某學(xué)院網(wǎng)絡(luò)信息中心建筑及結(jié)構(gòu)設(shè)計畢業(yè)設(shè)計說明書

摘要-98-第一章建筑設(shè)計1.1畢業(yè)設(shè)計任務(wù)書1.1.1題目山鋁職業(yè)學(xué)院網(wǎng)絡(luò)信息中心建筑及結(jié)構(gòu)設(shè)計1.1.2建筑地址淄博市1.1.3設(shè)計條件主要設(shè)計技術(shù)指標(biāo)與參數(shù)：1．建筑物建于淄博市內(nèi)。2．使用要求及方案平面布置圖：另見指導(dǎo)書3．地震設(shè)防烈度：7度，場地為II類。4．自然氣候條件：基本風(fēng)壓0.4KN/m2；基本雪壓0.45KN/m25．結(jié)構(gòu)類型：框架結(jié)構(gòu)1.2工程概況山鋁職業(yè)學(xué)院網(wǎng)絡(luò)信息中心建筑及結(jié)構(gòu)設(shè)計，設(shè)計要求建筑總面積約4714.20m2，建筑層數(shù)5層，首層高為3.6m，2～5層結(jié)構(gòu)形式為鋼筋混凝土框架結(jié)構(gòu)。建筑物所在地區(qū)抗震設(shè)防烈度為7度，2類建筑場地，設(shè)計地震分組為第一組?；撅L(fēng)壓為0.40KN/m2，地面粗糙度為B類。1.3建筑平面圖(除屋頂平面圖外)是用一個假想的水平剖切圖，在房屋的窗臺上方剖開整棟房屋，移去剖切面上面的部分，將留下部分向水平投影面投影所得到的水平剖視圖。建筑平面圖包含被剖切到的斷面、可見的建筑配件的設(shè)置情況。它是墻體砌筑、門窗安裝和室內(nèi)裝修的重要依據(jù)。底層地面需反映出室外臺階、散水(或明溝)等，其他各層除應(yīng)表示本層情況外，還需反映出下一層平面圖未反映的可見建筑物構(gòu)件。1.4建筑立面圖它是房間各個方向的外墻面以及按投影方向可見的構(gòu)配件的正投影圖。有定位軸線的建筑物，宜根據(jù)兩端定位軸線號編注立面圖名稱。建筑物立面是用來反映房屋的體型和外貌、門窗形式和位置、墻面裝飾材料等的圖樣。1.5建筑剖面圖它是假想用一個垂直于橫向或縱向軸線的豎直平面剖切房屋所得正投影圖，反映門窗洞口及窗口高度以及簡要的結(jié)構(gòu)形式和構(gòu)造方式等情況。剖切面的剖切位置，應(yīng)選在能反映房間全貌構(gòu)造特征以及有代表性的部位，一般應(yīng)顯示樓梯，并在底層平面圖中表示。具體設(shè)計圖詳細(xì)見附錄中的建筑圖。第二章結(jié)構(gòu)設(shè)計說明第二章結(jié)構(gòu)設(shè)計說明2.1結(jié)構(gòu)設(shè)計方案及布置鋼筋混凝土框架結(jié)構(gòu)是由梁，柱通過節(jié)點連接組成的承受豎向荷載和水平荷載的結(jié)構(gòu)體系。墻體只給圍護(hù)和隔斷作用。框架結(jié)構(gòu)具有建筑平面布置靈活，室內(nèi)空間大等優(yōu)點，廣泛應(yīng)用于電子、輕工、食品、化工等多層廠房和住宅、辦公、商業(yè)等民用建筑。按結(jié)構(gòu)布置不同，框架結(jié)構(gòu)可以分為橫向承重，縱向承重和縱橫向承重三種布置方案。本次設(shè)計采用橫向承重方案，豎向荷載主要由橫向框架承擔(dān)，現(xiàn)澆樓板一般需設(shè)置次梁將荷載傳至橫向框架。橫向框架還要考慮承受橫向地震作用。在房屋的縱向則設(shè)置連系梁與橫向框架連接，這些連系梁與柱實際上形成了縱向框架，承受平行于房屋縱向的水平風(fēng)荷載和地震荷載。2.2構(gòu)件初估2.2.1柱截面尺寸的確定該框架結(jié)構(gòu)抗震等級為三級，查表軸壓比限值近似[uN]=0.85；單位負(fù)荷面積上的重力荷載代表值近似取12KN·mm-2，柱采用現(xiàn)澆混凝土澆筑，混凝土強度等級采用C30(fc=14.3N·mm-2，ft=1.43N·mm-2)。柱截面高度可取h=(1/15~1/20)H，H為層高；柱截面寬度可以取為b=(1~2/3)h，并按下述方法進(jìn)行初步估算。邊柱：ACN/[μN]fc=[1.3×(7.2×3.6)×12×5×103]/(0.85×14.3)=152470.6mm2中柱：ACN/[μN]fc=[1.3×(7.2×4.9)×12×5×103]/(0.85×14.3)=200983.9mm2N=βFgen柱的截面為正方形，則邊柱和中柱截面高度分別為390.5mm和448.3mm。又框架柱截面高度不宜小于400mm，寬度不宜小于350mm。經(jīng)綜上分析，本工程各層柱的截面尺寸皆取為b×h＝600mm×600mm。根據(jù)地質(zhì)條件及層數(shù)等的條件,基礎(chǔ)選用柱下獨立基礎(chǔ)，基礎(chǔ)埋深取2m,取頂層柱的形心線作為框架柱的軸線；梁軸線取至板底，則底層柱高h(yuǎn)1=3.6+0.45+0.8=4.85m，二～五層柱高等于層高，即h2=3.6m。2.2.2梁截面尺寸的確定框架梁的梁高h(yuǎn)=(1/8～1/12)l,其中l(wèi)為梁的跨度；梁的截面寬度可取為b=(1/2～1/3)h。次梁的梁高h(yuǎn)=(1/10～1/14)l,其中l(wèi)為梁的跨度；梁的截面寬度可取為b=(1/2～1/3)h。為了防止梁發(fā)生剪切脆性破壞，h不宜大于1/4梁凈跨，且為了保證梁的側(cè)向穩(wěn)定性，梁截面的高寬比(h/b)不宜大于4。橫向框架梁跨度為6.6m,次梁跨度為6.6m，走道梁跨度為2.4m。故框架梁、走道梁、次梁的截面可初步分別取為300mm×700mm，300mm×700mm，250mm×550mm，250mm×500mm。2.2.3板厚度尺寸的確認(rèn)走道單向板h=l0/35=2400/35=60.00mm,雙向板h=l0/45=3600/45=80mm,考慮到保證結(jié)構(gòu)的整體性以及防水要求和埋設(shè)管線等原因，板厚做如下選擇：屋面板、樓面板厚均為120。2.2.4次梁布置在兩道橫向框架梁中間布置一道次梁，故雙向板跨為3.6m。2.3計算簡圖與柱網(wǎng)布置2.3.1框架結(jié)構(gòu)的計算簡圖計算簡圖見圖2-1：圖2-1框架結(jié)構(gòu)橫向計算簡圖2.3.2柱網(wǎng)布置柱網(wǎng)布置圖見圖2-2：圖2-2柱網(wǎng)布置圖第二章結(jié)構(gòu)設(shè)計說明2.4橫向框架梁柱線剛度計算以=5\*GB3⑤軸橫向框架梁柱線剛度計算為例：框架結(jié)構(gòu)中現(xiàn)澆樓板可以作為梁的有效翼緣考慮這一有利因素在計算梁的截面慣性矩的時候，對中框架梁,取I=2I0；對邊框架梁，取I=1.5I0；其中，I0為矩形梁柱截面慣性矩。框架梁均采用C30混凝土，框架柱首層采用C40混凝土，其他層采用C30混凝土。C30混凝土的彈性模量N/mm2，C40混凝土的彈性模量N/mm2。2.4.1橫梁線剛度的計算橫梁線剛度的計算過程見表2-3，其中/,/。表2-3橫梁線剛度的計算表層號梁編號截面尺寸(mm×mm)跨度(mm)慣性矩(mm4)線剛度（N·mm）1～5300×70066001～5300×7002400注：表內(nèi)框架梁線剛度已按要求折算。2.4.2柱線剛度的計算柱線剛度計算過程見表2-4，其中/，/。