某控股集團(tuán)科技樓建筑結(jié)構(gòu)設(shè)計(jì)[摘要]：該設(shè)計(jì)的項(xiàng)目是漢中新城控股集團(tuán)科技樓設(shè)計(jì)。擬建建筑物位于漢中市電視塔東北角，場地地形平整，平面尺寸為80*20m2?？偯娣e8000平方米左右，主體結(jié)構(gòu)6層，結(jié)構(gòu)使用框架結(jié)構(gòu)，本設(shè)計(jì)包括三個(gè)內(nèi)容，分別是建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)和基礎(chǔ)設(shè)計(jì)，也包含許多細(xì)節(jié)設(shè)計(jì)。建筑設(shè)計(jì)方面：根據(jù)建筑物的類型和普遍需求，結(jié)合漢中當(dāng)?shù)氐慕?jīng)濟(jì)水平和審美特征，結(jié)合科技樓類建筑使用風(fēng)格確定建筑的外部造型。結(jié)合設(shè)置地點(diǎn)在電視塔，周圍人流量較多，外觀設(shè)計(jì)要簡約美觀，將建筑功能設(shè)計(jì)成銷售與科研辦公結(jié)合的模式。結(jié)構(gòu)設(shè)計(jì)的部分，結(jié)合施工地的水文地質(zhì)條件以及土質(zhì)氣候，選擇適合的施工方法，為科技六樓提供穩(wěn)定的工作環(huán)境?？蚣芙Y(jié)構(gòu)要考慮側(cè)向的剛度和承載活荷載，恒荷載以及雪荷載，通過彎矩分配法計(jì)算出控制截面的內(nèi)力，并對梁柱板進(jìn)行配筋。需用D值法驗(yàn)算地震下的荷載。對基礎(chǔ)進(jìn)行承載力驗(yàn)算、沖切驗(yàn)算以及配筋設(shè)計(jì)，基礎(chǔ)采用獨(dú)立基礎(chǔ)。[關(guān)鍵詞]：科技樓設(shè)計(jì)；框架結(jié)構(gòu)；結(jié)構(gòu)設(shè)計(jì)；建筑設(shè)計(jì)；地震作用 目錄1前言 前言1.1設(shè)計(jì)目的畢業(yè)設(shè)計(jì)是大學(xué)最后一個(gè)環(huán)節(jié)，也是理論與實(shí)踐相結(jié)合的實(shí)戰(zhàn)環(huán)節(jié)，設(shè)計(jì)的知識不僅涉及基礎(chǔ)的三大力學(xué)，還涉及鋼結(jié)構(gòu)、混凝土、抗震等深度土木專業(yè)知識，整個(gè)過程是理論知識深化的一個(gè)過程，也是對繪圖識圖，軟件綜合運(yùn)用的一次嚴(yán)密的訓(xùn)練，更是培養(yǎng)和鍛煉學(xué)自己建筑制圖、理論分析、結(jié)構(gòu)設(shè)計(jì)、計(jì)算機(jī)應(yīng)用和查閱文獻(xiàn)資料等各方面的綜合能力。畢業(yè)設(shè)計(jì)的目的是通過理論分析和實(shí)際操作，達(dá)到提高分析問題、解決問題、獨(dú)立工作、組織管理和社交的能力，為將來走上社會(huì)奠定良好的基礎(chǔ)1.2設(shè)計(jì)內(nèi)容1.2.1建筑設(shè)計(jì)建筑設(shè)計(jì)的最終目的是設(shè)計(jì)建筑的外觀，建筑的內(nèi)部功能，可以說是整個(gè)建筑的皮膚，需要建筑用地條件和建筑使用功能、規(guī)范圖集等基本信息。收集行業(yè)需求與熟悉設(shè)計(jì)資料加使用要求，最終確定建筑的外形和內(nèi)部使用空間，產(chǎn)生建筑設(shè)計(jì)平面圖、立面圖以及剖面圖。1.2.2結(jié)構(gòu)設(shè)計(jì)1.結(jié)構(gòu)設(shè)計(jì)建筑設(shè)計(jì)是建筑的皮膚，結(jié)構(gòu)設(shè)計(jì)就建筑的骨骼和血液，首先按照建筑確定的方案，進(jìn)行結(jié)構(gòu)選型，初選柱子和梁截面尺寸，然后計(jì)算結(jié)構(gòu)所承受的荷載，內(nèi)力和水平位移，依據(jù)內(nèi)力分析結(jié)果進(jìn)行截面設(shè)計(jì)和鋼筋配置，最后結(jié)構(gòu)施工圖的繪制。2.結(jié)構(gòu)設(shè)計(jì)條件表1.1設(shè)計(jì)場地、氣候條件分項(xiàng)取值分項(xiàng)取值基本風(fēng)壓(kN/m2)50年一遇0.30基本雪壓(kN/m2)50年一遇0.10地面粗糙類別B類承載力特征值（kPa）180場地類別Ⅱ有無抗震有抗震設(shè)防烈度7加速度0.1g地震分組第二組抗震等級三級1.3設(shè)計(jì)依據(jù)2.結(jié)構(gòu)布置2.1結(jié)構(gòu)類型選擇結(jié)構(gòu)類型有很多種，框架結(jié)構(gòu)、剪力墻結(jié)構(gòu)等等，根據(jù)項(xiàng)目的需求選擇最合適的結(jié)構(gòu)形式，充分了解結(jié)構(gòu)受力特點(diǎn)和優(yōu)缺點(diǎn)以及應(yīng)用和結(jié)構(gòu)布置原則等，本設(shè)計(jì)選擇框架結(jié)構(gòu)設(shè)計(jì)，利用框架結(jié)構(gòu)構(gòu)造簡單，經(jīng)濟(jì)成本出色等優(yōu)點(diǎn)，以及由梁板柱通過節(jié)點(diǎn)連接形成的骨架結(jié)構(gòu)，框架結(jié)構(gòu)傳力體系較為明確，有較大的可使用空間。2.2材料選用EQ1）混凝土強(qiáng)度等級按照混凝土規(guī)范，梁柱均采用C30混凝土，基礎(chǔ)采用C30混凝土，墊層采用C15混凝土。2）鋼筋強(qiáng)度：根據(jù)項(xiàng)目條件鋼筋選擇HRB400強(qiáng)度。2.3截面尺寸估算1、板厚估算?，F(xiàn)澆混凝土樓板結(jié)合環(huán)境、施工條件等條件確定厚度，在考慮結(jié)構(gòu)安全度和舒適度要求的基礎(chǔ)上提出了樓板的跨厚比，本設(shè)計(jì)板跨為2700mm，EQ根據(jù)經(jīng)驗(yàn)，規(guī)范要求雙向板跨厚比不大于40，單向板跨厚比不大于30，L=2700/40=67.5mm，本設(shè)計(jì)標(biāo)準(zhǔn)層樓層板厚h=120mm。2、估算框架梁尺寸框架梁的截面尺寸應(yīng)該考慮承受荷載、跨度、抗震等因素進(jìn)行綜合確定，必要時(shí)尚且應(yīng)該驗(yàn)算其撓度和裂縫，規(guī)范中對框架梁的高寬比、跨高比以及框架梁自身寬度有要求。框架梁寬度不宜小于200mm，截面的凈寬與高度之比不小于4，梁高寬比不大于4，且為便于施做，梁寬宜取50mm的倍數(shù)。1)橫向框架梁：橫向跨度L=6000mm。EQ梁高：H=(1/8-1/15)×L=(1/8-1/15)×6000=400-625mm取h=600mm；框架梁寬b=取b=300mm。2)縱向框架梁：縱向跨度L=6300mm。框架梁寬h=EQ取h=600mm；框架梁寬b=EQ取b=300mm。次梁尺寸取值250mm×500mm3、框架柱截面尺寸計(jì)算?？蚣苤驹O(shè)計(jì)采用正方形。按照框架柱傳力范圍內(nèi)的荷載，先行估算其所受軸力，再按照軸心受壓構(gòu)件對框架柱尺寸進(jìn)行估算，以A軸柱為例估算框架柱尺寸。EQN=1.2×q×S×n=EQA=上式中，n為建筑樓層數(shù)；S為框架柱的傳力范圍；q為按經(jīng)驗(yàn)取值的每層荷載，q=11~15kN/m2；μ為估算采取軸壓比；N為估算的軸力；A為框架柱的面積；本設(shè)計(jì)采用方形柱，即計(jì)算邊長hc=439.73mm根據(jù)設(shè)計(jì)條件可得，抗震烈度為7度。選擇柱尺寸為500mm*500mm截面尺寸。2.4計(jì)算簡圖確定框架梁的計(jì)算跨度取柱軸線之間的距離，對于現(xiàn)澆混凝土結(jié)構(gòu)，梁柱節(jié)點(diǎn)均假定為剛接，基礎(chǔ)與柱的連接亦假定為剛接。計(jì)算簡圖中要滿足以下要求：層高+基礎(chǔ)頂面至室外地面的高度+室內(nèi)外高差=底層柱繪制框架結(jié)構(gòu)計(jì)算簡圖的知識要點(diǎn)：

