畢業(yè)設(shè)計(jì)某十層賓館建筑設(shè)計(jì)施工圖方案含任務(wù)書、計(jì)算書、開(kāi)題報(bào)告

某賓館建筑與結(jié)構(gòu)設(shè)計(jì)1緒論我選擇了賓館樓作為我的畢業(yè)設(shè)計(jì)課題。賓館的建筑與結(jié)構(gòu)設(shè)計(jì)對(duì)我來(lái)說(shuō)是一種挑戰(zhàn)，它是將住宅與商業(yè)兩種建筑混合在一起的建筑形式，在這之前我從未做過(guò)。而且，賓館較普通住宅樓要考慮更多的方面，所以對(duì)設(shè)計(jì)的要求更加復(fù)雜一些，但能夠讓我有更大的想象空間，展示自己。隨著科技的進(jìn)步，人民生活平的提高，綜合類建筑會(huì)越來(lái)越多，選擇賓館這種綜合建筑形式作為畢業(yè)設(shè)計(jì)課題，對(duì)于將來(lái)?yè)駱I(yè)，提高自己的社會(huì)競(jìng)爭(zhēng)力有很大的幫助。2建筑與結(jié)構(gòu)設(shè)計(jì)說(shuō)明2．1建筑設(shè)計(jì)說(shuō)明本設(shè)計(jì)共十層，分為兩部分：第一部分為大廳、會(huì)議室，第二部賓館房間。建筑整體造型為矩形，均勻?qū)ΨQ，簡(jiǎn)單大方。首層層高4.2米，二至十層層高為3.4。從使用人數(shù)、防火規(guī)范等要求出發(fā)：賓館部分共開(kāi)二個(gè)大門與室外主要道路、城市主干道相連；賓館兩側(cè)均設(shè)置樓梯?？紤]到人員疏散，防火門的設(shè)置均按照人員疏散，樓梯的寬度為1710mm。賓館從實(shí)際使用需要，設(shè)置套間、雙人間、三人間、辦公室、男女廁所、倉(cāng)庫(kù)、會(huì)議室。建筑面積為11515.3m2。根據(jù)實(shí)際需求情況設(shè)有3種房型。套間建筑面積約52m2；雙人間，面積約23.4m2；三人間，建筑面積約25.6m2。根據(jù)防火規(guī)范，南北立面分別設(shè)置一個(gè)出入口。以上每個(gè)入口處均設(shè)有坡度為10％的無(wú)障礙通道，為殘疾人士進(jìn)出商場(chǎng)-住宅提供方便。無(wú)障礙坡道用不銹鋼圓管。2．2結(jié)構(gòu)設(shè)計(jì)說(shuō)明本結(jié)構(gòu)設(shè)計(jì)采用的基本假定為：每榀框架結(jié)構(gòu)僅在其自身平面內(nèi)提供抗側(cè)剛度，平面外的抗側(cè)剛度忽略不計(jì)。平面樓蓋在其自身平面內(nèi)剛度無(wú)限大?？蚣芙Y(jié)構(gòu)在荷載作用下材料均處于線彈性階段。本設(shè)計(jì)選用框架結(jié)構(gòu)。因?yàn)樵摻Y(jié)構(gòu)平面布置靈活，采用框架結(jié)構(gòu)的建筑可以形成較大的建筑空間；增設(shè)隔墻后，也可以形成小房間，這正好解決了下部大廳、會(huì)議室大開(kāi)間和上部房間小開(kāi)間的要求。同時(shí)外墻在結(jié)構(gòu)中屬于非承重構(gòu)件，建筑在立面方面處理起來(lái)也很方便，滿足本設(shè)計(jì)平面布置要求。同時(shí)框架結(jié)構(gòu)具有造價(jià)低和施工簡(jiǎn)便等優(yōu)勢(shì)?？蚣芙Y(jié)構(gòu)是高次超靜定結(jié)構(gòu)，既承受豎向荷載，又承受側(cè)向作用力，在計(jì)算過(guò)程中，首先是對(duì)結(jié)構(gòu)的柱網(wǎng)進(jìn)行布置，首先要滿足建筑模數(shù)，其次柱網(wǎng)的布置要靈活，施工方便。多層框架主要承受豎向荷載，在布置柱網(wǎng)時(shí)，考慮到結(jié)構(gòu)在豎向荷載作用下內(nèi)力分布均勻合理，各構(gòu)件材料強(qiáng)度能充分利用。根據(jù)這些原則布置的柱網(wǎng)，均能滿足模數(shù)要求，而且也不會(huì)太密集，這樣就能得到較大的房間的尺寸，使房間寬敞明亮，用戶居住舒適，同時(shí)滿足商場(chǎng)的大開(kāi)間的要求?？紤]到最大的柱距為7.5米，采用尺寸為600mm×600mm的柱截面?？蚣芙Y(jié)構(gòu)，內(nèi)外墻體均采用240mm厚多孔磚墻。3結(jié)構(gòu)設(shè)計(jì)3．1結(jié)構(gòu)選型和布置3．1．1結(jié)構(gòu)選型根據(jù)賓館建筑功能要求，為使建筑平面布置靈活，獲得較大的使用空間。本結(jié)構(gòu)設(shè)計(jì)采用鋼筋混凝土結(jié)構(gòu)體系。3．1．2結(jié)構(gòu)布置根據(jù)建筑功能要求及建筑物可用的占地平面地形橫向尺寸較短，縱向尺寸較長(zhǎng)，故把框架結(jié)構(gòu)橫向布置。即采用橫向框架承重方案，標(biāo)準(zhǔn)層結(jié)構(gòu)布置詳見(jiàn)圖3.1。施工方案采用梁、板、柱整體現(xiàn)澆方案。樓蓋方案采用整體式肋形梁板結(jié)構(gòu)。樓梯采用整體現(xiàn)澆板式樓梯?；A(chǔ)方案采用柱下獨(dú)立基礎(chǔ)。3．1．3初估截面尺寸（1）根據(jù)本項(xiàng)目房屋的結(jié)構(gòu)類型、抗震設(shè)防烈度和房屋高度查表,得本建筑抗震等級(jí)為三級(jí)。樓蓋、屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，樓板厚度為150mm，各層梁、板、柱混凝土強(qiáng)度等級(jí)均為C30(fc=14.3N/mm2，ft=1.43N/mm2)，縱向受力鋼筋采用HRB335級(jí)鋼筋(fy=300N/mm2)，其余采用HPB235級(jí)鋼筋(fy=210N/mm2)。根據(jù)建筑平面布置確定結(jié)構(gòu)平面布置圖可知，A軸柱、B軸柱、C軸柱及D軸柱的承載范圍分別為7.5m×3.3m、7.5m×4.5m、7.5m×4.2m、7.5m×3m。估算結(jié)構(gòu)構(gòu)件尺寸時(shí)，樓面荷載近似取為10kN/m2計(jì)算（以中柱計(jì)算為例）。（2）梁截面尺寸估算依據(jù)框架結(jié)構(gòu)主梁截面高度及寬度可由下式確定：hb=(~)lb，bb=(~)hb且bb≧200mm，其中橫梁跨度：lAB=6600mm，lBC=2400mm，lCD=6000mm，縱梁l1=7500mm，。由此估算梁截面尺寸如下：橫向主框架梁：b×h=250mm×600mm縱向框架梁：b×h=250mm×650mm（3）柱截面尺寸估算依據(jù)柱軸壓比應(yīng)小于軸壓比限值的要求：N/(bchcfc)=N/(Acfc)≦0.9C30混凝土：fc=14.3N/mm2，ft=1.43N/mm2，得：Ac≧=4802mm2取柱截面為正方形，則柱截面邊長(zhǎng)為510mm。結(jié)合實(shí)際情況，并考慮底層層高（由梁軸線算至基礎(chǔ)頂面）H=5700mm，b=(~)H=380~285mm，故本設(shè)計(jì)柱截面尺寸為600mm×600mm?？