表2-4柱線剛度的計算表層號柱編號柱截面尺寸(mm×mm)層高(mm)慣性矩(mm4)線剛度(N·mm)1A、D600×6004850B、C600×60048502～5A、D600×6003600B、C600×60036002.4.3框架梁柱線剛度圖框架梁柱線剛度圖見圖2-5：圖2-5框架梁柱線剛度(單位：1010N·m)2.4.4柱抗側(cè)剛度D值的計算柱抗側(cè)剛度D值的計算公式：橫向1～5層框架柱抗側(cè)剛度D值的計算過程見表2-6：表2-6橫向1～5層框架柱抗側(cè)剛度D值的計算表柱別層高(mm)(N·mm)(N/mm)(4根)(N/mm)中柱0.473360039417(39417+14833)×2=108500邊柱0.178360014833橫向首層框架柱抗側(cè)剛度D值的計算過程見表2-7：表2-7橫向首層框架柱抗側(cè)剛度D值的計算表柱別層高(mm)(N·mm)(N/mm)(4根)(N/mm)中柱0.645485023823(23823+19907)×2=87460邊柱0.409485019907將上述不同情況下同層框架柱抗側(cè)剛度相加，即得框架各層層間抗側(cè)剛度見表2-8：表2-8橫向框架層間抗側(cè)剛度D值的計算表層號12345(N/mm)87460108500108500108500108500由表2-8可得>，故該框架為規(guī)則框架。第三章荷載計算第三章荷載計算3.1永久荷載標(biāo)準(zhǔn)值1～5層樓面永久荷載標(biāo)準(zhǔn)值：30m厚現(xiàn)制水磨石0.65KN/m2120厚鋼筋混凝土0.12×25=3.0KN/m220m厚石灰砂漿0.02×17=0.34KN/m2合計：3.99KN/m2衛(wèi)生間樓面永久荷載標(biāo)準(zhǔn)值：5mm厚水泥砂漿貼10mm厚300×300防滑地磚0.34KN/m2油氈防水層0.4KN/m220mm厚1:3水泥砂漿找平層0.02×15=0.3KN/m2120m厚鋼筋混凝土0.12×25=3.0KN/m2合計：4.04KN/m2屋面永久荷載標(biāo)準(zhǔn)值：不上人屋面：4mm厚APP卷材防水層0.35KN/m220m厚水泥砂漿找平層0.02×20=0.4KN/m21：8水泥膨脹珍珠巖2%坡0.02×10=0.2KN/m220m厚混合砂漿0.02×17=0.34KN/m2120m厚鋼筋混凝土0.12×25=3.0KN/m2合計：4.29KN/m23.2可變荷載標(biāo)準(zhǔn)值屋面及樓面可變荷載標(biāo)準(zhǔn)值：不上人屋面均布活荷載標(biāo)準(zhǔn)值0.5KN/m2樓面活荷載標(biāo)準(zhǔn)值2.0KN/m2衛(wèi)生間活荷載標(biāo)準(zhǔn)值2.5KN/m2走廊活荷載標(biāo)準(zhǔn)值2.5KN/m23.3梁、柱單位自重計算梁的自重由構(gòu)件的幾何尺寸和材料單位體積的自重計算，梁構(gòu)件表面粉刷層重平均為0.5KN/m2，按墻面混合砂漿裝飾計算。柱的計算高度為各層柱凈高，柱面粉刷層的重量同墻裝飾0.5KN/m2。梁單位自重：屋面層框架梁的單位自重(b×h=300mm×700mm)：gk=0.3×0.7×25＋0.5×(0.7-0.12)×2=5.83KN/m1~5層框架梁的單位自重(b×h=300mm×700mm)：gk=0.3×0.7×25＋0.5×(0.7-0.12)×2=5.83KN/m屋面層次梁的單位自重(b×h=250mm×550mm)：gk=0.25×0.55×25＋0.5×(0.5-0.12)×2=3.82KN/m1~5層次梁的單位自重(b×h=250mm×550mm)：gk=0.25×0.55×25＋0.5×(0.5-0.12)×2=3.82KN/m屋面次梁的單位自重(b×h=250mm×500mm)：gk=0.25×0.5×25＋0.5×(0.5-0.12)×2=3.51KN/m1~5層次梁的單位自重(b×h=250mm×500mm)：gk=0.25×0.5×25＋0.5×(0.5-0.12)×2=3.51KN/m屋面層平臺梁的單位自重(b×h=200mm×300mm)：gk=0.2×0.3×25＋0.5×(0.3-0.12)×2=1.68KN/m1~5層平臺梁的單位自重(b×h=200mm×300mm)：gk=0.2×0.3×25＋0.5×(0.3-0.12)×2=1.68KN/m柱單位自重：1~5層柱的自重(b×h=600mm×600mm)：gk=0.60×0.60×25＋0.5×0.60×4=10.2KN/m3.4墻、窗、門單位自重計算墻、窗、門等可按計算單位面積上的重力荷載，如下。外墻：200厚加氣混凝土砌塊0.2×7.5=1.5KN/m2貼瓷磚外墻面0.5KN/m220mm厚水泥粉刷墻面2×0.36=0.72KN/m28mm厚1：1：6水泥石膏砂漿0.008×14×2=0.224KN/m28mm厚水泥砂漿0.008×20×2=0.32KN/m2合計：3.30KN/m2內(nèi)墻：200mm厚加氣混凝土砌塊0.2×7.5=1.5KN/m28mm厚1：3水泥砂漿找平層0.008×20×2=0.32KN/m28mm厚1：1：6水泥石膏砂漿0.008×14×2=0.224KN/m25mm厚1：0.3：3水泥砂漿抹面0.005×20×2=0.2KN/m2合計：2.30KN/m2女兒墻：200mm厚加氣混凝土砌塊0.2×7.5=1.5KN/m2貼瓷磚外墻面0.5KN/m26mm厚1：3水泥砂漿找平層0.006×20×2=0.24KN/m28mm厚1：1：6水泥石膏砂漿0.008×14×2=0.224KN/m28mm厚1：0.3：3水泥砂漿抹面0.008×20×2=0.32KN/m2合計：2.80KN/m2木門：0.2KN/m2鋼框玻璃門：0.45KN/m2鋼塑窗：0.45KN/m23.5重力荷載代表值表3-1各層重力荷載代表值計算單位：(KN)層號自重標(biāo)準(zhǔn)值樓面活荷載標(biāo)準(zhǔn)值合計25882.14542.256424.3935813.098542.256355.34845813.098542.256355.34855813.098542.256355.348屋面層6311.863455.356767.213所求的各質(zhì)點重力荷載代表值的簡圖見圖3-2：圖3-2各質(zhì)點的重力荷載代表值3.6橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計算3.6.1橫向自振周期計算橫向自振周期的計算采用結(jié)構(gòu)頂點的假想位移法。基本自振周期(s)可按下式計算：注：假想把集中在各層樓面處的重力荷載代表值作為水平荷載而算得的結(jié)構(gòu)頂點位移。結(jié)構(gòu)基本自振周期考慮填充墻影響的周期折減系數(shù)，框架結(jié)構(gòu)取0.7。按以下公式計算：注：為第i層的層間側(cè)移剛度，為第i層的層間側(cè)移，為第k層的層間側(cè)移，s為同層內(nèi)框架柱的總數(shù)。結(jié)構(gòu)頂點的假想側(cè)移計算，見表3-3：表3-3各層結(jié)構(gòu)頂點側(cè)移層號(KN)(KN)(N/mm)(mm)(mm)56767.2136767.21365100010.395160.62646355.34813122.56165100020.158150.23136355.34819477.90965100029.92131.07326355.34825833.25765100039.682101.15316424.3932257.64752476061.47161.471=1.7×0.7×(0.225355)=0.477(s)3.6.2水平地震作用及樓層地震剪力的計算本框架高度不超過40m，質(zhì)量跟剛度沿高度分布比較均勻，變形以剪切型為主，故可用底部剪力法計算水平地震作用，即：結(jié)構(gòu)等效總重力荷載代表值：=0.85=0.85×(6767.213+6355.348×3+6424.390)=27419.000KN水平地震影響系數(shù)：查表得二類場地，且設(shè)計地震分組在第一組的特征周期值=0.35s。