【S大學(xué)教學(xué)樓的框架結(jié)構(gòu)設(shè)計(jì)計(jì)算（論文）19000字】

⑹施工場(chǎng)地周圍交通便利，基本上不會(huì)出現(xiàn)擁堵等情況；供建設(shè)使用的水電等情況良好，不會(huì)出現(xiàn)水電斷供等情況。2結(jié)構(gòu)布置2.1結(jié)構(gòu)方案與布置2.1.1結(jié)構(gòu)類型選擇教學(xué)樓采用鋼筋混凝土框架結(jié)構(gòu)，由建筑功能進(jìn)行梁、柱布置，選取一榀框架進(jìn)行結(jié)構(gòu)計(jì)算。2.1.2構(gòu)件截面尺寸估算1.樓板厚度單向板的跨厚比小于30，雙向板小于40跨厚比要求，板塊跨度為3600mm，計(jì)算板厚=3600/40=90.00mm。取板厚h=100mm；頂層板厚h=120mm。2.框架梁截面尺寸?=以橫向框架梁邊跨AB為例，計(jì)算框架梁高度和寬度，如下：?=取h=600mm；b=取b=300mm。以此類推，計(jì)算各跨和縱向框架梁尺寸，匯總結(jié)果見下表:表2.1框架梁尺寸匯總表框架梁

位置跨度

（mm）計(jì)算高度

(mm)實(shí)際取值

(mm)計(jì)算寬度

(mm)實(shí)際取值

(mm)b×h

(mm)AB7200480-900600200-300300300×600BC3600240-450500167-250300300×500CD7200480-900600200-300300300×600縱向梁3600240-450400133-200200200×4004）柱截面尺寸確定以B軸柱為例，過程如下：S=A=γ為內(nèi)力放大系數(shù)，取1.2；q為單層荷載，本式中取13kN/m2；μ為限制軸壓比，本框架結(jié)構(gòu)抗震等級(jí)為3級(jí)，按照規(guī)范，限制軸壓比取值為0.85框架柱為方形柱，則框架柱計(jì)算邊長(zhǎng)hc=315.91mm，取柱邊長(zhǎng)hc=500mm。對(duì)一榀框架的簡(jiǎn)圖進(jìn)行繪制，底層柱計(jì)算高度應(yīng)該自基礎(chǔ)頂面算起，底層柱計(jì)算高度=層高+室內(nèi)外高差+基礎(chǔ)頂面至室外地面的高度；其它層柱計(jì)算高度為層高，梁計(jì)算跨度為軸線間距離。根據(jù)建筑圖，室內(nèi)外高差為0.45m，假定基礎(chǔ)頂標(biāo)至室外地面距離為0.50m，底層計(jì)算高度為3.90+0.45+0.5=4.85m。一榀框架尺寸簡(jiǎn)圖如下：圖2.1一榀框架尺寸簡(jiǎn)圖2.2框架線剛度計(jì)算2.2.1框架柱線剛度計(jì)算以底層柱為例，計(jì)算柱線剛度以及相對(duì)線剛度，先計(jì)算線剛度，再以首層為基礎(chǔ)，計(jì)算其他層的相對(duì)線剛度：同理可得其他層計(jì)算結(jié)果：表2.2柱線剛度表層數(shù)高度

（m）截面尺寸

(b×h)Ec

（N/mm2）截面慣性矩Ic

（×109mm4）線剛度ib

（kN·m）相對(duì)

線剛度14.85500×500300005.2132216123.60500×500300005.21434031.3533.60500×500300005.21434031.3543.60500×500300005.21434031.352.2.2框架梁線剛度計(jì)算翼緣放大系數(shù)取2.0，以中間跨為例，對(duì)梁線剛度進(jìn)行計(jì)算：其它層線剛度同理：表2.3梁線剛度表跨數(shù)跨度L

（m）截面尺寸

(b×h)Ec

（N/mm2）截面慣性矩Ic

（×109mm4）線剛度ib

（kN·m）相對(duì)

線剛度AB7.2300×600300005.4450001.4BC3.6300×500300003.13521001.62CD7.2300×600300005.4450001.4圖2.2一榀框架計(jì)算簡(jiǎn)圖