v向受拉鋼筋抗震錨固長(zhǎng)度laE=41d，梁內(nèi)鋼筋伸至邊柱內(nèi)長(zhǎng)度≧0.4laE=0.4×41d=16.4d=16.4×25=410mm，故柱截面滿足此抗震要求。3．2框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖3．2．1計(jì)算簡(jiǎn)圖說(shuō)明本設(shè)計(jì)基礎(chǔ)選用柱下獨(dú)立基礎(chǔ)，基礎(chǔ)頂面標(biāo)高為-1.500m?？蚣艿挠?jì)算單元如圖3.2所示，?、彷S上的一榀框架計(jì)算，假定框架柱嵌固于基礎(chǔ)頂面，框架梁與柱剛接。由于各層柱截面尺寸不變，故梁跨度等于柱截面形心軸線之間的距離。底層的計(jì)算高度為4.2+1.5=5.7m，其余各層的計(jì)算高度均為3.4m。2．2．2框架梁柱截面特征由構(gòu)件的幾何尺寸、截面尺寸和材料強(qiáng)度，利用結(jié)構(gòu)力學(xué)有關(guān)截面慣性矩及線剛度的概念計(jì)算梁柱截面特征，如表及表3.2.2所示。表梁截面特征計(jì)算表邊框架梁（I=11.5I0）編號(hào)截面寬b/(mm)截面高h(yuǎn)/(mm)梁跨L/(mm)混凝土彈性模量EEc/(Pa)截面慣性矩I/((mm4)線剛度i/(N·mm)相對(duì)線剛度i’AB跨2506006600300004.5×1093.07×101100.32BC跨2506002400300004.5×1098.43×101100.88CD跨2506006000300004.5×1093.38×101100.35表柱截面特征計(jì)算表層號(hào)柱子軸號(hào)截面寬b/(mm)截面高h(yuǎn)/(mm)柱高L/(mm)混凝土彈性模量EEc/(Pa)截面慣性矩I/((mm4)線剛度i/(N··mm)相對(duì)線剛度i’1ABCD60060057003000010.8×10992.74×101100.652~10ABCD60060034003000010.8×10994.61×10101.00框架梁柱的線剛度計(jì)算（1）柱線剛度計(jì)算底層柱線剛度：i1===6.23×1010N·mm2~10層柱線剛度：i2~10===9.53×1010N·mm（2）梁線剛度計(jì)算AB跨梁：iAB＝==3.07×1010N·mmBC跨梁：iBC＝==8.43×1010N·mmCD跨梁：iCD＝==3.38×1010N·mm（3）相對(duì)線剛度計(jì)算令2~10層柱線剛度i=1.0，則其余各桿件的相對(duì)線剛度為：底層柱子：i==0.65AB跨梁：i==0.32BC跨梁：i==0.88CD跨梁：i==0.35同理可得邊框架梁相對(duì)線剛度為：i=0.32×=0.24i=0.88×=0.66i=0.35×=0.26根據(jù)以上的計(jì)算結(jié)果，框架梁柱的相對(duì)線剛度如圖3.3所示。3．3荷載計(jì)算3．3．1恒載標(biāo)準(zhǔn)值計(jì)算（1）不上人屋面恒載40厚細(xì)石砼找平層0.04×25＝1.15kN/m2塑料夾層板 0.1kN/m220厚1：3水泥砂漿0.02×20＝0.40kN/m225厚XPS板0.025×0.6＝0.15kN/m230厚1：8水泥焦渣0.03×14＝0.42kN/m2三元乙丙防水層0.4kN/m2鋼筋混凝土板150mm0.15×25＝3.75kN/m220厚混合砂漿天棚抹灰0.02×17＝0.34kN/m2合計(jì)7.11kN/m2（2）樓面恒載20厚1：3水泥砂漿0.05×20＝1kN/m2鋼筋混凝土板150mm0.15×25＝3.75kN/m220厚混合砂漿天棚抹灰0.02×17＝0.34kN/m2合計(jì)5.09kN/m2（3）梁自重縱向框架梁：b×h=350mm×750mm框架梁自重：25×0.35×(0.75-0.15)=5.25kN/m梁側(cè)抹灰層：20厚混合砂漿17×0.02×(0.75-0.15)=0.204kN/m合計(jì)5.49kN/m橫向主框架梁：b×h=250mm×600mm框架梁自重：25×0.25×(0.6-0.15)=2.81kN/m梁側(cè)抹灰層：20厚混合砂漿17×0.02×(0.6-0.15)=0.15kN/m合計(jì)2.96kN/m（4）柱自重KZ1：b×h=600mm×600mmKZ1柱自重：25×0.6×0.6=9kN/m抹灰層：10厚混合砂漿17×0.01×4×0.5=0.34kN/m合計(jì)9.34kN/m（5）墻自重①外縱墻自重底層縱墻18×3.45×0.24=14.90kN/m外墻面貼瓷磚0.5×3.45=1.725kN/m內(nèi)墻面20厚抹灰17×0.02×3.45=1.173kN/m合計(jì)17.8kN/m標(biāo)準(zhǔn)層縱墻18×2.65×0.24=10.37kN/m外墻面貼瓷磚0.5×1.33=1.33kN/m內(nèi)墻面20厚抹灰17×0.02×0.34=0.34kN/m合計(jì)13.12kN/m②內(nèi)縱墻自重及內(nèi)橫墻自重標(biāo)準(zhǔn)層縱墻（橫墻）18×2.65×0.24=11.45kN/m20厚混合砂漿雙面抹灰17×0.02×2.65×2=1.80kN/m合計(jì)13.25kN/m③女兒墻自重墻重25×0.5×0.12=1.5kN/m20厚混合砂漿雙面抹灰17×0.02×0.5=0.17kN/m合計(jì)1.67kN/m活荷載標(biāo)準(zhǔn)值計(jì)算（1）屋面及樓面活荷載標(biāo)準(zhǔn)值查建筑結(jié)構(gòu)荷載規(guī)范得：不人屋面活荷載標(biāo)準(zhǔn)值為0.5kN/m2；樓面活荷載標(biāo)準(zhǔn)值為：2.0kN/m2。（2）屋面雪荷載標(biāo)準(zhǔn)值查建筑結(jié)構(gòu)荷載規(guī)范得：基本雪壓為0.2kN/m2。屋面雪荷載與活荷載不同時(shí)考慮，兩者中取大值。（3）風(fēng)荷載計(jì)算結(jié)果見(jiàn)表。表橫向風(fēng)荷載計(jì)算層次Hi/(m)Hi/HμsμzβzqkHuHiFk女兒墻頂35.31.31.731.00.60.5697.50.70.71034.811.31.731.00.60.5697.53.43.430.75931.40.91.31.731.00.60.5697.53.43.425.58280.81.31.731.00.60.5697.53.43.425.5724.60.711.31.731.00.60.5697.53.43.425.5621.20.611.31.731.00.60.5697.53.43.425.5517.80.511.31.731.00.60.5697.53.43.425.5414.40.411.31.731.00.60.5697.53.43.425.53110.321.31.731.00.60.5697.53.43.425.527.60.221.31.731.00.60.5697.53.43.425.514.20.121.31.731.00.60.5697.54.24.234.883．