課程設(shè)計計算書模板

高層建筑結(jié)構(gòu)與抗震設(shè)計課程設(shè)計――某框架結(jié)構(gòu)設(shè)計指導(dǎo)教師：班級：學(xué)生姓名：學(xué)號：設(shè)計時間：麗水學(xué)院1.設(shè)計資料1．1工程概況工程名稱：某展覽館工程概況：建筑總高為18.9m，共5層，首層4.5m，其他3.6m，室內(nèi)外高差0.3m，具體情況見結(jié)構(gòu)平面布置圖2-1。自然條件：基本分壓0.3kN/m2,地面粗糙度為B類，基本雪壓為S0=0.45kN/m2。地質(zhì)條件：經(jīng)地質(zhì)勘查單位勘察確定，場地土為Ⅱ類；設(shè)防烈度為6度，基本加速度為0.05g，地震分組為第一組。1.2材料選用混凝土：采用C30；鋼筋：均采用熱軋鋼筋HRB400，設(shè)計強度360N/mm2；墻體：外墻內(nèi)墻均采用240mm燒結(jié)頁巖多孔磚；窗：鋼塑門窗，γ=0.35kN/m2；門：木門，γ=0.2kN/m2。1.3結(jié)構(gòu)選型（1）結(jié)構(gòu)體系選型：采用鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)體系；（2）屋面結(jié)構(gòu)：采用現(xiàn)澆鋼筋混凝土肋形屋蓋，剛性屋面，屋面板厚120mm；（3）樓面結(jié)構(gòu)：全部采用現(xiàn)澆鋼筋混凝土肋形屋蓋，板厚100mm；2.梁柱尺寸估算2.1框架梁截面尺寸初步確定框架梁截面高度~，截面寬度~，本方案取橫向主梁截面為250mmx600mm，縱向主梁截面為250mmx600mm，1/13，1/14軸線次梁截面取250mmx550mm，其他次梁截面見結(jié)構(gòu)平面示意圖。圖2-1結(jié)構(gòu)平面布置示意圖2.2框架柱截面尺寸初步確定框架柱截面尺寸根據(jù)QUOTE估算——框架柱的截面積；——框架柱的軸壓比，四級抗震取QUOTE；——框架柱的軸向壓力設(shè)計值，；——邊角柱軸力增大系數(shù)，中柱、邊柱、角柱；——水平力作用對柱軸力的放大系數(shù)，6度區(qū)取；——柱的受荷面積；——樓層重力荷載的平均值，??；——柱荷載的樓層數(shù)；——混凝土抗壓強度設(shè)計值，C30混凝土；由結(jié)構(gòu)平面布置圖可知邊柱及中柱的負(fù)載面積分別為6.6mx4.6m和6.6mx3.4m；中柱：；邊柱：QUOTE根據(jù)上述計算結(jié)果，并綜合考慮其他因素，取底層柱為500mm×550mm，二到五層柱為500mm×500mm。2.3梁板柱材料匯總 表2-1梁板柱材料匯總構(gòu)件混凝土強度等級截面尺寸bxh或板厚h（mm)鋼筋等級底層柱中柱C30500×550邊柱C30500×550二到五層中柱C30500×500邊柱C30500×500梁中間跨C30250×400邊跨C30250×600板屋面板C30120標(biāo)準(zhǔn)層C301003．結(jié)構(gòu)計算簡圖及框架梁柱的相對線剛度計算3.1確定框架計算簡圖框架的計算單元取14軸上的一榀框架計算。假定框架柱嵌固與基礎(chǔ)頂面，框架梁與柱剛接。由于各層柱的假面尺寸不變，故梁跨等于柱截面形心軸線之間的距離。底層柱高從基礎(chǔ)頂面算至二層樓面，基礎(chǔ)頂標(biāo)高根據(jù)地質(zhì)條件、室內(nèi)外高差，定為-0.9m，二層樓面標(biāo)高為4.5m，故底層柱高為5.4m，其余各層柱高從樓面算至上一層樓面，即層高，均為3.6m，由此可繪出框架的計算簡圖，如圖3-1所示。3.2框架梁柱的線剛度計算對于中框架梁取I=2I0，則梁線剛度：柱線剛度：3.3框架梁柱的相對線剛度梁柱相對線剛度計算，令，則其余各桿件線剛度為：；；圖3-1結(jié)構(gòu)計算簡圖4．荷載計算4.1恒載標(biāo)準(zhǔn)值計算eq\o\ac(○,1)上人屋面30厚細(xì)石混凝土保護層：三氈四油防水層：40水泥石灰焦渣砂漿找坡層：15厚礦渣水泥找平層：80厚礦渣水泥保溫層：120厚鋼筋混凝土板：10厚混合砂漿抹平層：合計：eq\o\ac(○,2)標(biāo)準(zhǔn)層樓面20厚花崗巖：2厚特種膠粘結(jié)劑結(jié)合層：18厚1：3干硬性水泥砂漿結(jié)合層：20厚水泥砂漿：板底抹灰20（或吊頂）：100mm厚現(xiàn)澆樓板自重：合計eq\o\ac(○,3)屋面梁：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,4)屋面梁：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,5)屋面梁：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,5)樓面梁：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,7)樓面梁：