379.81跨中M44.44-1.037.31-7.3151.8961.2442.8258.96梁右端M-48.62-27.40-8.898.89-96.70-104.07-81.67-93.04V-50.51-17.17-5.405.40-84.65-89.05-75.44-85.36BC跨梁左端M-15.80-8.1914.52-14.52-30.43-10.98-47.57-29.52V10.723.65-13.3313.3317.970.6734.2618.12跨中M-7.176.730.000.000.82-0.12-0.12-2.95梁右端M-15.80-8.19-14.5214.52-30.43-47.57-10.98-29.52V-10.72-3.65-13.3313.33-17.97-34.26-0.67-18.12續(xù)表?xiàng)U件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載活載風(fēng)載1.2恒+1.4活1.2恒+0.9（1.4活+1.4風(fēng)）1.35恒+活左風(fēng)右風(fēng)左風(fēng)右風(fēng)二層橫梁AB跨梁左端M-38.35-21.8335.39-35.39-76.58-28.93-118.12-73.60V47.3215.46-9.029.0278.4364.9087.6379.34跨中M46.11-2.378.34-8.3452.0162.8541.8459.88梁右端M-47.61-24.10-18.7118.71-90.87-111.07-63.92-88.37V-50.76-17.30-9.029.02-85.13-94.08-71.34-85.83BC跨梁左端M-18.32-9.6620.12-20.12-35.51-8.80-59.51-34.39V10.723.65-22.3522.3517.97-10.7045.6218.12跨中M-7.888.520.000.002.471.281.28-2.12梁右端M-18.32-9.66-20.1220.12-35.51-59.51-8.80-34.39V-10.72-3.65-22.35.22.35.-17.97-45.6210.70-18.12橫向框架梁內(nèi)力組合（考慮地震組合）(單位M:KN·m；V:KN)表4-4桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載0.5（雪+活）地震作用1.2〔恒+0.5（雪+活）〕+1.3地震作用向左向右向左向右頂層橫梁AB跨梁左端M-23.06-1.2941.12-41.1224.24-82.68V56.251.22-7.847.8458.7779.16跨中M55.55-3.9510.54-10.5475.6248.22梁右端M-44.63-1.35-20.0420.04-81.23-29.12V-63.91-1.24-7.847.84-88.37-67.99BC跨梁左端M-18.96-0.0721.54-21.545.17-50.84V13.440.28-14.3714.37-2.2235.15跨中M-7.88-0.210.000.00-9.71-9.71梁右端M-18.96-0.07-21.5421.54-50.845.17V-13.44-0.28-14.3714.37-35.152.22五層橫梁AB跨梁左端M-40.90-6.6598.72-98.7271.28-185.40V47.657.85-19.3719.3741.4291.78跨中M44.4423.1823.17-23.17111.2751.02梁右端M-48.38-8.50-52.3852.38-136.35-0.16V-50.43-8.53-19.3719.37-95.93-45.57BC跨梁左端M-15.10-3.0937.54-37.5426.97-70.63V10.721.82-56.3256.32-58.1788.26跨中M-6.472.210.000.00-5.11-5.11梁右端M-15.10-3.09-37.5437.54-70.6326.97V-10.72-1.82-56.3256.32-88.2658.17四層橫梁AB跨梁左端M-39.93-7.13148.42-148.42136.47-249.42V47.497.93-29.1229.1228.65104.36跨中M44.9823.9834.83-34.83128.0337.47梁右端M-48.28-8.51-78.7378.73-170.5034.20V-50.59-8.45-29.1229.12-108.70-32.99BC跨梁左端M-16.14-2.8656.45-56.4550.59-96.19V10.721.82-84.6884.68-95.04125.13跨中M-7.511.850.000.00-6.79-6.79梁右端M-16.14-2.86-56.4556.45-96.1950.59V-10.72-1.82-84.6884.68-125.1395.04續(xù)表三層橫梁AB跨梁左端M-40.69-7.15188.36-188.36187.46-302.28V47.577.93-37.6237.6217.69115.51跨中M44.4424.0041.63-41.63136.2528.01梁右端M-48.62-8.55-105.11105.11-205.2568.04V-50.51-8.45-37.6237.62-119.66-21.85BC跨梁左端M-15.80-1.92113.02-113.02125.66-168.19V10.721.82-75.3575.35-82.91113.00跨中M-7.171.690.000.00-6.58-6.58梁右端M-15.80-1.92-113.02113.02-168.19125.66V-10.72-1.82-75.3575.35-113.0082.91二層橫梁AB跨梁左端M-38.35-6.73263.87-263.87288.94-397.13V47.327.88-52.6252.62-2.17134.65跨中M46.1123.2158.65-58.65159.436.94梁右端M-47.61-5.68-146.57146.57-254.49126.59V-50.76-8.50-52.6252.62-139.52-2.71BC跨梁左端M-18.32-3.26157.60-157.60178.98-230.78V10.721.82-105.07105.07-121.54151.64跨中M-7.882.640.000.00-6.29-6.29梁右端M-18.32-3.26-157.60157.60-230.78178.98V-10.72-1.82-105.07105.07-151.64121.54橫向框架柱內(nèi)力組合（一般組合）(單位M:KN·m；V:KN)表4-5桿件跨向截面內(nèi)力荷載種類內(nèi)力組合及相應(yīng)的N及相應(yīng)的M及相應(yīng)的M恒載滿跨活荷載風(fēng)荷載1.2恒+1.4活1.2恒+0.9（1.4活+1.4風(fēng)）1.35恒+活左風(fēng)右風(fēng)左風(fēng)右風(fēng)頂層柱A柱柱頂M25.575.66-4.044.0438.6132.7342.9140.1842.9132.7340.18N110.096.94-1.011.01141.82139.58142.13155.56142.13139.58155.56柱底M23.9110.19-2.582.5842.9638.2844.7842.4744.7838.2842.47N132.596.94-1.011.01168.82166.58169.13185.94169.13166.58185.94B柱柱頂M-21.58-5.56-4.164.16-33.68-38.14-27.66-34.69-38.14-38.14-34.69N134.399.96-0.590.59175.21173.07174.56191.39173.07173.07191.39柱底M-21.56-10.39-3.183.18-40.42-42.97-34.96-39.50-42.97