表2.4屋面做法表做法厚度容重荷載SBS改性瀝青防水卷材屋面40230.92kN/m2隔離層+防水層0.80kN/m2水泥砂漿找平20200.40kN/m2水泥砂漿找坡20200.40kN/m2屋面保溫材料選用聚苯板0.19kN/m2鋼筋混凝土樓板120253.00kN/m2水泥砂漿粉底10200.20kN/m2合計(jì)5.91kN/m2表2.5樓面做法表做法厚度容重荷載10厚水磨石地面10250.25kN/m2水泥砂漿找平20200.40kN/m2素水泥漿一道0.20kN/m2鋼筋混凝土樓板100252.50kN/m2水泥砂漿粉底15200.30kN/m2合計(jì)3.65kN/m2表2.6活荷載標(biāo)準(zhǔn)值表荷載分類大小單位屋面荷載(不上人)0.50kN/m2普通樓面2.50kN/m2走廊3.50kN/m2雪荷載值:sk=1×0.45=0.45當(dāng)活荷載與雪荷載并存時(shí)，取兩者中最大值計(jì)算。2.3豎向荷載計(jì)算根據(jù)選擇的一品框架，按照45度線作為荷載傳遞分界線，畫出一榀框架平面板塊荷載傳遞圖，面積為129.6m2，如下：圖2.3一榀框架荷載傳遞簡(jiǎn)圖對(duì)荷載傳遞的不同情況，根據(jù)彎矩平衡，可以將三角形荷載和梯形荷載等代轉(zhuǎn)換為矩形荷載，具體計(jì)算方法如下：三角形荷載：q梯形荷載：q上式中，b為板塊短邊，l為板塊長(zhǎng)邊，q為板塊均布面荷載，α為梯形荷載分布系數(shù)，取0.5b/l。2.4恒載標(biāo)準(zhǔn)值計(jì)算1.A~B軸梁荷載計(jì)算1)屋面層q框架梁線荷載=3.792+18.949=22.7412)樓面層qq框架梁線荷載=3.95+11.703+7.08+2.04=24.7732.B~C軸梁荷載計(jì)算1)屋面層q框架梁線荷載=3.002+13.298=16.32)樓面層q框架梁線荷載=3.16+8.213=11.3733.C~D軸梁荷載計(jì)算1)屋面層q框架梁線荷載=3.792+18.949=22.7412)樓面層qq框架梁線荷載=3.95+11.703+7.08+2.04=24.773柱豎直方向集中荷載計(jì)算如下：4.墻體自重荷載計(jì)算1）外縱墻自重外縱墻自重有墻體自身、粉刷、外保溫的重量，存在門窗時(shí)，應(yīng)考慮門窗重量，如下：qqqGEQ2）內(nèi)縱墻自重q門=0.90×2.10qqGEQ5)A軸柱豎向集中荷載計(jì)算EQ1)頂層pppEQA軸柱集中荷載=20.23+16.4+23.94+0.99=61.56kN2)標(biāo)準(zhǔn)層ppEQ外縱墻自重計(jì)算：p4=36.36kNEQA軸柱集中荷載=36.36+17.21+14.78+1.04=69.39kNEQ6.B軸柱豎向集中荷載計(jì)算1）頂層板荷載：p梁自重：p粉刷自重：pB軸柱集中荷載=47.88+20.82+1.04=69.74kN2）標(biāo)準(zhǔn)層板荷載：p梁自重：p粉刷自重：p內(nèi)縱墻自重：pB軸柱集中荷載=EQ7.C軸柱豎向集中荷載計(jì)算本設(shè)計(jì)一榀框架，左右對(duì)稱，則C軸與B軸柱集中荷載一樣，過程如上，結(jié)果相同。EQ8.D軸柱豎向集中荷載計(jì)算同上。圖2.4恒載作用下荷載簡(jiǎn)圖2.5活載計(jì)算EQ1)A~B軸間框架梁頂層:q=2×標(biāo)準(zhǔn)層:q=2×EQ2)B~C軸間框架梁頂層:q=2×標(biāo)準(zhǔn)層:q=2×EQ3)C~D軸間框架梁頂層:q=2×標(biāo)準(zhǔn)層:q=2×EQ5)A軸柱豎向集中荷載計(jì)算頂層:p=2×標(biāo)準(zhǔn)層:p=2×5)B軸、C軸集中荷載計(jì)算，一榀框架中心對(duì)稱，計(jì)算過程及結(jié)果相同：頂層:p=標(biāo)準(zhǔn)層:p=EQ7)D軸柱豎向集中荷載計(jì)算一榀框架中心對(duì)稱，故D軸荷載與A軸相同。圖2.5活載作用下荷載簡(jiǎn)圖2.6風(fēng)荷載計(jì)算2.6.1風(fēng)荷載標(biāo)準(zhǔn)值墻面風(fēng)荷載計(jì)算公式如下：墻面等效集中荷載計(jì)算公式如下：F=ω為風(fēng)壓，h為上下層層高，L為柱網(wǎng)左右側(cè)跨度，查荷載規(guī)范，體型系數(shù)取1.3；基本風(fēng)壓0.45；風(fēng)壓高度系數(shù)按表8.2.1進(jìn)行插值計(jì)算；風(fēng)振系數(shù)1.0。