前進(jìn)大廈辦公樓結(jié)構(gòu)、施工設(shè)計(jì)計(jì)算書(shū)

本畢業(yè)設(shè)計(jì)是在學(xué)完全部基礎(chǔ)理論和專業(yè)理論課程，并完成了工藝操作實(shí)習(xí)，專業(yè)實(shí)習(xí)，以及混合結(jié)構(gòu)房屋設(shè)計(jì)，單層工業(yè)廠房設(shè)計(jì)，施工組織設(shè)計(jì)，施工預(yù)算等課程設(shè)計(jì)，既已具備了一定的專業(yè)理論知識(shí)以及實(shí)踐技能的基礎(chǔ)上進(jìn)行的前進(jìn)大廈辦公樓結(jié)構(gòu)、施工設(shè)計(jì)，是通過(guò)綜合運(yùn)用已學(xué)的專業(yè)知識(shí)，對(duì)房屋建筑工程中常見(jiàn)的鋼筋混凝土框架結(jié)構(gòu)的房屋進(jìn)行一次理論聯(lián)系實(shí)際的比較完整的工程設(shè)計(jì)，以進(jìn)一步熟悉和掌握房屋建筑工程是設(shè)計(jì)和計(jì)算機(jī)應(yīng)用等技能，從而達(dá)到提高綜合運(yùn)用知識(shí)的能力，提高分析和解決實(shí)際工程問(wèn)題能力的目的。整個(gè)設(shè)計(jì)包括二個(gè)部分：結(jié)構(gòu)設(shè)計(jì)和施工設(shè)計(jì)，結(jié)構(gòu)設(shè)計(jì)主要包括框架梁、柱設(shè)計(jì)，屋面板，樓面板設(shè)計(jì)，基礎(chǔ)和樓梯設(shè)計(jì)；施工設(shè)計(jì)包括一份投標(biāo)書(shū)，工程量清單計(jì)價(jià)表，施工組織設(shè)計(jì)，施工進(jìn)度計(jì)劃表。因此這是一次非常完備的理論與實(shí)際相結(jié)合的全面訓(xùn)練。但是，在設(shè)計(jì)過(guò)程中，由于經(jīng)驗(yàn)的不足和時(shí)間的倉(cāng)促，缺點(diǎn)錯(cuò)誤在所難免，敬請(qǐng)各位老師和同學(xué)批評(píng)和指正。編者：張震2013年6月21日結(jié)構(gòu)設(shè)計(jì)部分1工程概況工程名稱前進(jìn)大廈辦公樓設(shè)計(jì)資料結(jié)構(gòu)類型框架結(jié)構(gòu)建筑地點(diǎn)吉林省長(zhǎng)春市建筑規(guī)模建筑層數(shù)為9層，建筑總面積為8585.53m-建筑總高度為30.00m。氣象條件基本風(fēng)壓：0.65KN/n?,基本雪壓：0.35KN/m2.工程地質(zhì)條件建筑場(chǎng)地位于市區(qū)內(nèi)，場(chǎng)地地勢(shì)平坦，由鉆探資料探明場(chǎng)區(qū)地層由上而下分別為:(1)雜填土：含有大量磚石碎塊和人工垃圾，厚約1.3米；(2)粘土：棕黃色，稍濕，呈可塑狀態(tài)，厚約3.8米；(3)淤泥質(zhì)土：黑灰色，含有大量腐植質(zhì)，呈流塑狀態(tài)，厚約5.0米；(4)粉質(zhì)粘土：呈可塑狀態(tài)，厚約4.1米。(5)粘土：呈硬塑狀態(tài)，未穿透。各類土的主要物理力學(xué)性質(zhì)指標(biāo)見(jiàn)表l-lo表1-1 土的物理力學(xué)性質(zhì)指標(biāo)層次土層名稱土層厚度(m)土的天然密度上的天然含水*(%)孔隙比e塑性指數(shù)Ip液性指數(shù)L土的內(nèi).摩角力(度)土的粘聚力C(kP.)壓縮模量ES(MP.)承載力特征值f.k(KP.)1雜填土1.31.682粉質(zhì)粘土3.81.87240.72140.625129.01603淤泥質(zhì)土5.01.75401.5191.2105.03.0954粉質(zhì)粘土4.11.90280.72190.52726.512.52655粘土未穿透1.96260.7200.2284514.6290

地下水情況本場(chǎng)區(qū)地下水屬潛水，水位高程為-2.4米，略受季節(jié)的影響，但變化不大。根據(jù)該場(chǎng)區(qū)原有測(cè)試資料，地下水無(wú)腐蝕性。抗震條件場(chǎng)地類別n類，抗震設(shè)防烈度為7度，設(shè)計(jì)基本地震加速度o.iog,設(shè)計(jì)地震分組第一組。地形條件基地地勢(shì)平坦，鄰近城市干道，城市上、下水及電煤氣管網(wǎng)在附近通過(guò)。2結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖前進(jìn)大廈辦公樓，總建筑面積8585.53nV,建筑總長(zhǎng)度51.15m,寬度18.65m,建筑高度30.00m,共9層：1層3.6m,2?9層3.3m,無(wú)地下室。本工程是多層框架結(jié)構(gòu)體系，耐火等級(jí)為二級(jí)，建筑抗震烈度7度，框架抗震等級(jí)為二級(jí)。結(jié)構(gòu)布置(1)結(jié)構(gòu)形式：全現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu);圖2-1標(biāo)準(zhǔn)層結(jié)構(gòu)平面布置圖(2)承重方案：框架梁柱;(3)材料選用：框架柱混凝土強(qiáng)度等級(jí)首層C35,fc=16JN/mnr,2~9層C30,fc=143N/nuF；框架梁混凝土強(qiáng)度等級(jí)C30,/.=14.3A^/W；樓板混凝土強(qiáng)度等級(jí)C30,/.=14.3?//W?鋼筋為框架梁和框架柱的受力縱向鋼筋均采用HRB335,fy=f'Y=300N/mnr,其余鋼筋一律采用HPB300,fy=fy=27ON/mni。梁柱截面尺寸初步確定梁的截面尺寸橫梁：AB跨，CD跨：h=(-- )/=(---)x7200=600?900mm,取h=650mm,TOC\o"1-5"\h\z8 12 8 121 , 1 1 加b=( )h=( )x650=216.7-325mm,取b=300mm。3 2 3BC跨： bXh=300mmX550mm縱梁： bXh=300mmX650mm次梁： bXh=250mmX600mm.2柱的截面尺寸估算柱的混凝土采用C35,fc=\6.JN/mnr,柱子截面尺寸按公式：N-