查表得設(shè)防烈度為7度的=0.08。因，故處于反應(yīng)譜曲線下降段，即：當(dāng)阻尼比時，，，則：==0.477結(jié)構(gòu)總的水平地震作用標(biāo)準(zhǔn)值：=0.049×27419=1672.559KN因1.4=1.4×0.35=0.49s<=0.477s，故不考慮頂部附加水平地震作用。各質(zhì)點橫向水平地震作用按下式計算：=391172.972KN·m地震作用下各樓層水平地震層間剪力為：(i=1,2,…n)各質(zhì)點橫向水平地震作用及樓層地震剪力計算結(jié)果見表3-4：表3-4地震作用下各樓層水平地震層間剪力層號(m)(KN)(KN·m)(KN)(KN)519.256767.213130268.8500.333556.96556.96415.656355.34899461.1960.254424.83981.79312.056355.34876581.9430.196327.821309.6128.456355.34853702.6910.137229.141538.7514.856424.3931158.2920.08133.81672.55各質(zhì)點水平地震作用及樓層地震剪力沿房屋高度的分布見圖3-5：圖3-5水平地震作用層間剪力分布3.6.3水平地震作用下框架內(nèi)力計算框架柱端剪力及彎矩分別按下列公式計算：注：框架柱的標(biāo)準(zhǔn)反彎點高度比，為上下層橫梁線剛度變化時反彎點高度比的修正值，，為上下層層高變化時反彎點高度比的修正值，為框架柱的反彎點高度比。底層柱不考慮修正值，即，也不考慮修正值，即。第二層柱需考慮修正值。頂層柱不考慮修正值，即，其余柱均無修正。梁端彎矩、剪力及柱軸力分別按下列公式計算：計算結(jié)果見表3-6：表3-6梁端彎矩、剪力及柱軸力的計算層號邊跨梁走道梁柱軸力邊柱中柱533.34917.8836.67.76256.17156.1712.153.496-7.762-45.734463.07039.8626.615.596125.200125.2002.1119.238-23.358-149.376388.88058.4166.622.317183.472183.4722.1174.735-45.675-301.7942107.66074.2796.627.567233.300233.3002.1222.290-73.242-496.4171156.13562.076.633.061194.948194.9482.1185.665-106.303-649.021水平地震作用下的彎矩圖、梁剪力及柱軸力圖見圖3-7，3-8：圖3-7水平地震作用下彎矩圖圖3-8水平地震作用下梁剪力及柱軸力圖3.7橫向風(fēng)荷載作用下框架內(nèi)力和側(cè)移計算3.7.1風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值計算公式為：注：為風(fēng)荷載標(biāo)注值()，為基本風(fēng)壓()，為風(fēng)荷載體型系數(shù)，為風(fēng)壓高度變化系數(shù)，為高度處的風(fēng)振系數(shù)。因結(jié)構(gòu)高度H=22.70m小于30m，可取=1.0，對于矩形平面且，可取=1.3；其地面粗糙度為B類，可查《建筑結(jié)構(gòu)荷載規(guī)范》，其基本風(fēng)壓=0.40。將風(fēng)荷載換算成作用與框架每層節(jié)點的集中荷載，作用在屋面梁和樓面梁節(jié)點處的集中荷載標(biāo)準(zhǔn)值：注：為下層柱高，為上層柱高，對頂層為女兒墻高度的2倍，為迎風(fēng)面的寬度。以③軸橫向框架計算為例,計算過程見表3-9：表3-9風(fēng)荷載計算層號(m)(m)(KN)519.2571415.6507312.0511.31.017.6928.4511.316.84814.8511.310.44.2257.219.773框架結(jié)構(gòu)分析時，應(yīng)按靜力等效原理將分布風(fēng)荷載轉(zhuǎn)化為節(jié)點集中荷載，見圖3-10：圖3-10等效節(jié)點集中風(fēng)荷載3.7.2風(fēng)荷載作用下的水平位移驗算按下列公式計算，計算結(jié)果見表3-11：表3-11風(fēng)荷載作用下框架層間剪力及側(cè)移計算層號12345(KN)19.77316.84817.6919.20718.271(KN)91.78972.01655.16837.47818.271(N/mm)87460108500108500108500108500(mm)1.0490.6640.5080.3450.148(mm)1.0491.7132.2212.5662.7341/46231/54221/29801/104351/21429由此可見，風(fēng)荷載作用下框架最大層間位移角發(fā)生在底層，1/1857<1/550，滿足規(guī)范要求。風(fēng)荷載作用下的彎矩圖、梁剪力及柱軸力圖見圖3-12，3-13：圖3-12風(fēng)荷載作用下彎矩圖圖3-13風(fēng)荷載作用下梁剪力及柱軸力圖第四章豎向內(nèi)力計算第四章豎向內(nèi)力計算4.1計算單元的選擇確定取⑤軸線橫向框架進(jìn)行計算，如圖4-1計算單元所示：圖4-1計算單元4.2荷載計算4.2.1恒載作用下柱的內(nèi)力計算中間層梁、柱恒載計算1）邊跨梁上線荷載計算邊跨梁上線荷載=邊跨梁自重+板重+墻重，其中板自重按450分配，如圖8-1所示。由此可知梁上分布荷載為一均布荷載與一梯形荷載疊加，只要求出控制點的荷載值，就可繪出該梁上荷載分布圖。最大值最小值2）中跨梁上線荷載計算：中跨梁上線荷載=中跨梁自重。其值為常值：5.83KN/m3）邊柱集中力計算邊柱集中力=邊柱自重+縱向框架梁承受的荷載縱向框架梁承受的荷載=部分板重+橫向次梁自重+縱向框架梁自重+外墻重其中，板重：橫向次梁自重：縱向框架梁自重：墻重：因此，邊柱上集中力：4）中柱集中力計算板重：橫向次梁自重：縱向框架梁自重：墻重：因此，中柱上集中力：5）邊柱與梁交點處彎矩：（柱內(nèi)側(cè)受拉）6）中柱與梁交點處彎矩：（柱靠室內(nèi)一側(cè)受拉）頂層梁、柱上荷載計算：1）邊跨梁上線荷載計算邊跨梁上線荷載=邊跨梁自重+板重。最大值：最小值：5.83KN/m由此繪出該梁荷載分布如圖8-42）中跨梁上線荷載的計算同理，中跨梁上線荷載=中跨梁自重+板重其值為常值：5.83KN/m3）邊柱集中力計算：邊柱集中力=邊柱自重+縱向框架梁的傳力其中：縱向框架梁傳來的力=部分板重+橫向次梁自重+縱向框架梁自重+女兒墻自重板重：縱向框架梁自重：女兒墻自重：邊柱上集中力：4）中柱集中力計算：板重：橫向次梁自重：縱向框架梁自重：因此，中柱上集中力：5）邊柱與梁交點處彎矩：6）中柱與梁交點處彎矩：通過以上計算，可繪出第⑤軸橫向框架恒載圖（圖4-2）。圖4-2第⑤軸橫向框架恒載圖（力：KN；彎矩：KN·m）4.2.2活載作用下柱的內(nèi)力計算不上人屋面均布活荷載辦公室均布活荷載走廊均布活荷載(1)頂層框架梁柱活載計算：上人屋面活載：1）邊跨梁上線荷載：最大值：最小值：02）中跨梁上線荷載同恒載求解方法，其值為0。3）邊柱集中力：邊柱集中力=部分板上活載傳力4）中柱集中力：中柱集中力=部分板上活載傳力5）邊柱集中力矩邊柱集中力矩=邊柱集中力×梁柱偏心6）中柱集中力矩中間層框架梁、柱活載計算：1）邊跨梁上線荷載：同以上求解方法，得：最大值：最小值：02）中跨梁上線荷載：同恒載求解法，其值為0。