4豎向荷載作用下內(nèi)力分析計(jì)算單元確定框架的計(jì)算單元如圖3.2所示，?、彷S上的一榀框架計(jì)算，計(jì)算單元尺寸為15240×7500mm。A柱與B柱間距為6600mm，B柱與C柱間距為2400mm，C柱與D柱間距為6000mm。⑨軸上的一榀框架承載的板寬為7500mm。3．4．2恒荷載計(jì)算（1）頂層梁柱①AB、BC及CD跨梁a.屋蓋傳給橫向主框架梁橫向主框架梁gK1=7.11×7.21=51.26kN/m女兒墻gK2=1.67kN/mb.橫向主框架梁自重gK3＝2.96kN/m合計(jì)gK＝55.89kN/m②柱子A軸邊柱邊框架梁傳遞GK1=(7.11×3.3+1.67)×7.5=188.5kN邊框架梁自重GK2=2.96×(7.5-0.6)=20.72kN合計(jì)GAK=209.22kND軸邊柱邊框架梁傳遞GK1=(7.11×3.00+1.67)×7.5=172.5kN邊框架梁自重GK2=2.96×(7.5-0.6)=20.72kN合計(jì)GDK=193.22kNB軸柱縱向中框架梁傳遞GK1=7.11×(1.2+3.30)×7.5=240kN邊框架梁自重GK2=2.96×6.7=19.8kN合計(jì)GBK=259.8kNC軸柱縱向中框架梁傳遞遞GK1=7.111×(1..2+3.000)×7..5=2244.0kN邊框架梁自重GK22=2.966×6.9==11.699kN合計(jì)GGCK=2443.8kkN（2）標(biāo)準(zhǔn)層梁柱①AB、BC及CD跨梁a.樓面板傳給橫向主主框架梁橫向主框架梁gK11=5.09×7.5=38.188kN/m內(nèi)縱墻gK2=13.255kN/mmb.橫向主框架梁自重重gK33＝2.96kkN/m合計(jì)ggK＝54.4kkN/m②柱子a.A軸邊柱邊框架梁傳遞GK11=(5.09×3.3＋13.12)×7.5=224.338kN邊框架梁自重GK22=2.96×6.9=19.833kN柱自重GK2=9×((3.4-0.15)=29.25kN合計(jì)GGAK=273..46kNNb.D軸邊柱邊框架梁傳遞GK11=(5.009×3.00＋13.122)×7.55=212..93kNN邊框架梁自重GK22=2.966×6.9==19.833kN柱自重GK2=9×((3.4-00.15)==29.25kN合計(jì)GGDK=262.001kNc.B軸柱邊框架梁傳遞GK11=5.099×（3.3＋1.2）×7.5==171.779kN邊框架梁自重GK22=2.966×6.9==19.833kN柱自重GK2=9×((3.4-00.15)==29.255kN合計(jì)GGBK=220.87kNd.C軸柱邊框架梁傳遞GK11=5.099×（3.0＋1.2）×7.5==160.334kN邊框架梁自重GK22=2.966×6.9==19.833kN柱自重GK2=9×((3.4-00.15)==29.255kN合計(jì)GGCK=2009.42kkN3．4．3活荷載計(jì)算（1）頂層梁柱①AB、BC及CD跨梁屋蓋傳給橫向主框框架梁橫向主框架梁qK11=0.5×7.5=3.5kN//m合計(jì)QQK＝3.5kN//m②柱子a.A軸邊柱邊框架梁傳遞QKA=0.5×3.3×7.5=12.4kkNb.D軸邊柱邊框架梁傳遞QKDD=0.5×3..00×7..5=11.255kNc.B軸柱縱向中框架梁傳遞遞QKB=0.5×(3.3+11.2)×7.5=16.9kNNd.C軸柱縱向中框架梁傳遞遞QKC=0.55×(1.22+3.000)×7.55=15.775kN（2）標(biāo)準(zhǔn)層梁柱①AB、BC及CD跨梁樓面板傳給橫向主主框架梁橫向主框架梁qK11=2.0××7.5=49.5kNN/m合計(jì)QQK＝49.5kkN/m②柱子a.A軸邊柱邊框架梁傳遞QKA=2.0××3.3×7.5=49.5kkNb.D軸邊柱邊框架梁傳遞QKDD=2.0××3.00××7.5=45kNc.B軸柱縱向中框架梁傳遞遞QKB=2.0××(1.2+3.30)×7.55=67.5kNNd.C軸柱縱向中框架梁傳遞遞QKC=2.00×(1.22+3.000)×7.55=63kN3．4．4豎向恒荷載作用下下內(nèi)力分析（1）頂層的計(jì)算分配系數(shù)計(jì)算如下下：==0.2424==0.7575==0.4==0.4545==0.1454==0.3946==0.4484==0.4545==0.1570==0.2593==0.7407各桿件的固端彎矩矩如下：M=-=-30.774kN··mM==30.74kkN·mM=-=-11.118kN··mM==11.18kkN·mM=-=-27.995kN·mmM==27.95kNN·m（2）第九層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（3）第八層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（4）第七層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（5）第六層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（6）第五層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（7）第四層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（8）第三層計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（9）第二層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（10）第一層計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m用彎矩分配法計(jì)算算框架內(nèi)力。傳傳遞系數(shù)為1/2，各節(jié)點(diǎn)分分配兩次即可可。計(jì)算結(jié)果果如圖3.5所示。恒載載作用下的彎彎矩圖如圖3.6所示。在豎豎向荷載作用用下，考慮框框架梁端的塑塑性內(nèi)力重分分布，取彎矩矩調(diào)幅系數(shù)為為0.8，，調(diào)幅后后，恒載彎矩矩見(jiàn)圖3.6中括號(hào)內(nèi)的的數(shù)值。（7）恒荷載作用下梁端端剪力及柱軸軸力計(jì)算梁端剪力：V==Vq+VmVqq=qlVmm=柱軸力：N=VV+G柱自重：底層：：GK1=9×((4.2-0..15)=36.445kN2～10層：GK2==9×(3..4-0.15)=29.225kN恒荷載作用下梁端端剪力及柱軸軸力計(jì)算過(guò)程程見(jiàn)表。梁端端剪力圖、柱柱軸力圖見(jiàn)圖3.7、圖3.88。