首層高度自室外地面算起，為4.35m，每層作用范圍為上下一半，如下：A=F=表2.7風(fēng)荷載計(jì)算表層數(shù)z(m)μsβzμzω0(kN/m2)A(m2)F(kN)415.151.301.000.650.4510.804.11311.551.301.000.650.4512.964.9327.951.301.000.650.4512.964.9314.351.301.000.650.4514.315.44圖2.6風(fēng)荷載內(nèi)力圖2.6.2風(fēng)荷載位移計(jì)算EQ采用標(biāo)準(zhǔn)組合工況進(jìn)行位移計(jì)算(1).一榀框架側(cè)移剛度D側(cè)向剛度計(jì)算，根據(jù)嵌固情況，由一定區(qū)別,對(duì)于底層：α=對(duì)于一般層：α=各樓層側(cè)向剛度匯總見下表：表2.8側(cè)向剛度計(jì)算表層數(shù)KAαAKBαBKCαCKDαD11.400.5593.010.7013.010.7011.400.55921.040.3422.240.5282.240.5281.040.34231.040.3422.240.5282.240.5281.040.34241.040.3422.240.5282.240.5281.040.342一榀框架側(cè)向剛度：D=按上式計(jì)算側(cè)向剛度，結(jié)果如下：表2.9一榀框架側(cè)向剛度表Dj第A軸第B軸第C軸第D軸∑Dj1層918711521115219187414172層13744212192121913744699273層13744212192121913744699274層1374421219212191374469927表2.10一榀框架水平位移表樓層Fk.(kN)Vj(kN)∑D(kN/m)△uj(m)△uj/h44.114.11699270.000100.0000334.939.04699270.000100.0000324.9313.97699270.000200.0000615.4419.41414170.000500.00010層間位移角最大為0.00010,滿足規(guī)范層間位移角要求。2.7地震荷載標(biāo)準(zhǔn)值框架結(jié)構(gòu)質(zhì)量和剛度較為均勻，層高不超過抗震規(guī)范要求。故用底部剪力法進(jìn)行地震計(jì)算。2.7.1重力荷載代表值第4層女兒墻線荷載第三章中已計(jì)算，根據(jù)計(jì)算知：GEQ樓板自重：G板=18×5.91×1×3.6=382.968kNEQ梁自重：G框架梁=0.02×20+0.3×25EQ隔墻自重：G墻=26.38+36.36+EQ框架柱自重：G柱=25×4×0.5GEQ第4層重力荷載代表值：GEQ同理，對(duì)標(biāo)準(zhǔn)層重力荷載代表值進(jìn)行計(jì)算：GGG底層：GGG圖2.7重力荷載代表值圖2.7.2框架自振周期采取底部剪力法方式計(jì)算地震作用力：△表2.11框架假想位移計(jì)算表層號(hào)Gi(kN)∑Gi(kN)Di△μi(m)μi(m)4690690699270.00990.133537421431699270.02050.123627422173699270.03110.103118072980414170.07200.0720考慮隔墻影響的折減α0取值0.65。計(jì)算自振周期：2.7.3水平地震作用結(jié)合任務(wù)書和抗震規(guī)范，設(shè)防烈度為7度，2類場(chǎng)地，第1組，查抗規(guī)：EQ總水平地震剪力作用標(biāo)準(zhǔn)值：EQ由于T1=0.4≤1.4Tg=0.49.故無(wú)需考慮頂部附加地震作用δn=0EQ頂部附加水平地震作用：△EQ各質(zhì)點(diǎn)水平地震作用計(jì)算公式：EQ對(duì)各層地震剪力進(jìn)行計(jì)算，如下：表2.12樓層地震剪力計(jì)算表層號(hào)hi(m)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)43.6015.65690107980.36164.8764.8733.6012.0574289410.29953.73118.6023.608.4574262700.21037.73156.3314.854.8580739140.13123.54179.87圖2.8地震荷載作用下水平力簡(jiǎn)圖2.7.4地震作用變形計(jì)算EQ地震作用屬于水平作用，采用側(cè)向剛度計(jì)算層間位移，計(jì)算如下：表2.13結(jié)構(gòu)層間位移表層號(hào)Vi(kN)∑Di(N/m)△μi(mm)hi(m)△μi/hi464.87699270.00093.600.00033118.60699270.00173.600.00052156.33699270.00223.600.00061179.87414170.00434.850.0009