1、能夠完整、準(zhǔn)確地畫出構(gòu)件和結(jié)構(gòu)的受力圖。

2、初步具有恰當(dāng)選取工程中常見結(jié)構(gòu)的計(jì)算簡圖的能力，基本真實(shí)地反映實(shí)際結(jié)構(gòu)的主要特征。

3、能對平面桿件體系進(jìn)行幾何組成分析，判斷是否能作結(jié)構(gòu)使用。

建筑工程的結(jié)構(gòu)設(shè)計(jì)的第一步就是結(jié)構(gòu)模型的建立，并對其進(jìn)行受力分析，只有幾何不變體系才能作為結(jié)構(gòu)使用。計(jì)算簡圖如下：圖2.1一榀框架尺寸示意圖

2.5線剛度計(jì)算2.5.1梁柱線剛度現(xiàn)澆樓蓋通常需要考慮樓板作為翼緣對梁剛度的影響，對于框架梁兩側(cè)均有樓板的，取增大系數(shù)為2，對于框架梁單側(cè)樓板增大系數(shù)取1.5。柱線剛度計(jì)算如下（即柱剛度EI與高度H的比值）：iiii框架梁線剛度計(jì)算與框架柱類似，為剛度除以跨度，但框架梁尚且應(yīng)該考慮樓板作用下的翼緣放大系數(shù)，以中間跨為例，對梁線剛度進(jìn)行計(jì)算：iEQ框架柱相對線剛度計(jì)算：iiEQ框架梁相對線剛度計(jì)算：iii表2.1柱線剛度計(jì)算表2.2表2.2中框梁線剛度計(jì)

