畢業(yè)論文（設(shè)計(jì)）課題學(xué)生姓名系別專業(yè)班級指導(dǎo)教師2015年6月弦學(xué)墾院它1衣#竹教齡學(xué)蘆樓礦設(shè)揚(yáng)計(jì)串摘救郵旬要末本攀設(shè)僻計(jì)灑為泰學(xué)義院擇學(xué)刑院柜1理#還教奸學(xué)體樓民設(shè)喚計(jì)爛，離采柜用刺框國架默結(jié)墾構(gòu)仔，植建幕筑報(bào)層暮數(shù)泰為習(xí)五逢層純。肢本彼地令區(qū)否抗冊震淹設(shè)薦防痕烈拾度矛為膨7強(qiáng)度刊，掉場檔地扎類湊別眾為毛二認(rèn)類莊場岡地僵，評樓際面儀活距荷澡載即為柏3指K犯N妄/淋M顆2植，間混裙凝摟土栽自桶重怨為的2押5肚K魂N羊/看M窩3養(yǎng)，侄機(jī)久制矛實(shí)筒心勾磚雞砌華體質(zhì)1電9督K紡N同/郵M循3幫。矛本升設(shè)躍計(jì)杰貫昨徹欄“啟實(shí)蠢用獨(dú)、貢安輕全菊、裁經(jīng)期濟(jì)炭、犯美傍觀披”寬的溜設(shè)麗計(jì)濾原訴則脂。吊按衣照渡建芒筑種設(shè)批計(jì)毯規(guī)凈范蘭，績認(rèn)土真訴考薪慮滔了船影跑響牌設(shè)罷計(jì)叉的屈各雷項(xiàng)燒因檔素婦。劉本芝設(shè)響計(jì)咐選各取銹了技結(jié)戀構(gòu)皺方逝案題中纖的省中律間趁橫竭向彈框螞架貴進(jìn)牽行漿設(shè)糊計(jì)仗。牧先甚進(jìn)揮行敗了脾層云間姿荷遍載殃代諷表堤值漲的尿計(jì)軌算溉,矩接糊著新利三用障頂蜜點(diǎn)劇位桐移稈法咬求富出幣自揭震爬周柿期劇，哨進(jìn)渡而姐按倍底孫部讀剪期力討法戀計(jì)恨算亭水途平硬地寒震穗荷鐵載邀作前用墓下熄大成小醫(yī)，帽同亮?xí)r贏計(jì)拳算奴出邁結(jié)鮮構(gòu)悄在以風(fēng)固荷瓜載糕作鉛用羞下縫的對荷嶺載到大塞小互，辰進(jìn)唱而柿求宵出勞在響水息平插荷輔載糞作望用除下消的壇結(jié)品構(gòu)析內(nèi)商力驕（之彎理矩軌、鑒剪員力鏡、泛軸飛力拆）乘。往接驗(yàn)著明計(jì)慮算缸豎暫向挪荷間載塌（領(lǐng)恒壽載亞及街活甘荷爛載綱）杯作所用蠢下饅的禿結(jié)沃構(gòu)晴內(nèi)偏力撐。變找禽出掠最翻不紐利朋的幫一氧組挺或割幾桿組畢內(nèi)布力遮組澇合塵。竟躬選灑取冶最稼安石全稼的勇結(jié)吳果懷計(jì)娘算胡配豪筋斗并搶繪靜圖順。懇此隸外趙還夏進(jìn)豐行貴了估結(jié)鉤構(gòu)付方醬案巨中四的除室艦內(nèi)訂樓蕩梯榆的紛設(shè)須計(jì)匙，均完傾成傲了近平凍臺門板暫，瓶梯鍛段戚板板，輸平揀臺萍梁票等繁構(gòu)寧件小的公內(nèi)樸力束和泉配莫筋愈計(jì)花算溫及禿施目工拐圖爬繪腦制忽。禾對芬樓講板稈也沸進(jìn)誤行桌了扔配圓筋種計(jì)糠算冤，森采每用裳是短的瞇是貨雙港向重板雀。殊基饅礎(chǔ)瀉采穗用花了筐柱暖下電獨(dú)廟立邪基暮礎(chǔ)牧，動對亞基來礎(chǔ)鬼行炊了敗受熔力信和懼配得筋舟計(jì)嘉算匪。劍整殺個彩設(shè)俱計(jì)埋過惑程但中筑，翼嚴(yán)略格令遵紋循事相晨關(guān)客的曾專杜業(yè)扎規(guī)滾范脾，妻參沈考同相屑關(guān)下資段料役和維有釣關(guān)賄最毯新尼的來國羨家托標(biāo)訪準(zhǔn)冠圖蒸集酷，惜對越設(shè)棋計(jì)泛的捎各去個萬環(huán)赴節(jié)耗進(jìn)歲行腥綜視合介全兼面絡(luò)科炎學(xué)頌的呢考肚慮咽。矩總?cè)局?，較實(shí)庫用冷、仿安攏全森、妥經(jīng)械濟(jì)銜、濤美古觀退是肺本惕設(shè)榴計(jì)勝的嫩原炭則瞧。喝設(shè)雁計(jì)稼計(jì)籌算仗整條個盈過租程魚中催綜希合狠考繁慮譯了網(wǎng)抗洞震紅要目求及、看技始術(shù)購經(jīng)滴濟(jì)攝指陳標(biāo)頁和裳施式工子工飛業(yè)員化濃的鐮要思求濕。鼻關(guān)鉤鍵襯詞燭：銅框胸架痰結(jié)隔構(gòu)翠；貫荷魔載承計(jì)府算士；撒內(nèi)君力朋計(jì)美算筐；束計(jì)渾算頂配都筋念A(yù)蜘b螞s俊t險r透a主c已t觀T蝴h欠e濃息d狼e意s差i竹g摸n棒在f嶄o神r超

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43"．控制截面內(nèi)力組合值14HYPERLINK\l"_Toc282290944"．荷載效應(yīng)組合15HYPERLINK\l"_Toc282290945"2.4水平地震作用下的框架計(jì)算26HYPERLINK\l"_Toc282290946"2.4.1.框架的抗震等級：26HYPERLINK\l"_Toc282290947"2.4.2.場地和特征周期值26HYPERLINK\l"_Toc282290948"2.4.3.重力荷載代表值26HYPERLINK\l"_Toc282290949"2.4.4.結(jié)構(gòu)自振周期T127HYPERLINK\l"_Toc282290950"2.4.5.地震影響系數(shù)α28HYPERLINK\l"_Toc282290951"2.4.6.計(jì)算水平地震作用標(biāo)準(zhǔn)值28HYPERLINK\l"_Toc282290952"2.4.7.水平地震作用產(chǎn)生的框架內(nèi)力28HYPERLINK\l"_Toc282290953"2.5豎向荷載作用下的框架內(nèi)力計(jì)算40HYPERLINK\l"_Toc282290954"豎向荷載作用下的框架內(nèi)力計(jì)算40HYPERLINK\l"_Toc282290955"恒荷載作用下的框架內(nèi)力：42HYPERLINK\l"_Toc282290956"活荷載作用下的框架內(nèi)力：46HYPERLINK\l"_Toc282290957"2.6配筋49HYPERLINK\l"_Toc282290958"框架梁的配筋49HYPERLINK\l"_Toc282290959"框架柱配筋52HYPERLINK\l"_Toc282290960"框架的基礎(chǔ)設(shè)計(jì)60HYPERLINK\l"_Toc282290961"樓梯設(shè)計(jì)65HYPERLINK\l"_Toc282290962"參考文獻(xiàn)69HYPERLINK\l"_Toc282290963"致謝70第一章結(jié)構(gòu)方案總說明1.1材料選擇1.1.1鋼筋選擇：梁柱HRB335fy=