2.8恒載計(jì)算2.8.1節(jié)點(diǎn)分配系數(shù)一榀框架節(jié)點(diǎn)編號(hào)如下：圖2.9一榀框架節(jié)點(diǎn)圖某桿件的分配系數(shù)即為桿件線剛度占該節(jié)點(diǎn)處所有桿件線剛度的比例，以1號(hào)節(jié)點(diǎn)為例，求1號(hào)節(jié)點(diǎn)處分配系數(shù)：μμ同理，計(jì)算其他節(jié)點(diǎn)處彎矩分配系數(shù)，繪圖如下：圖2.10彎矩分配系數(shù)圖2.8.2彎矩計(jì)算框架梁的固端彎矩計(jì)算公式如下：M以頂層為例，按上式計(jì)算梁固端彎矩：MMM其它層計(jì)算同理，各層固端彎矩見表：表2.14梁端彎矩表梁端彎矩梁AB梁BC梁CD4-98.241-17.604-98.2413-107.019-12.283-107.0192-107.019-12.283-107.0191-107.019-12.283-107.0192.8.3恒載內(nèi)力計(jì)算根據(jù)前面計(jì)算固端彎矩，使用Excel表進(jìn)行彎矩二次分配計(jì)算，過程如下：表2.15恒載彎矩二次分配表圖2.11恒載框架彎矩圖均布荷載下梁柱端剪力計(jì)算方式如下：VV計(jì)算結(jié)果見下圖：圖2.12恒載作用下剪力圖一榀框架軸力計(jì)算公式：N上式中，P為傳至柱上的集中力，V為柱節(jié)點(diǎn)兩側(cè)的剪力差，考慮柱自重，結(jié)果見下圖圖2.13恒載作用下軸力圖2.9活載計(jì)算2.9.1活載梁端彎矩計(jì)算活載計(jì)算方法同恒載，計(jì)算結(jié)果如下：表2.16梁端活載彎矩表梁端彎矩梁AB梁BC梁CD第4層-6.912-1.210-6.912第3層-34.646-8.510-34.646第2層-34.646-8.510-34.646第1層-34.646-8.510-34.646EQ活荷載彎矩二次分配法計(jì)算：表2.17活荷載彎矩二次分配表圖2.14活載作用下彎矩圖活載柱端剪力與梁端剪力計(jì)算公式：VV計(jì)算結(jié)果如下：圖2.15活載作用下剪力圖軸力計(jì)算公式：N圖2.16活載作用下軸力圖2.10雪荷載計(jì)算EQ根據(jù)荷載設(shè)計(jì)規(guī)范及建設(shè)地點(diǎn)，雪荷載標(biāo)準(zhǔn)值Sk=0.45kN/mm2EQ雪荷載為活荷載，僅作用于屋面即頂層，梁端彎矩計(jì)算如下：MMM2.11風(fēng)荷載內(nèi)力計(jì)算風(fēng)荷載內(nèi)力計(jì)算采用D值法（改進(jìn)的反彎點(diǎn)法），柱水平力分配按照柱側(cè)向剛度與總側(cè)向剛度比值系數(shù)進(jìn)行分配，即：一榀框架各層柱反彎點(diǎn)計(jì)算如下：表2.18A軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)43.601.040.350.000.000.000.351.2633.601.040.450.000.000.000.451.6223.601.040.450.000.000.000.451.6214.851.400.580.000.000.000.582.81表2.19B軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)43.602.240.410.000.000.000.411.4833.602.240.460.000.000.000.461.6623.602.240.500.000.000.000.501.8014.853.010.550.000.000.000.552.67表2.30C軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)43.602.240.410.000.000.000.411.4833.602.240.460.000.000.000.461.6623.602.240.500.000.000.000.501.8014.853.010.550.000.000.000.552.67表2.31D軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)43.601.040.350.000.000.000.351.2633.601.040.450.000.000.000.451.6223.601.040.450.000.000.000.451.6214.851.400.580.000.000.000.582.81EQ對(duì)梁、柱彎矩進(jìn)行計(jì)算，計(jì)算過程見下表MM中柱：MM邊柱：M表2.32A軸梁柱節(jié)點(diǎn)彎矩層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)44.1113744699270.200.821.261.921.031.9239.0413744699270.201.811.623.582.934.61213.9713744699270.202.791.625.524.528.45119.419187414170.224.272.818.7013.22表2.33B軸梁柱節(jié)點(diǎn)彎矩層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)44.1121219699270.301.231.482.611.821.211.4039.0421219699270.302.711.665.274.493.293.80213.9721219699270.304.191.807.547.545.586.45119.4111521414170.285.432.6711.8514.488.9910.40表2.34C軸梁柱節(jié)點(diǎn)彎矩層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)44.1121219699270.301.231.482.611.821.401.2139.0421219699270.302.711.665.274.493.803.29213.9721219699270.304.191.807.547.546.455.58119.4111521414170.285.432.6711.8514.4810.408.99表2.35D軸梁柱節(jié)點(diǎn)彎矩層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)44.1113744699270.200.821.261.921.031.9239.0413744699270.201.811.623.582.934.61213.9713744699270.202.791.625.524.528.45119.419187414170.224.272.818.7013.22圖2.17風(fēng)荷載作用下彎矩圖水平荷載作用下，由力的平衡條件，可知，梁端剪力可通過梁端彎矩求解，公式如下：VM為梁端彎矩，L為框架梁跨度。圖2.18風(fēng)荷載作用下剪力圖圖2.19風(fēng)荷載作用下軸力圖2.12地震作用內(nèi)力計(jì)算采用D值法進(jìn)行計(jì)算，計(jì)算方式同風(fēng)荷載，彎矩計(jì)算如下：表2.36A軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)464.8713744699270.2012.970.3530.3516.3430.353118.6013744699270.2023.720.4546.9738.4363.312156.3313744699270.2031.270.4561.9150.66100.341179.879187414170.2239.570.5880.60111.31131.26表2.37B軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)464.8721219699270.3019.460.4141.3328.7219.1522.183118.6021219699270.3035.580.4669.1758.9245.3752.522156.3321219699270.3046.900.5084.4284.4266.4376.911179.8711521414170.2850.360.55109.91134.3490.06104.27表2.38C軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)464.8721219699270.3019.460.4141.3328.7222.1819.153118.6021219699270.3035.580.4669.1758.9252.5245.372156.3321219699270.3046.900.5084.4284.4276.9166.431179.8711521414170.2850.360.55109.91134.34104.27表2.39D軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)464.8713744699270.2012.970.3530.3516.3430.353118.6013744699270.2023.720.4546.9738.4363.312156.3313744699270.2031.270.4561.9150.66100.341179.879187414170.2239.570.5880.60111.31圖2.30地震荷載作用下彎矩簡(jiǎn)圖圖2.31地震荷載作用下剪力簡(jiǎn)圖圖2.32地震荷載作用下軸力簡(jiǎn)圖