3）邊柱集中力：邊柱集中力=部分板上活載傳力4）中柱集中力：中柱集中力=部分板上活載傳力5）邊柱集中力矩邊柱集中力矩=邊柱集中力×梁柱偏心6）中柱集中力矩通過以上計算，可繪出第⑤軸橫向框架活載圖（圖4-3）。圖4-3第④軸橫向框架活載圖（力：KN；彎矩：KN·m）4.3內(nèi)力計算梁端、柱端彎矩采用彎矩二次分配法計算。梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得，柱軸力可由梁端剪力和節(jié)點集中力疊加得到，計算柱底軸力還需考慮柱的自重。4.3.1恒載作用下的彎矩圖(1)梁的固端彎矩①頂層邊跨等效分布②中間層層邊跨等效分布第5層：邊跨梁中跨梁1－4層：邊跨梁中跨梁(2)彎矩分配彎矩分配過程見表4-4：表4-4恒載作用下的彎矩分配過程上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱50.360.490.490.322.75-82.4482.44-23.65-2.142.1423.65-82.4482.44-22.7541.7817.91-8.50-20.39-27.7627.7620.398.50-17.91-41.7812.85-4.258.95-7.9713.88-13.887.97-8.954.25-12.85-6.02-2.58-2.23-5.35-7.287.285.352.232.586.0271.36-71.3680.67-57.37-23.3023.3057.37-80.6771.36-71.360.410.410.180.120.260.260.360.360.260.260.120.180.410.4128.10-90.7990.79-27.33-2.142.1427.33-90.7990.79-28.1025.7025.7011.28-7.36-15.94-15.94-22.0822.0815.9415.947.36-11.28-25.70-25.7020.8912.85-3.685.64-10.20-7.9711.04-11.0410.207.97-5.643.68-20.89-12.85-12.33-12.33-5.410.180.390.390.54-0.54-0.39-0.39-0.185.4112.3312.3334.2754.33-88.6089.25-25.75-50.86-12.6412.6425.7550.86-89.2588.60-34.27-54.330.410.410.180.120.260.260.360.360.260.260.120.180.410.4128.1-90.7990.79-27.33-2.142.1427.33-90.7990.79-28.1025.7025.7011.28-7.36-15.94-15.94-22.0822.0815.9415.947.36-11.28-25.70-25.7012.8512.85-3.685.64-7.97-7.9711.04-11.047.977.97-5.643.68-12.85-12.85-9.03-9.03-3.96-0.09-0.19-0.19-0.270.293.969.039.0329.5257.62-87.1588.99-24.11-51.44-13.4413.4424.1151.44-88.9987.15-29.52-57.620.410.410.180.120.260.260.360.360.260.260.120.180.410.4128.1-90.7990.79-27.33-2.142.1427.33-90.7990.79-28.1025.7025.7011.28-7.36-15.94-15.94-22.0822.0815.9415.947.36-11.28-25.70-25.7012.8514.11-3.685.64-7.97-8.5811.04-11.047.978.58-5.643.68-12.85-14.11-9.54-9.54-4.19-0.01-0.03-0.03-0.040.040.030.030.014.199.549.5429.0158.36-87.3789.06-23.95-51.89-13.2213.2223.9551.89-89.0687.37-29.01-58.360.450.360.190.120.280.220.380.380.280.220.120.190.450.3628.1-90.7990.79-27.33-2.142.1427.33-90.7990.79-28.1028.2122.5711.91-7.36-17.17-13.49-23.3023.3017.1713.497.36-11.91-28.21-22.5712.850.00-3.685.96-7.970.0011.65-11.657.970.00-5.963.68-12.850.00-4.13-3.30-1.74-1.16-2.70-2.12-3.663.662.7044.133.3036.9347.37-84.3088.23-27.84-42.94-17.4517.4527.8442.94-88.2356.20-47.37-84.3023.69-21.4721.47-23.69第四章豎向內(nèi)力計算(3)梁跨中彎矩計算第5層：AB跨的跨中彎矩：BC跨的跨中彎矩：第4層：AB跨的跨中彎矩：BC跨的跨中彎矩：第3層：AB跨的跨中彎矩：BC跨的跨中彎矩：第2層：AB跨的跨中彎矩：BC跨的跨中彎矩：第1層：AB跨的跨中彎矩：BC跨的跨中彎矩：(4)繪制彎矩圖恒載作用下的彎矩圖見圖4-5：圖4-5恒載作用下彎矩圖4.3.2活荷載作用下的彎矩圖(1)梁的固端彎矩邊跨等效分布1－5層：左邊跨梁中跨梁右邊跨梁(2)彎矩分配表4-6活載作用下的彎矩分配過程上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱50.360.490.490.33.56-22.7622.76-5.83005.83-22.7622.76-3.5613.445.76-2.54-6.09-8.308.306.092.54-5.76-13.443.94-1.272.88-2.134.15-4.152.13-2.881.27-3.94-1.87-0.80-0.74-1.76-2.402.401.760.740.801.8719.07-19.0722.37-15.82-6.556.5515.82-22.3719.07-19.070.410.410.180.120.260.260.360.360.260.260.120.180.410.413.56-22.7622.76-6.4006.4-22.7622.76-3.567.877.873.46-1.96-4.25-4.25-5.895.86-3.46-7.87-7.876.723.94-0.981.73-3.05-2.132.94-2.943.052.13-1.730.98-6.72-3.94-3.97-3.97-1.740.08-0.18-0.13-0.13-0.061.743.973.9710.6311.40-22.0322.59-7.17-12.65-2.772.777.1712.65-22.5922.03-10.63-11.400.410.410.180.120.260.260.360.360.260.260.120.180.410.413.56-22.7622.76-6.4006.4-22.7622.76-3.567.877.873.46-1.