300N/mm2構(gòu)造鋼筋箍筋HPB235fy=210N/mm21.1.2砼強(qiáng)度的選擇：C25fc=11.9N/mm2ft=1.27N/mm21.2構(gòu)件截面尺寸選擇1.2.1梁的截面尺寸橫向框架梁h=lo/12~lo/8=6600/12~6600/8=550~825取h=800mmb=h/2~h/4=350~175取b=300mm且h/b=2.6<4符合要求縱向框架梁h=lo/12~lo/8=9000/12~9000/8=750~1125取h=800mmb=h/2~h/4=350~175取b=300mm且h/b=2.5<4符合要求次梁h×b=400mm×200mm1.2.2板的設(shè)計(jì)按最小高跨比要求h/lo≥1/35取h=100mm,則100/2200≥1/35符合要求1.2.3柱的設(shè)計(jì)底層：內(nèi)柱令b≥H/15=5200/15=347mm取500mm×500mm外柱取500mm×500mm標(biāo)準(zhǔn)層及頂層：內(nèi)柱b≥H/15=390/15=260取500mm×500mm外柱取500mm×500mm1.3荷載統(tǒng)計(jì)1.3.1.豎向荷載（1）屋面恒荷載：鋁基涂料0.5KN/m215厚細(xì)紗保護(hù)層17×0.015＝0.255KN/m2瀝青卷材防水層0.05KN/m220厚抗裂砂漿0.020×20KN/m3=0.4KN/m2120厚加強(qiáng)型水泥石膏聚苯保溫板0.17KN/m3×0.12＝0.0204KN/m2100厚鋼筋砼樓面板24KN/m3×0.1＝2.4KN/m215厚石灰砂漿抹灰頂棚17KN/m3×0.015＝0.255KN/m2合計(jì)8804KN/m2活荷載標(biāo)準(zhǔn)值：不上人屋面0.5KN/m2(2)樓面荷載（教室）恒荷載：10厚陶瓷地磚20KN/m3×0.01＝0.2KN/m25厚水泥膠結(jié)合層16KN/m3×0.01＝0.08KN/m215厚1：3水泥砂漿找平層20KN/m3×0.015＝0.3KN/m2100厚鋼筋砼樓面板24KN/m3×0.1＝2.4KN/m215厚石灰砂漿抹灰頂棚17KN/m3×0.015＝0.255KN/m2合計(jì)3.235KN/m2活荷載標(biāo)準(zhǔn)值：教室2.0KN/m2教室走廊2.5KN/m2屋面0.5KN/m2（3）各層走廊樓面水磨石地面10m面層，20mm水泥砂漿打底，素水泥漿結(jié)合層一道0.45KN/m2100厚鋼筋砼板25×0.4＝2.5KN/m25厚混合砂漿抹灰17×0.005＝0.085KN/m2合計(jì)3.04KN/m21.3.2梁荷載（1）次梁（10厚抹灰層，200×400）25×0.2×（0.4－0.1）＋0.01×0.3×2×17＋0.2×0.01×17＝1.64KN/m（2）主梁（10厚抹灰層，300×700）25×（0.7－0.1）×0.3＋0.01×（0.7－0.1）×2×17＋0.3×0.01×17＝4.7KN/m1.3.3墻體及其他構(gòu)件（1）檐口（200寬）15厚1：3水泥砂漿找平層20KN/m3×0.2×0.015＝0.06KN/mSBS改性瀝青卷材0.3KN/m2×0.2＝0.06KN/m卷材膠結(jié)劑0.2×3KN/m2＝0.6KN/m15厚1：3水泥砂漿找平層20KN/m3×0.2×0.015＝0.06KN/m10厚輕集料砼找坡層12KN/m3×0.2×0.01＝0.024KN/m10厚鋼筋砼板25KN/m3×0.2×0.1＝0.05KN/m合計(jì)1.304KN/m（2）女兒墻（600高370寬）普通磚18KN/m3×0.6×0.37＝4.0KN/m水泥砂漿20KN/m3×0.015×0.9＝0.27KN/m涂料0.05KN/m2×（0.9×2＋0.37）＝0.11KN/m合計(jì)4.38KN/m（3）2～5層砌體內(nèi)墻（每堵）磚重18KN/m3×0.24×（3.9×9.0－2×2.1×0.9）＝135.30KN門重0.5KN/m2×2.1×0.9×2＝1.89KN水泥砂漿2×20KN/m2×0.015×（3.9×9.0－2×2.1×0.9）＝18.79KN8厚陶瓷面磚2×19.8KN/m3×0.008×（3.9×9.0－2×2.1×0.9）＝9.92KN合計(jì)165.9KN/9=18.43KN/m（4）底層內(nèi)墻18×0.24×（4.2×9－2×2.1×0.9）＋0.5×2.1×0.9×2＋2×20×0.015×（4.2×9－2×2.1×0.9）＋2×19.8×0.008×（4.2×9－2×2.1×0.9）＝20.01KN（5）2~5層砌體外墻磚重18KN/m3×0.37×（3.9×9.0－2×1.8×1.8）＝190.61KN窗重0.5KN/m2×1.8×1.8×2＝3.24KN20厚石灰砂漿7KN/m3×0.02×（3.9×9－2×1.8×1.8）＝9.73KN80厚充氣石膏板13.5KN/m3×0.08×（3.9×9－2×1.8×1.8）＝30.91KN水泥砂漿20KN/m3×0.015×（3.9×9.0－2×1.8×1.8）＝8.59KN5厚水泥膠結(jié)合板0.4KN/m2×（3.9×9－2×1.8×1.8）＝11.45KN細(xì)石窗臺2×26.4KN/m2×0.37×1.8×0.08＝2.81KN合計(jì)257.34/9＝28.59KN/m（6）底層外墻18×0.37×（4.2×9－2×1.8×1.8）＋0.5×1.8×1.8×2＋17×0.02×（4.2×9－2×1.8×1.8）＋13.5×0.08×（4.2×9－2×1.8×1.8）＋20×0.015×（4.2×9－2×1.8×1.8）＋0.4×（4.2×9－2×1.8×1.8）＋2×26.4×0.37×1.8×0.08＝281.04/9＝31.23KN/m21.3.4風(fēng)荷載由設(shè)計(jì)條件，Wo＝0.55KN/m2，按C類粗糙度可查得在30m,20m,15m,10m,5m處為1.00，0.84，0.74，0.74，0.74、風(fēng)荷載體型系數(shù)迎風(fēng)面為＋0.8，背風(fēng)面為－0.5左風(fēng)：F5=0.55×（0.8＋0.5）×1.00×9.0×（3.9/2＋0.6）＝16.41KNF4=0.55×（0.8＋0.5）×0.84×9.0×3.9＝21.08KNF3=0.55×（0.8＋0.5）×0.74×9.0×3.9＝18.57KNF2=0.55×（0.8＋0.5）×0.74×9.0×3.9＝18.57KNF1=0.55×（0.8＋0.5）×0.74×9.0×