(其中'

lUN\fc根據(jù)規(guī)范，設(shè)防烈度為7度，抗震等級(jí)為二級(jí)，其軸壓比限值=0-75：各層重力荷載代表值取:g-=12MV/m毋,均按中柱考慮初選柱截面，中柱地震作用軸壓力增大系數(shù)尸=1.3,則：=199143〃〃/A>_^=199143〃〃/。[uN]fc0.75xl4.3xl03^h>-/A=Jl99143/71//=447/wn取/?=600mmX600mm?2?9層按b義〃=500mmX500mm取。綜合上述，框架柱截面如下表2-1：表2-1柱子截面尺寸柱子位置截面尺寸bXh(mmXmm)第1層600x6002?9層500x5003樓蓋、屋蓋的設(shè)計(jì)板厚均為100mm,樓板中的混凝土均為C30,鋼筋均為HPB300。荷載計(jì)算

1.1荷載收集恒荷載標(biāo)準(zhǔn)值(1)普通房間樓面永久荷載標(biāo)準(zhǔn)值防滑地面磚0.55kN/m215mm厚1:3水泥砂漿打底0.015x20.0KN/w3=0.3kN/m2100厚現(xiàn)澆鋼筋混凝土樓面板0.1mx25KN/m3=2.5kN/m215mm厚混合砂漿抹面0.015mxl7KN/m3=0.255kN/m!恒荷載標(biāo)準(zhǔn)值gk:3.605kN/m2恒荷載設(shè)計(jì)值g:1.2x3.605kN/m,=4.326kN/m,(2)衛(wèi)生間樓面永久荷載標(biāo)準(zhǔn)值10mm厚防滑地面磚干水泥擦縫0.35kN/m220mm厚1:3干硬性水泥砂漿結(jié)合層0.02mx20KN/m3=0.4kN/mJ100厚鋼筋混凝土樓板0.1mx25KN//n3=2.5kN/m220厚混合砂漿抹灰0.02mx17KN/tn3=0.34kN/m2恒荷載標(biāo)準(zhǔn)值gk:3.59kN/m,(3)屋面永久荷載標(biāo)準(zhǔn)值：35厚500X500預(yù)制鋼筋混凝土大階破0.035mX25KN//M3=0.875kN/m320mm厚粗砂隔離層0.02mX17KN/m3=0.34kN/m!4mm厚APP改性瀝青防水卷材防水層0.3kN/m220mm厚1：3水泥砂漿找平層0.02mX20KN/m3=0.4k/m'1:10厚水泥膨脹珍珠巖找坡層0.4kN/m280mm厚聚乙烯苯板保溫層0.08mx0.5KN/m3=0.040kN/m21道4mm厚APP改性瀝青防水卷材防水層0.30kN/m220mm厚1：3水泥砂漿找平層0.02mx20KN/w3=0.4kN/m2

100mm厚現(xiàn)澆鋼筋混凝土屋面板0.1mx25KN/zn3=2.5kN/m220mm厚混合砂漿刮大白兩遍0.02mx17KN/=0.3kN/m2恒荷載標(biāo)準(zhǔn)值g」=5.90kN/m:100mm厚現(xiàn)澆鋼筋混凝土屋面板0.1mx25KN/zn3=2.5kN/m220mm厚混合砂漿刮大白兩遍0.02mx17KN/=0.3kN/m2恒荷載標(biāo)準(zhǔn)值g」=5.90kN/m:活荷載標(biāo)準(zhǔn)值%:活荷載設(shè)計(jì)值q：荷載設(shè)計(jì)值合計(jì)P：走廊、衛(wèi)生間：2.5kN/m,屋面、辦公室：2.0kN/m2屋面、辦公室：1.4x20=2.8kN/m?走廊、衛(wèi)生間：1.4x2.5=3.5kN/m'屋面、辦公室：g+q=4.326+2.8=7.126kN/m’走廊、衛(wèi)生間：g+q=4.326+3.5=7826kN/m'3.1.2樓面采用塑性方法計(jì)算，衛(wèi)生間樓面采用彈性方法計(jì)算.區(qū)格分布見(jiàn)標(biāo)準(zhǔn)層樓板區(qū)格分布如圖3-1：??⑤⑥⑦圖3-1板平面布置圖??,MU'MX:?xMM??'⑤⑥⑦樓板配筋計(jì)算樓板混凝土等級(jí)采用C30,ff=14.3N/mm2；鋼筋采用HPB300級(jí)鋼，f,.=27ON/mm2,取h=lOOmrrio彎矩計(jì)算采用塑性方法計(jì)算——平行于/()1方向板中心單位板寬內(nèi)的彎矩平行于心方向板中心單位板寬內(nèi)的彎矩;in3平行于心方向板中心單位板寬內(nèi)的彎矩;m\——固定中點(diǎn)沿/(?方向單位板寬內(nèi)的彎矩；加2——固定中點(diǎn)沿總方向單位板寬內(nèi)的彎矩。以B-l、B-2(雙向板)的塑性理論計(jì)算為例，其它相似區(qū)格的計(jì)算方法。B-1支承方式：二邊固定，二邊簡(jiǎn)支。計(jì)算跨度：loi=3.6-O.15-O.125=3.325mIM=7.6-0.15-0.15=7.3mn=102/13=7.3m/3.625m=2.20,取a=2=0.21,/=2?！ㄒ徊捎梅蛛x式配筋，故得跨中及塑性絞線上的總彎矩為：=總町=7.3仍M?=叫]叫=0.2lx3.325xa^1=0.6651%Ml=01gmy-2x73%=14.6町M；二0M2=0M2= =2x0.665肛=1.33班B?1為角區(qū)格，內(nèi)力折減系數(shù)為1由公式2Ml+2M2+M,}+M[+M2+M"2=供(3/02-/()1)得：71qDA?2x7.3町+2x0.665町+14.6班+1.33町=-————x(3x7.3-3.325)解得：?jiǎn)?3.77kN?m/m故得：m2=ami=0.21x3.77kNm/m=0.79kNm/mn\=/3n\=2x3.77kN-m/m=7.54kN-m/m；班=0m2=0；m2=finv,=2x0.79kN-m/m=1.58kNm/m。B-2支承方式：三邊固定，一邊簡(jiǎn)支。計(jì)算跨度：loi=3.6-O.15-O.125=3.325m 102=7.6-0.15-0.15=7.3mn=l02/1OI=7.3m/3.625m=2.20,取a=—=0.21,尸=2。n~采用分離式配筋，故得跨中及塑性絞線上的總彎矩為：陷=/。叫=7.3町M2=a/（）M=0.21x3.325x班=0.665班M{=0102ml=2x7.3/71,=14.6/HjM；=0M2=M2= -2x0.665班=1.33/??）B-2為邊區(qū)格，內(nèi)力折減0.85由公式2M+2M2+M+M；+M2+M；=辭（3/02-/（）|）得：*7］。么sz。3G<22x7.3g+2x0.665g+14.6町+1.33m,=0.85x-————x（3x7.3-3.325）解得：wl=3.O7kNm/m故得：in2=amx=0.21x3.07kNm/m=0.64kN-m/m=4肛=2x3.07kNm/m=6.14kNm/m；叫=0m2=m2=finiy=2xO.64kNm/m=1.28kNm/m.3.2.2 B-12,B-13（雙向板）的彈性理論計(jì)算在求板跨內(nèi)正彎矩時(shí)，按恒荷載滿布及活荷載棋盤(pán)式布置計(jì)算。a 28取荷載：^'=^+^-=4.326+—=5.726KN/m2g'=—=——=1.4KN/m22 2在求支座最大負(fù)彎矩時(shí)，按恒荷載及活荷載均滿布各區(qū)格板計(jì)算。取荷載：^=g'+^'=5.726+1.4=7.126KN/m2計(jì)算簡(jiǎn)圖及計(jì)算結(jié)果見(jiàn)下表：表3-1 板配筋計(jì)算表區(qū)格B-12Ul/^023.325m/7.3m=0.50