內(nèi)力組合形式如下：內(nèi)力組合1：S內(nèi)力組合2：S地震內(nèi)力組合：S2.13彎矩調(diào)幅根據(jù)混凝土設(shè)計(jì)規(guī)范，對(duì)一榀框架豎向荷載進(jìn)行彎矩調(diào)幅，調(diào)幅系數(shù)β取0.85，計(jì)算公式如下：梁兩端調(diào)幅公式：M跨中彎矩不小于同荷載條件下簡(jiǎn)支梁跨中彎矩的一半。對(duì)一榀框架進(jìn)行調(diào)幅后，結(jié)果見下表：表2.40恒載作用下彎矩調(diào)幅表樓層梁跨調(diào)幅前彎矩調(diào)幅

系數(shù)M0/2調(diào)幅后彎矩梁左跨中梁右梁左跨中梁右4AB-63.5371.48-88.230.9073.68-57.1879.07-79.41BC-43.24-16.83-43.240.9013.20-38.9213.20-38.92CD-88.2371.48-63.530.9073.68-79.4179.07-57.183AB-92.4064.28-100.090.9080.26-83.1680.26-90.08BC-27.96-9.54-27.960.909.21-25.169.21-25.16CD-100.0964.28-92.400.9080.26-90.0880.26-83.162AB-90.7565.18-99.950.9080.26-81.6880.26-89.95BC-28.12-9.70-28.120.909.21-25.319.21-25.31CD-99.9565.18-90.750.9080.26-89.9580.26-81.681AB-81.4271.70-96.230.9080.26-73.2880.58-86.61BC-33.56-15.14-33.560.909.21-30.209.21-30.20CD-96.2371.70-81.420.9080.26-86.6180.58-73.28表2.41活載作用下彎矩調(diào)幅表樓層梁跨調(diào)幅前彎矩調(diào)幅