（3.9/2＋4.65/2）＝20.36KN風(fēng)荷載標(biāo)準(zhǔn)值1.4截面幾何特性1.4.1慣性矩中框架梁2.0Io邊框架梁1.5Io梁Io＝bh3/12=300×7503/12＝1.055×1010柱Io＝bh3/12=500×5003/12＝5.21×109故邊框架梁I=2.0Io＝2.11×1010中框架梁I=2.0Io＝2.11×10101.4.2線剛度i＝EI/l對樓層取層高，對底層柱取基礎(chǔ)頂面至二層樓板頂面框架梁取柱軸線間距離故邊框架梁i＝EI/l＝1.583×1010E/6600＝3.20×106E中框架梁i＝EI/l＝2.11×1011E/6600＝3.20×106E底層柱i＝EI/l＝5.21×109E/5200＝1.00×106E標(biāo)準(zhǔn)層己頂層i＝EI/l＝5.21×109E/3900＝1.34×106E第二章結(jié)構(gòu)方案設(shè)計(jì)計(jì)算2.1框架結(jié)構(gòu)的內(nèi)力計(jì)算和荷載效應(yīng)組合及側(cè)移計(jì)算2.1.1樓面板的內(nèi)力計(jì)算（單向板）（1）梁板截面尺寸選擇板支承中心線間距離lc=6600/3＝2200mm,選取板厚100mm則h/lc＝100/2200＝1/22次梁支承點(diǎn)中心線間距離lc＝9000mm取b=200mm,h=100mm框架梁b×h=300mm×800mm,框架柱500mm×500mm（2）板的配筋計(jì)算板的荷載設(shè)計(jì)值gk=3.24KN/m2qk=2.0KN/m2g+q=1.2gk+1.4qk=1.2×3.24+1.4×2=6.69KN/m2板的計(jì)算跨度lo＝ln＝2200－200＝2000mmho＝h－as＝100－25＝75mm列表計(jì)算如下：單向板配筋計(jì)算表截面位置邊支座邊跨跨中第一內(nèi)支座第二跨及中間跨跨中中間支座彎矩位置－1/161/14－1/111/16－1/14M(Kn.m)－1.671.91－2.431.67－1.91γ0=0.5(1+0.98950.98790.98470.98950.9879As(mm2)75861107586實(shí)配鋼筋φ10@200φ10@200φ10@200φ10@200φ10@2002.1.2走廊上的雙向板計(jì)算（1）簡圖：（2）彎矩設(shè)計(jì)值lx/ly＝3000/4500＝0.67又gk=3.24Kn/m2,qk=2.5Kn/m2故g+q=1.2×3.24+1.4×2.5=7.39Kn/m2q/2=0.7×2.5=1075Kn/m2g-q/2=7.39-1.75=5.64Kn/m2由四邊固定和四邊簡支系數(shù)在對稱荷載下，mx=0.034my=0.010mx’=－0.075my’=－0.057mγx=0.036mγy=0.017反對稱荷載下，mx=0.072my=0.028mγx=0.078mγy=0.042可得（取泊松比＝0.2時彎矩，列在相應(yīng)彎矩值后的括號內(nèi)）Mx=(0.034×5.64+0.072×1.75)×32+2.86kn.m(3.06kn.m)My=(0.01×5.64+0.028×1.75)×9＝0.93kn.m(1.52kn.m)Mx’=－0.075×7.39×32My’=－0.057×7.39×32（3）配筋計(jì)算Asx=Mx/0.9fyhoAsy=My/0.9fy(ho-10)fy=210N/mm2h=100ho=75位置跨中l(wèi)x方向跨中l(wèi)y方向支座lx方向支座ly方向彎矩設(shè)計(jì)值2.86（3.06）0.93（1.52）－4.99－3.79As（mm2）202（216）76（124）352309實(shí)配鋼筋4φ8@200φ6/8@2007φ8@2006φ8@2002.1.3縱向次梁配筋設(shè)計(jì)令主梁梁高700mm,梁寬b=300mm;次梁高400mm，梁寬b=200mm荷載設(shè)計(jì)值g+q=6.69×2.7＋1.2×25×0.4×0.2＝20.46KN/m計(jì)算跨度lo=ln=4500-300=4200mm,支座處按矩形截面計(jì)算,跨中截面按T形計(jì)算,可求得bf’=l/3=8700/3=2900mm正截面受彎承載力計(jì)算:取ho=h=as=400-35=365mm,跨中截面均為第一類T形,現(xiàn)列表如下次梁縱向受力鋼筋計(jì)算截面位置邊支座邊跨中第一內(nèi)支座其余跨跨中中間支座彎矩系數(shù)-1/241/141/161/16-1/14M=αm(g+q)l2-15.0425.78-32.8922.56-25.78αo=M/bhofc0.0030.0050.0060.0040.005γo=0.5(1+)0.9980.9970.9970.9980.997Ao=M/rohofy138236301206236選配鋼筋φ10@200φ10@2006φ8@2004φ8@200φ10@200斜截面受剪承載力計(jì)算截面邊支座第一內(nèi)支座中間支座V=β(g+q)ln42.9747.2647.260.25βcbhofc260.98>V56.21>V56.21>V0.7fcbho38.5741.2541.25箍筋肢數(shù)直徑φ6φ6φ6Asv=nAsv1106112112S=1.25fyvAsvho/V-0.7ftbho85103103實(shí)配箍筋間距s1201201202.2.風(fēng)荷載作用下的框架內(nèi)力計(jì)算2.2.1各桿相對線剛度及相關(guān)尺寸根據(jù)上圖及水平風(fēng)荷載標(biāo)準(zhǔn)值，采用D值法計(jì)算風(fēng)荷載作用下的內(nèi)力框架柱的剪力框架柱剪力標(biāo)準(zhǔn)值計(jì)算層數(shù)（ΣF）柱號k＝ib/2icαc=k/2+kD=αc×12ic/h2V＝ΣF×D’/ΣF（KN）5（16.41KN）A5B51.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)3.284.924（21.08KN）A4B41.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)7.5011.253（18.57KN）A3B31.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)11.2116.822（18.57KN）A2B21.