表恒載作用下梁端剪剪力及柱剪力力層次荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨CD跨BC跨BC跨CD跨AB跨BC跨CD跨B柱B柱C柱D柱VqA=VqBVqB=VqCVqC=VqDVmA=-VmBVmB=-VmCVmC=-VmDVAVCVBVCVCVDNuNbNuNbNuNbNuNb10184.4467.07167.671.88(1.50)-0.525(-0.42)0.67(0.54)186.32215.57249.11278.36235.94265.19167196.259179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)394.81424.06520.24549.49497.17526.42359.15388.148179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)603.3632.55791.37820.62758.4787.65551.3580.557179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)811.79841.041062.51091.751091.631048.88743.45772.76179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1020.281049.531333.631362.881280.861310.11935.6964.855179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1228.771258.021604.761634.011542.011517.341127.7511574179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1437.261466.511875.891905.141803.321832.571319.91349.153179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1645.7516752147.022176.272064.552093.81512.051541.32179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1854.241883.492418.152447.42325.782355.031704.21733.451179.5265.28163.2-0.52(-0.42)-0.37(-0.3)0.38(0.3)2062.732091.982718.982689.282587.012616.262896.351925.6注：括號(hào)內(nèi)為調(diào)幅幅后剪力值，表表中單位為kN。3．4．5豎向活荷載作用下下內(nèi)力分析活荷載的不利布置置按滿跨計(jì)算算。（1）頂層的計(jì)算分配系數(shù)計(jì)算如下下：==0.2424==0.7575==0.4==0.4545==0.1454==0.3946==0.4484==0.4545==0.1570==0.2593==0.7407各桿件的固端彎矩矩如下：M=-=-12.771kN·mmM==30.74kkN·mM=-=-1.688kN·mmM==1.68kNN·mM=-=-10.55kN·mM==10.5kN··m（2）第九層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.445kN··mM==54.45kkN·mM=-=-7.2kN·mM==7.2kN··mM=-=-45kNN·mM==45kN·m（3）第八層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（4）第七層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（5）第六層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（6）第五層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（7）第四層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（8）第三層計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（9）第二層的計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（10）第一層計(jì)算分配系數(shù)計(jì)算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各桿件的固端彎矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m用彎矩分配法計(jì)算算框架內(nèi)力。傳傳遞系數(shù)為1/2，各節(jié)點(diǎn)分分配兩次即可可。計(jì)算結(jié)果果如圖3.9所示。活載載作用下的彎彎矩圖如圖3.10所示。在豎豎向荷載作用用下，考慮框框架梁端的塑塑性內(nèi)力重分分布，取彎矩矩調(diào)幅系數(shù)為為0.8，，調(diào)幅后后，活載彎矩矩見(jiàn)圖3.10中括號(hào)內(nèi)的的數(shù)值。（7）活荷載作用下梁端端剪力及柱軸軸力計(jì)算梁端剪力：V==Vq+VmVqq=qlVmm=柱軸力：N=VV+G柱自重：底層：：GK1=9×(4.2-0..15)=36.445kN2～10層：GK2==9×(3.4-0.15)=29.225kN活荷載作用下梁端端剪力及柱軸軸力計(jì)算過(guò)程程見(jiàn)表。梁端端剪力圖、柱柱軸力圖見(jiàn)圖圖3.11、圖3.12。表3.4.2活載作作用下梁端剪剪力及柱剪力力層次荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨CD跨BC跨BC跨CD跨AB跨BC跨CD跨B柱B柱C柱D柱VqA=VqBVqB=VqCVqC=VqDVmA=-VmBVmB=-VmCVmC=-VmDVAVCVBVCVCVDNuNbNuNbNuNbNuNb1011.554.210.50.4(0.32)-0.82(-0.65)0.05(0.04)11.9511.9514.5314.5315.5715.5710.4510.45949.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)61.1861.1883.5283.5277.0977.0955.7155.71849.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)110.41110.41152.51152.51138.61138.61100.97100.97749.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)159.64159.64221.5221.5200.13200.13146.23146.23649.