表2.3邊框梁線剛度計(jì)算跨截面尺寸（b×h）跨度L（m）Ec（N/mm2）慣性矩I（109mm4）線剛度i相對線剛度i'AB300×6006300005.4405001.09BC300×6002.4300005.41012502.72CD300×6006300005.4405001.09圖2.2中框梁線剛度圖2.2中框梁線剛度計(jì)算圖圖2.3邊框梁相對線剛度圖2.3邊框梁相對線剛度計(jì)算圖2.5.2抗側(cè)移剛度一榀框架側(cè)移剛度D柱側(cè)向剛度計(jì)算公式如下，對于一般層：邊柱計(jì)算中柱計(jì)算底層：邊柱計(jì)算中柱計(jì)算Kici1、i3、α：剛度修正系數(shù)側(cè)向計(jì)算結(jié)果見下表：表2.4柱側(cè)向剛度修正系數(shù)（中框梁）樓層A軸B軸C軸D軸KαKαKαKα11.450.575.080.795.0800.7881.450.5721.240.384.350.764.3540.7641.240.3831.240.384.350.764.3540.7641.240.3841.240.384.350.764.3540.7641.240.3851.240.384.350.764.3540.7641.240.3861.240.384.350.764.3540.7641.240.38表2.5柱側(cè)向剛度修正系數(shù)（邊框梁）樓層A軸B軸C軸D軸KαKαKαKα11.090.513.810.743.810.741.090.5120.930.323.270.623.270.620.930.3230.930.323.270.623.270.620.930.3240.930.323.270.623.270.620.930.3250.930.323.270.623.270.620.930.3260.930.323.270.623.270.620.930.32側(cè)向剛度計(jì)算公式為：D=按照上述公式計(jì)算結(jié)果見下表：表2.6一榀框架側(cè)向剛度表（中框梁）樓層A軸B軸C軸D軸∑Di114304.2317374.9517374.9514304.2363358.35215402.2930701.0530701.0515402.2992206.67315402.2930701.0530701.0515402.2992206.67415402.2930701.0530701.0515402.2992206.67515402.2930701.0530701.0515402.2992206.67615402.2930701.0530701.0515402.2992206.67表2.7一榀框架側(cè)向剛度表（邊框梁）樓層A軸B軸C軸D軸∑Di113012.3516353.9916353.9913012.3558732.67212775.8224923.8124923.8112775.8275399.25312775.8224923.8124923.8112775.8275399.25412775.8224923.8124923.8112775.8275399.25512775.8224923.8124923.8112775.8275399.25612775.8224923.8124923.8112775.8275399.252.5.3側(cè)向剛度比驗(yàn)算側(cè)向剛度應(yīng)滿足參考指標(biāo)，每層的側(cè)向剛度不小于上一層的70%，且不小于其上面三個(gè)樓層側(cè)向剛度平均值的80%，這個(gè)是硬性指標(biāo)?？蚣艿膫?cè)向剛度是各層總側(cè)向剛度之和。樓層與上部相鄰樓層的側(cè)向剛度比γ1計(jì)算公式如下γ1=Di/Di+1（2.5）Di、Di+1分別表示第i層和第i+1層的側(cè)向剛度計(jì)算結(jié)果如下表表2.8側(cè)向剛度比表層次123456Di(N/mm)122091.0227167605.9228165237.9324165237.9324165237.9324165237.9324Di/Di+10.7281111——從上表可得，每一層的側(cè)向剛度比均大于上一層的70%，且與上面三層側(cè)向剛度比γ1的平均值均大于80%，符合要求。3.豎向荷載3.1恒荷載標(biāo)準(zhǔn)值表3.1屋面做法一覽表表3.2樓面做法表3、標(biāo)準(zhǔn)層外縱墻自身重量根外縱墻的計(jì)算高度為樓板以上至框架梁底，同時(shí)扣除墻體中窗戶的面積。墻體荷載包含外保溫、粉刷層、墻體自身重量，窗戶荷載按照規(guī)范中規(guī)定進(jìn)行取值計(jì)算。窗自身重量=窗外墻自身重量=外保溫層自身重量=粉刷自身重量=縱墻自身重量：窗戶、墻體自身重量、保溫和粉刷層的重量之和G=49.08kN。4、標(biāo)準(zhǔn)層內(nèi)縱墻自身重量門自身重量=內(nèi)縱墻自身重量（不含門）=墻體兩側(cè)粉刷自身重量=內(nèi)縱墻自身重量：窗戶、墻體自身重量、墻體兩側(cè)粉刷的重量之和G=26.56kN3.2活荷載標(biāo)準(zhǔn)值1、EQ樓面和屋面活荷載標(biāo)準(zhǔn)值計(jì)算荷載規(guī)范中已對活荷載做出以下規(guī)定：屋面：0.50kN/m2樓面：2.00kN/m2走廊：2.50kN/m23.3恒荷載計(jì)算傳遞方式為四邊傳遞形式，荷載傳遞到邊梁的分布方式如下：圖3.1荷載傳遞方式圖1、A~B軸間框架梁1)屋面層：板傳遞的活荷載：5.53×=13.59kN/m梁自身重量：q粉刷層（20mm）：q屋面恒荷載：梁自身重量、板傳遞的活荷載和粉刷層之和EQ=13.59+3.60+0.38=17.57=2\*GB3②樓面層：板傳遞的活荷載：3.78×=9.29kN/m梁自身重量：q2粉刷層（10mm）：q隔墻自身重量：q隔墻粉刷自身重量：q樓面層恒載：梁自身重量、板傳遞的活荷載、抹灰自身重量、隔墻粉刷自身重量和隔墻自身重量之和=9.29+3.75+0.20+3.96+2.04=19.24kN/mEQ2、B~C軸間框架梁荷載計(jì)算=1\*GB3①屋面層:板傳遞的活荷載：梁自身重量：q粉刷層（10mm）：q屋面恒荷載：梁自身重量、板傳遞的活荷載和粉刷層之和EQ=8.30+3.60+0.38=12.28=2\*GB3②樓面層：板傳遞的活荷載：梁自身重量：q粉刷層（10mm）：q樓面恒荷載：梁自身重量、板傳遞的活荷載和粉刷層之和=5.67+3.75+0.20=9.62kN/mEQ3、C~D軸間框架梁荷載計(jì)算=1\*GB3①屋面層:板傳遞的活荷載：5.53×=13.59kN/m梁自身重量：q粉刷層（20mm）：q屋面恒荷載：梁自身重量、板傳遞的活荷載和粉刷層之和EQ=13.59+3.60+0.38=17.57=2\*GB3②樓面層：板傳遞的活荷載：3.78×=9.29kN/m梁自身重量：q2粉刷層（10mm）：q隔墻自身重量：q隔墻粉刷自身重量：q樓面層恒載：梁自身重量、板傳遞的活荷載、抹灰自身重量、隔墻粉刷自身重量和隔墻自身重量之和=9.29+3.75+0.20+3.96+2.04=19.24kN/mEQ4、A軸柱豎向集中荷載計(jì)算=1\*GB3①頂層板傳遞的活荷載：pEQ梁自身重量：p抹灰層自身重量（20mm）：女兒墻自身重量18×0.2×0.5+25×0.2×0.1+0.5×（0.5+0.1）×2+0.2次梁及粉刷自身重量：pA軸柱豎向集中荷載=70.16+27.15+1.43+18.90+7.75=125.39kN=2\*GB3②標(biāo)準(zhǔn)層板傳遞的活荷載:p梁自身重量：p抹灰層自身重量（10mm）：外縱墻自身重量：p4=41.26kN次梁及粉刷自身重量：pA軸柱豎向集中荷載=45.09+28.86+0.89+41.26+8.14=124.24kNEQ5、B軸柱豎向集中荷載計(jì)算=1\*GB3①頂層板傳遞的活荷載：梁自身重量：粉刷自身重量：次梁及粉刷自身重量：pＢ軸柱豎向集中荷載=109.23+32.03+1.43+7.75=150.44kN=2\*GB3②標(biāo)準(zhǔn)層板傳遞的活荷載:梁自身重量：粉刷層（10mm）：內(nèi)縱墻自身重量：p4次梁及粉刷自身重量：pＢ軸柱豎向集中荷載=74.66+33.45+0.89+24.69+8.14=141.83kNEQ6、C軸柱豎向集中荷載計(jì)算=1\*GB3①頂層板傳遞的活荷載：梁自身重量：粉刷自身重量：次梁及粉刷自身重量：pC軸柱豎向集中荷載=109.23+32.03+1.43+7.75=150.44kN=2\*GB3②標(biāo)準(zhǔn)層板傳遞的活荷載:梁自身重量：粉刷層（10mm）：內(nèi)縱墻自身重量：p4次梁及粉刷自身重量：pC軸柱豎向集中荷載=74.66+33.45+0.89+24.69+8.14=141.83kN7.D軸柱豎向集中荷載計(jì)算=1\*GB3①頂層板傳遞的活荷載：pEQ梁自身重量：p抹灰層自身重量（20mm）：女兒墻自身重量18×0.2×0.5+25×0.2×0.1+0.5×（0.5+0.1）×2+0.2次梁及粉刷自身重量：pA軸柱豎向集中荷載=70.16+27.15+1.43+18.90+7.75=125.39kN=2\*GB3②標(biāo)準(zhǔn)層板傳遞的活荷載:p梁自身重量：p抹灰層自身重量（10mm）：外縱墻自身重量：p4=41.26kN次梁及粉刷自身重量：pA軸柱豎向集中荷載=45.09+28.86+0.89+41.26+8.14=124.24kN圖3.2恒載作用下荷載簡圖3.4活荷載計(jì)算活載樓面豎向荷載計(jì)算流程同恒載。EQ1、A~B軸間框架梁1）頂層頂層板傳遞的活荷載：q0.50×2）標(biāo)準(zhǔn)層標(biāo)準(zhǔn)層板傳遞的活荷載：q2.00×EQ2、B~C軸間框架梁1）頂層頂層板傳遞的活荷載：q2）標(biāo)準(zhǔn)層標(biāo)準(zhǔn)層板傳遞的活荷載：q=2.5×EQ3、C~D軸間框架梁1）頂層1）頂層頂層板傳遞的活荷載：q0.50×2）標(biāo)準(zhǔn)層標(biāo)準(zhǔn)層板傳遞的活荷載：q2.00×EQ4、A軸柱豎向集中荷載計(jì)算1）頂層頂層板傳遞的活荷載：EQA軸柱豎向集中荷載=板傳荷載=6.34kN2）標(biāo)準(zhǔn)層標(biāo)準(zhǔn)層板傳遞的活荷載：pEQA軸柱豎向集中荷載=板傳荷載=25.38kNEQ5、B軸柱豎向集中荷載計(jì)算1）頂層頂層板傳遞的活荷載：EQB軸柱豎向集中荷載=板傳荷載=9.88kN2）標(biāo)準(zhǔn)層標(biāo)準(zhǔn)層板傳遞的活荷載：EQB軸柱豎向集中荷載=板傳荷載=39.50kNEQ6、C軸柱豎向集中荷載計(jì)算頂層板傳遞的活荷載：EQB軸柱豎向集中荷載=板傳荷載=9.88kN2）標(biāo)準(zhǔn)層標(biāo)準(zhǔn)層板傳遞的活荷載：EQC軸柱豎向集中荷載=板傳荷載=39.50kNEQ7、D軸柱豎向集中荷載計(jì)算1）頂層頂層板傳遞的活荷載：EQA軸柱豎向集中荷載=板傳荷載=6.34kN2）標(biāo)準(zhǔn)層標(biāo)準(zhǔn)層板傳遞的活荷載：pEQD軸柱豎向集中荷載=板傳荷載=25.38kN圖3.3活載作用下荷載簡圖4.豎向荷載內(nèi)力分析對于具體的計(jì)算方法，豎向荷載的內(nèi)力，對框架承受的恒載、活載等豎向荷載和地震荷載等水平荷載進(jìn)行分析計(jì)算采用彎矩二次分配法進(jìn)行計(jì)算；對于水平方向荷載，則采用考慮水平抗側(cè)剛度的D值法進(jìn)行計(jì)算。4.1分配系數(shù)計(jì)算本社就采用彎矩二次分配法，彎矩分配系數(shù)計(jì)算公式如下：左梁上柱下柱右梁EQ一榀框架節(jié)點(diǎn)標(biāo)號圖如下：圖4.1一榀框架圖節(jié)點(diǎn)編號圖圖4.1一榀框架圖節(jié)點(diǎn)編號圖根據(jù)一榀框架節(jié)點(diǎn)標(biāo)號進(jìn)行計(jì)算，計(jì)算結(jié)果見表4.1。μ5,1=μ5,6=μ5,9=表4.1框架節(jié)點(diǎn)分配系數(shù)表