叫(0.0408x5.726+0.0965x1.4)x3.3252=4.08kN.m/m跨v=om2(0.0028x5.726+0.0174x1.4)x3.3252=0.45kN.m/mm：4.08KN/m2+0.2x0.45KN/m2=4.17kN.m/m內(nèi)V=0.2mJ0.45KN/m2+0.2x4.08KN/m2=1.23kN.m/m表3-2板板配筋計(jì)算表B-120.50板配筋計(jì)算表B-120.0836x7.126x3.3252=6.59kN.m/m20.0569x7.126x3.325~=4.48kN.m/m表3-3區(qū)格B-13kl/^023.325m/7.3m=0.50計(jì)算簡(jiǎn)圖

跨y=02(0.0559x5.726+0.0965x1.4)x3.325=5.03kN.m/mm22(0.0079x5.726+0.0174x1.4)x3.325=0.45kN.m/m內(nèi)V=0.2m；5.03KN/m2+0.2x0.45KN/m2=5.12kN.m/m0.45KN/JH2+O.2x5.O3KN/m2=1.46kN.m/m表3-4 板配筋計(jì)算表板B-13Ul/^020.50計(jì)算簡(jiǎn)圖gqMillIII支座m；0.1179x7.126x3.3252=9.29kN.m/m0.0786x7.126x3.3252=6.19kN.m/m3.3配筋計(jì)算各區(qū)格板的跨中及支座彎矩既已求得，取截面有效高度ho^80mm,h02=70mm,即可近似按As=m/(0.9fyho).fy=300N/mm，計(jì)算鋼筋的截面積，計(jì)算結(jié)果如下表3-5示：表3-5 雙向板配筋圖截面m(kN.m)%(mm)A(mm2)選配鋼筋實(shí)配2(mnr)跨Li方向3.7780160.4608@2OO251Ln方向0.797037.83°8@200251中B2Ln方向3.0780130.14“8@2OO251

L)2方向0.647030.62°8@200251跨B3Loi方向3.9480170.04。8@200251Ln方向0.797040.24°8@200251B4Loi方向0.758031.8008@200251Lo2方向0.547025.81。8@200251B5Loi方向6.8780331.47。8@150335中L)2方向2.6170125.21°8@200251B6?方向1.378057.5208@200251方向0.16707.6308@200251B7Loi方向1.168048.64°8@200251L)2方向0.617029.18”8@200251B8Loi方向0.838034.7408@200251Lq2方向0.437020.54。8@200251B9Loi方向1.288053.7108@200251Ln方向0.15707.15。8@200251B10Li方向4.1780177.90°8@200251L方向1.237059.09“8@200251B11Loi方向5.1280219.6608@200251Ln方向1.467070.26。8@200251

支座截aBl0Bl-Blm(kN.m)7.54%(mm)80A(mm2)328.3選配鋼筋。8@150實(shí)配(mm2)335B1-B27.5480328.308@15O335B1-B61.588066.4108@200251B1-B81.588066.41。8@200251Bl-樓7.5480328.3。8@150335B2B2-B16.1480265.0408@150335B2-B26.1480265.0408@15O335B2-B61.288053.71。8@200251B2-B71.288053.71“8@200251B2-B81.288053.71°8@200251B2-B91.288053.71。8@200251B3B3-B47.8880348.42(f)10@200393B3-B80.868036。8@200251B3-樓7.8880348.42°10@200393B4B4-B31.58063.87。8@200251B4-B51.58063.87。8@200251B4-B91.088045.27。8@150335B4-樓1.58063.8708@15O335

支座B5B5-B413.7480653.5012@150754B5-B95.2280221.4308@150335B5-B1013.7480653.5。12@150754B5-樓13.7480653.5012@150754B6B6-B10.328013.36°8@200251B6-B20.328013.36。8@200251B6-B72.7480115.93。8@200251B6-B92.7480115.9308@200251B7B7-B21.228051.18。8@200251B7-B62.328097.9208@200251B7-B82.328097.9208@200251B7-B92.328097.9208@200251B7-樓1.228051.1808@200251B8B8-B10.868036“8@200251B8-B20.868036。8@200251B8-B30.86803608@200251B8-B71.668069.808@200251B8-B91.668069.8。8@200251B9B9-B20.38012.52。8@200251

支B9-B40.38012.52°8@150335B9-B50.38012.52。8@150335座B9-B62.5680108.208@200251B9-B82.5680108.2°8@200251B9-B92.5680108.2。8@200251B9-B100.38012.5208@150335B9-B110.38012.52°10@150523B10-B56.5980285.25族12@150754B10B10-B116.5980285.25。12@150754B10-B94.4880191.47°8@150335B11-B109.2980409.02(1>12@150754B11BI1-B96.1980267.28。10@150523B11-樓9.2980409.02°12@150754—=—x0.45%=0.20% A>200mm2bh m，nfy 、經(jīng)過(guò)公式計(jì)算各板的配筋率均滿足要求4框架設(shè)計(jì)梁柱截面的初步確定取頂層柱的形心線作為框架柱的軸線，梁軸線取至板底，2-9層柱高即為層高取3.3m,底層柱高度從基礎(chǔ)頂面取至一層板底，為4.75m?？蚣芙Y(jié)構(gòu)計(jì)算簡(jiǎn)圖如4-1所示：重力荷載計(jì)算屋面及樓面永久荷載標(biāo)準(zhǔn)值