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)208.87208.87290.49290.49261.65261.65191.49191.49549.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)258.87258.87359.48359.48323.17323.17236.75236.75449.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)307.33307.33428.47428.47384.69384.69282.01282.01349.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)356.56356.56497.46497.46446.21446.21327.27327.27249.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)405.79405.79566.45566.45507.73507.73372.53372.53149.51845-0.53(-0.42)-0.53(-0.42)0.52(0.42)454.76454.76635.01635.01570.72570.72417.01417.01注：括號(hào)內(nèi)為調(diào)幅幅后剪力值，表表中單位為kN。3.5水平地震震作用內(nèi)力分分析3．5．1重力荷載標(biāo)準(zhǔn)值計(jì)計(jì)算（1）各層梁、柱、板自自重標(biāo)準(zhǔn)值各層柱、板、梁自自重標(biāo)準(zhǔn)值詳詳見(jiàn)表、表3.5.2、表3.5.3。表柱重力荷載標(biāo)準(zhǔn)值值層數(shù)柱編號(hào)截面寬/(mm))截面高/(mm))凈高/(mm)gK/(kN/m)數(shù)量Gki/(kN)/(kN)1KZ160060057009442257.22257.22~10KZ260060034009441346.41346.4表板重力荷載標(biāo)準(zhǔn)值值層數(shù)板面積/(mm22)gK/(kNN/m2)Gki/(kN)/(kN)1～10樓面1101.665.095607.4455836.5樓梯455.09229.055屋面1146.667.118125.758125.75注：表中樓梯部分分板的gK按樓面的1.2倍考慮。表梁重力荷載標(biāo)準(zhǔn)值值層數(shù)梁編號(hào)截面寬/(mm))截面高/(mm))凈跨長(zhǎng)/(mm))gK/(kN/m)數(shù)量Gki/(kN)/(kN)1～10KL135075069006.5691810.562404.42KL235075054606.5627435075021606.5622535075050406.56266.12KL325060056403.169160.425060021603.16961.4325060050403.169143.33L125040069002.5435L225060055403.16117.51L325060035003.16111.06（2）各層墻（外墻）自自重標(biāo)準(zhǔn)值①女兒墻重總長(zhǎng)：L=(755.24+115.24))×2=180.96m總重：Gk1=11.67×1180.96=302..20kN②標(biāo)準(zhǔn)層墻重總長(zhǎng)：L=1800.96-0.6×30+755.24×22-0.6××22+100.68×99+12.112×9/22+2×177=484.99m總重：Gk1=113.25×484.99=6424..93kN③首層墻重總長(zhǎng)：L=×300+75.224×2-00.6×222+10.668×9+112.12××9/2+22×17=4484.9mm總重：Gk1=117.8×4844.9=86631.222kN（3）各層（各質(zhì)點(diǎn)）自自重標(biāo)準(zhǔn)值計(jì)計(jì)算①首層（墻＋梁+板板+柱）Gk=＋2404.42++5836..5+=175700.80kkN②標(biāo)準(zhǔn)層（墻＋梁++板+柱）Gk=6424.93++2404..42+5836..5+1346..4=160122.25kkN③頂層（墻＋梁+板板+柱）Gk=302.2++22404.442+8152..75+=147455.04kkN3．5．2重力荷載代表值計(jì)計(jì)算重力荷載代表值GG取結(jié)構(gòu)和構(gòu)構(gòu)件自重標(biāo)準(zhǔn)準(zhǔn)值和各可變變荷載組合值值之和，各可可變荷載組合值系數(shù)數(shù)取為：雪荷荷載：0.5；屋面活荷荷載：0.0；按等效均均布荷載計(jì)算算的樓面活載載：0.5。①首層G1=17570.8++0.5×11146.666×2.00=187117.46kN②標(biāo)準(zhǔn)層Gi=16012.255+0.5×11146.666×2.00=171558.91kN③頂層G6=14745.044+0.5××1146..66×0..2=148859.711kN3．5．3等效總重力荷載代代表值計(jì)算本設(shè)計(jì)抗震設(shè)防烈烈度為7度，設(shè)計(jì)地地震分組為第第一組，場(chǎng)地地類別為Ⅱ類場(chǎng)地，依此查得：水平地地震影響系數(shù)數(shù)最大值：＝＝0.08,特征周期值值：Tg=0.355s，取阻尼比比=0.05。結(jié)構(gòu)總的重力荷載載代表值=18717.466+171588.91×8+148599.71=1708448.45kN結(jié)構(gòu)等效重力荷載載代表值Geq=0.85==0.85××1708448.45==1452221.18kN3．5．4橫向框架側(cè)移剛度度計(jì)算地震作用時(shí)根據(jù)各各受力構(gòu)件的的抗側(cè)剛度來(lái)來(lái)分配的，同同時(shí)，若用頂頂點(diǎn)位移法求求結(jié)構(gòu)的自振周期時(shí)時(shí)也要用到結(jié)結(jié)構(gòu)的抗側(cè)剛剛度，為此先先計(jì)算各樓層層柱的抗側(cè)剛剛度。（1）中框架柱側(cè)移剛度度計(jì)算Di=①一般層a.邊柱A==0.32，===0.1388b.邊柱D==0.35，===0.1455c.中柱B==1.2，==00.375c.中柱C==1.23，===0.3811②首層a.邊柱A==0.49，==0.44a.邊柱D==0.54，==0..41b.中柱B==1.85，==0.661b.中柱C==1.89，===0.61（2）邊框架注側(cè)移剛度度計(jì)算①一般層a.邊柱A==0.24，===0.1077b.邊柱C==0.26，===0.1155c.中柱B==0.9，==0.31c.中柱D==0.92，==0.332②首層a.