4.2恒載內(nèi)力分析4.2.1桿的固彎矩桿固彎矩公式如下：M=計(jì)算結(jié)果見表4.2M5,6=?M6,5=?M6,7=?M7,6=?表4.2恒載桿的固彎矩表樓層A-BB-CC-DA右B左B右C左C右D左6-52.7152.71-5.885.88-52.7152.715-57.7257.72-4.624.62-57.7257.724-57.7257.72-4.624.62-57.7257.723-57.7257.72-4.624.62-57.7257.722-57.7257.72-4.624.62-57.7257.721-57.7257.72-4.624.62-57.7257.724.2.2恒載內(nèi)力計(jì)算EQ①恒載作用下的框架梁柱節(jié)點(diǎn)彎矩調(diào)整按照二次分配法進(jìn)行計(jì)算；最大彎矩：將彎矩位置帶入公式MM左、計(jì)算結(jié)果見表4.3、4.4。=2\*GB3②EQ恒載作用下柱剪力計(jì)算公式：

V左EQ=ql2?MVM左恒載作用下柱剪力計(jì)算公式為：

VM頂計(jì)算結(jié)果見表4.5。=3\*GB3③恒載作用下柱軸力計(jì)算方法為：圖4.2彎矩分配法計(jì)算的恒載作用下的彎矩頂層柱頂軸力=柱集中荷載+柱上梁剪力頂層柱底軸力=自身重量+頂層柱頂軸力標(biāo)準(zhǔn)層柱頂軸力=柱集中荷載+柱上梁剪力+上柱軸力標(biāo)準(zhǔn)層柱底軸力=自身重量+標(biāo)準(zhǔn)層柱頂軸力計(jì)算結(jié)果見表4.6表4.3恒載作用下梁彎矩表層編號A-BB-CC-DA跨中BB跨中CC跨中D6-30.8638.2050.87-33.44-24.6033.44-50.8738.2030.865-47.4935.0155.64-24.49-17.5624.49-55.6435.0147.494-45.6136.1255.32-25.30-18.3825.30-55.3236.1245.613-45.6136.1255.32-25.30-18.3825.30-55.3236.1245.612-46.2035.7155.54-24.75-17.8324.75-55.5435.7146.201-41.3238.6654.52-28.28-21.3528.28-54.5238.6641.32表4.4恒載作用下柱彎矩表層編號ABCD上下上下上下上下630.8626.19-17.43-16.4117.4316.41-30.86-26.19521.3022.81-14.74-15.0114.7415.01-21.30-22.81422.8122.81-15.01-15.0115.0115.01-22.81-22.81322.8122.34-15.01-14.8315.0114.83-22.81-22.34223.8626.35-15.95-16.0615.9516.06-23.86-26.35114.967.48-10.66-5.3310.665.33-14.96-7.48

表4.5恒載作用下剪力表層編號A-BB-CC-DABCD左右左右左右649.37-56.0514.74-14.7456.05-49.3715.85-9.409.40-15.85556.36-59.0811.54-11.5459.08-56.3612.25-8.268.26-12.25456.10-59.3411.54-11.5459.34-56.1012.67-8.348.34-12.67356.10-59.3411.54-11.5459.34-56.1012.54-8.298.29-12.54256.16-59.2811.54-11.5459.28-56.1613.95-8.898.89-13.95155.52-59.9211.54-11.5459.92-55.525.34-3.813.81-5.34表4.6恒載作用下軸力表層編號ABCD上下上下上下上下6174.765197.265221.221243.721221.221243.721174.765197.2655377.865400.365456.175478.675456.175478.675377.865400.3654580.708603.208691.386713.886691.386713.886580.708603.2083783.551806.051926.597949.097926.597949.097783.551806.0512986.4541008.9541161.7481184.2481161.7481184.248986.4541008.95411188.7141214.9641397.5421423.7921397.5421423.7921188.7141214.964