96-4.25-4.25-5.895.86-3.46-7.87-7.873.943.94-0.981.73-2.13-2.132.94-2.942.132.13-1.730.98-3.94-3.94-2.83-2.83-1.24-0.05-0.11-0.11-10.110.051.242.832.838.9812.54-21.5322.48-6.49-12.89-912.89-22.4821.53-8.98-12.540.410.410.180.120.260.260.360.360.260.260.120.180.410.413.56-22.7622.76-6.4006.4-22.7622.76-3.567.877.873.46-1.96-4.25-4.25-5.895.86-3.46-7.87-7.873.944.32-0.981.73-2.13-2.292.94-2.942.132.29-1.730.98-3.94-4.32-2.98-2.98-1.31-0.03-0.07-0.07-0.090.090.070.070.031.312.982.988.8312.77-21.6022.50-6.45-13.01-3.043.046.4513.01-22.5021.60-8.83-12.770.450.360.190.120.280.220.380.380.280.220.120.190.450.363.56-22.7622.76-6.4006.4-22.7622.76-3.568.646.913.65-1.96-4.58-3.60-83.601.96-3.65-8.64-6.913.940.00-0.981.82-2.130.003.11-0-1.820.98-3.940.00-1.33-1.06-0.56-0.34-0.79-0.62-1.071.070.790.620.340.561.331.0611.259.41-20.6622.84-7.49-10.62-910.62-22.8420.66-11.25-9.414.70-5.315.31-4.70(3)梁跨中彎矩計算第5層：AB跨的跨中彎矩：BC跨的跨中彎矩：第4層：AB跨的跨中彎矩：BC跨的跨中彎矩：第3層：AB跨的跨中彎矩：BC跨的跨中彎矩：第2層：AB跨的跨中彎矩：BC跨的跨中彎矩：第1層：AB跨的跨中彎矩：BC跨的跨中彎矩：(4)繪制彎矩圖活荷載作用下的彎矩圖見4-7：第四章豎向內(nèi)力計算圖4-7活荷載作用下彎矩圖4.3.3恒載作用下梁端剪力、柱端剪力及柱軸力計算梁左右端剪力按下列公式計算：柱端剪力按下式計算：柱軸力按下式計算：計算結(jié)果見表4-8，4-9，4-10，4-11，4-12：表4-8豎向恒荷載下AB跨剪力計算表層號跨度左彎矩右彎矩豎向力左端剪力右端剪力57.2-71.3680.6722.7173.5376.3547.2-88.689.2525.0182.4382.6337.2-87.1588.9925.0182.2582.8127.2-87.3889.0625.0182.2882.7917.2-84.388.2325.0181.9483.13表4-9豎向恒荷載下BC跨剪力計算表層號跨度左彎矩右彎矩豎向力左端剪力右端剪力52.6-22.323.35.836.126.1242.6-12.6412.645.836.126.1232.6-13.4413.445.836.126.1222.6-13.2213.225.836.126.1212.6-17.4517.455.836.126.12表4-10豎向恒荷載下柱端剪力計算表層號層高A柱B柱53.671.3634.2729.4152.3725.7521.743.654.329.5223.2850.8624.1120.8333.657.6329.0124.0751.4423.9520.9423.658.3736.9326.4751.8927.8422.1514.8547.3723.6914.6542.9421.4713.28表4-11豎向恒荷載下A柱軸力計算表層號A端外加集中力A端剪力層高柱單位自重A柱上端軸力A柱下端軸力5151.6573.533.610.2225.18261.94189.3482.433.610.2494.95531.673189.3482.253.610.2764.54800.742189.3482.283.610.21034.161070.361189.3481.944.8510.21303.441352.91表4-12豎向恒荷載下B柱軸力計算表層號B端外加集中力B端左側(cè)剪力B端右側(cè)剪力層高柱單位自重B柱上端軸力B柱下端軸力5157.6776.356.123.610.2240.14276.864182.2382.636.123.610.2511.12547.843182.2382.816.123.610.2782.12855.772182.2382.796.123.610.21053.421090.141182.23510.21324.91374.39恒載作用下的梁端剪力、柱端剪力圖見圖4-13，柱軸力圖見圖4-14：圖4-13恒載作用下剪力圖圖4-14恒載作用下柱軸力圖4.3.4活載作用下梁端剪力、柱端剪力及柱軸力計算梁左右端剪力按下列公式計算：柱端剪力按下式計算：柱軸力按下式計算：計算結(jié)果見表4-15，4-16，4-17，4-18，4-19：表4-15豎向活荷載下AB跨剪力計算表層號跨度左彎矩右彎矩豎向力左端剪力右端剪力57.2-19.0722.376.2720.1921.5947.2-22.0722.596.2720.6120.7737.2-21.5222.486.2720.5420.8427.2-21.622.56.2720.5520.8317.2-20.622.846.2720.3521.03表4-16豎向活荷載下BC跨剪力計算表層號跨度左彎矩右彎矩豎向力左端剪力右端剪力52.6-6.556.5500042.6-2.772.7700032.6-3.13.100022.6-3.043.0400012.6-4.174.17000表4-17豎向活荷載下柱端剪力計算表層號層高A柱B柱53.619.0710.638.2515.827.176.5443.611.48.985.6612.656.495.3233.612.548.935.9612.896.455.3723.612.9711.256.9513.017.495.6914.859.414.72.9110.625.313.28層號A端外加集中力A端剪力層高A柱上端軸力A柱下端軸力523.7620.193.643.9543.95423.7620.613.688.3288.32323.7620.543.6132.62132.62223.7620.553.6176.93176.93123.7620.34.85220.99220.99表4-18豎向活荷載下 B柱軸力計算表層號B端外加集中力B端左側(cè)剪力B端右側(cè)剪力層高B柱上端軸力B柱下端軸力542.6621.5903.664.2564.25438.8820.1703.6123.9123.9338.8820.8403.6183.62183.62238.8820.8303.6243.33243.33138.8821.0304.85303.24303.24表4-19豎向活荷載下A柱軸力計算表活荷載作用下的梁端剪力、柱端剪力圖見圖4-20，柱軸力圖見圖4-21：圖2-20活載作用下剪力圖圖4-21活載作用下柱軸力圖第五章框架荷載效應(yīng)組合第五章框架荷載效應(yīng)組合本設(shè)計為三級抗震等級，因風(fēng)荷載作用下的組合與考慮地震組合相比，一般較小，對于結(jié)構(gòu)設(shè)計不起控制作用，故不考慮。