系數(shù)M0/2調(diào)幅后彎矩梁左跨中梁右梁左跨中梁右AB-6.743.53-6.930.905.18-6.075.18-6.24BC-2.17-0.36-2.170.900.91-1.950.91-1.95CD-6.933.53-6.740.905.18-6.245.18-6.07AB-27.4621.85-32.770.9025.98-24.7125.98-29.49BC-13.80-1.03-13.800.906.38-12.426.38-12.42CD-32.7721.85-27.460.9025.98-29.4925.98-24.71AB-29.0120.78-33.360.9025.98-26.1125.98-30.02BC-13.13-0.36-13.130.906.38-11.826.38-11.82CD-33.3620.78-29.010.9025.98-30.0225.98-26.11AB-25.9922.79-32.370.9025.98-23.3925.98-29.13BC-14.67-1.90-14.670.906.38-13.206.38-13.20CD-32.3722.79-25.990.9025.98-29.1325.98-23.39將調(diào)幅后結(jié)果繪圖如下：圖2.33調(diào)幅后恒載下彎矩圖圖2.34調(diào)幅后活載下彎矩圖2.14柱內(nèi)力組合表2.42A軸柱內(nèi)力組合層數(shù)截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4柱頂M-63.53-6.741.92-1.9230.35-30.35-90.97-94.43-86.79-92.55-40.82-119.73-119.73-94.43N140.007.75-0.430.43-6.886.88193.24194.01189.49190.78163.71181.59181.59194.01柱底M49.4211.72-1.031.03-16.3416.3480.9082.7575.0178.1045.0987.5887.5882.75N162.507.75-0.430.43-6.886.88222.49223.26218.74220.03190.71208.59208.59223.263柱頂M-42.91-15.723.58-3.5846.97-46.97-76.14-82.59-66.92-77.660.14-121.99-121.99-82.59N320.0046.00-1.531.53-21.9721.97483.62486.38462.01466.59383.04440.16440.16486.38柱底M44.5014.22-2.932.93-38.4338.4376.5481.8268.3977.1811.97111.89111.8981.82N342.5046.00-1.531.53-21.9721.97512.87515.63491.26495.84410.04467.16467.16515.632柱頂M-46.16-14.765.52-5.5261.91-61.91-77.18-87.12-67.23-83.7916.23-144.73-144.73-87.12N499.8084.39-3.483.48-45.1345.13773.19779.46733.13743.57591.72709.06709.06779.46柱底M54.2417.35-4.524.52-50.6650.6692.47100.6181.9595.519.64141.36141.36100.61N522.3084.39-3.483.48-45.1345.13802.44808.71762.38772.82618.72736.06736.06808.711柱頂M-27.17-8.648.70-8.7080.60-80.60-40.45-56.11-31.34-57.4466.99-142.57-142.57-56.11N678.82122.50-6.566.56-75.8775.871060.311072.121001.251020.93789.45986.72986.721072.12柱底M13.594.32-12.0112.01-111.31111.3113.3434.964.1940.22-125.80163.60163.6034.96N709.13122.50-6.566.56-75.8775.871099.721111.521040.651060.33825.831023.091023.091111.52表2.43B軸柱內(nèi)力組合層數(shù)截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4柱頂M44.994.762.61-2.6141.33-41.3367.9863.2867.4059.57110.573.11110.5763.28N184.3811.85-0.350.35-5.445.44257.15257.78251.61252.66221.29235.44221.29257.78柱底M-36.71-8.38-1.821.82-28.7228.72-61.93-58.65-59.25-53.79-86.42-11.74-86.42-58.65N206.8811.85-0.350.35-5.445.44286.40287.03280.86281.91248.29262.44248.29287.033柱頂M35.4310.585.27-5.2769.17-69.1766.6757.1965.0749.26138.78-41.06138.7857.19N396.5079.94-1.361.36-19.5319.53634.14636.58597.35601.43498.38549.15498.38636.58柱底M-35.56-10.02-4.494.49-58.9258.92-65.30-57.22-63.48-50.01-125.2827.91-125.28-57.22N419.0079.94-1.361.36-19.5319.53663.39665.83626.60630.68525.38576.15525.38665.832柱頂M36.2710.217.54-7.5484.42-84.4269.2555.6869.1846.56159.40-60.10159.4055.68N608.83147.90-2.992.99-39.1039.101010.641016.02942.29951.26768.51870.17768.511016.02柱底M-40.75-11.48-7.547.54-84.4284.42-76.98-63.41-76.34-53.72-165.5353.96-165.53-63.41N631.33147.90-2.992.99-39.1039.101039.891045.27971.54980.51795.51897.17795.511045.271柱頂M22.036.2611.85-11.85109.91-109.9148.6927.3652.9917.44173.08-112.69173.0827.36N821.94216.14-5.695.69-66.2966.291387.611397.851286.931304.001029.841202.191029.841397.85柱底M-11.02-3.13-14.4814.48-134.34134.34-32.05-5.99-39.334.11-189.74159.54-189.74-5.99N852.25216.14-5.695.69-66.2966.291427.011437.261326.341343.411066.211238.561066.211437.26表2.44C軸柱內(nèi)力組合層數(shù)截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4柱頂M-44.99-4.762.61-2.6141.33-41.33-63.28-67.98-59.57-67.40-3.11-110.57-110.57-63.28N184.3811.850.35-0.355.44-5.44257.78257.15252.66251.61235.44221.29221.29257.78柱底M36.718.38-1.821.82-28.7228.7258.6561.9353.7959.2511.7486.4286.4258.65N206.8811.850.35-0.355.44-5.44287.03286.40281.91280.86262.44248.29248.29287.033柱頂M-35.43-10.585.27-5.2769.17-69.17-57.19-66.67-49.26-65.0741.06-138.78-138.78-57.19N396.5079.941.36-1.3619.53-19.53636.58634.14601.43597.35549.15498.38498.38636.58柱底M35.5610.02-4.494.49-58.9258.9257.2265.3050.0163.48-27.91125.28125.2857.22N419.0079.941.36-1.3619.53-19.53665.83663.39630.68626.60576.15525.38525.38665.832柱頂M-36.27-10.217.54-7.5484.42-84.42-55.68-69.25-46.56-69.1860.10-159.40-159.40-55.68N608.83147.902.99-2.9939.10-39.101016.021010.64951.26942.29870.17768.51768.511016.02柱底M40.7511.48-7.547.54-84.4284.4263.4176.9853.7276.34-53.96165.53165.5363.41N631.33147.902.99-2.9939.10-39.101045.271039.89980.51971.54897.17795.51795.511045.271柱頂M-22.03-6.2611.85-11.85109.91-109.91-27.36-48.69-17.44-52.99112.69-173.08-173.08-27.36N821.94216.145.69-5.6966.29-66.291397.851387.611304.001286.931202.191029.841029.841397.85柱底M11.023.13-14.4814.48-134.34134.345.9932.05-4.1139.33-159.54189.74189.745.99N852.25216.145.69-5.6966.29-66.291437.261427.011343.411326.341238.561066.211066.211437.26表2.45D軸柱內(nèi)力組合層數(shù)截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4柱頂M63.536.741.92-1.9230.35-30.3594.4390.9792.5586.79119.7340.82119.7394.43N140.007.750.43-0.436.88-6.88194.01193.24190.78189.49181.59163.71181.59194.01柱底M-49.42-11.72-1.031.03-16.3416.34-82.75-80.90-78.10-75.01-87.58-45.09-87.58-82.75N162.507.750.43-0.436.88-6.88223.26222.49220.03218.74208.59190.71208.59223.263柱頂M42.9115.723.58-3.5846.97-46.9782.5976.1477.6666.92121.99-0.14121.9982.59N320.0046.001.53-1.5321.97-21.97486.38483.62466.59462.01440.16383.04440.16486.38柱底M-44.50-14.22-2.932.93-38.4338.43-81.82-76.54-77.18-68.39-111.89-11.97-111.89-81.82N342.5046.001.53-1.5321.97-21.97515.63512.87495.84491.26467.16410.04467.16515.632柱頂M46.1614.765.52-5.5261.91-61.9187.1277.1883.7967.23144.73-16.23144.7387.12N499.8084.393.48-3.4845.13-45.13779.46773.19743.57733.13709.06591.72709.06779.46柱底M-54.24-17.35-4.524.52-50.6650.66-100.61-92.47-95.51-81.95-141.36-9.64-141.36-100.61N522.3084.393.48-3.4845.13-45.13808.71802.44772.82762.38736.06618.72736.06808.711柱頂M27.178.648.70-8.7080.60-80.6056.1140.4557.4431.34142.57-66.99142.5756.11N678.82122.506.56-6.5675.87-75.871072.121060.311020.931001.25986.72789.45986.721072.12柱底M-13.59-4.32-12.0112.01-111.31111.31-34.96-13.34-40.22-4.19-163.60125.80-163.60-34.96N709.13122.506.56-6.5675.87-75.871111.521099.721060.331040.651023.09825.831023.091111.52由公式：V以A軸底層為例，計(jì)算一榀框架柱剪力，并進(jìn)行匯總：A軸:表2.46框架柱剪力表柱號(hào)層數(shù)恒載