圖4.3恒載彎矩圖

圖4.4恒載剪力圖圖4.5恒載軸力圖

4.3活載內(nèi)力4.3.1桿固彎矩分析桿的固彎矩公式為：計(jì)算結(jié)果見表4.7M5,6=?M6,5=?M6,7=?M7,6=?表4.7活載桿的固彎矩表層編號A-BB-CC-DA右B左B右C左C右D左6-3.693.69-0.360.36-3.693.695-14.7314.73-1.801.80-14.7314.734-14.7314.73-1.801.80-14.7314.733-14.7314.73-1.801.80-14.7314.732-14.7314.73-1.801.80-14.7314.731-14.7314.73-1.801.80-14.7314.734.3.2活載內(nèi)力計(jì)算EQ活荷載彎矩二次分配法計(jì)算：EQ活載作用下桿件的彎矩、剪力、軸力計(jì)算方法同恒載，計(jì)算結(jié)果見表4.8~4.11

圖4.6彎矩分配法計(jì)算的活載作用下的彎矩

表4.8活載作用下梁彎矩表層編號A-BB-CC-DA跨中BB跨中CC跨中D6-3.082.793.71-1.89-1.921.89-3.712.793.085-11.0612.6114.33-6.70-7.056.70-14.3312.6111.064-11.6012.1514.25-6.90-6.526.90-14.2512.1511.603-11.6012.1514.25-6.90-6.526.90-14.2512.1511.602-12.1912.1114.47-6.35-6.506.35-14.4712.1112.191-10.5113.0314.06-7.63-7.677.63-14.0613.0310.51表4.9活載作用下柱彎矩表層編號ABCD上下上下上下上下63.084.83-1.82-4.021.824.02-3.08-4.8356.245.80-5.01-3.675.013.67-6.24-5.8045.805.80-3.67-3.673.673.67-5.80-5.8035.805.33-3.67-3.503.673.50-5.80-5.3326.856.71-4.62-3.934.623.93-6.85-6.7113.801.90-2.62-1.312.621.31-3.80-1.90

表4.10活載作用下剪力表層編號A-BB-CC-DABCD左右左右左右63.58-3.800.90-0.903.80-3.582.20-1.621.62-2.20514.19-15.274.50-4.5015.27-14.193.34-2.412.41-3.34414.29-15.174.50-4.5015.17-14.293.22-2.042.04-3.22314.29-15.174.50-4.5015.17-14.293.09-1.991.99-3.09214.35-15.114.50-4.5015.11-14.353.77-2.382.38-3.77114.14-15.324.50-4.5015.32-14.141.36-0.930.93-1.36表4.11活載作用下軸力表層編號ABCD上下上下上下上下69.929.9214.5814.5814.5814.589.929.92549.4949.4973.8573.8573.8573.8549.4949.49489.1689.16133.02133.02133.02133.0289.1689.163128.83128.83192.19192.19192.19192.19128.83128.832168.56168.56251.30251.30251.30251.30168.56168.561208.07208.07310.63310.63310.63310.63208.07208.07圖4.7活載彎矩圖4.8活載剪力

圖4.9活載軸力4.5重力二階效應(yīng)驗(yàn)算重力二階效應(yīng)的不利影響在設(shè)計(jì)的過程中應(yīng)當(dāng)基于考慮，但是對于框架結(jié)構(gòu)，可以滿足如下公式，忽略二次效應(yīng)不利影響。DDi?iGjn結(jié)構(gòu)計(jì)算6式中j=in計(jì)算結(jié)果見下表。表4.12重力二階效應(yīng)驗(yàn)算表樓層h(m)∑Gi(kN)∑Gi/hi20∑Gi/hiDi63.61220.064338.9076778.1319220753.62655.524737.64614752.9119220743.64090.9841136.38522727.6919220733.65526.4451535.12430702.4719220723.66961.9051933.86338677.2519220714.28416.8662004.01640080.31263358根據(jù)表中計(jì)算結(jié)果可得，各層均滿足要求，該框架結(jié)構(gòu)可不考慮重力二階效應(yīng)影響。5.水平荷載內(nèi)力分析根據(jù)本設(shè)計(jì)相關(guān)規(guī)范要求，本設(shè)計(jì)進(jìn)行嚴(yán)密的抗震計(jì)算。由于整個(gè)項(xiàng)目設(shè)計(jì)高度并未超過40m，質(zhì)量和剛度均勻，采用底部剪力法重力荷載代表值和地震荷載進(jìn)行計(jì)算。5.1重力荷載代表值1）第6層1、女兒墻自身重量=2×女兒墻線荷載×左側(cè)開間+右側(cè)開間2=2×3.00×56.7=340.20kN2、屋面層自身重量=屋面面積×屋面恒載=5.53×3、梁自身重量=梁長度×（梁自身重量+抹灰自身重量）=（3.60+0.19）×(18.90—0.50×3)×9.00+（3.23+0.17）×（56.70—0.50×9）×4=1303.43kN4、隔墻自身重量：===1004.76kN5、柱自身重量：==6、0.5×雪荷載：=0.5×雪荷載×屋面面積=0.5×0.15×816.48=63.49kN第6層女兒墻自身重量+屋面層自身重量+梁自身重量+隔墻自身重量+柱自身重量+0.5×雪荷載=7677.02kN2）第5層1、樓面層自身重量=3.78×816.48=3086.294kN2、梁自身重量=1347.12kN3、隔墻自身重量=2009.52kN4、柱自身重量=900kN5、樓面活荷載×0.5=0.5×2×816.48=816.48kN第5層樓面層自身重量+梁自身重量+隔墻自身重量+柱自身重量+0.5×樓面活荷載=8189.41Kn3）第4層重力荷載代表值1、樓面層自身重量=3.78×816.48=3086.294kN2、梁自身重量=1347.12kN3、隔墻自身重量=2009.52kN4、柱自身重量=900kN5、樓面活荷載×0.5=0.5×2×816.48=816.48kN第4層樓面層自身重量+梁自身重量+隔墻自身重量+柱自身重量+0.5×樓面活荷載=8189.41Kn4）第3層重力荷載代表值1、樓面層自身重量=3.78×816.48=3086.294kN2、梁自身重量=1347.12kN3、隔墻自身重量=2009.52kN4、柱自身重量=900kN5、樓面活荷載×0.5=0.5×2×816.48=816.48kN第3層樓面層自身重量+梁自身重量+隔墻自身重量+柱自身重量+0.5×樓面活荷載=8189.41Kn5）第2層重力荷載代表值1、樓面層自身重量=3.78×816.48=3086.294kN2、梁自身重量=1347.12kN3、隔墻自身重量=2009.52kN4、柱自身重量=900kN5、樓面活荷載×0.5=0.5×2×816.48=816.48kN第2層樓面層自身重量+梁自身重量+隔墻自身重量+柱自身重量+0.5×樓面活荷載=8189.41Kn6）第1層重力荷載代表值1、樓面層自身重量=3.78×816.48=3086.29kN2、梁自身重量=1347.12kN3、隔墻自身重量=4、柱自身重量=5、樓面活荷載×0.5=0.5×2×816.48=816.48kN第1層重力荷載代表值：樓面層自身重量+梁自身重量+隔墻自身重量+柱自身重量+0.5×樓面活荷載=8391.18kN根據(jù)上述計(jì)算，可以得出層間質(zhì)點(diǎn)重量：G6=7677.02kNG5=8189.41kNG4=8189.41kNG3=8189.41kNG2=8189.41kNG1=8391.18kN圖5.1歌質(zhì)點(diǎn)重力荷載代表值圖5.2結(jié)構(gòu)側(cè)剛度和自振周期分析表5.1結(jié)構(gòu)側(cè)剛度表樓層中框梁邊框梁∑DiA軸B軸C軸D軸A軸B軸C軸D軸114304.2317374.9517374.9514304.2313012.3516353.9916353.9913012.35624332215402.2930701.0530701.0515402.2912775.8224923.8124923.8112775.82888452315402.2930701.0530701.0515402.2912775.8224923.8124923.8112775.82888452415402.2930701.0530701.0515402.2912775.8224923.8124923.8112775.82888452515402.2930701.0530701.0515402.2912775.8224923.8124923.8112775.82888452615402.2930701.0530701.0515402.2912775.8224923.8124923.8112775.82888452EQ本設(shè)計(jì)結(jié)構(gòu)整體較為規(guī)律，剛度分布均勻，根據(jù)教材及規(guī)范，可采用頂點(diǎn)位移法EQ進(jìn)行結(jié)構(gòu)自振周期計(jì)算；橫向框架頂點(diǎn)位移計(jì)算見下表。表5.2建筑頂點(diǎn)位移表層號Gi(kN)∑Gi(kN)Di△μi(m)μi(m)67677.027677.028884520.0090.21458189.4115866.438884520.0180.20548189.4124055.848884520.0270.18738189.4132245.258884520.0360.16028189.4140434.668884520.0460.12418391.1848825.846243320.0780.078EQ地震計(jì)算時(shí)，對于框架結(jié)構(gòu)，非承重墻會(huì)影響結(jié)構(gòu)的自振周期，取折減系數(shù)α0=0.7。自振周期計(jì)算如下：T5.3橫向地震作用計(jì)算根據(jù)規(guī)范，本設(shè)計(jì)的地震作用為7度2類場地，設(shè)防為第2組，查表可得：EQ結(jié)構(gòu)底部剪力為：由于T1=0.54≤1.4Tg=0.56。故無需考慮頂部附加地震作用頂部附加水平地震作用：△FEQ通過對地震荷載計(jì)算，根據(jù)上述計(jì)算過程可以得出，地震力結(jié)果如下:EQ表5.3地震作用及地震剪力表層號h(m)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)63.622.276771704300.27676.91676.9153.618.681891523230.24605.001281.9143.61581891228410.19487.901769.8133.611.48189933590.15370.802140.6223.67.88189638770.10253.712394.3214.24.28391352430.06139.982534.30根據(jù)抗規(guī)5.2.5條規(guī)定，在進(jìn)行抗震驗(yàn)算時(shí)，結(jié)構(gòu)任一樓層的水平地震剪力應(yīng)滿足：VVi第i層對應(yīng)水平地震作用標(biāo)準(zhǔn)值的樓層剪力Gj第j層重力荷載代表值λ剪力系數(shù)，按照抗規(guī)表5.2.5取值計(jì)算結(jié)果如下、表5.4地震下剪重比驗(yàn)算層號Vi(kN)∑Gi(kN)剪重比剪重比限值6676.917677.020.0880.01651281.9115866.430.0810.01641769.8124055.840.0740.01632140.6232245.250.0660.01622394.3240434.660.0590.01612534.3048825.840.0520.016根據(jù)表中結(jié)果可得，各層剪重比均大于剪重比最小限值，滿足規(guī)范要求。圖5.2地震荷載作用下水平力簡圖