屋面均布恒荷載:40厚C20細(xì)石混凝土0.04x22=0.88kN/m225厚粗沙隔離層0.025x17=0.425kN/m24厚SBS改性瀝青防水層0.35kN/m220厚1：3水泥砂漿找平層0.02x20=0.4kN/m280厚阻燃聚苯乙烯泡沫塑料保溫板0.08x0.5=0.04kN/m220厚1：3水泥砂漿找平層0.02x20=0.40kN/m2100厚鋼筋混凝土屋面板0.1x25=2.5kN/m220厚混合砂漿頂棚抹面0.02x17=0.34kN/m25.335kN/m25.335kN/m20.55kN/m,0.015x20.0=0.30kN/m0.55kN/m,0.015x20.0=0.30kN/m10.1x25=2.5kN/m20.015x17=0.255kN/m13.605kN/m,圖4-1框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖樓面均布恒荷載:1-8層樓面防滑地面磚3OOmmx3OOmm15厚1:3水泥砂漿打底100厚鋼筋混凝土屋面板15厚混合砂漿頂棚抹面樓面均布恒荷載標(biāo)準(zhǔn)值屋面及樓面可變荷載標(biāo)準(zhǔn)值上人屋面活荷載標(biāo)準(zhǔn)值： 2.0kN/mJ樓面活荷載標(biāo)準(zhǔn)值： 2.0kN/m!屋面雪荷載標(biāo)準(zhǔn)值 0.45kN/mJ梁、柱、墻、窗、門(mén)重力荷載計(jì)算梁、柱可根據(jù)截面尺寸、材料容重及粉刷等計(jì)算出單位長(zhǎng)度上的重力荷載；對(duì)墻、門(mén)、窗等可計(jì)算出單位面積上的重力荷載。具體計(jì)算過(guò)程從略，計(jì)算結(jié)果見(jiàn)表4-1表4-1 梁柱重力荷載標(biāo)準(zhǔn)值層次構(gòu)件b/mh/my/kN/m3Bg/kN/mlinGi/kNEGi/kN1邊橫梁030.65251.055.1196.9516569.2331985.21中橫梁0.30.55251.054.3312.10872.761縱梁030.65251.055.1196.5528938.825次梁0.250.6251.053.9387.33514404.393柱0.60.6251.109.94.750321504.82-9邊橫梁0.30.60251.054.7257.116536.761896.87中橫梁0.30.5251.053.9382.2869.309縱梁0.30.6251.054.7256.728886.41次梁0.250.6251.053.9387.33514404.393柱0.50.5251.106.8753.332726注：1）表中夕為考慮梁、柱的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù)；g表示單位長(zhǎng)度構(gòu)件的重力荷載；〃為構(gòu)件數(shù)量。2）梁長(zhǎng)度取凈長(zhǎng)；柱長(zhǎng)度取層高。外墻為390厚陶粒混凝土空心砌塊，外墻面貼瓷磚0.5kN/m，，40厚苯板保溫層，20厚混合砂漿抹灰，內(nèi)墻面20厚混合砂漿抹灰。自重標(biāo)準(zhǔn)值：0.04x0.5+0.02x17+0.25+0.39x5=2.31kN/m2內(nèi)墻為200厚陶?；炷量招钠鰤K，兩側(cè)均為20厚混合砂漿抹灰自重標(biāo)準(zhǔn)值：0.2x5+0.02x17x2=1.68kN/m，一層:

外墻面積：[51.15+(18.65-0.75)]x2x3.6=497.16/n2內(nèi)墻面積：(51.15—0.75)x2x3.6+21x3.6x7.6+4.8x3.6=806.4//?497.16-(22x1.7x2.4+2x1.35x2.4+4x1.5x1.7)-20x4.85x0.6-外墻：/ ' / 、 2(51.15+18.65-0.75)x2x0.65-(3x1.8x2.7+1.8x2.7)=165.115kN/m2165.115x2.31+106.44x0.4=423.99KN806.4-(25x2.4x1.0+1x2.7x1.5+2x2x1.5+6x2.7x8+2x2.4x1.5)內(nèi)墻：一12x4.85x0.6-(10x7.6x0.65+4.8x0.65)—(13x7.6x0.6+5x3.6x0.6)-1.5xl.7=539.92kN/m2539.92xl.68+106.41x0.2+2.55x0.4=929.37KN一層墻(包括梁、柱、墻)423.99+929.37+1985.21+1504.8=4843.37KN一層板51.15x18.65x(4.45+3.605)=7684.05A7V表42 梁、柱、墻、板荷載值梁、柱、墻(KN)板(KN)14843.477684.052~84785.847684.0594785.845518.19女兒墻：(51.15+18.65-0.75)x2x1.5=207.156220厚1:2.5水泥砂漿20厚1:2.5水泥砂漿80厚苯板20厚1:3水泥砂漿120厚鋼碎20厚水泥砂漿60厚苯板20厚1:3水泥砂漿0.08x0.5=0.04kN/m20.02x20=0.4kN/m20.12x25=3kN/m20.02x20=0.4kN/m20.06x0.5=O.O3kN/m20.02x20=0.4kN/m2合計(jì) 4.67kN/m2207.15x4.67=967.39kN/m2Ge=967.39x(1+』x—^―|=1094.49kN/m2I234.25)4.2.4重力荷載代表值集中于各樓層標(biāo)高處的重力荷載代表值Gi見(jiàn)表4-3表4-3 重力荷載代表值(kN)G,g2G3琳GsGtGsGq12498.6612469.8912469.8912469.8912469.8912469.8912469.8912469.899006G.=109449KNG.=109449KNG.=9006KN□?=1246989KNG，=1246989KNG?=1246989KNG9=124.6989KNGk=124,6989KNG*=1246989KNGj=124,6989KNG=12,9866KN圖4-2重力荷載代表值框架側(cè)移剛度計(jì)算431框架梁線剛度4=g4//。，因取中框架計(jì)算，故ib=2EJ/k，邊跨時(shí)取辦=E/〃o其中4為按bx〃的矩形截面梁計(jì)算所得的梁截面慣性矩計(jì)算結(jié)果見(jiàn)表4-4所示，柱線剛度ic=EcIc/h,計(jì)算結(jié)果見(jiàn)表4-5。工=?〃/?19=-%+2'°』⑵J層