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)14.9322.391（20.36KN）A1B12.165.3870.5190.7290.279(12/4.22)0.226(12/4.22)26.2421.262.2.2框架柱反彎點(diǎn)高度計(jì)算層數(shù)第五層（m=5,n=5nh=3.9m）柱號kγoα1γ1α2γ2α3γ3y(m)A51.5950.5610－－102.18B53.9760.4510－－101.76第四層（m=4,n=4,h=3.9m）A41.5950.641010102.5B43.9760.51010101.95第三層（m=3,n=3,h=3.9m）A31.5950.721010102.81B33.9760.51010101.95第二層（m=2,n=2,h=3.9m）A21.5950.810111.303.1B23.9760.510101.301.95第一層(m=1,n=1,h=4.2m)A12.1610.24－－0.80－－1.25B15.3870.59－－0.80－－3.072.2.3風(fēng)荷載作用下的框架內(nèi)力在求出各柱剪力Vi和該柱反彎點(diǎn)高度yi值后，則該柱下端彎矩Mi＝Vi×yi，上端彎矩為Vi（hi－yi），進(jìn)而利用節(jié)點(diǎn)平衡求出框架梁端彎矩，畫出左風(fēng)作用下的框架內(nèi)力圖。2.2.4風(fēng)荷載作用下的側(cè)移計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值作用下的框架側(cè)移驗(yàn)算位置ΣFwk（KN）ΣDji（KN/mm）i＝1→nUj（mm）△Uj/hj限值5層16.4170.3460.271/130001/4004層21.0870.3460.351/111433層18.5770.3460.311/130002層18.5770.3460.311/130001層20.3652.4970.461/8400頂點(diǎn)位移Σ△Uj＝1.7mmj＝1→n1/132001/500注Σdji＝Σαc/12×ic×h2（4根柱）×E（＝3.0×104N/mm2）Uj＝ΣFwk/0.85×Σdji2.3.框架的荷載效應(yīng)組合（非抗震組合時）2.3.1.組合公式對于承載能力極限狀態(tài)，按荷載效應(yīng)的基本組合進(jìn)行設(shè)計(jì)?；窘M合是永久作用和可變作用的組合。由可變荷載效應(yīng)控制的組合：γG恒+γQ活；γG恒+γQ風(fēng)；γG恒+0.9（γG活+γQ風(fēng)）其中，γG一般取1.2，當(dāng)對結(jié)構(gòu)有利時取1.0；γQ一般取1.4；對于一般多層框架結(jié)構(gòu)，第二項(xiàng)往往不起控制作用。由永久荷載效應(yīng)控制的組合：1.35恒+1.4ψc活，其中ψc為荷載組合值系數(shù)，除書庫，檔案庫，儲藏室，電梯機(jī)房等為0.9外，其余民用建筑為0.7.2.3.2．控制截面內(nèi)力組合值框架梁：框架梁的控制截面是梁的跨中和梁端支座邊緣處，跨中截面的內(nèi)力組合值為+M（同時注意可能出現(xiàn)的－M），梁端截面的內(nèi)力組合值為－M（同時注意可能出現(xiàn)的+M）和V。框架柱：對于某一層框架柱，其控制截面為該柱的上端和下端。由于框架柱是偏心受壓構(gòu)件，M和N的不同組合會導(dǎo)致受壓承載力的變化，因此對于采用對稱配筋截面的框架柱，應(yīng)分別考慮如下三種內(nèi)力組合，即：|±M|max和相應(yīng)的N,V；Nmax和相應(yīng)的M,V。2.3.3．荷載效應(yīng)組合（1）框架梁的內(nèi)力組合表屋面框架梁的內(nèi)力組合表5層桿件號ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-16.9465.31143.68-92.23-88.13-49.92-15.872.98活B-34.8440.5106.92-53.04-46.02-27.06-8.286.624風(fēng)C5.6-1.5-4.21.56.3-1.9風(fēng)D-5.61.54.2-1.5-6.31.9內(nèi)力組合1.2A+1.4B-69.104135.072322.104-184.932-170.184-97.788-30.63612.84961.2A+1.4C(或D)1.35A+0.98B-57.0122127.8585298.7496-176.49-164.075-93.9108-29.538910.514521.2A+1.26(B+C或D）-57.1704127.512307.1352-182.798-161.851-86.0616-31.870811.92224樓面框架梁的內(nèi)力組合表4層桿件號ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-79.7368.17149.97-93.77-72.43-28.25-14.433.61活B-63.3156.13148.188-76.4-60.09-27.341-12.7810.224風(fēng)C17.7-4.5-12.34.518.3-5.5風(fēng)D-17.74.512.3-4.5-18.35.5內(nèi)力組合1.2A+1.4B-184.31160.386387.4272-219.484-171.042-72.1774-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-169.679147.0369347.6837-201.462-156.669-64.9317-32.004914.893021.2A+1.26(B+C或D）-153.145146.8578366.6809-224.286-156.959-45.2917-40.348817.21424樓面框架梁的內(nèi)力組合表3層桿件號ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-76.6467.83149.23-92.96-72.77-28.76-14.433.61活B-63.2456.04147.948-76.87-60.18-24.09-12.7810.224風(fēng)C31-8-21.9832.8-9.9風(fēng)D-31821.9-8-32.89.9內(nèi)力組合1.2A+1.4B-180.504159.852386.2032-219.17-171.576-68.238-