圖5.2地震荷載作用下水平力簡圖5.4地震作用變形驗(yàn)算根據(jù)抗規(guī)5.5.1條規(guī)定，地震下彈性層間位移最大住應(yīng)滿足于以下公式：△μ≤[θe△μ地震下樓層最大彈性層間位移；[θe]h計(jì)算樓層層高。表5.5結(jié)構(gòu)層間位移表層號Vi(kN)Di△μh(m)△μ/h6676.91624332.140.00113.60.0003051281.91888451.870.00143.60.0004041769.81888451.870.00203.60.0005532140.62888451.870.00243.60.0006722394.32888451.870.00273.60.0007512534.30888451.870.00294.20.00068根據(jù)表中結(jié)果可知，各層的層間位移角均小于1/550，滿足抗規(guī)5.5.1條要求。5.5地震荷載內(nèi)力分析5.5.1反彎點(diǎn)計(jì)算表5.6A軸柱反彎點(diǎn)高度表層編號層高/mKY0Y1Y2Y3YY?h/m63.61.240.3620000.3621.3053.61.240.4120000.4121.4843.61.240.450000.451.6233.61.240.4620000.4621.6623.61.240.50000.51.8014.21.450.6050000.6052.54表5.7B軸柱反彎點(diǎn)高度表層編號層高/mKY0Y1Y2Y3YY?h/m63.64.350.450000.451.6253.64.350.50000.51.8043.64.350.50000.51.8033.64.350.50000.51.8023.64.350.50000.51.8014.25.080.5570000.5572.34表5.8C軸柱反彎點(diǎn)高度表層編號層高/mKY0Y1Y2Y3YY?h/m63.64.350.450000.451.6253.64.350.50000.51.8043.64.350.50000.51.8033.64.350.50000.51.8023.64.350.50000.51.8014.25.080.5570000.5572.34