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,8)樓面梁：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,9)底層柱：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,10)標(biāo)準(zhǔn)層柱：梁自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,11)標(biāo)準(zhǔn)層橫墻墻自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,12)底層層橫墻墻自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,13)內(nèi)縱墻墻自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,14)標(biāo)準(zhǔn)層外縱墻墻自重：10mm厚混合砂漿抹灰：面層：門窗：合計：eq\o\ac(○,15)底層層外縱墻門窗折減系數(shù)0.7：合計：eq\o\ac(○,16)12女兒墻：墻高1.3m，混凝土100mm壓頂墻自重：10mm厚混合砂漿抹灰：合計：eq\o\ac(○,17)檐溝自重：10mm厚混合砂漿抹灰：合計：4.2活載標(biāo)準(zhǔn)值計算根據(jù)《荷載規(guī)范》eq\o\ac(○,1)屋面和樓面活荷載標(biāo)準(zhǔn)值上人屋面：樓面：辦公室辦公室走廊eq\o\ac(○,2)雪荷載雪荷載和屋面活荷載不同時考慮，兩者取大值。4.3恒活荷載導(dǎo)算板傳至梁上時，梯形荷載等效為均布荷載系數(shù)4.3.1A~B軸和C~D軸間框架梁荷載標(biāo)準(zhǔn)值屋面板傳荷載:恒載：活載：樓面板傳荷載:恒載：活載：A~B軸和C~D軸間框架梁均布荷載為屋面梁：恒載=梁自重+板傳荷載 活載=板傳荷載樓面梁：恒載=梁自重+板傳荷載+墻自重活載=板傳荷載4.3.2B~C軸間框架梁荷載標(biāo)準(zhǔn)值屋面板傳荷載:恒載：活載：樓面板傳荷載:恒載：活載：B~C軸間框架梁均布荷載為:屋面梁：恒載=梁自重+板傳荷載 活載=板傳荷載樓面梁：恒載=梁自重+板傳荷載+墻自重活載=板傳荷載4.3.3A軸柱集中荷載標(biāo)準(zhǔn)值頂層柱恒載=墻自重+次梁自重+主梁自重+板傳荷載頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=墻自重+次梁自重+主梁自重+板傳荷載標(biāo)準(zhǔn)層柱活載=板傳活載基礎(chǔ)頂面恒載=墻自重+基礎(chǔ)梁自重4.3.4B軸柱集中荷載標(biāo)準(zhǔn)值頂層柱恒載=次梁自重+主梁自重+板傳荷載頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=墻自重+次梁自重+主梁自重+板傳荷載標(biāo)準(zhǔn)層柱活載=板傳活載基礎(chǔ)頂面恒載=墻自重+基礎(chǔ)梁自重綜上得到恒活荷載受荷總圖圖，如圖4-1所示。4.4風(fēng)荷載計算4.4.1集中風(fēng)荷載標(biāo)準(zhǔn)值計算為了簡化計算，作用在外墻面上的風(fēng)荷載可近似用作用在屋面梁和樓面梁處的等效集中荷載替代。作用在屋面梁和樓面梁節(jié)點處的集中風(fēng)荷載標(biāo)準(zhǔn)值按下式計算，——基本風(fēng)壓，——風(fēng)壓高度變化系數(shù)，此工程地面粗糙度為B類；——風(fēng)荷載體型系數(shù)，根據(jù)建筑物體型查的；圖4-1豎向受荷總圖——風(fēng)振系數(shù)，計算過程見表4-1；——下層柱高；——上層柱高；B——迎風(fēng)面的寬度，B=6.8m。表4-1風(fēng)振系數(shù)βz計算離地高度z/mξνφzμzβz19.21.180.4611.2341.44015.61.180.460.7351.1541.346121.180.460.5051.0561.2608.41.180.460.31211.1694.81.180.460.12511.068表4-2集中風(fēng)荷載標(biāo)準(zhǔn)值離地高z/mμzβzsω0（kN/m2）hi/mhj/mWk/kN19.21.2341.4401.40.33.62.615.2615.61.1541.3461.40.33.63.615.50121.0561.2601.40.33.63.613.278.411.1691.40.33.63.611.674.811.0681.40.34.83.612.43得到風(fēng)荷載作用簡圖，如圖4-2所示。圖4-2風(fēng)荷載作用簡圖4.4.2風(fēng)荷載作用下的位移驗算側(cè)移剛度D計算，見表4-3和表4-4。