只考慮三種內(nèi)力組合，即，及。5.1框架結(jié)構(gòu)梁內(nèi)力組合5.1.1梁端彎矩調(diào)幅及梁跨中彎矩調(diào)幅考慮到鋼筋混凝土結(jié)構(gòu)具有塑性內(nèi)力重分布的性質(zhì)，在豎向荷載下可以適當(dāng)降低梁端彎矩，進(jìn)行調(diào)幅(調(diào)幅系數(shù)取0.85)，以減少負(fù)彎矩鋼筋的擁擠現(xiàn)象。在豎向荷載作用下，可考慮框架梁端塑性變形內(nèi)力重分布對梁端負(fù)彎矩的影響，對其乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)符合下列規(guī)定：(1)現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)可取為0.8-0.9。(2)框架梁端負(fù)彎矩調(diào)幅后，梁跨中彎矩應(yīng)按平衡條件求得。調(diào)幅后跨中彎矩可按下式計算：注：梁的彎矩方向以下部受拉為正，上部受拉為負(fù)。(1)應(yīng)先對豎向荷載作用下框架梁的彎矩進(jìn)行調(diào)幅，再與水平作用產(chǎn)生的框架梁彎矩進(jìn)行組合。(2)截面設(shè)計時，框架梁跨中截面正彎矩設(shè)計值不應(yīng)小于豎向荷載作用下按簡支梁計算的跨中彎矩設(shè)計值的50%。由于對梁在豎向荷載作用下產(chǎn)生的支座彎矩進(jìn)行了調(diào)幅，因此，其界限相對受壓區(qū)高度應(yīng)取0.35而不是。梁端彎矩調(diào)幅見表5-1：表5-1梁端彎矩調(diào)幅單位：KN·m層號荷載類別調(diào)幅前調(diào)幅后5恒荷載-93.15-57.77-25.14-21.46-103.58-48.46-79.18-49.10-21.37-18.24-88.04-41.19活荷載-25.13-28.85-6.55-6.55-15.89-13.01-21.36-24.52-5.57-5.57-13.51-11.064恒荷載-113.33-114.04-14.48-10.80-64.46-63.87-96.33-96.93-12.30-9.18-54.79-54.29活荷載-28.21-28.83-2.77-2.77-16.36-15.85-23.98-24.51-2.35-2.35-13.91-13.473恒荷載-111.83-113.83-15.28-11.60-64.15-62.48-95.05-96.76-12.98-9.86-54.52-53.10活荷載-27.68-28.73-3.10-3.10-16.23-15.36-23.53-24.42-2.64-2.64-13.79-13.052恒荷載-112.06-113.90-15.06-11.38-64.22-62.70-95.25-96.81-12.80-9.68-54.59-53.29活荷載-22.77-28.75-3.04-3.04-16.25-15.44-19.35-24.44-2.58-2.58-13.81-13.121恒荷載-108.88-113.17-19.29-15.61-63.29-59.72-92.55-96.19-16.39-13.27-53.80-50.76活荷載-26.71-29.15-4.17-4.17-16.53-14.50-22.70-24.78-3.54-3.54-14.05-12.32梁跨中彎矩調(diào)幅見表5-2：表5-2梁跨中彎矩調(diào)幅單位：KN·m層號荷載類別調(diào)幅后梁端彎矩簡支狀態(tài)下梁跨中彎矩調(diào)幅后梁跨中彎矩(取前兩者較大值)AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨5恒荷載-79.18-49.10-21.37-18.24-88.04-41.1947.66-20.0947.6657.28-17.1257.3561.841.6161.8461.84-17.1261.84活荷載-21.36-24.52-5.57-5.57-13.51-11.0613.42-6.5513.4216.86-5.7115.2617.070.0017.0717.07-5.7117.074恒荷載-96.33-96.93-12.30-9.18-54.79-54.2947.26-9.4347.2661.75-7.8255.4468.091.6168.0968.09-7.8268.09活荷載-23.98-24.51-2.35-2.35-13.91-13.4711.83-2.7111.8315.47-2.3613.8817.140.0017.1417.14-2.3617.143恒荷載-95.05-96.76-12.98-9.86-54.52-53.1048.11-10.2348.1162.50-8.5256.1868.241.6168.2468.24-8.5268.24活荷載-23.53-24.42-2.64-2.64-13.79-13.0512.14-3.112.1415.74-2.7014.1517.070.0017.0717.07-2.7017.072恒荷載-95.25-96.81-12.80-9.68-54.59-53.2947.96-10.0147.9662.37-8.3256.0568.091.6168.0968.09-8.3268.09活荷載-19.35-24.44-2.58-2.58-13.81-13.1212.09-3.0412.0915.37-2.6514.1117.070.0017.0717.07-2.6517.071恒荷載-92.55-96.19-16.39-13.27-53.80-50.7649.92-14.2449.9264.08-12.0257.7668.091.6168.0968.09-12.0268.09活荷載-22.70-24.78-3.54-3.54-14.05-12.3212.39-4.1712.3915.95-3.6414.3717.060.0017.0617.06-3.6417.065.1.2框架結(jié)構(gòu)梁內(nèi)力組合計算結(jié)果見表5-3：表5-3豎向荷載與地震作用組合時跨間最大正彎矩單位：KN·m層號位置(KN/m)(m)(KN)(m)5AB跨105.6971.1856.0728.3833.846.6107.73/126.073.18/3.73106.11/169.49BC跨28.4224.6891.0991.096.702.1-40.85/58.49-6.10/8.7323.74/12.704AB跨127.59128.5781.5543.4535.836.699.66/136.522.78/3.8186.92/208.41BC跨15.9412.20138.93138.936.702.1-101.90/119.54-15.21/17.84100.32/104.063AB跨125.83128.32107.7755.0835.836.691.49/144.242.55/4.0397.81/271.32BC跨16.9013.15176.71176.716.702.1-153.43/171.07-22.90/25.53157.22/157.082AB跨123.98128.39110.4264.0535.836.684.99/150.152.37/4.19106.03/319.83BC跨16.6512.90203.55203.556.702.1-197.50/215.14-29.48/32.11199.99/203.731AB跨122.41127.82147.9367.2035.836.678.56/156.282.19/4.36154.98/409.65BC跨21.4417.70217.67217.676.702.1-163.59/181.22-24.42/27.05159.59/163.32注：表中斜線前和斜線后的數(shù)值分別為左震和右震的計算數(shù)值?？