表5.9D軸柱反彎點(diǎn)高度表層編號層高/mKY0Y1Y2Y3YY?h/m63.61.240.3620000.3621.3053.61.240.4120000.4121.4843.61.240.450000.451.6233.61.240.4620000.4621.6623.61.240.50000.51.8014.21.450.6050000.6052.545.5.2地震荷載內(nèi)力計(jì)算EQ對梁、柱彎矩進(jìn)行計(jì)算，計(jì)算過程如下MMEQ中柱MM邊柱M柱剪力：VEQ梁剪力：V柱軸力：N表5.10A軸水平地震下梁柱彎矩及柱剪力計(jì)算層編號Vi(kN)Di∑DDi/∑DVij(kN)Y上彎矩(kN.m)下彎矩(kN.m)右彎矩(kN.m)6676.9115402.298884520.0211.740.36226.9515.2926.9551281.9115402.298884520.0222.220.41247.0432.9662.3441769.8115402.298884520.0230.680.4560.7549.7093.7132140.6215402.298884520.0237.110.46271.8761.72121.5822394.3215402.298884520.0241.510.574.7174.71136.4412534.3014304.236243320.0258.060.60596.33147.54171.04表5.11B軸水平地震下梁柱彎矩及柱剪力計(jì)算層編號Vi(kN)Di∑DDi/∑DVij/kNY上彎矩(kN.m)下彎矩(kN.m)左彎矩(kN.m)右彎矩(kN.m)6676.9130701.05888451.870.03523.390.4546.3137.8913.2233.1051281.9130701.05888451.870.03544.300.579.7479.7433.6683.9741769.8130701.05888451.870.03561.160.5110.08110.0854.31135.5032140.6230701.05888451.870.03573.970.5133.15133.1569.60173.6322394.3230701.05888451.870.03582.740.5148.93148.9380.71201.3612534.3017374.95624332.140.02870.530.557131.23164.9979.93200.22表5.12C軸水平地震下梁柱彎矩及柱剪力計(jì)算層編號Vi(kN)Di∑DDi/∑DVij/kNY上彎矩(kN.m)下彎矩(kN.m)左彎矩(kN.m)右彎矩(kN.m)6676.9130701.05888451.870.03523.390.4546.3137.8933.1013.2251281.9130701.05888451.870.03544.300.579.7479.7483.9733.6641769.8130701.05888451.870.03561.160.5110.08110.08135.5054.3132140.6230701.05888451.870.03573.970.5133.15133.15173.6369.6022394.3230701.05888451.870.03582.740.5148.93148.93201.3680.7112534.3017374.95624332.140.02870.530.557131.23164.99200.2279.93層編號Vi(kN)Di∑DDi/∑DVij(kN)Y上彎矩(kN.m)下彎矩(kN.m)左彎矩(kN.m)6676.9115402.298884520.0211.740.36226.9515.2926.9551281.9115402.298884520.0222.220.41247.0432.9662.3441769.8115402.298884520.0230.680.4560.7549.7093.7132140.6215402.298884520.0237.110.46271.8761.72121.5822394.3215402.298884520.0241.510.574.7174.71136.4412534.3014304.236243320.0258.060.60596.33147.54171.04層號梁剪力柱軸力A-BB-CC-DABCD66.6927.586.69-6.69-20.8920.896.69516.0069.9816.00-22.69-74.8674.8622.69424.67112.9224.67-47.36-163.11163.1147.36331.86144.6931.86-79.23-275.95275.9579.23236.19167.8036.19-115.42-407.56407.56115.42141.83166.8541.83-157.25-532.58532.58157.25表5.14地震下梁柱彎矩表5.14地震下梁柱彎矩及柱剪力計(jì)算表5.13D軸水平地震下梁柱彎矩及柱剪力計(jì)算圖5.3地震下彎矩圖圖5.4地震下的剪力圖圖5.5地震下的軸力圖6.內(nèi)力組合計(jì)算6.1塑性彎矩調(diào)幅本設(shè)計(jì)以豎向荷載下一榀框架受力特性為依據(jù)，結(jié)合規(guī)范要求，彎矩調(diào)幅系數(shù)可取β=0.8~0.9，本設(shè)計(jì)中，彎矩調(diào)幅系數(shù)取取β=0.9，具體調(diào)幅過程如下。EQ對于梁端負(fù)彎矩進(jìn)行調(diào)幅：梁調(diào)幅之后，需對跨中進(jìn)行調(diào)整，即按照平衡條件求解跨中的彎矩：M=塑性調(diào)幅后，結(jié)果見下圖：表6.1調(diào)幅后恒載下彎矩層編號A-BB-CC-DA跨中BB跨中CC跨中D6-27.7742.2945.78-30.10-21.2630.10-45.7842.2927.775-42.7440.1750.08-22.04-15.1122.04-50.0840.1742.744-41.0541.1649.78-22.77-15.8522.77-49.7841.1641.053-41.0541.1649.78-22.77-15.8522.77-49.7841.1641.052-41.5840.8049.98-22.28-15.3522.28-49.9840.8041.581-37.1943.4549.07-25.45-18.5225.45-49.0743.4537.19表6.2調(diào)幅后活載下彎矩層編號A-BB-CC-DA跨中BB跨中CC跨中D6-2.772.483.34-1.70-1.161.70-3.342.482.775-9.9610.6712.90-6.03-3.336.03-12.9010.679.964-10.4410.4612.82-6.21-3.516.21-12.8210.4610.443-10.4410.4612.82-6.21-3.516.21-12.8210.4610.442-10.9710.1013.02-5.72-3.025.72-13.0210.1010.971-9.4611.0412.65-6.87-4.176.87-12.6511.049.466.2一榀框架柱內(nèi)力組合表6.3A軸柱內(nèi)力組合層編號控制位置不利內(nèi)力恒活地震非地震地震｜M｜max對應(yīng)NNmax對應(yīng)MNmin對應(yīng)M→←1.35G+1.5×0.7Q1.3G+1.5Q1.2GE+1.3E→←6層柱頂M-30.86-3.0826.95-26.95-44.89-44.73-3.84-73.92-73.92-44.89-3.84N174.769.92-6.696.69246.35242.08206.97224.38224.38246.35206.97柱底M26.194.83-15.2915.2940.4341.2914.4454.2154.2140.4314.44N197.269.92-6.696.69276.73271.33233.97251.38251.38276.73233.975層柱頂M-21.30-6.2447.04-47.04-35.30-37.0431.86-90.45-90.45-37.0431.86N377.8749.49-22.6922.69562.08565.46453.63512.63512.63565.46453.63柱底M22.815.80-32.9632.9636.8838.35-12.0073.7073.7038.35-12.00N400.3749.49-22.6922.69592.46594.71480.63539.63539.63594.71480.634層柱頂M-22.81-5.8060.75-60.75-36.88-38.3548.13-109.82-109.82-38.3548.13N580.7189.16-47.3647.36877.57888.66688.77811.92811.92888.66688.77柱底M22.815.80-49.7049.7036.8838.35-33.7795.4695.4638.35-33.77N603.2189.16-47.3647.36907.95917.91715.77838.92838.92917.91715.773層柱頂M-22.81-5.8071.87-71.87-36.88-38.3562.59-124.28-124.28-38.3562.59N783.55128.83-79.2379.231193.061211.86914.561120.551120.551211.86914.56柱底M22.345.33-61.7261.7235.7537.04-50.23110.24110.2437.04-50.23N806.05128.83-79.2379.231223.441241.11941.561147.551147.551241.11941.562層柱頂M-23.86-6.8574.71-74.71-39.41-41.3064.39-129.87-129.87-41.3064.39N986.45168.56-115.42115.421508.701535.231134.841434.921434.921535.231134.84柱底M26.356.71-74.7174.7142.6244.32-61.48132.78132.7844.32-61.48N1008.95168.56-115.42115.421539.071564.481161.841461.921461.921564.481161.841層柱頂M-14.96-3.8096.33-96.33-24.19-25.15104.99-145.46-145.46-25.15104.99N1188.71208.07-157.25157.251823.241857.441346.881755.721755.721857.441346.88柱底M7.481.90-147.54147.5412.1012.58-181.68201.92201.9212.58-181.68N1211.21208.07-157.25157.251853.621886.691373.881782.721782.721886.691373.88