表4-3底層柱D值構(gòu)件名稱A軸柱1.0310.5058006B軸柱1.8960.6159747C軸柱1.8960.6159747D軸柱1.0310.5058006表4-42~5層柱D值構(gòu)件名稱A軸柱0.9150.48519508B軸柱1.6830.59323820C軸柱1.6830.59323820D軸柱0.9150.485195084.4.3風(fēng)荷載作用下框架側(cè)移計算表4-5風(fēng)荷載作用下框架側(cè)移計算層次Wj/kNVj/kN∑D（kN/m）Δμj/mΔμj/h515.2615.26866570.000181/20441415.5030.76866570.000351/10141313.2744.04866570.000511/7084211.6755.70866570.000641/5601112.4368.13355050.001921/2814μ=∑Δμj=0.0036m側(cè)移驗算：層間最大側(cè)移1/2814<1/550,滿足要求。水平荷載作用下框架的層間位移可按下式計算：——第j層的層間側(cè)移；——第j層總剪力；——第j層所有柱的抗側(cè)移剛度之和。4.5水平地震作用計算4.5.1重力荷載代表值計算屋面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值+0.5雪荷載標(biāo)準(zhǔn)值樓面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值+0.5樓面活荷載標(biāo)準(zhǔn)值其中結(jié)構(gòu)和構(gòu)配件自重取樓面上、下各半層范圍內(nèi)（屋頂出取頂層的一半）的結(jié)構(gòu)和構(gòu)配件自重。eq\o\ac(○,1)屋面處重力荷載代表值G5恒荷載標(biāo)準(zhǔn)值：活荷載標(biāo)準(zhǔn)值：eq\o\ac(○,2)屋面處重力荷載代表值G4恒荷載標(biāo)準(zhǔn)值：活荷載標(biāo)準(zhǔn)值：eq\o\ac(○,3)屋面處重力荷載代表值G2、G3恒荷載標(biāo)準(zhǔn)值：活荷載標(biāo)準(zhǔn)值：eq\o\ac(○,4)屋面處重力荷載代表值G1恒荷載標(biāo)準(zhǔn)值：活荷載標(biāo)準(zhǔn)值：得到如圖4-3所示。4.5.2橫向剛度計算表4-6橫向D值計算底層柱2-5層柱構(gòu)件名稱D值數(shù)量構(gòu)件名稱D值數(shù)量A8005.51080055A19508.110195081B9747.01097470B23820.310238203C9747.01097470C23820.310238203D8005.51080055D19508.110195081圖4-3地震計算模型4.5.3結(jié)構(gòu)自振周期計算用假想頂點側(cè)移UT計算結(jié)構(gòu)基本自振周期。表4-7假想頂點側(cè)移計算結(jié)果層次5803280328665680.00930.241549977180098665680.02080.232239821278308665680.03210.211429821376518665680.04340.1793110578482293550500.13580.1358結(jié)構(gòu)自振周期考慮非結(jié)構(gòu)墻折減系數(shù)，則結(jié)構(gòu)自振周期為：結(jié)構(gòu)自振周期T1=0.5s，因Tg<T1<5Tg，所以計算結(jié)構(gòu)等效總重力荷載Geq4.5.4水平地震作用力計算及側(cè)向位移驗算計算底部剪力計算各質(zhì)點的水平地震作用因為，所以需要考慮頂部附加地震作用表4-8層次5803219.2154218560983310.6459.00369.648665680.000434997715.6155641560983313.5159.00683.158665680.000793982112117852560983237.3959.00920.558665680.00106298218.482497560983166.1759.001086.728665680.001251105784.850775560983102.2859.001189.003550500.00335樓層最大位移與樓層層高之比：，所以滿足位移要求。4.5.5剪重比及剛重比驗算表4-9剪重比及剛重比驗算層次53.68665683119644369.64803296390.046032443.68665683119644683.1518009216110.037914433.68665683119644920.5527830333960.03319323.686656831196441086.7237651451810.02896914.835505017042391189.0048229578750.024729各層剪重比，滿足剪重比要求。各層剛重比均大于20，不必考慮重力二階效應(yīng)。該榀框架的地震力作用按側(cè)移剛度比例分配，得到如圖4-4所示：圖4-4地震作用力簡圖（上圖有誤）