邊柱A==0.37，==0.337b.邊柱D==0.4，==0.375b.中柱C==1.38，==0..56d.中柱C==1.42，===0.56（3）計(jì)算結(jié)構(gòu)計(jì)算結(jié)構(gòu)詳見(jiàn)表、表3.5.5、表3.5.6。表中框架柱側(cè)移剛度度D值邊柱A層次(×104kN·mm)h/(m)(×104kN/mm)根數(shù)2~100.320.1384.63.40.651110.490.42.745.70.411邊柱D2~100.350.1454.63.40.691110.540.412.745.70.4111中柱B2~101.20.3754.63.41.671111.850.612.745.70.6211中柱C2~101.230.3814.63.41.821111.890.6102.745.70.6211((×104kN/m))2~1053.113122.555表邊框架柱側(cè)移剛度度D值邊柱A層次(×104kN·mm)h/(m)(×104kN/mm)根數(shù)2~100.240.1074.63.40.51210.370.372.745.70.372邊柱D2~100.260.1154.63.40.55210.40.3752.745.70.382中柱B2~100.90.314.63.41.48211.380.562.745.70.382中柱C2~100.920.324.63.41.48211.420.562.745.70.572((×104kN/m))2~108.1211.899表橫向框架層間側(cè)移移剛度層次12~10(×104kN/mm)24.4461.253．5．5橫向自振周期計(jì)算算（1）結(jié)構(gòu)頂點(diǎn)的假想側(cè)側(cè)移計(jì)算（圖圖3.13）先由公式VGi==GK計(jì)算樓層剪剪力，再由公公式(Δu)i=VGi/Di計(jì)算層間相相對(duì)位移，最后由公式式uT=(Δu)k計(jì)算結(jié)構(gòu)頂頂點(diǎn)位移。計(jì)計(jì)算過(guò)程見(jiàn)表表。表結(jié)構(gòu)頂點(diǎn)的假想側(cè)側(cè)移計(jì)算層次Gi/(kN)VGi/(kkN)(kN/m)Δui/(m)uT/(m))1014859.71114859.7116125000.0242.133917158.91132018.6226125000.0522.109817158.91149177.5336125000.0802.057717158.91166336.4446125000.1081.977617158.91183495.3556125000.1641.869517158.911117813.1176125000.1921.705417158.911100645.2266125000.221.513317158.911117813.1176125000.2481.293217158.911134972.0086125000.2761.045118717.466188007.3362444000.7690.769由T1＝1.7ΨT計(jì)算基基本周期，取取ΨT＝0.7，由表可知uT＝2.1333m。所以，T1＝1..7ΨT＝1.7×00.7×=1.7388s。3．5．6水平地震作用及樓樓層地震剪力力計(jì)算（1）水平地震作用及樓樓層地震剪力力計(jì)算由房屋的抗震設(shè)防防烈度、場(chǎng)地地類別及設(shè)計(jì)計(jì)地震分組而而確定的地震震作用計(jì)算參參數(shù)如下：＝0.08，Tg==0.35ss，=0.05。由此計(jì)算的相應(yīng)于于結(jié)構(gòu)基本自自振周期的水水平地震影響響系數(shù)為：×0.08=())×0.088=0.01189結(jié)構(gòu)等效總重力荷荷載為：Geq=0.85××=0.855×(187717.466+171588.91×8+1489..71)=1708848.455kN又因?yàn)椋篢1＝11.738ss>1.4Tg=1.4××0.35==0.49ss故應(yīng)考慮頂部附加加地震作用，頂頂部附加地震震作用系數(shù)為為：=0.08T11+0.077=0.088×1.7338+0.007=0.2209FEK=Geq=00.04344×1708848.455=7414..8kNΔF6=FEK=0.12552×74114.8=928.334kNFEK(1-)=77414.88×(1-00.12522)=64886.46kkN（2）各質(zhì)點(diǎn)水平地震作作用標(biāo)準(zhǔn)值Fi=1449.377計(jì)算結(jié)果詳見(jiàn)表以以及圖3.14。表各質(zhì)點(diǎn)橫向水平地地震作用及樓樓層地震剪力力計(jì)算表層次Hi/mGi/kNGiHi/kN·mFi/kNVi/kN1036.314859.711535777.550.15217.4217.4932.917158.911564528.110.16213.94313.3829.517158.911506187.880.14202.91634.21726.117158.911447847.660.13188.4822.61620.717158.911389507.330.11159.4982.01519.317158.911331166.990.094136.241118.25415.917158.911272826.550.078113.111231.35312.517158.911214486.440.06188.41319.7529.117158.911156146.110.04463.771383.5215.718717.46697805.80.02840.581424.1=SUM(ABOVE)170848.445=SUM(ABOVE)3516280=SUM(ABOVE)=SUM(ABOVE)1424.113．5．7水平地震作用下的的位移驗(yàn)算水平地震作用下框框架結(jié)構(gòu)的層層間位移Δui和頂點(diǎn)位移ui分別由公式Δui＝Vi/Dij和ui＝Δuuk計(jì)算得出結(jié)結(jié)果。其詳細(xì)細(xì)計(jì)算過(guò)程見(jiàn)見(jiàn)表3.x，表中還計(jì)計(jì)算了各層間間彈性位移角角：θe=Δui/hi。由表可知，最大層層間彈性位移移角發(fā)生在第第一層，其值值為1/8955<[θe]=1/550（滿足要求）。其其中[θe]為鋼筋混凝凝土框架彈性性層間位移角角限值。表橫向水平地震作用用下的位移驗(yàn)驗(yàn)算層次Vi/(kN)(kN/m)Δui/(m)uT/(m)hi/(m))θe=Δui/hi10217.46125000.000053.41/6800094313.36125000.00073.41/48578634.216125000.001033.41/33007822.616125000.00103993.41/24466982.016125000.00163.41/212551118.256125000.00693.41/170041231.356125000.0023.41/158031319.756125000.002153.41/158121383.526125000.002263.41/150411424.12444000.005835.71/9783．