表6.4B軸柱內(nèi)力組合層編號控制位置不利內(nèi)力恒活地震非地震地震｜M｜max對應(yīng)NNmax對應(yīng)MNmin對應(yīng)M→←1.35G+1.5×0.7Q1.3G+1.5Q1.2GE+1.3E→←6層柱頂M17.431.8246.31-46.3125.4425.3982.22-38.2082.2225.4482.22N221.2214.58-20.8920.89313.95309.45247.06301.36247.06313.95247.06柱底M-16.41-4.02-37.8937.89-26.38-27.36-71.3727.15-71.37-26.38-71.37N243.7214.58-20.8920.89344.33338.70274.06328.36274.06344.33274.065層柱頂M14.745.0179.74-79.7425.1626.68124.35-82.96124.3526.68124.35N456.1773.85-74.8674.86693.38703.80494.40689.04494.40703.80494.40柱底M-15.01-3.67-79.7479.74-24.12-25.02-123.8783.44-123.87-25.02-123.87N478.6773.85-74.8674.86723.75733.05521.40716.04521.40733.05521.404層柱頂M15.013.67110.08-110.0824.1225.02163.32-122.90163.32-122.90163.32N691.39133.02-163.11163.111073.041098.33697.431121.52697.431121.52697.43柱底M-15.01-3.67-110.08110.08-24.12-25.02-163.32122.90-163.32122.90-163.32N713.89133.02-163.11163.111103.421127.58724.431148.52724.431148.52724.433層柱頂M15.013.67133.15-133.1524.1225.02193.30-152.88193.30-152.88193.30N926.60192.19-275.95275.951452.711492.87868.501585.96868.501585.96868.50柱底M-14.83-3.50-133.15133.15-23.69-24.52-192.98153.20-192.98153.20-192.98N949.10192.19-275.95275.951483.081522.12895.501612.96895.501612.96895.502層柱頂M16.064.62148.93-148.9326.5327.81215.65-171.56215.65-171.56215.65N1161.75251.30-407.56407.561832.231887.231015.052074.711015.052074.711015.05柱底M-16.06-3.93-148.93148.93-25.81-26.77-215.23171.98-215.23171.98-215.23N1184.25251.30-407.56407.561862.601916.481042.052101.711042.052101.711042.051層柱頂M10.662.62131.23-131.2317.1417.78184.95-156.23184.95-156.23184.95N1397.54310.63-532.58532.582212.842282.741171.072555.781171.072555.781171.07柱底M-5.33-1.31-164.99164.99-8.57-8.89-221.67207.31-221.67207.31-221.67N1423.79310.63-532.58532.582248.282316.871202.572587.281202.572587.281202.57表6.5C軸柱內(nèi)力組合層編號控制位置不利內(nèi)力恒活地震非地震地震｜M｜max對應(yīng)NNmax對應(yīng)MNmin對應(yīng)M→←1.35G+1.5×0.7Q1.3G+1.5Q1.2GE+1.3E→←6層柱頂M-17.43-1.8246.31-46.31-25.44-25.3938.20-82.22-82.22-25.44-82.22N221.2214.5820.89-20.89313.95309.45301.36247.06247.06313.95247.06柱底M16.414.02-37.8937.8926.3827.36-27.1571.3771.3726.3871.37N243.7214.5820.89-20.89344.33338.70328.36274.06274.06344.33274.065層柱頂M-14.74-5.0179.74-79.74-25.16-26.6882.96-124.35-124.35-26.68-124.35N456.1773.8574.86-74.86693.38703.80689.04494.40494.40703.80494.40柱底M15.013.67-79.7479.7424.1225.02-83.44123.87123.8725.02123.87N478.6773.8574.86-74.86723.75733.05716.04521.40521.40733.05521.404層柱頂M-15.01-3.67110.08-110.08-24.12-25.02122.90-163.32-163.32122.90-163.32N691.39133.02163.11-163.111073.041098.331121.52697.43697.431121.52697.43柱底M15.013.67-110.08110.0824.1225.02-122.90163.32163.32-122.90163.32N713.89133.02163.11-163.111103.421127.581148.52724.43724.431148.52724.433層柱頂M-15.01-3.67133.15-133.15-24.12-25.02152.88-193.30-193.30152.88-193.30N926.60192.19275.95-275.951452.711492.871585.96868.50868.501585.96868.50柱底M14.833.50-133.15133.1523.6924.52-153.20192.98192.98-153.20192.98N949.10192.19275.95-275.951483.081522.121612.96895.50895.501612.96895.502層柱頂M-16.06-4.62148.93-148.93-26.53-27.81171.56-215.65-215.65171.56-215.65N1161.75251.30407.56-407.561832.231887.232074.711015.051015.052074.711015.05柱底M16.063.93-148.93148.9325.8126.77-171.98215.23215.23-171.98215.23N1184.25251.30407.56-407.561862.601916.482101.711042.051042.052101.711042.051層柱頂M-10.66-2.62131.23-131.23-17.14-17.78156.23-184.95-184.95156.23-184.95N1397.54310.63532.58-532.582212.842282.742555.781171.071171.072555.781171.07柱底M5.331.31-164.99164.998.578.89-207.31221.67221.67-207.31221.67N1423.79310.63532.58-532.582248.282316.872587.281202.571202.572587.281202.57

表6.6D軸柱內(nèi)力組合層編號控制位置不利內(nèi)力恒活地震非地震地震｜M｜max對應(yīng)NNmax對應(yīng)MNmin對應(yīng)M→左右←1.35G+1.5×0.7Q1.3G+1.5Q1.2GE+1.3E→左右←6層柱頂M30.863.0826.95-26.9544.8944.7373.923.8473.9244.893.84N174.769.926.69-6.69246.35242.08224.38206.97224.38246.35206.97柱底M-26.19-4.83-15.2915.29-40.43-41.29-54.21-14.44-54.21-40.43-14.44N197.269.926.69-6.69276.73271.33251.38233.97251.38276.73233.975層柱頂M21.306.2447.04-47.0435.3037.0490.45-31.8690.4537.04-31.86N377.8749.4922.69-22.69562.08565.46512.63453.63512.63565.46453.63柱底M-22.81-5.80-32.9632.96-36.88-38.35-73.7012.00-73.70-38.3512.00N400.3749.4922.69-22.69592.46594.71539.63480.63539.63594.71480.634層柱頂M22.815.8060.75-60.7536.8838.35109.82-48.13109.8238.35-48.13N580.7189.1647.36-47.36877.57888.66811.92688.77811.92888.66688.77柱底M-22.81-5.80-49.7049.70-36.88-38.35-95.4633.77-95.46-38.3533.77N603.2189.1647.36-47.36907.95917.91838.92715.77838.92917.91715.773層柱頂M22.815.8071.87-71.8736.8838.35124.28-62.59124.2838.35-62.59N783.55128.8379.23-79.231193.061211.861120.55914.561120.551211.86914.56柱底M-22.34-5.33-61.7261.72-35.75-37.04-110.2450.23-110.24-37.04