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-165.439146.4897346.4495-200.829-157.216-62.4342-32.004914.893021.2A+1.26(B+C或D）-132.59141.9264365.4905-236.002-153.071-23.5374-45.892817.21424樓面框架梁的內(nèi)力組合表2層桿件號ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-76.4667.83149.23-92.73-72.77-28.9-14.433.61活B-63.156.05147.972-76.67-60.17-24.21-12.7810.224風(fēng)C43.4-11.2-30.711.245.87-13.9風(fēng)D-43.411.230.7-11.2-45.8713.9內(nèi)力組合1.2A+1.4B-180.092159.866386.2368-218.614-171.562-68.574-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-165.059146.4995346.4731-200.322-157.206-62.7408-32.004914.893021.2A+1.26(B+C或D）-116.574137.907365.5207-246.562-149.026-7.3884-50.932817.21424樓面框架梁的內(nèi)力組合表1層桿件號ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-71.9467.95150.48-87.47-72.65-36.54-14.433.61活B-59.3556.14148.212-72.367-60.08-30.51-12.7810.224風(fēng)C115.8-21.3-24.6-21.336.7-11.1風(fēng)D-115.821.324.621.3-36.711.1內(nèi)力組合1.2A+1.4B-169.418160.136388.0728-206.278-171.292-86.562-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-155.282146.7497348.3958-189.004-156.956-79.2288-32.004914.893021.2A+1.26(B+C或D）-15.201125.4384367.3231-227.142-189.719-36.0486-47.404817.21424注：表中系數(shù)0.98由1.4×0.7得出，1.26由0.9×1.4得出，風(fēng)荷載產(chǎn)生跨中彎矩很小，略去表中單位M－KN.m，V－KN活2的跨中彎矩已乘系數(shù)1.2不起控制作用的組合，能直接看出時未計(jì)算而以－表示（2）框架柱的內(nèi)力組合表：框架柱的內(nèi)力組合表5層框架柱的內(nèi)力組合表5層桿件號A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A16.986.736.6234.013.7-42.3127.0-33.9234.319.6活B34.840.531.731.717.1-26.046.0-25.446.013.2風(fēng)C-5.6-1.5-7.2-7.23.3-10.5-4.2-8.7-4.24.9風(fēng)D5.61.57.27.2-3.310.54.28.74.2-4.9組合值1.2A+1.4B|M|max88.3325.240.4-87.1216.841.9Nmax88.3325.240.4-76.2345.641.9Nmin69.1160.840.4-87.1216.841.91.2A+1.4C(或D)|M|max33.8270.721.1-65.5146.530.3Nmax33.8270.721.1-52.9275.330.3Nmin12.5102.021.1-65.5146.530.31.35A+0.98B|M|max80.4347.035.3-82.6216.639.3Nmax80.4347.035.3-70.6361.439.3Nmin57.0156.835.3-82.6216.639.31.2A+1.26(B+C或D)|M|max74.8311.742.1-96.7205.146.2Nmax57.2153.242.1-83.6333.946.2Nmin74.8311.742.1-96.7205.146.2框架柱的內(nèi)力組合表4層框架柱的內(nèi)力組合表4層桿件號A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A43.2261.236.3414.220.9-31.6270.3-32.1377.716.3活B31.696.631.696.616.2-26.7100.1-26.4100.113.6風(fēng)C-10.5-6.0-18.8-6.07.5-21.9-16.4-21.9-16.411.3風(fēng)D10.56.018.86.0-7.521.916.421.916.4-11.3組合值1.2A+1.4B|M|max96.2448.747.8-75.5593.338.7Nmax87.9632.447.8-75.5593.338.7Nmin96.0448.747.8-75.3464.638.71.2A+1.4C(或D)|M|max37.1305.035.6-69.2430.235.3Nmax17.3488.735.6-69.2430.235.3Nmin37.1305.035.6-65.6301.435.31.35A+0.98B|M|max89.2447.344.1-39.2607.935.4Nmax80.0653.944.1-69.2607.935.4Nmin89.2447.344.1-68.8463.135.41.2A+1.26(B+C或D)|M|max78.4427.655.0-99.4558.750.9Nmax59.7611.355.0-99.4558.750.9Nmin78.4427.655.0-99.1429.950.9框架柱的內(nèi)力組合表3層框架柱的內(nèi)力組合表3層桿件號A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A38.32435.6538.05588.6919