SGK活載

SQK左風(fēng)

SWK右風(fēng)

SWK左震

SEK右震

SEK1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重+1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震A431.375.13-0.820.82-12.9712.9747.7449.2144.9447.4023.8657.5857.58324.288.32-1.811.81-23.7223.7242.4245.6737.5943.023.2964.9664.96227.898.92-2.792.79-31.2731.2747.1352.1541.4449.81-1.8379.4779.4718.402.67-4.274.27-39.5739.5711.0818.777.3220.13-39.7663.1263.12B4-22.69-3.65-1.231.23-19.4619.46-36.08-33.87-35.17-31.48-54.72-4.12-54.723-19.72-5.72-2.712.71-35.5835.58-36.65-31.78-35.71-27.58-73.3519.16-73.352-21.39-6.02-4.194.19-46.9046.90-40.61-33.07-40.41-27.84-90.2531.69-90.251-6.81-1.94-5.435.43-50.3650.36-16.65-6.88-19.03-2.75-74.8056.13-74.80C422.693.65-1.231.23-19.4619.4633.8736.0831.4835.174.1254.7254.72319.725.72-2.712.71-35.5835.5831.7836.6527.5835.71-19.1673.3573.35221.396.02-4.194.19-46.9046.9033.0740.6127.8440.41-31.6990.2590.2516.811.94-5.435.43-50.3650.366.8816.652.7519.03-56.1374.8074.80D4-31.37-5.13-0.820.82-12.9712.97-49.21-47.74-47.40-44.94-57.58-23.86-57.583-24.28-8.32-1.811.81-23.7223.72-45.67-42.42-43.02-37.59-64.96-3.29-64.962-27.89-8.92-2.792.79-31.2731.27-52.15-47.13-49.81-41.44-79.471.83-79.471-8.40-2.67-4.274.27-39.5739.57-18.77-11.08-20.13-7.32-63.1239.76-63.122.15梁內(nèi)力組合對(duì)框架梁的內(nèi)力進(jìn)行組合，組合過程以及設(shè)計(jì)值見下表：表2.474層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-57.18-6.071.92-1.9230.35-30.35-81.71-85.17-77.83-83.59-32.80-111.71-111.71V78.445.73-0.430.43-6.886.88110.18110.95107.34108.6388.62106.51106.51右端M-79.41-6.24-1.211.21-19.1519.15-113.68-111.50-111.60-107.97-123.93-74.14-123.93V-85.30-5.79-0.430.43-6.886.88-119.96-119.19-117.61-116.32-114.78-96.89-114.78BC左端M-38.92-1.951.40-1.4022.18-22.18-52.26-54.78-50.54-54.74-19.04-76.71-76.71V29.342.02-0.780.78-12.3212.3240.4741.8739.0941.4320.4052.4452.44右端M-38.92-1.95-1.401.40-22.1822.18-54.78-52.26-54.74-50.54-76.71-19.04-76.71V-29.34-2.02-0.780.78-12.3212.32-41.87-40.47-41.43-39.09-52.44-20.40-52.44CD左端M-79.41-6.241.21-1.2119.15-19.15-111.50-113.68-107.97-111.60-74.14-123.93-123.93V85.305.79-0.430.43-6.886.88119.19119.96116.32117.6196.89114.78114.78右端M-57.18-6.07-1.921.92-30.3530.35-85.17-81.71-83.59-77.83-111.71-32.80-111.71V-78.44-5.73-0.430.43-6.886.88-110.95-110.18-108.63-107.34-106.51-88.62-106.51AB跨中M79.075.180.000.000.000.00110.56110.56108.23108.2381.6681.66110.56BCM13.200.910.000.000.000.0018.5218.5218.1218.1213.6513.6518.52CDM79.075.180.000.000.000.00110.56110.56108.23108.2381.6681.66110.56表2.483層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-83.16-24.714.61-4.6163.31-63.31-141.02-149.32-127.14-140.97-32.32-196.92-196.92V88.1128.13-1.101.10-15.0915.09155.75157.73142.43145.73102.99142.23142.23右端M-90.08-29.49-3.293.29-45.3745.37-164.30-158.38-153.00-143.13-184.77-66.81-184.77V-90.25-29.61-1.101.10-15.0915.09-162.73-160.75-150.07-146.77-145.68-106.45-145.68BC左端M-25.16-12.423.80-3.8052.52-52.52-47.92-54.76-40.05-51.4530.63-105.92-105.92V20.4714.18-2.112.11-29.1829.1845.9849.7838.3344.66-4.8671.0171.01右端M-25.16-12.42-3.803.80-52.5252.52-54.76-47.92-51.45-40.05-105.9230.63-105.92V-20.47-14.18-2.112.11-29.1829.18-49.78-45.98-44.66-38.33-71.014.86-71.01CD左端M-90.08-29.493.29-3.2945.37-45.37-158.38-164.30-143.13-153.00-66.81-184.77-184.77V90.2529.61-1.101.10-15.0915.09160.75162.73146.77150.07106.45145.68145.68右端M-83.16-24.71-4.614.61-63.3163.31-149.32-141.02-140.97-127.14-196.92-32.32-196.92V-88.11-28.13-1.101.10-15.0915.09-157.73-155.75-145.73-142.43-142.23-102.99-142.23AB跨中M80.2625.980.000.000.000.00143.31143.31131.62131.6293.2593.25143.31BCM9.216.380.000.000.000.0021.5421.5418.6718.6712.4012.4021.54CDM80.2625.980.000.000.000.00143.31143.31131.62131.6293.2593.25143.31表2.492層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-81.68-26.118.45-8.45100.34-100.34-137.74-152.95-120.92-146.2716.76-244.12-244.12V87.9128.27-1.951.95-23.1623.16154.93158.44141.04146.8992.35152.56152.56右端M-89.95-30.02-5.585.58-66.4366.43-166.99-156.94-156.83-140.09-212.31-39.59-212.31V-90.46-29.48-1.951.95-23.1623.16-163.57-160.06-151