5.內(nèi)力計算為了簡化計算，考慮如下幾種單獨受荷情況：（1）恒載作用（2）活荷載作用于A~B軸跨間（3）活荷載作用在B~C軸跨間（4）風(fēng)荷載作用（從左往右，從右往左）（5）地震作用（從左往右，從右往左）（6）重力荷載代表值作用5.1恒載作用下內(nèi)力計算5.1.1固端彎矩計算作用于屋面處恒載標(biāo)準(zhǔn)值；作用于樓面處恒載標(biāo)準(zhǔn)值；由恒載在屋面處引起的固端彎矩：由恒載在樓面處引起的固端彎矩：5.1.2彎矩二次分配法計算彎矩用彎矩二次分配法算出梁柱彎矩，再用彎矩算剪力及軸力。彎矩二次分配法計算過程如表5-1所示。5.1.3恒載作用下的內(nèi)力圖彎矩圖如5-3圖所示；剪力圖如5-4圖所示；軸力圖如5-5圖所示。

圖5-3恒載作用下M圖圖5-4恒載作用下V圖圖5-5恒載作用下N圖5.2活荷載作用于A~B軸跨間的內(nèi)力計算5.2.1固端彎矩計算作用于屋面、樓面處活載標(biāo)準(zhǔn)值：；由活載在屋面、樓面處引起的固端彎矩：5.2.2彎矩二次分配法計算彎矩彎矩二次分配法計算過程如表5-2所示。5.2.3活荷載作用于A~B軸跨間的內(nèi)力圖彎矩圖如5-6圖所示；剪力圖如5-7圖所示；軸力圖如5-8圖所示。圖5-6活載作用在A~B跨M圖圖5-7活載作用在A~B跨V圖圖5-8活載作用在A~B跨N圖

5.3活荷載作用于B~C軸跨間的內(nèi)力計算5.3.1固端彎矩計算活荷載作用在B~C軸跨間作用于屋面處活載標(biāo)準(zhǔn)值；作用于樓面處活載標(biāo)準(zhǔn)值由恒活載在屋面、樓面處引起的固端彎矩：5.3.2彎矩二次分配法計算彎矩彎矩二次分配法計算過程如表5-3所示。5.3.3活荷載作用于A~B軸跨間的內(nèi)力圖彎矩圖如5-9圖所示；剪力圖如5-10圖所示；軸力圖如5-11圖所示。圖5-9活載作用在B~C跨M圖

圖5-10活載作用在B~C跨V圖圖5-11活載作用在B~C跨N圖

5.4風(fēng)荷載作用下內(nèi)力計算5.4.1柱反彎點計算框架在風(fēng)荷載（從左往右）作用下的內(nèi)力用D值法計算。計算步驟：1．求各柱反彎點處的剪力2．求各柱的反彎點高度3．求各柱的桿端彎矩和梁端彎矩4．求各柱的軸力和梁剪力第i層第m柱分配到的剪力：，，見表4-2。柱反彎點位置，，計算結(jié)果見表5-4和表5-5。表5-4A、D軸框架柱反彎點位置層號53.60.9150.350000.351.2643.60.9150.40000.41.4433.60.9150.450000.451.6223.60.9150.500-0.050.451.6215.41.0310.64690-0.032200.61473.32表5-5B、C軸框架柱反彎點位置層號53.61.6830.38420000.38421.3843.61.6830.43420000.43421.5633.61.6830.48420000.48421.7423.61.6830.500-0.01590.48411.7415.41.8960.56040-0.003500.55693.015.4.2柱彎矩計算框架各柱的桿端彎矩、梁端彎矩按下式計算，計算結(jié)果見表5-6和表5-7。；中間處的梁：；邊柱處的梁：表5-6風(fēng)荷載作用下A、D軸框架柱剪力和梁柱端彎矩的計算層號515.2686657195080.2253.441.268.044.338.04430.7686657195080.2256.931.4414.969.9719.29344.0486657195080.2259.911.6219.6316.0629.60255.7086657195080.22512.541.6224.8320.3140.89168.133550580060.22515.363.3222.7551.0043.06表5-7風(fēng)荷載作用下B、C軸框架柱剪力和梁柱端彎矩的計算層號515.2686657238200.2754.201.389.305.805.064.24430.7686657238200.2758.461.5617.2213.2212.5210.51344.0486657238200.27512.101.7422.4821.1019.4016.29255.7086657238200.27515.311.7428.4426.6826.9322.61168.133550597470.27518.703.0133.5356.2532.7327.485.4.3梁彎矩及柱軸力計算表5-8風(fēng)荷載作用下框架柱軸力和梁端剪力層號梁端剪力柱軸力AB跨BC跨CD跨A軸B軸C軸D軸5-1.98-3.54-1.98-1.98-1.55-1.551.551.551.984-4.82-8.76-4.82-6.80-3.94-5.493.945.496.803-7.42-13.57-7.42-14.23-6.15-11.646.1511.6414.232-10.28-18.84-10.28-24.50-8.56-20.208.5620.2024.501-11.48-22.90-11.48-35.99-11.42-31.6211.4231.6235.99注：