蚣芙Y(jié)構(gòu)梁內(nèi)力組合見表5-4：表5-4框架結(jié)構(gòu)梁的內(nèi)力組合單位：彎矩(KN·m)，剪力(KN)層號位置截面內(nèi)力內(nèi)力標(biāo)準(zhǔn)值內(nèi)力組合恒荷載活荷載地震荷載左地震荷載右1.2+1.41.35+1.4×0.7[1.2(+0.5)+1.3][1.2(+0.5)+1.4]5支座A-79.18-21.3631.02-31.02-124.92-127.83-50.63-111.1273.5320.197.76-7.76116.50119.0582.8367.69B-49.10-24.52-15.5515.55-93.25-90.31-70.39-40.06-76.35-21.597.76-7.76-121.85-124.23-70.86-86.00-21.37-5.6740.12-40.12-33.58-34.4117.33-60.906.120.0053.50-53.507.348.2657.67-46.65跨中AB61.8417.070.000.0098.11100.21106.11169.49BC-17.12-5.700.000.00-28.52-28.7123.7412.74支座A-96.33-23.9858.39-58.39-149.17-153.55-40.56-154.4282.4320.6115.60-15.60127.77131.4898.6768.26B-96.93-24.51-35.1835.18-150.63-154.88-132.57-63.97-82.63-20.7715.60-15.60-128.23-131.91-68.51-98.92-12.30-2.3589.43-89.43-18.05-18.9175.07-99.326.120.00119.24-119.247.348.26121.77-110.75-6.120.00119.24-119.24-7.34-8.26110.75-121.77跨中AB68.0917.140.000.00105.70108.7286.92208.41BC-7.82-2.360.000.00-12.69-12.87100.32104.063支座A-95.05-23.5382.18-82.18-147.00-151.38-16.01-176.2682.2520.5422.32-22.32127.46131.17105.0361.51B-96.76-24.42-51.7251.72-150.30-154.56-148.50-47.65-82.81-20.8422.32-22.32-128.55-132.22-62.15-105.67-12.98-2.64131.05-131.05-19.27-20.11114.90-140.646.120.00174.74-174.747.348.26175.87-164.86跨中AB68.2417.070.000.00105.79108.8597.81271.32BC-8.52-2.700.000.00-14.00-14.15157.22157.082支座A-95.25-19.3599.39-99.39-141.39-147.552.47-191.3482.2220.5527.57-27.57127.43131.14110.1256.37B-96.81-24.44-66.0166.01-150.39-154.64-162.49-33.77-82.79-20.8327.57-27.57-128.51-132.18-57.01-110.76-12.80-2.58166.64-166.64-18.97-19.81149.80-0222.19-222.197.348.26222.14-211.13跨中AB68.0917.070.000.00105.61108.65106.03319.83BC-8.32-2.650.000.00-13.69-13.83199.99203.731支座A-92.55-22.70147.12-147.12-142.84-147.1949.93-236.9581.9420.3530.06-30.06126.82130.56112.2153.59B-96.19-24.78-50.1550.15-150.12-154.14-146.62-48.83-83.13-21.0330.06-30.06-129.20-132.83-54.97-113.59-16.39-3.54139.25-139.25-24.62-25.60119.42-0185.67-185.677.348.26186.53-175.52-53.80-14.0550.15-50.15-84.23-86.40-5.85-103.6483.1321.0330.06-30.06129.20132.83113.5954.97跨中AB68.0917.070.000.00105.61108.65154.98409.64BC-12.02-3.640.000.00-19.52-19.79159.59163.325.2框架結(jié)構(gòu)柱的內(nèi)力組合對于框架柱，彎矩最大值在上、下兩個柱端截面上；而剪力和軸向力通常在一層內(nèi)無變化或變化很小，因此，柱的控制截面是柱的上下端截面。結(jié)構(gòu)受力分析所得內(nèi)力是構(gòu)件軸線處內(nèi)力，柱上、下端截面是指梁頂和梁底處柱端截面。因此，進(jìn)行內(nèi)力組合前，應(yīng)將各種荷載作用下梁柱軸線的彎矩值和剪力值換算到梁柱邊緣處，然后再進(jìn)行內(nèi)力組合。對于框架柱，為了簡化起見，可采用軸線處內(nèi)力值，也就是不用換算為柱邊緣截面的內(nèi)力，這樣算的鋼筋量比需要的鋼筋用量略微多一些。5.2.1橫向框架柱內(nèi)力組合A柱的內(nèi)力組合結(jié)果見表5-5，B柱的內(nèi)力組合結(jié)果見表5-6：表5-5A柱的內(nèi)力組合單位：彎矩(KN·m),軸力(KN),剪力(KN)層號截面內(nèi)力內(nèi)力標(biāo)準(zhǔn)值內(nèi)力組合及相應(yīng)的及相應(yīng)的及相應(yīng)的恒荷載活荷載地震荷載左地震荷載右1.2+1.41.35+1.4×0.7(1.2(+0.5)+1.3)(1.2(+0.5)+1.3)5柱頂71.3619.07-33.3533.35112.33115.0242.98112.34115.02115.0242.98225.1843.95-7.767.76331.75347.06229.20245.34347.06347.06229.20柱底-34.27-10.6312.34-12.34-56.01-56.68-25.17-50.84-56.68-56.68-25.17261.943.95-7.767.76375.81396.64264.45280.59396.64396.64264.4529.418.25-12.6912.6946.8447.7919.0045.3947.79\\4柱頂54.311.4-50.7450.7481.1284.484.83110.37110.3784.484.83494.9588.32-23.3623.36717.59754.74493.25541.84541.84754.74493.25柱底-29