類別層次EchxhIEJ?！?.5E./0//2EJ/1邊橫梁13.15xl04300x6506.87xlO1076002.85x1O'04.27x1O'°5.691xlO102~93.0xlO4300x6005.4xlO92.132x10'03.197xlO104.264xlO10走道梁13.15xl043(X)x55()4.16xlO927(K)4.853xlO107.28xlO'°9.705xlO102~93.0xlO43(X)x5(X)3.125xlO93.472xlO105.21xlO106.944xlO10表4-4梁線剛度計(jì)算表表4-5 柱線剛度表層次hc/mmbxhJmmxmm￡,/(N/mn?)ic=EJ/從14850600x6003.15X1047.014xlO102?83300500x5003.0xlO44.735XlO104.3.2柱側(cè)向剛度計(jì)算選取一根框架作為柱側(cè)向剛度計(jì)算計(jì)算公式：k=^ib計(jì)算公式：k=^ib/^ie,ac,D=acl2icth2圖4-2一品框架計(jì)算簡(jiǎn)圖表4-6 中框架柱側(cè)移剛度D值（陽(yáng)mm）層次邊柱（9根）中柱（9根）Edka八kac%2?90.4880.196222872.8090.5843048043611310.8110.466166882.1950.64222987357075表4-7 邊框架柱側(cè)移剛度D值（兒/5）層次邊柱（4根）中柱（4根）ka%ka122-90.7880.283147522.1070.5132676616607210.6080.425152091.6460.58921064145092表4-8 樓電梯間框架柱側(cè)移剛度D值（Nlmm）層次D-3,D-5,D-10C-3,C-5,C-10ka.4ka.%2?90.5260.208108581.4050.413215269715210.4060.376134701.0980.5161845395769表4-9 橫向框架柱側(cè)移剛度D值（N/mm）層次 1 2?9ZDi597936699337ZDi597936699337597936由表可見(jiàn)，ZDJZD、= =0.779>0.7,故該框架為規(guī)則框架。1 2699337橫向水平地震作用自振周期計(jì)算結(jié)構(gòu)頂點(diǎn)假想側(cè)移由式，計(jì)算過(guò)程見(jiàn)表，其中第9層的G；為G9與Ge之和，Ge=1094.49KN表4-10 結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次G/KN%/KN￡dJ(N/nvri)△修/mm5/mtn910100.4910100.4969933714.44798.59812469.8922570.3869933732.37784.15712469.8935040.2769933750.10751.88612469.8947510.1669933767.94701.78512469.8959980.0569933785.77633.84412469.8972449.94699337103.60548.07312469.8984919.83699337121.43444.47212469.8997389.72699337139.26303.04]12498.66109888.38597936183.78183.78按式計(jì)算基本周期7；，其中勺的量綱為膽，取%=0.7,則7]=1.7%值=1.7x0.7x,0.79859=1.0654.4.2水平地震作用此結(jié)構(gòu)總高度為30.0m,且質(zhì)量和剛度沿高度分布比較均勻，近似按底部剪力法計(jì)算。該建筑地震設(shè)防烈度為7度（0.15g）,amax=0-08；場(chǎng)地類別為二類，設(shè)計(jì)地震分組為第二組T&=O.35s;當(dāng)阻尼J=0.05時(shí),%=1.0,因4=0.35sVI<57；,所以7=0.9（TV'9 /035儼qx0.08=0.030計(jì)算結(jié)構(gòu)等效總重力荷載GGeq=0.85匯6=0.85x(12498.66+12469.89x7+10100.49)=93405.12A7V計(jì)算底部剪力FEkFa=/4=0.030x93405.12=2756.43/OV因1.47；=1.4x0.35=0.49sW7；=L06s,所以應(yīng)考慮頂部附加水平地震作用。頂部附加地震作用系數(shù)6“，即^,=0.087；+0.07=0.1548然=,心=0.1548x2756.43=426.70K7V「H ch CHF.=(\-8)FfiJ；1 =(1-0.1548)x2756.43x」'=2329.73」,ZG", Egm Egm表4-11 橫向水平地震作用計(jì)算表層次g(kn)(ATVm)Zg附F(KN)匕（KN）34.251094.4937486.280.01944.2644.26931.259006281437.500.144335.48379.74827.9512469.89348533.430.178414.69794.43724.6512469.89307382.790.157365.771160.20621.3512469.89266232.150.136316.841477.04518.0512469.89225081.510.115267.921744.96414.7512469.89183930.880.094218.991963.95311.4512469.89142780.240.073170.072134.0228.1512469.89101629.600.052121.152255.1714.8512498.6660618.500.03172.232327.40各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度的分布圖:圖4-3 橫向水平地震作用及樓層地震作用剪力水平地震作用下的位移驗(yàn)算表472 橫向水平地震作用下的位移驗(yàn)算層次VJKNAw.1mmhj/mm6=組hi9379.746993370.5433001/61118794.436993371.1433001/289571160.206993371.6633001/198861477.046993372.1133001/156451744.966993372.5033001/132041963.956993372.8133001/117432134.026993373.0533001/108222255.176993373.2233001/102512327.405979363.8948501/1247由上表可知，最大層間彈性位移角發(fā)生在第2層，其值為1/1025滿足［△〃/川41/550要求。水平地震作用下框架內(nèi)力計(jì)算以第一根框架內(nèi)力計(jì)算為例（D值法）具體計(jì)算過(guò)程見(jiàn)下表

層次%(m)匕(KN)￡q(N/mm)邊柱%匕kMV93.3379.74699337179779.761.0510.42513.6918.5283.3794.436993371797720.661.0510.4530.6837.5073.31160.206993371797730.171.0510.47532.3852.2763.31477.046993371797738.401.0510.5063.3663.3653.31744.966993371797745.371.0510.5074.8674.8643.31963.956993371797751.061.0510.5084.3084.3033.32134.026993371797755.481.0510.5()91.5491.5423.32255.176993371797758.631.0510.5096.7496.74I4.852327.405979361668860.510.811().575168.75124.73表4-13各層柱端彎矩及剪力計(jì)算表4-14各層柱端彎矩及剪力計(jì)算表4-14(續(xù))各層柱端彎矩及剪力計(jì)算層次%(m)匕(KN)￡r)〃(N/mm)中柱匕2ky93.3379.746993373048016.552.8090.4524.5830.0483.3794.436993373048034.952.8090.4956.5158.8273.31160.206993373048051.052.8090.5084.2384.2363.31477.046993373048064.992.8090.50107.23107.2353.31744.966993373048076.782.8090.50126.69126.6943.31963.956993373048086.412.8090.50142.58142.5833.32134.026993373048093.902.8090.50154.94154.9423.32255.176993373048099.232.8090.50163.73163.73