剪力順時針為+，逆時針為-；軸力壓為+，拉為-5.4.4風(fēng)荷載作用下內(nèi)力圖圖5-12風(fēng)荷載作用下的M圖圖5-13風(fēng)荷載作用下的V圖圖5-14風(fēng)荷載作用下的N圖5.5地震作用下內(nèi)力計算5.5.1柱彎矩計算表5-9水平地震作用下A、D軸框架柱內(nèi)力層次5369.64866568195080.02258.321.2619.4710.4819.474683.16866568195080.022515.381.4433.2222.1543.73920.55866568195080.022520.721.6241.0333.5763.1821086.72866568195080.022524.461.6248.4439.6382.0111189.0035505080060.022626.813.3255.7888.9995.41表5-10水平地震作用下B、C軸框架柱內(nèi)力層次5369.64866568238200.027510.161.3822.5314.0512.2510.284683.16866568238200.027518.781.5638.2529.3528.4323.873920.55866568238200.027525.301.7446.9944.1141.5034.8421086.72866568238200.027529.871.7455.4852.0654.1445.451118935505097470.027532.643.0178.1098.1670.7659.405.5.2梁彎矩及柱軸力計算表5-11地震作用下框架柱軸力和梁端剪力層號梁端剪力柱軸力AB跨BC跨CD跨A軸B軸C軸D軸5-4.81-8.57-4.81-4.81-3.76-3.763.763.764.814-10.93-19.89-10.93-15.74-8.96-12.728.9612.7215.743-15.86-29.03-15.86-31.60-13.17-25.9013.1725.9031.602-20.63-37.87-20.63-52.22-17.25-43.1417.2543.1452.221-25.18-49.50-25.18-77.40-24.32-67.4724.3267.4777.40注：剪力順時針為+，逆時針為-；軸力壓為+，拉為-5.5.2梁彎矩及柱軸力計算圖5-15橫向水平地震作用下的M圖圖5-16橫向水平地震作用下V圖圖5-17橫向水平地震作用下N圖5.6重力荷載代表值作用5.6.1重力荷載代表值計算作用于屋面處均布荷載代表值計算：作用于樓面處均布荷載代表值計算：；5.6.2固端彎矩計算由重力荷載代表值在屋面處引起的固端彎矩：；由重力荷載代表值在樓面處引起的固端彎矩；5.6.3彎矩二次分配法計算彎矩彎矩二次分配法計算過程如表5-12所示。5.6.4內(nèi)力計算彎矩圖如5-18圖所示；剪力圖如5-19圖所示；軸力圖如5-20圖所示。

圖5-18重力荷載代表值作用下M圖圖5-19重力荷載代表值作用下V圖圖5-20恒載作用下N圖6.內(nèi)力組合6.1恒載控制表6-1永久荷載效應(yīng)控制的基本組合（梁AB、DC）層號恒載活載活載活載Mmax及相應(yīng)的VMmin及相應(yīng)的V∣V∣max及相應(yīng)的V①②③④組合項值組合項值組合項值五左M-68.32-13.490.130.00①+②+④-81.82①+②+④-81.82V96.7319.14-0.520.16116.03116.03中M91.4717.99-0.200.55①+②+④110.01V0.000.000.000.00右M-86.91-17.71-0.521.11①+②+③-105.14①+②+③-105.14V-102.20-20.37-0.520.16-123.09-123.09一左M-111.79-18.950.160.00①+②+④-130.75①+②+④-130.75V118.4119.93-0.240.09138.43138.43中M91.6515.22-0.650.31①+②+④107.17V0.000.000.000.00右M-103.18-17.79-1.460.62①+②+③-122.43①+②+③-122.43V-115.87-19.59-0.240.09-135.70-135.70表6-2永久荷載效應(yīng)控制的基本組合（梁BC）層號恒載活載活載活載Mmax及相應(yīng)的VMmin及相應(yīng)的V∣V∣max及相應(yīng)的V①②③④組合項值組合項值組合項值五左M-31.21-7.31-1.192.47①+②+③-39.71①+②+③-39.71V18.204.083.53-4.0825.8025.80中M-20.30-2.420.93-2.42①+③-19.37V0.000.000.000.00右M-31.212.47-1.19-7.31①+③+④-39.71①+③+④-39.71V-18.204.08-3.53-4.08-25.80-25.80一左M-22.23-4.79-1.561.81①+②+③-28.58①+②