5．8水平地震作用下的的框架內(nèi)力分分析對(duì)⑦軸線橫向框架內(nèi)力力進(jìn)行計(jì)算。框框架在水平節(jié)節(jié)點(diǎn)荷載作用用下，采用D值法分析內(nèi)力。（1）計(jì)算依據(jù)由Vi=求得框架第i層的的層間剪力Vi后，i層j柱分配的剪剪力Vij及該柱上、下端的彎矩MM和M分別按下列列各式計(jì)算：：柱端剪力：Vijj=Vij下端彎矩：M=VVijyh上端彎矩：M=VVij(1--y)h上式中：y=ynn+y1+y2+y3其中Dij、取自表、表表和表3.5.6，Vi取自表3.5.8，yn、y1、y2、y3查附表《規(guī)則框架架承受倒三角角形分布水平平力作用時(shí)標(biāo)標(biāo)準(zhǔn)反彎點(diǎn)的的高度比y0值》可得。各各層梁線剛度度不變，取y1=0，底層柱考考慮修正值y2，第二層柱柱考慮修正值值y3。（2）計(jì)算結(jié)果橫向水平地震作用用下，⑦軸框架邊柱柱柱端彎矩和和剪力計(jì)算結(jié)結(jié)果見(jiàn)表，中中柱計(jì)算結(jié)果果見(jiàn)表3.5.111。并根據(jù)表3.5.110及表3.5.111計(jì)算出橫向向水平地震作作用下的框架架梁的彎矩M、剪力V及柱子的軸軸力N（見(jiàn)表3.5.112、表3.5.113）。由此所所繪M、N、V圖詳見(jiàn)圖3.15、圖3.16、圖3.17。表橫向水平地震作用用下⑦軸框架各層層柱端彎矩及及剪力計(jì)算表表邊柱（A柱）層次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(B)/kNyMb(kN·m)Mu(kN·m)103.4217.461250065002.30.320.151.1736.64793.44313.361250065004.570.320.34.6610.8883.4634.2161250065006.370.320.358,0114.8773.4822.6161250065008.730.320.411.8717.8163.4982.01612500650010.420.320.414.1721.2653.41118.25612500650011.870.320.4518.1622.2243.41231.35612500650013.070.320.4520.0024.4433.41319.75612500650014.010.320.523.8223.8223.41383.52612500650014.680.320.629.9519.9615.71424.1244400400023.30.490.9119.5213.28邊柱（D柱）層次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(D)/kNyMb(kN·m)Mu(kN·m)103.4217.461250069002.450.350.171.426.9193.44313.361250069004.870.350.335.4411.0583.4634.2161250069007.140.350.378.9815.2973.4822.6161250069009.270.350.412.6118.9163.4982.01612500690011.060.350.4316.1721.4353.41118.25612500690012.60.350.4519.2823.5643.41231.35612500690013.870.350.4521.2225.9433.41319.75612500690014.870.350.525.2825.2823.41383.52612500690015.580.350.5730.1922.7815.71424.1244400410023.880.540.85115.720.42表橫向水平地震作用用下⑦軸框架各層層柱端彎矩及及剪力計(jì)算表表中柱（B柱）層次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(B)/kNyMb(kN·m)Mu(kN·m)103.4217.4612500107005.921.20.448.8611.2793.44313.36125001070011.761.20.45182283.4634.216125001070017.291.20.4727.6331.1673.4822.616125001070022.431.20.538.1338.1363.4982.016125001070026.771.20.545.5145.5153.41118.256125001070030.491.20.551.8351.8343.41231.356125001070033.571.20.557.0757.0733.41319.756125001070035.981.20.561.1761.1723.41383.526125001070037.721.20.564.1264.1215.71424.1244400620036.161.850.61127.2981.38表橫向水平地震作用用下⑦軸框架各層層柱端彎矩及及剪力計(jì)算表表中柱（C柱）層次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(B)/kNyMb(kN·m)Mu(kN·m)103.4217.4612500182006.011.230.448.9911.4493.44313.36125001820011.81.230.4518.0522.0783.4634.216125001820017.41.230.4727.8131.3573.4822.616125001820022.521.230.538.2838.2863.4982.016125001820026.81.230.545.5645.5653.41118.256125001820030.611.230.552.0452.0443.41231.356125001820033.721.230.557.3257.3233.41319.756125001820036.101.230.561.3161.3123.41383.526125001820037.891.230.564.4164.4115.71424.1244400620036.631.890.61127.3681.43表橫向水平地震作用用下9軸框架各層層梁端彎矩、剪剪力計(jì)算表AB跨梁BC跨梁CD跨梁層次柱端帶分配彎矩之之和(kN·m))Mr/(kN·m)Mr/(kN·m)Vb/(kN)Ml/(kN·m)Mr/(kN·m)Vb/(kN)Ml/(kN·m)Mr/(kN·m)Vb/(kN)1011.446.6472.361.360.2060.56811.276.57.40.2266.912.851.58931.0612.656.3982