.52-8.9829.8-29.8-48.00-48.65-1.66-63.64-63.64-48.65-1.66531.6788.32-23.3623.36761.65804.31528.50577.09577.09804.31528.5023.285.66-22.3722.3735.8636.971.8048.3348.33\\3柱頂57.6312.54-59.0859.0886.7190.09-0.10122.79122.7990.09-0.10764.54132.62-45.6845.681103.121162.10750.11845.12845.121162.10750.11柱底-29.01-8.9348.34-48.34-47.31-47.9118.14-82.41-82.41-47.9118.14800.74132.62-45.6845.681146.561210.97784.86879.88879.881210.97784.8624.075.96-29.8429.8437.2338.34-5.0757.0057.00\\2柱頂58.3712.77-59.3259.3287.9291.310.47123.86123.8691.310.471034.16176.93-73.2473.241488.691569.511001.551153.891153.891569.511001.55柱底-36.93-11.2566.89-66.89-60.07-60.8828.71-110.42-110.42-60.8828.711070.36176.93-73.2473.241532.131618.381036.301188.641188.641618.381036.3026.476.95-35.0635.0641.4942.55-7.7265.2165.21\\1柱頂47.379.41-89.2489.2470.0273.17-42.82142.80142.8073.17-42.821303.44200.99-106.3106.31845.511956.611237.231458.331458.331956.611237.23柱底-23.69-4.7218.49-218.49-35.01-36.59202.23-252.23-252.23-36.59202.231352.91200.99-106.3106.31904.882023.401284.721505.821505.822023.401284.7214.652.91-63.4563.4521.6522.63-50.5381.4581.45\\表5-6B柱的內(nèi)力組合單位：彎矩(KN·m),軸力(KN),剪力(KN)層號截面內(nèi)力內(nèi)力標(biāo)準(zhǔn)值內(nèi)力組合及相應(yīng)的及相應(yīng)的及相應(yīng)的恒荷載活荷載地震荷載左地震荷載右1.2+1.41.35+1.4×0.7[1.2(+0.5)+1.3[[1.2(+0.5)+1.3]5柱頂-52.37-15.82-74.0674.06-84.99-86.20-134.8919.15-134.89-86.20-134.89204.1464.25-45.7345.73334.92338.55179.26274.37179.26338.55179.26柱底25.757.1747.36-47.3640.9441.7977.42-21.0977.4241.7977.42276.8664.25-45.7345.73422.18436.73249.07344.18249.07436.73249.07-21.7-6.54-33.7233.72-35.20-35.70-59.0411.10-59.04\\4柱頂-50.86-12.65-117.7117.7-78.74-81.06-177.3167.51-177.31-81.06-177.31511.12123.9-149.38149.38786.80811.43394.79705.50394.79811.43394.79柱底24.116.4996.3-96.338.0238.91126.41-73.89126.4138.91126.41547.84123.9-149.38149.38830.87861.01430.04740.75430.04861.01430.04-20.83-5.32-59.4559.45-32.44-33.33-84.3839.28-84.38\\3柱頂-51.44-12.89-145.59145.59-79.77-82.08-206.9895.84-206.98-82.08-206.98782.28183.62-301.79301.791195.801236.03525.261152.99525.261236.03525.26柱底23.956.45139.88-139.8837.7738.65171.56-119.39171.5638.65171.56855.77183.62-301.79301.791283.991335.24595.821223.54595.821335.24595.82-20.94-5.37-79.379.3-32.65-33.53-105.1559.79-105.15\\2柱頂-51.89-13.01-167.7167.7-80.48-82.80-230.47118.35-230.47-82.80-230.471053.42243.33-496.42496.421604.771660.58611.801644.36611.801660.58611.80柱底27.847.49167.7-167.743.8944.92204.73-144.09204.7344.92204.731090.14243.33-496.42496.421648.831710.15647.061679.61647.061710.15647.06-22.15-5.69-93.1793.17-34.55-35.48-120.8972.90-120.89\\1柱頂-42.94-10.62-89.3189.31-66.40-68.38-139.2046.56-139.20-68.38-139.201324.9303.24-649.02649.022014.422085.79742.482092.44742.482085.79742.48柱底21.475.31278.9-278.933.2034.19313.22-266.90313.2234.19313.221374.39303.24-649.02649.022073.802152.60789.992139.95789.992152.60789.99-13.28-3.28-75.9475.94-20.53-21.14-93.3064.65-93.30\\5.2.2框架柱端彎矩和剪力調(diào)整計算結(jié)果見表5-7，5-8，5-9，5-10：第五章框架荷載效應(yīng)組合表5-7樓層左邊節(jié)點柱端彎矩調(diào)整層號左梁右梁上柱下柱50.00148.16192.610.0001.00154.0940.00205.89267.660.50107.060.50107.0630.00235.01305.510.50122.210.50122.2120.00255.12331.660.50132.660.50132.6610.00315.49410.140.55180.460.45147.65表5-8樓層左中節(jié)點柱端彎矩調(diào)整層號左梁右梁上柱下柱593.0581.20226.530.000.001.00181.224176.76132.43401.950.50160.780.50160.783198