+③-28.58V12.932.754.41-2.7520.1020.10中M-11.32-1.491.09-1.49①+③-10.23V0.000.000.000.00右M-22.231.81-1.56-4.79①+③+④-28.58①+③+④-28.58V-12.932.75-4.41-2.75-20.10-20.10表6-3永久荷載效應(yīng)控制的基本組合（柱A）層號恒載活載活載活載Nmax及相應(yīng)的M、VNmin及相應(yīng)的M、V∣M∣max及相應(yīng)的N、V①②③④組合項值組合項值組合項值五上M-68.32-13.49-0.130.00①+②+③-81.95①/1.35+④-50.61①+②+③-81.95N399.6738.900.100.00438.66296.05438.66下M53.899.480.080.00①+②+③63.45①/1.35+④39.92①+②+③63.45N431.7038.900.100.00470.70319.78470.70V-34.09-14.55-0.060.16-48.70-25.09-48.70一上M-41.67-7.07-0.080.00①+②+③-48.82①/1.35+④-30.87①+②+③-48.82N1809.27137.470.590.001947.331340.201947.33下M13.892.350.030.00①+②+③16.27①/1.35+④10.29①+②+③16.27N1862.00137.470.590.002000.061379.262000.06V-10.291.74-0.020.09-8.56-7.53-8.56表6-4永久荷載效應(yīng)控制的基本組合（柱B）層號恒載活載活載活載Nmax及相應(yīng)的M、VNmin及相應(yīng)的M、V∣M∣max及相應(yīng)的N、V①②③④組合項值組合項值組合項值五上M55.7010.40-0.671.10①+②+③65.43①/1.35+④42.36①+②+④67.20N433.9744.217.15-4.23485.33317.23473.95下M-45.64-7.670.59-0.59①+②+③-52.73①/1.35+④-34.40①+②+④-53.90N466.0144.217.15-4.23517.37340.96505.98V28.155.02-0.350.4632.8121.3133.63一上M35.115.56-0.460.60①+②+③40.21①/1.35+④26.61①+②+④41.27N2488.83213.5869.38-15.352771.801828.232687.07下M-11.70-1.850.16-0.20①+②+③-13.40①/1.35+④-8.87①+②+④-13.75N2541.56213.5869.38-15.352824.531867.292739.80V8.671.37-0.120.159.926.5710.196.2活載控制表6-5可變荷載效應(yīng)控制的基本組合（梁AB、DC）層號恒載活載活載活載左風(fēng)右風(fēng)Mmax及相應(yīng)的VMmin及相應(yīng)的V∣V∣max及相應(yīng)的V①②③④⑤⑥組合項值組合項值組合項值五左M-60.73-19.280.180.0011.26-11.26①+0.7(②+④)+⑥-85.48①+②+④+0.6⑥-86.76V85.9827.34-0.740.22-2.772.77108.05115.21中M56.2625.70-0.280.792.09-2.09①+(②+④)+0.6⑤84.00V0.000.000.000.000.000.00右M-77.26-25.30-0.741.58-7.087.08①+②+③+0.6⑤-107.55①+②+③+0.6⑤-107.55V-90.84-29.11-0.740.22-2.772.77-122.35-122.35一左M-99.37-27.080.220.0060.28-60.28①+0.7*(②+④)+⑥-178.61①+0.7*(②+④)+⑥-178.61V105.2528.48-0.340.13-16.0716.07141.35141.35中M51.9621.74-0.930.447.23-7.23①+0.7(②+④)+⑤74.72V0.000.000.000.000.000.00右M-91.72-25.41-2.090.88-45.8245.82①+0.7*(②+③)+⑤-156.79①+0.7*(②+③)+⑤-156.79V-103.00-27.99-0.340.13-16.0716.07-138.89-138.89表6-6可變荷載效應(yīng)控制的基本組合（梁BC）層號恒載活載活載活載左風(fēng)右風(fēng)Mmax及相應(yīng)的VMmin及相應(yīng)的V∣V∣max及相應(yīng)的V①②③④⑤⑥組合項值組合項值組合項值五左M-27.74-10.44-1.693.535.94-5.94①+②+③+0.6⑥-43.44①+②+③+0.6⑥-39.28V16.185