.58-32.1413.65-32.25520.9716.5活B31.62152.6731.7152.6716.24-26.39160.29-26.51160.2913.56風(fēng)C-12.2-14-31.5-1411.21-32.836.9-32.8-36.916.82風(fēng)D12.21431.514-11.2132.8-36.932.836.9-16.82組合值1.2A+1.4B|M|max90.252736.5246.232-75.81849.5738.784Nmax90.04920.1746.232-75.81849.5738.784Nmin90.252736.5246.232-75.47720.7938.7841.2A+1.4C(或D)|M|max28.904503.1839.19-84.62573.543.348Nmax1.56686.8339.19-84.62573.543.348Nmin28.904503.1839.19-84.44548.0443.3481.35A+0.98B|M|max82.72737.7442.348-69.52860.3935.564Nmax82.434944.3542.348-69.52860.3935.564Nmin82.72737.7442.348-69.2715.5135.5641.2A+1.26(B+C或D)|M|max70.453697.558.083-113.4780.6458.079Nmax45.912881.1558.083-113.4780.6458.079Nmin70.453697.558.083-113.1744.8458.079框架柱的內(nèi)力組合表2層框架柱的內(nèi)力組合表2層框架柱的內(nèi)力組合表2層框架柱的內(nèi)力組合表2層桿件號A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A38.41610.1130.55763.1517.68-31.58556.97-32.72664.2916.49活B31.4208.7234.15208.7216.81-25.95220.46-26.88220.4613.55風(fēng)C-11.9-25.2-46.3-25.214.93-43.766.9-43.766.922.39風(fēng)D11.925.246.325.2-14.9343.7-66.943.7-66.9-22.39組合值1.2A+1.4B|M|max90.0521024.344.75-76.91105.838.758Nmax84.47120844.75-76.91105.838.758Nmin90.0521024.344.75-74.23977.0138.7581.2A+1.4C(或D)|M|max29.432696.8542.118-100.4890.8151.134Nmax-28.16880.542.118-100.4890.8151.135Nmin29.432696.8542.118-99.08762.0251.1341.35A+0.98B|M|max82.6261028.240.342-70.511112.835.541Nmax74.711234.840.342-70.511112.835.541Nmin82.6261028.240.315-68.06967.9635.5411.2A+1.26(B+C或D)|M|max70.662963.3761.208-128.21159.265.072Nmax21.351114761.208-128.21159.265.072Nmin70.662963.3761.208-125.71030.465.072框架柱的內(nèi)力組合表1層框架柱的內(nèi)力組合表1層桿件號A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A41.39784.5715.281004.510.9-18.21700.29-9.11853.395.25活B25.2264.8612.6264.867.27-14.97280.54-7.49280.544.9風(fēng)C-69.5-46.5-32.8-46.526.24-17.692.4-65.392.421.26風(fēng)D59.546.532.846.5-26.2417.6-92.465.3-92.4-21.26組合值1.2A+1.4B|M|max84.9481312.323.258-42.811233.113.16Nmax35.9761576.123.258-21.421416.813.16Nmin84.9481312.323.258-42.811233.113.161.2A+1.4C(或D)|M|max-47.63876.3849.816-46.49969.7136.064Nmax-27.581140.249.816-102.41153.436.064Nmin-47.63876.3849.816-46.49969.7136.0641.35A+0.98B|M|max80.5731318.721.84-39.251220.311.89Nmax32.9761615.621.84-19.64142711.89Nmin80.5731318.721.84-39.251220.311.891.2A+1.26(B+C或D)|M|max-7.1161480.555.303-62.891310.339.262Nmax-7.1161480.555.303-102.6149439.262Nmin-6.151216.255.303-62.891310.339.2622.4水平地震作用下的框架計(jì)算2.4.1.框架的抗震等級：由設(shè)計(jì)要求，抗震設(shè)防烈度為7度，房屋高度未超過30m，丙類建筑，由此可知該框架抗震等級為三級2.4.2.場地和特征周期值根據(jù)工程地質(zhì)報(bào)告和土的類型劃分，該場地的等效剪切波速在140－250m/s之間，覆蓋層厚度未超過50m，可判定為Ⅱ類場地，由地震分組為一組，可查的特征周期值Tg＝0.35s2.4.3.