14.852327.405979362298789.472.1950.59256.02177.91表4T5 梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力M；,M；/匕M；/%邊柱N中柱N918.5211.437.63.9418.6118.612.713.79-3.94-9.85851.1931.697.610.9151.7151.712.738.30-14.85-37.24782.9553.487.617.9587.2687.262.764.64?32.8-83.93695.7472.757.622.17118.71118.712.787.93-54.97-149.695138.2288.897.629.88145.03145.032.7107.43-84.85-227.244159.16102.327.634.41169.95169.952.7125.89-119.26-319.033175.84113.067.638.01184.46184.462.7136.64-157.27-417.662188.28121.097.640.71197.58197.582.7146.36-197.98-523.31]221.47126.297.645.76215.35215.352.7159.52-243.74-637.07注：表中M的單位為KNt1369306832386336748684309154967416875L圖4-4左j11GcO/Z/,V的單t1852 srly S37so /尸n58SS227 一十 -56S啟6336/ 'BC23^7 S7G86A4彳。 ---Vi為^30OtN二S88/js8乙25心=10?2rs1266vSU25KN-kas一,28g -MM3?l?7JIW，，):圖圖4-52 - U - Unn ＜而j 4X22 .21?(J力圖:如8L 1266g6小/735.9674/L--—— 154等., 3163便A作用下的框我三1549r5.1637z^J779z汽B義彎拓[J '產(chǎn)3 ?ATI，、|U 411HM?S2))(1U BE震作用下的框架剪力和柱粕

橫向風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力和側(cè)移計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值按式卬*=旦4〃=哪)?；撅L(fēng)壓叫=0.65河/m2,由《荷載規(guī)范》查得C類地區(qū)，對(duì)于高度大于30m且高寬比大于1.5的高層房屋，應(yīng)采用風(fēng)振系數(shù)正以考慮風(fēng)壓脈動(dòng)的影響，本房屋高度H=31.25m所以區(qū)=1+2乳oBzW商Px=10yg+50g-^-50

B51.15Px=10yg+50g-^-50

B51.1510\/51.15+50/才-5051.15=0.855P：=loJ”+6Oe詢-60HI 31.25lOA/31.25+60/ -60…八 =0.84031.25B/=kH“'p/圖a取橫向框架，其負(fù)載寬度為7.2m,底層負(fù)載高度為4.85m.其它層為3.3m,房屋所受風(fēng)荷載標(biāo)準(zhǔn)值q(z)=7.2x0.65卅二=4.68四〃、么氏=13表4-16 沿房屋高度分布風(fēng)荷教標(biāo)準(zhǔn)值層次HJmHJH出a(z)BzA%(z)KNImFJKN931.251.001.411.0000.6461.63614.03444.21827.950.891.360.8480.5681.55912.942.57724.650.791.300.7330.5141.50611.91139.31621.350.681.250.6260.4561.44911.0236.37518.050.581.190.4360.3341.3299.62231.75414.750.471.120.3470.2821.2778.70228.72311.450.371.040.2400.211.2077.63725.228.150.261.000.1340.1221.126.81422.4914.850.161.000.0560.0511.056.38826.03

圖4-6 等效節(jié)點(diǎn)集中風(fēng)荷載風(fēng)荷載作用下的水平位移驗(yàn)算根據(jù)水平荷載，由式匕=￡&計(jì)算層間剪力匕，然后依據(jù)求出層間側(cè)移，再按式k=i=丫/之。爐〃=￡(△〃)《計(jì)算出各層的相對(duì)側(cè)移和絕對(duì)側(cè)移，過(guò)程見(jiàn)表4-17,表中k=\還計(jì)算各層的層間彈性位移角QdJhj表4-17 風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次FJKNVJKN^D/(N/iwn)△ujmm△%/幾944.2144.21969140.46%74842.5786.78969140.90%667739.31126.09969141.30Z2538636.37162.46969141.684964531.75194.21969142.00%650428.72222.93969142.30%435

325.20248.13969142.56%289222.49270.62969142.79%83126.03296.65793503.74%297由表可見(jiàn),內(nèi)荷載作用下框架的最大層間位移為1/1183遠(yuǎn)小于是1/550,滿足要求。風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算以KL-4內(nèi)力計(jì)算為準(zhǔn)，框架柱端剪力及彎矩分別按式%=與％/￡4和“：=匕」功,j=i層間剪力取自上表各柱的反彎點(diǎn)，離高度比曠=”+乂+%+%其中X，弘，為，力；的確定由〈抗震結(jié)構(gòu)設(shè)計(jì)〉的相關(guān)知識(shí)確定。表4-18 各層柱端彎矩及剪力計(jì)算層次hjmVJKN邊柱町A匕ky柱底M(KN.m)柱頂M(KN.m)93.344.21699337179771.141.0510.4257.554.0783.386.78699337179771.111.0510.459.546.3973.3126.09699337179771.021.0510.47512.918.9463.3162.46699337179770.951.0510.5019.2213.3153.3194.21699337179770.831.0510.5023.9816.6043.3222.93699337179770.751.0510.5029.1120.1533.3248.13699337179770.661.0510.5026.3526.3523.3270.62699337179770.581.0510.5034.3026.9514.85296.65597936166880.730.8110.57547.1383.79

表4-19表4-19(續(xù))層次hj/mVJKNZ4(N/trim)中柱%匕ky柱頂M(KN.)柱底M(KN.m)93.344.21699337304801.932.8090.4510.447.8883.386.78699337304801.872.8090.4914.5410.9773.3126.09699337304801.732.8090.5017.5314.3563.3162.46699337304801.602.8090.5024.6222.7753.3194.21699337304801.402.8090.5032.0732.0743.3222.93699337304801.262.8090.5038.9438.9433.3248.13699337304801.112.8090.5045.8245.8223.3270.62699337304800.992.8090.5058.1245.6714.85296.65597936229871.002.1950.5967.61101.42梁端彎矩，剪力及柱軸力分別按式：M； ，M'h +MQ/&+0匕=（M"M；）〃，N’fM-V"k=i其中i；,i；分別為節(jié)點(diǎn)在左右梁的線剛度。M'b, 分別表示節(jié)點(diǎn)左右梁的彎矩，M為柱在i層的軸力，以受壓為正。其中梁的線性剛度見(jiàn)表，具體計(jì)算過(guò)程見(jiàn)表表4-20 橫向水平線荷載作用梁端彎矩，剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力M；,M；lMi,M；lVb邊柱N中柱N92.161.337.61.762.172.172.73.23-1.76-1.4783.612.297.63.443.733.732.76.94-5.20-4.97