.825.04-5.82-4.964.9630.0127.64中M-18.04-3.461.33-3.460.000.00①/1.2+③+0.6⑤-13.70V0.000.000.000.000.000.00右M-27.743.53-1.69-10.44-5.945.94①+③+④+0.6⑤-43.44①+③+④+0.6⑤-43.44V-16.185.82-5.04-5.82-4.964.96-30.01-30.01一左M-19.76-6.85-2.232.5938.47-38.47①+0.7*(②+③)+⑥-64.59①+0.7*(②+③)+⑥-64.59V11.503.936.30-3.93-32.0632.0650.7250.72中M-10.06-2.131.55-2.130.000.00①/1.2+③+0.6⑤-6.83V0.000.000.000.000.000.00右M-19.762.59-2.23-6.85-32.0632.06①+0.7*(③+④)+⑤-58.17①+0.7*(③+④)+⑤-58.17V-11.503.93-6.30-3.93-38.4738.47-57.13-57.13表6-7可變荷載效應(yīng)控制的基本組合（柱A）層號恒載活載活載活載左風(fēng)右風(fēng)Nmax及相應(yīng)的M、VNmin及相應(yīng)的M、V∣M∣max及相應(yīng)的N、V①②③④⑤⑥組合項值組合項值組合項值五上M-60.73-19.280.180.0011.26-11.26①+②+0.7③+⑤-91.14①/1.2+⑤+0.7④-39.35①+②+④+0.6*⑥-86.76N355.2655.570.140.00-2.772.77413.70293.28412.49下M47.9013.540.110.00-6.066.06①+②+0.7③+⑤67.58①/1.2+⑤+0.7④33.86①+②+④+0.6*⑥65.08N383.7455.570.140.00-2.772.77442.17317.01440.97V-30.30-20.79-0.080.224.82-4.82-55.96-20.28-53.76一上M-37.04-10.090.110.0031.85-31.85①+②+0.7③+⑤-78.91①/1.2+⑤+0.7④0.98①+②+④+0.6*⑥-66.25N1608.24196.390.840.00-50.3950.391855.611289.811834.86下M12.353.360.040.00-71.4071.40①+②+0.7③+⑤87.14①/1.2+⑤+0.7④-61.11①+②+④+0.6*⑥58.55N1655.11196.390.840.00-50.3950.391902.481328.871881.74V-9.142.49-0.030.1321.50-21.50-28.1813.97-19.43表6-8可變荷載效應(yīng)控制的基本組合（柱B）層號恒載活載活載活載左風(fēng)右風(fēng)Nmax及相應(yīng)的M、VNmin及相應(yīng)的M、V∣M∣max及相應(yīng)的N、V①②③④⑤⑥組合項值組合項值組合項值五上M49.5114.85-0.951.5713.02-13.02①+②+③+0.6⑤71.23①/1.2+⑥+0.7④29.34①+0.7*(②+④)+⑤74.03N385.7563.1510.22-6.052.17-2.17460.43315.06427.90下M-40.57-10.960.84-0.84-8.128.12①+②+③+0.6⑤-55.57①/1.2+⑥+0.7④-26.28①+0.7*(②+④)+⑤-56.95N414.2363.1510.22-6.052.17-2.17488.90338.79456.37V25.027.17-0.500.6626.18-26.1847.39-4.8756.68一上M31.217.94-0.660.8546.94-46.94①+②+③+0.6⑤66.66①/1.2+⑥+0.7④-20.33①+0.7*(②+④)+⑤84.31N2212.30305.1299.12-21.9244.27-44.272643.091783.972454.80下M-10.40-2.650.22-0.28-78.7578.75①+②+③+0.6⑤-60.08①/1.2+⑥+0.7④69.88①+0.7*(②+④)+⑤-91.20N2259.17305.1299.12-21.9244.27-44.272689.961823.032501.67V7.701.96-0.170.2126.18-26.1825.20-19.6135.406.3地震作用組合表6-9調(diào)整前橫向框架梁的內(nèi)力組合表層次控制截面不利內(nèi)力重力載左震右震考慮地震的組合不利內(nèi)力SGESEK（左）SEK（右）1.2重力載+1.3地震1.0重力載+1.3地震最大正M及相應(yīng)V最大負(fù)M及相應(yīng)V左震右震左震右震五層AM-52.8619.47-19.47-38.12-88.74-27.55-78.17