重力荷載代表值取中間計(jì)算單元4.5m，寬度范圍的重力荷載代表值如下：G5（頂層）<3.9/2m>:恒載：女兒墻：4.38KN/m×16.2＝70.96KN屋面：3.88KN/m2×16.2×4.5＝282.95KN主梁：4.76KN/m×16.2＝77.114KN次梁：4×1.64KN/m×（4.5－0.3）＝27.55KN柱：6.59KN/m×3.9/2×4＝51.40KN外墻（含窗）:18.2×4.5×2＝128.7KN內(nèi)墻:12.7×4.5×2＝82.98KN總和787.97KN活載：雪荷載：0.5×16.2×4.5＝36.45KNG5＝G恒＋0.5G活＝787.97＋1/2×36.45＝806.20KNG2-G4（情況相同）<3.9m>恒載：樓面:3.24×13.2×4.5+3.04×3×4.5＝233.50KN主梁：77.11KN次梁：27.55KN柱：6.59×3.9×4＝102.8KN外墻（含窗）：28.59×4.5×2＝257.31KN內(nèi)墻：18.43×4.5×2＝165.87KN總和864.14 KN活載：樓面荷載：2.0×4.5×13.2＋2.5×4.5×3＝152.55KN故G2-G4＝864.14+0.5×152.55＝940.42KNG1（底層）<3.9/2+5.2/2m>恒載：樓面：3.24×13.2×4.5+3.04×3×4.5＝233.5KN梁：77.11+27.55＝104.66KN柱：6.59×（1.95+5.2/2）×4＝119.94KN外墻（含窗）：36.44×4.5×2＝327.96KN內(nèi)墻：23.35×4.5×2＝210.15KN活載：樓面荷載：2.0×4.5×13.2+2.5×4.5×3＝152.55KN故G1＝996.21+0.5×152.55＝1072.49KN2.4.4.結(jié)構(gòu)自振周期T1框架結(jié)構(gòu)，則采用經(jīng)驗(yàn)公式T1＝0.085n＝01.085×5＝0.43s2.4.5.地震影響系數(shù)αTg＝0.35s，設(shè)防烈度為7度，多遇地震αmax＝0.08，Tg<T1<5Tgα1==(Tg/T1)0.9,αmax＝(0.35/0.43)0.9×0.08=0.072.4.6.計(jì)算水平地震作用標(biāo)準(zhǔn)值利用底部剪力法：T1=0.43<1.4Tg=0.49故不考慮頂部附加地震作用系數(shù)δnFi＝GiHi/ΣGjHj×FekFek＝αGeq＝0.05×0.85×（806.2+3×940.42+1072.49）＝199.75KN列表如下：水平地震作用標(biāo)準(zhǔn)值計(jì)算位置Gi（kn）Xi（m）GiXiFek（1－δn）δn＝0Fi（kn）5層806.220.816769199.7556.754層940.4216.915893199.7553.793層940.4213.012226199.7541.382層940.429.18558199.7528.961層1072.495.25577199.7518.87ΣGjHj＝59023KN.mΣFi=199.75KN2.4.7.水平地震作用產(chǎn)生的框架內(nèi)力各柱剪力值列表如下：位置5層4層3層2層1層ΣVi（kn）56.75110.54151.92180.88199.75A柱剪力值11.522.430.836.755.8B柱剪力值16.932.945.253.844.1各柱反彎點(diǎn)高度y由風(fēng)荷載計(jì)算可知，各柱反彎點(diǎn)高度比反由γo決定：列表如下：位置5層4層3層2層1層ABABABABABγo0.560.450.640.500.720.500.80.50.240.59y（m）2.181.762.51.952.811.953.11.951.253.07水平地震作用產(chǎn)生的框架內(nèi)力：根據(jù)各柱剪力和反彎點(diǎn)高度，可得水平地震作用下的框架內(nèi)力圖地震作用效應(yīng)的基本組合（1）框架梁：考慮地震作用組合的框架梁彎矩值5層考慮地震作用組合的框架梁彎矩值5層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-16.94143.68-92.23-49.922.98水平地震作用產(chǎn)生F或G±19.78±9.87±14.74±7.37組合1.2E＋1.3（F或G）5.386172.42-97.845-40.7413.157-46.04172.42-123.507-79.07-6.0051.0E＋1.3（F或G)8.774143.68-79.399-30.7612.561-42.65143.68-105.061-69.08-6.601考慮地震作用組合的框架梁彎矩值4層考慮地震作用組合的框架梁彎矩值4層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-79.73149.97-93.77-28.252.71水平地震作用產(chǎn)生F或G±68.2±6.28±37.56±56.34±28.17組合1.2E＋1.3（F或G）-7.016188.13-63.69639.34239.873-184.3171.8-161.352-107.1-33.3691.0E＋1.3（F或G)8.93158.13-44.94244.99239.331-168.4141.81-142.598-101.5-33.911考慮地震作用組合的框架梁彎矩值3層考慮地震作用組合的框架梁彎矩值3層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-76.64149.23-92.96-28.762.71水平地震作用產(chǎn)生F或G±115.82±5.723±60.92±91.38±45.69組合1.2E＋1.3（F或G）58.598186.52-32.35684.28262.649-242.5171.64-190.748-153.3-56.1451.0E＋1.3（F或G)73.926156.67-13.76490.03462.107-227.2141.79-172.156-147.6-56.687考慮地震作用組合的框架梁彎矩值2層考慮地震作用組合的框架梁彎矩值2層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-76.46149.23-92.73-28.92.71水平地震作用產(chǎn)生F或G±150.37±77.22±115.83±57.92組合1.2E＋1.3（F或G）103.73179.08-10.89115.978.548-287.2179.08-211.662-185.3-72.0441.0E＋1.3（F或G)119.02149.237.656121.6878.006-271.9149.23-193.116-179.5-72.586考慮地震作用組合的框架梁彎矩值1層考慮地震作用組合的框架梁彎矩值1層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-71.94150.48-87.47-36.542