.790.2060.56830.8617.6420.210.22612.477.023.25849.4519.5310.184.50.2060.56849.1628.0632.170.22620.731.165.32759.1625.8212.195.760.2060.56865.7633.641.40.22627.8913.376.88669.5333.1314.327.190.2060.56883.6439.4951.30.22634.0415.718.29576.0136.3715.847.910.2060.56897.3443.6858.760.22639.7317.389.52483.3942.617.189.060.2060.568108.947.3765.110.22645.2218.8510.68388.6743.8218.279.410.2060.568118.2450.3670.250.22646.520.0411.09292.7243.8719.19.530.2060.568125.2952.6674.140.22648.0620.9511.5195.7643.2319.739.530.2060.568145.554.3983.290.22650.6121.6412.04表橫向水平地震作用用下⑦軸框架各層層柱軸力計(jì)算算表AB跨梁端剪力BC跨梁端剪力CD跨梁端剪力邊柱A軸力邊柱B軸力邊柱C軸力中柱D軸力層次Vb/(kN)Vb/(kN)Vb/(kN)N/(kN)N/(kN)N/(kN)N/(kN)101.367.41.58-1.367.47.621.5892.2920.213.25-3.6520.2120.674.8384.532.175.32-8.1532.1732.9910.1575.7641.46.88-13.9141.442.5217.0367.1951.38.29-21.1051.352.425.3257.9158.769.52-29.0158.7660.3734.8449.0665.1110.68-38.0765.1166.7345.5239.4170.2511.09-47.4870.2571.9356.6129.5374.1411.5-57.0174.1476.1168.1119.5383.2912.04-66.5483.2985.580.15注：表中柱軸力中中的負(fù)號(hào)表示示拉力，當(dāng)為為左震作用時(shí)時(shí)，左側(cè)柱為為拉力，對(duì)應(yīng)應(yīng)的右側(cè)柱為為壓力。3．6風(fēng)荷載作用下內(nèi)力力分析3．6．1風(fēng)荷載作用下的位位移驗(yàn)算風(fēng)荷載作用下的層層間剪力及側(cè)側(cè)移計(jì)算結(jié)果果見(jiàn)表。由表可知，層間側(cè)側(cè)移最大值1/18669<[θe]=1/5550（滿足要求求）。3．6．2風(fēng)荷載作用下內(nèi)力力分析根據(jù)各樓層剪力及及柱的抗側(cè)剛剛度可求得分分配至各框架架柱的剪力，由于梁柱線剛度比值不大于3，所以采用D值法分析內(nèi)力。邊柱B、C的計(jì)算結(jié)果見(jiàn)表，中柱D的計(jì)算結(jié)果見(jiàn)表。由柱端剪力根據(jù)節(jié)點(diǎn)的彎矩平衡條件求得各梁端彎矩及梁端剪力，其結(jié)果見(jiàn)表3.6.4；再由節(jié)點(diǎn)力的平衡條件求得柱的軸力，其結(jié)果見(jiàn)表3.6.5。由風(fēng)荷載作用下的M、V、N圖見(jiàn)圖3.18、圖3.19、圖3.20。表風(fēng)荷載作用下框架架層間剪力及及側(cè)移計(jì)算層次FK/(kN)Vi/(kN)Di(A)/(kN/mm)Di(D)/(kN/mm)Di(B)/(kN/mm)Di(C)/(kN/mm)/(kN/m))Δui/(m)uT/(m)hi/(m)θe=Δui/hi130.7530.756500.006900.0016700.00018200.00048300.0000.000640.000643.401/5323225.5056.256500.006900.0016700.00018200.00048300.0000.001160.001803.401/2125325.5081.756500.006900.0016700.00018200.00048300.0000.001690.003503.401/2011425.50107.256500.006900.0016700.00018200.00048300.0000.002220.005723.401/1532525.50132.756500.006900.0016700.00018200.00048300.0000.002750.008473.401/1236625.50158.256500.006900.0016700.00018200.00048300.0000.003280.011743.401/1037725.50183.756500.006900.0016700.00018200.00048300.0000.003800.015553.401/894825.50209.256500.006900.0016700.00018200.00048300.0000.004330.019883.401/785925.50234.756500.006900.0016700.00018200.00048300.0000.004860.024743.401/7001034.88269.634000.004100.006200.006200.0020500.0000.013150.037895.701/434表風(fēng)荷載作用下9軸軸框架各層柱柱端彎矩及剪剪力計(jì)算表邊柱A層次hi/(m)Vi/(kNN)/(kN/m))Di(B)/(kN/mm)Vi(B)/(kN)yMb/(kN·m)Mu/(kN·m)103.4030.754830065004.140.320.162.2511.8293.4034.154830065004.600.320.314.8410.7883.4037.554830065005.050.320.366.1911.0073.4040.954830065005.510.320.407.4911.2463.4044.354830065005.970.320.418.3211.9753.4047.754830065006.430.320.459.8312.0243.4051.154830065006.880.320.4510.5312.8733.4054.554830065007.340.320.5012.4812.4823.4057.954830065007.800.320.5915.6410.8715.7063.6520500400012.420.490.7553.0917.70邊柱D層次hi/(m)Vi/(kN)/(kN/m))Di(D)/(kN/mm)Vi(C)/kNyMb/(kN·m)Mu/(kN·m)103.4030.754830069004.390.350.172.5412.4093.4034.154830069004.