.48-145.63-156.35-96.13-156.35BC左端M-25.31-11.826.45-6.4576.91-76.91-44.83-56.44-35.64-54.9962.52-137.45-137.45V20.4714.18-3.583.58-42.7342.7344.6651.1036.1346.87-22.4888.6288.62右端M-25.31-11.82-6.456.45-76.9176.91-56.44-44.83-54.99-35.64-137.4562.52-137.45V-20.47-14.18-3.583.58-42.7342.73-51.10-44.66-46.87-36.13-88.6222.48-88.62CD左端M-89.95-30.025.58-5.5866.43-66.43-156.94-166.99-140.09-156.83-39.59-212.31-212.31V90.4629.48-1.951.95-23.1623.16160.06163.57145.63151.4896.13156.35156.35右端M-81.68-26.11-8.458.45-100.34100.34-152.95-137.74-146.27-120.92-244.1216.76-244.12V-87.91-28.27-1.951.95-23.1623.16-158.44-154.93-146.89-141.04-152.56-92.35-152.56AB跨中M80.2625.980.000.000.000.00143.31143.31131.62131.6293.2593.25143.31BCM9.216.380.000.000.000.0021.5421.5418.6718.6712.4012.4021.54CDM80.2625.980.000.000.000.00143.31143.31131.62131.6293.2593.25143.31表2.501層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-73.28-23.3913.22-13.22131.26-131.26-118.45-142.25-99.99-139.6568.67-272.61-272.61V87.1327.99-3.083.08-30.7430.74152.48158.03138.04147.2881.39161.31161.31右端M-86.61-29.13-8.998.99-90.0690.06-164.38-148.20-156.66-129.69-238.49-4.33-238.49V-91.24-29.76-3.083.08-30.7430.74-166.02-160.48-154.48-145.24-167.31-87.38-167.31BC左端M-30.20-13.2010.40-10.40104.27-104.27-49.70-68.42-37.52-68.7291.39-179.71-179.71V20.4714.18-5.785.78-57.9357.9342.6853.0832.8350.17-42.24108.38108.38右端M-30.20-13.20-10.4010.40-104.27104.27-68.42-49.70-68.72-37.52-179.7191.39-179.71V-20.47-14.18-5.785.78-57.9357.93-53.08-42.68-50.17-32.83-108.3842.24-108.38CD左端M-86.61-29.138.99-8.9990.06-90.06-148.20-164.38-129.69-156.66-4.33-238.49-238.49V91.2429.76-3.083.08-30.7430.74160.48166.02145.24154.4887.38167.31167.31右端M-73.28-23.39-13.2213.22-131.26131.26-142.25-118.45-139.65-99.99-272.6168.67-272.61V-87.13-27.99-3.083.08-30.7430.74-158.03-152.48-147.28-138.04-161.31-81.39-161.31AB跨中M80.5825.980.000.000.000.00143.72143.72132.03132.0393.5793.57143.72BCM9.216.380.000.000.000.0021.5421.5418.6718.6712.4012.4021.54CDM80.5825.980.000.000.000.00143.72143.72132.03132.0393.5793.57143.722.16梁截面設(shè)計(jì)邊緣彎矩計(jì)算如下：MEQ其中，Mb為控制截面內(nèi)力；EQHc為柱截面高度；Mb1為柱中處梁端彎矩；q為梁上作用的均布作用荷載。以第4層左跨為例，對(duì)梁端彎矩計(jì)算示意:同理，對(duì)一榀框架進(jìn)行計(jì)算，匯總見下表：表2.51梁支座彎矩表位置層數(shù)支座M剪力Vb(m)M(kN.m)位置層數(shù)支座M剪力Vb(m)M(kN.m)A右4-111.71106.510.50-85.08B左4-123.93-114.780.50-95.243-196.92142.230.50-161.363-184.77-145.680.50-148.352-244.12152.560.50-205.982-212.31-156.350.50-173.221-272.61161.310.50-232.281-238.49-167.310.50-196.66B右4-76.7152.440.50-63.60C左4-76.71-52.440.50-63.603-105.9271.010.50-88.173-105.92-71.010.50-88.172-137.4588.620.50-115.292-137.45-88.620.50-115.291-179.71108.380.50-152.621-179.71-108.380.50-152.62C右4-123.93114.780.50-95.24D左4-111.71-106.510.50-85.083-184.77145.680.50-148.353-196.92-142.230.50-161.362-212.31156.350.50-173.222-244.12-152.560.50-205.981-238.49167.310.50-196.661-272.61-161.310.50-232.282.16.1梁正截面設(shè)計(jì)第4層：梁AB，左端彎矩M=-85.08kN.m。αξ=1?AρA實(shí)配鋼筋220，實(shí)配鋼筋面積628mm2?？缰袕澗豈=110.56kN.m，αξ=1?AρA實(shí)配鋼筋320，實(shí)配鋼筋面積943mm2。右端彎矩M=-95.24kN.m。αξ=1?AρA實(shí)配鋼筋220，實(shí)配鋼筋面積628mm2。梁BC，左端彎矩M=-63.6kN.m。αξ=1?AρA實(shí)配鋼筋220，實(shí)配鋼筋面積628mm2?？缰袕澗豈=18.52kN.m，αξ=1?AρA實(shí)配鋼筋220，實(shí)配鋼筋面積628mm2。右端彎矩M=-63.6kN.m。αξ=1?AρA實(shí)配鋼筋220，實(shí)配鋼筋面積628mm2。梁CD，左端彎矩M=-95.24kN.m。αξ=1?AρA實(shí)配鋼筋220，實(shí)配鋼筋面積628mm2?？缰袕澗豈=110.56kN.m，αξ=1?AρA實(shí)配鋼筋320，實(shí)配鋼筋面積943mm2。右端彎矩M=-85.08kN.m。αξ=1?AρA實(shí)配鋼筋220，實(shí)配鋼筋面積628mm2。表2.52梁內(nèi)力配筋表截面計(jì)算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端4層M/(kN.m)-85.08110.56-95.24-63.6018.52-63.60-95.24110.56-85.08αs0.0500.0800.0500.0500.0200.0500.0500.0800.050ξ0.0510.0830.0510.0510.0200.0510.0510.0830.051計(jì)算面積As343.4558.8343.4282.6110.8282.6343.4558.8343.4Amin450450450375375375450450450實(shí)配鋼筋220320220220220220220320220實(shí)配面積628943628628628628628943628配筋率ρ(%)0.350.520.350.420.420.420.350.520.35表2.53梁內(nèi)力配筋表截面計(jì)算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端3層M/(kN.m)-161.36143.31-148.35-88.1721.54-88.17-148.35143.31-161.36αs0.0900.1000.0800.0700.0200.0700.