.71水平地震作用產(chǎn)生F或G±314.65±83.25±56.6±84.91±42.46組合1.2E＋1.3（F或G）322.72288.8-31.38466.53558.45-495.472.351178.544-154.2-51.9461.0E＋1.3（F或G)337.11258.71-13.8973.84357.908-48142.255161.05-146.8-52.488考慮地震作用組合的剪力設(shè)計(jì)值：a，重力荷載代表值作用下的剪支剪力VGb5層VGb＝1.2×Ge/9＝107.49KN4層－2層VGb＝1.2×940.42/9＝125.39KN1層VGb＝1.2×1072.49/9＝143.00KNb，剪力值計(jì)算V＝1.1（Mb＋Mrb）+VGb5層Va＝1.1×46.04/6.6+107.49＝115.16KNVab＝1.1×（123.51-5.39）/6.6+107.49＝127.18KNVbc＝1.1×（79.07－40.74）/6.6+107.49＝113.88KN4層Va＝1.1×184.34/6.6+125.39＝156.11KNVab＝1.1×（161.35－7.02）/6.6+125.39＝151.11KNVbc＝1.1×（107.14－39.34）/6.6+125.39＝136.69KN3層Va＝1.1×242.53/6.6+125.39＝165.81KNVab＝1.1×（190.75－58.6）/6.6+125.39＝147.42KNVbc＝1.1×（153.31－84.28）/6.6+125.39＝136.9KN2層Va＝1.1×287.23/6.6+125.39＝173.26KNVab＝1.1×（211.66－103.73）/6.6+125.39＝143.28KNVbc＝1.1×（185.26－115.9）/6.6+125.39＝136.95KN1層Va＝1.1×495.37/6.6+143＝225.56KNVab＝1.1×（495.37－31.38）/6.6+143＝220.33KNVbc＝1.1×（154.23－66.54）/6.6+143＝157.62KN（2）框架柱的內(nèi)力組合表：考慮地震作用的柱內(nèi)力組合表5層考慮地震作用的柱內(nèi)力組合表5層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±19.78±4.49±36.84±4.49±24.619.83±±29.749.83±重力荷載代表值作用下G16.9486.7336.55233.97-42.31127.01-33.93234.33組合值1.2×G＋1.3×E或F|M|max-5.38698.23991.752286.60182.765165.19-2.054268.42Nmax-5.38698.23991.752286.601-18.78139.6379.378293.98Nmin46.042109.913-4.032274.92782.765165.19-2.054268.42考慮地震作用的柱內(nèi)力組合表4層考慮地震作用的柱內(nèi)力組合表4層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±31.36±20.51±82.25±20.51±64.1647.39±±64.1647.39±重力荷載代表值作用下G43.18261.1938.32414.23-31.59270.33-32.1377.65組合值1.2×G＋1.3×E或F|M|max152.909523.739121.93514.79Nmax152.909523.739121.93514.79Nmin92.584340.091121.32386考慮地震作用的柱內(nèi)力組合表3層考慮地震作用的柱內(nèi)力組合表3層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±33.57±47.28±121.01±47.28±88.14108.31±±88.14108.31±重力荷載代表值作用下G38.32435.6538.05588.69-32.1413.65-32.25520.97組合值1.2×G＋1.3×E或F|M|max202.973767.892153.28765.97Nmax202.973767.892153.28765.97Nmin89.625584.244153.1637.18考慮地震作用的柱內(nèi)力組合表2層考慮地震作用的柱內(nèi)力組合表2層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±29.36±81.77±166.78±81.77±104.91185.53±±104.91185.53±重力荷載代表值作用下G38.41610.1130.55763.15-31.58556.97-32.72664.29組合值1.2×G＋1.3×E或F|M|max253.4741022.081175.651038.3Nmax253.4741022.081175.651038.3Nmin84.26838.433174.28909.55考慮地震作用的柱內(nèi)力組合表1層考慮地震作用的柱內(nèi)力組合表1層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±147.87±138.42±80.213±138.42±36.6242.14±±155.70242.14±重力荷載代表值作用下G41.39784.5717.5721004.45-18.21700.29-10.48853.39組合值1.2×G＋1.3×E或F|M|max241.8991121.43125.3631385.28669.4321155.1214.981338.9Nmax241.8991121.43125.3631385.28669.4321155.1214.981338.9Nmin142.563761.53883.1911025.39425.728525.57189.94709.29注：底層柱下端彎矩要乘以1.155）水平地震作用下的框架彈性側(cè)移驗(yàn)算鋼筋混凝土框架結(jié)構(gòu)應(yīng)進(jìn)行多遇地震作用下的抗震變形驗(yàn)算，其樓層內(nèi)的最大彈性層間位移△Ve≤［θｅ］ｈ的要求位置ΣFhk（kn）ΣDji（KN/mm）i＝1→nVe（mm）Ve/hj［θｅ］5層56.7570.3460.811/50001/5504層110.5470.3461.61/25003層151.9270.3462.21/1