-88.74V73.86-4.674.6782.5694.7067.7979.9394.70AB跨間M69.193.61-3.6187.7278.3373.8864.4987.72B左M-66.90-12.2512.25-96.21-64.36-82.83-50.98-96.21V-77.99-4.674.67-99.66-87.52-84.06-71.92-99.66B右M-23.7610.28-10.28-15.15-41.88-10.40-37.12-41.88V13.87-8.578.575.5027.792.7325.0127.79BC跨間M-7.680.000.00-9.22-9.22-7.68-7.68-9.22C左M-23.76-10.2810.28-41.88-15.15-37.12-10.40-41.88V-13.87-8.578.57-27.79-5.50-25.01-2.73-27.79一層AM-92.3695.41-95.4113.20-234.8731.67-216.3931.67-234.87V97.84-24.4424.4485.64149.1866.07129.6166.07149.18AB跨間M-22.0712.33-12.33-10.46-42.51-6.05-38.09-42.51B左M-85.40-70.7670.76-194.47-10.49-177.396.596.59-194.47V-95.79-24.4424.44-146.72-83.18-127.56-64.02-64.02-146.72B右M-18.7859.40-59.4054.68-99.7658.44-96.0058.44-99.76V11.82-49.5049.50-50.1778.53-52.5376.17-52.5378.53BC跨間M-10.460.000.00-12.55-12.55-10.46-10.46-12.55C左M-18.78-59.4059.40-99.7654.68-96.0058.4458.44-99.76V-11.82-49.5049.50-78.5350.17-76.1752.5352.53-78.53注：1、表中M以下部受拉為正，V以順時針為正；2、承載力抗震調(diào)整系數(shù)γRE彎矩取0.75，對剪力取0.85；3、重力載＝恒載+0.5活載；4、彎矩單位為KN.m，剪力單位為KN。表6-10橫向框架A柱彎矩和軸力組合層次控制截面不利內(nèi)力重力載左震右震考慮地震的組合｜M｜max及相應(yīng)NNMAX及相應(yīng)MNMIN及相應(yīng)M最不利剪力SGESEK（左）SEK（右）1.2重力載+1.3地震（不利）1.0重力載+1.3地震（有利）左震右震左震右震5層A柱柱頂M-52.8619.47-19.47-38.12-88.74-27.55-78.17-88.74-88.74-27.55N298.26-4.834.83351.63364.19291.98304.54364.19364.19291.98V-26.868.32-8.32-21.41-43.05-16.04-37.67-43.05柱底M43.83-10.4810.4838.9766.2230.2157.4566.2266.2230.21N321.99-4.834.83380.11392.67315.71328.27392.67392.67315.71V-26.868.32-8.32-21.42-43.05-16.04-37.68-43.051層A柱柱頂M-34.4255.78-55.7831.21-113.8238.09-106.93-113.82-113.8238.09N1352.31-77.4077.401522.151723.391251.691452.931723.391723.391251.69V-8.5026.81-26.8124.66-45.0526.35-43.35-45.05柱底M11.47-88.9988.99-101.92129.45-104.22127.16129.45129.45-104.22N1391.37-77.4077.401569.021770.261290.751491.991770.261770.261290.75V-8.5026.81-26.8124.65-45.0526.35-43.35-45.055層B柱柱頂M43.1422.53-22.5381.0622.4872.4313.8581.0622.4872.43N324.14-3.763.76384.08393.86319.25329.03384.08393.86319.25V22.2910.16-10.1639.9613.5435.509.0839.96柱底M-37.11-14.0514.05-62.80-26.27-55.38-18.85-62.80-26.27-55.38N347.87-3.763.76412.56422.33342.98352.76412.56422.33342.98V22.2910.16-10.1639.9613.5435.509.0839.961層B柱柱頂M28.9078.10-78.10136