73.422.237.64.633.643.642.78.83-9.83-9.1763.172.097.66.573.403.402.712.07-16.40-14.6752.971.887.68.913.073.072.716.97-25.31-22.7342.771.677.612.552.722.722.721.99-37.86-32.1732.461.497.612.092.422.422.726.25-49.95-46.3322.051.317.615.622.152.152.732.19-65.57-62.9011.461387.618.072.242.242.735.08-83.64-79.91注：1）柱軸力中力的負(fù)號(hào)表示拉力。2）表中2）表中M單位為KN-m,V076.368%B31C116.60201526352695B3*V單位為KN。乃5 ______-~|1岬*片一 叮/954 他14,54:片一 W/1291 _____ "大1153V - ”那廠/W22 / ~24,62e/一一^ "。廠匕 巴67a98 一:卜 加用廠/29.11 一^一7^3894-1一 - 3年廠C' try7 a/2635 一一-一T1心82卡卜—一 嶺廠D' 61c/^3 一——7558.12g/一一 4582?廠/ J「 二廠A B圖4-7荷載作用下框架彎矩圖1.76-176-1.473.44694-52C-9.17-983120：-16401467891169；-2531-227312552189-3786-3217-37.86-55.5712091.76-176-1.473.44694-52C-9.17-983120：-16401467891169；-2531-227312552189-3786-3217-37.86-55.57120915621807-4633-629026.25321935.08-7991-7364圖4-8風(fēng)荷載作用下框架剪力及軸力豎向恒載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算計(jì)算單元取13軸線橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為7.2m,如下圖所示。由于房間內(nèi)布置次梁,故直接傳給該框架的樓面荷載如圖中的水平陰影線所示，計(jì)算單元范圍內(nèi)的其余樓面荷載則通過(guò)次梁和縱向框架梁以集中力的形式傳給橫向框架，作用于各節(jié)點(diǎn)上。由于縱向框架梁的中心線與柱的中心線不重合，因此在框架節(jié)點(diǎn)上還作用有集中力矩。圖4-9橫向框架計(jì)算單元4.6.2荷載計(jì)算1、恒載計(jì)算在圖如下圖中，qi 代表橫梁自重，為均布荷載形式。1800 3600I1800I2700 18003600 1800圖470各層梁上作用的荷載對(duì)于第9層:0=0.3x0.6x25x1.05=^.125KN/m<7；=0.3x0.5x25x1.05=3.93SKN/tnq2為房間傳給橫梁的梯形荷載，q2為走道梁傳給橫梁的三角形荷載。q2=5.335x3.6=19.206/flVIm q2=5.335x2.7=14.405AW/mP1、P2分別為由邊縱梁、中縱梁直接傳給柱的恒荷，它包括梁自重、樓板重和女兒墻等重力荷載，計(jì)算如下：R=[3.6x1.8x0.5x2+(4.0+7.6)x0.5x1.8]x5.335+4.725x7.2+3.938x7.6x0.5+4.67xl.5x7.2=l89.69KNP,=[3.6xl.8x0.5x2+(4.0+7.6)x0.5x1.8+(2.25+3.6)x0.5x1.35x2]x5.335+4.725x7.2+3.938x7.6x0.5=181.35KN集中力矩M,=耳4=189.69x(0.5-0.3)x0.5=18.97KN.mM2=0對(duì)于第2-8層，qi包括梁自重和其上橫墻自重，為均布荷載。其它荷載計(jì)算方法同第9層，結(jié)果為<7,=4.725+1.68x(3.3-0.6)=9.261KN/m1=3.938A7V/mq2=3.605x3.6=12.97870V/mq2=3.605x2.7=9.734/0V/mK=3.6x1.8x2x3.3+4.725x7.2+3.938x7.6x0.5+2.3lx[(7.2-0.5)x(3.3-0.6)-2.4xl.7x2]+0.4x2.4xl.7x2=117.95KNP2=[3.6x1.8x2+(7.2-1.35)x1.35]x3.3+4.725x7.2+3.938x7.6x0.5+1.68x(3.3-0.6)x(7.2-0.5)=148.21KN集中力矩M.=P.e,=117.95x°~~°~=11.SKN.m11 2M2=0對(duì)于第1層，qi包括梁自重和其上橫墻自重，為均布荷載。其它荷載計(jì)算方法同第9層，結(jié)果為qx=5.119+1.68x(3.3-0.6)=9.655KN/mq\=4.331A7V/wq2=3.605x3.6=12978KNIm q2=3.605x2.7=9.734MV/mP)=3.6x1.8x2x3.64-5.119x7.2+3.938x7.6x0.5+2.3lx[(7.2-0.6)x(3.3-0.65)-2.4xl.7x2]+0.4x2.4xl.7x2=121.61KNP2=[3.6xl.8x2+(7.2-1.35)xl.35]x3.6+5.119x7.2+3.938x7.6x0.5+1.68x(3.3-0.65)x(7.2-0.6)=159.62KN集中力矩M,=Pr=121.61x竺3=18.24KN.m1 11 2M2=02、活荷載計(jì)算活荷載作用下各層框架梁上的荷載分布如下圖所示。圖4-11各層梁上作用的荷載對(duì)于第9層：%=3.6x2=1.2KN/m心=2.7x2=5.4KN/mR=(3.6x1.8+3.6x1.8)x2=25.92KNP2=[3.6x1.8x2+(7.2-1.35)xl.35]x2=41.72KN集中力矩M.=P,e.=25.92x0'5"0'=259KN.m1 5 2M2=0同理，在屋面雪荷載作用下q2=0.72KN/m q'2=0.54KN/mR=2.592KN P2=4.172KNM1=0.259KN.m M?=0對(duì)于第2-8層：%=3.6x2=7.2KN/mq'2=2.7x2=5.4KN/mR=(3.6x1.8+3.6x1.8)x2=25.92KNP2=[3.6x1.8x2+(7.2-1.35)xl.35]x2=41.72KN集中力矩M.=P,e.=25.92x°~"°'=259KN.m1 11 2M2=0對(duì)于第1層q2—3.6x2=1.2KN/tnq:=2.7x2=54KN/mR=(3.6x1.8+3.6x1.8)x2=25.92KNP2=[3.6x1.8x2+(7.2-1.35)xl.35]x2=41.72KN集中力矩M.=P,e.=25.92x06°~=3.S9KN.miij 2M2=0將以上計(jì)算結(jié)果匯總:

層%(7i%%PlP2m2次KN/mKN/mKN/mKN/mKNKNKNtnKNm94.7253.93819.20614.405189.69181.3518.9702-89.2613.93812.9789.734117.95148.2111.80019.6554.33112.9789.734121.61159.6218.240表4-21橫向框架恒荷載匯總表表4-22 橫向框架活荷載匯總表橫向框架恒荷載匯總表層%%PlP2m2次KN/mKN/mKNKNKNmKN-m97.2(0.72)5.4(0.54)25.92(2.592)41.72(4.172)2.59(0.259)02?87.25.425.9241.722.59017.25.425.9241.723.890注：表中括號(hào)內(nèi)數(shù)值對(duì)應(yīng)于屋面雪荷載作用情況。3框架內(nèi)力計(jì)算梁端、柱端彎矩采用彎矩二次分配法計(jì)算，由于結(jié)構(gòu)和荷載對(duì)稱，故計(jì)算時(shí)可用半框架。彎矩計(jì)算過(guò)程如圖4-12,所得彎矩圖如圖4-13。梁端彎矩剪力可根據(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。柱軸力可根據(jù)梁端剪力和節(jié)點(diǎn)集中荷載疊加得到如下表4-23,4-24。0.6900.3100.3490.4760.17518.97-94.3194.31-7.860.0051.9823.36-30.170.00-41.15-15.130.0015.94-15.0911.680.00-13.540.00-0.59-0.270.650.000.890.330.0067.34-86.3176.470.00-53.80-22.66表4-23恒荷作用下框架彎矩的二次分配法(KN.m)上柱下柱右梁恒荷載左梁上柱下柱右梁0.4080.4080.1840.2370.3230.3230.11711.80-89.9489.94-6.0931.8831.8814.38-19.87-27.08-27.08-9.8125.9915.94-9.947.19-20.58-13.54-13.05-13.05-5.896.388.708.703.1544.8234.77-91.3983.64-38.96-31.93-12.750.4080.4080.1840.2370.3230.3230.11711.80-89.9489.94-6.0931.8815.9431.8815.9414.38-9.94-19.877.19-27.08-13.54-27.08-13.54-9.81-8.95-8.95-4.044.726.436.432.3338.8738.87-89.5481.97-34.20-34.20-13.570.4080.4080.1840.2370.3230.3230.11711.80-89.9489.94-6.0931.8815.9431.8815.9414.38-9.94-19.877.19-27.08-13.54-27.08-13.54-9.81-8.95-8.95-4.044.726.436.432.3338.8738.87-89.5481.97-34.20-34.20-13.570.4080.4080.1840.2370.3230.3230.11711.80-89.9489.94-6.0931.8831.8814.38-19.87-27.08-27.08-9.81

上柱下柱右梁恒荷載左梁上柱下柱右梁15.9415.94-9.947.19-13.54-13.54-8.95-8.95-4.044.726.436.432.3338.8738.87-89.5481.97-34.20-34.20-13.570.4080.4080.1840.2370.3230.3230.11711.80-89.9489.94-6.0931.8831.8814.38-19.87-27.08-27.08-9.8115.9415.94-9.947.19-13.54-13.54-8.95-8.95-4.044.726.436.432.3338.8738.87-89.5481.97-34.20-34.20-13.570.4080.4080.1840.2370.3230.3230.11711.80-89.9489.94-6.0931.8831.8814.38-19.87-27.08-27.08-9.8115.9415.94-9.947.19-13.54-13.54-8.95-8.95-4.044.726.436.432.3338.8738.87-89.5481.97-34.20-34.20-13.570.4080.4080.1840.2370.3230.3230.11711.80-89.9489.94-6.0931.8831.8814.38-19.87-27.08-27.08-9.8115.9411.89-9.947.19-13.54-10.62-7.30-7.30-3.294.025.485.481.9940.5236.47-88.7981.28-35.14-32.22-13.910.3240.4810.1950.2550.2490.3690.12718.24-91.6691.66-6.3323.7935.3214.32-21.76-21.25-31.49-10.8415.94-10.887.16-13.54-1.64-2.43-0.991.631.592.360.8138.0932.88-89.2178.69-33.20-29.13-16.3616.44-14.57

表4-24 活荷作用下框架彎矩的二次分配法（KN.m）上柱下柱右梁活荷載左梁上柱下柱右梁

上柱下柱右梁活荷載左梁上柱下柱右梁5.2822.6644.8213.573K.K7s;34.202.223X.O9Kgoo67.34不6GO38.8734.203K.K734.20圖4-13活荷作用下框架彎矩圖(KN.m)表4-25 恒荷作用下梁端剪力及柱軸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AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=VCVAVBVB=VCNuN1NuN1990.9524.77-1.290.0089.6692.2524.77279.35302.04298.37321.06884.5118.45-1.020.0083.4985.5318.45503.48526.17573.25595.94784.5118.45-1.000.0083.5285.5118.45727.63750.32848.12870.80684.5118.45-1.000.0083.5285.5118.45951.79974.471122.981145.66584.5118.45-1.000.0083.5285.5118.451175.941198.631397.841420.52484.5118.45-1.000.0083.5285.5118.451400.091422.781672.701695.38384.5118.45-1.000.0083.5285.5118.451624.251646.941947.561970.25284.5118.45-0.990.0083.5285.5()18.451848.411871.102222.412245.10186.0318.98-1.380.0084.6587.4218.982077.362124.382511.122558.14表4-26 活荷作用下梁端剪力及柱軸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AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=VCVAVBVB=VCNuN1NuN1927.367.29-0.300.0027.0627.667.29128.70151.39175.97198.66827.367.29-0.280.0027.0927.647.29204.39227.08275.31298.00727.367.29-0.280.0027.0927.647.29280.09302.78374.64397.33627.367.29-0.280.0027.0927.647.29355.78378.47473.97496.66527.367.29-0.280.0027.0927.647.29431.47454.16573.31595.99427.367.29-0.280.0027.0927.647.29507.17529.85672.64695.33327.367.29-0.280.0027.0927.647.29582.86605.5577L97794.66227.367.29-0.280.0027.0927.647.29658.556X1.24871.31893.99127.367.29-0.360.0027.0027.727.29734.16781.18970.721017.75框架內(nèi)力組合由次四種組合：1.35X永久荷載+1.4x0.7x活荷載，1.2x永久荷載+1.4x0.7x活荷載+1.4風(fēng)荷載,1.2x永久荷載+1.4X活荷載+1.4x0.6x風(fēng)荷載，1.2x橫+06x1.2活荷載+1.3x地震荷載。表中永久荷載和活荷載兩列中的梁端彎矩為經(jīng)過(guò)調(diào)幅后的彎矩組合，結(jié)果見(jiàn)附表。

內(nèi)力調(diào)整強(qiáng)柱弱梁:本建筑為二級(jí)抗震建筑，規(guī)范規(guī)定，框架柱頂層以及軸壓比小于0.15的柱可不進(jìn)行調(diào)整，現(xiàn)以第二層和第一層進(jìn)行調(diào)整：.一層柱的下端A柱：①EM,=1.5ZMb=1.5x181.71=272.565KNmB柱：①EM：=1.5ZMb=1.5x265.04=397.56KNm.一層柱上端，二層柱下端A柱：左震：ZMc=86.47+53.61=140.08KN.m ZMb=150.65KNm右震：ZMc=155.96+134.11=290.07KN.mZMb=281.21KTMc=1.5ZMb=1.5x281.21=421.815KNmB柱:mJmJZMc=m；+mJZmc134.11134.11+155.96155.96134.11+155.96x421.815=x421.815=左震：ZMC=194.81+86.47=281.28KNmZMb=197.37+196.36=393.73KN-m右震：ZMC=143.29+155.96=299.25KN-mSMb=49.68+223.57=272.25KN-mZMc=1.5ZMb=1.5x393.73=590.595KN?mM口=；-ZM.cMh+MF cMch+mJZM,195.02KNm226.79KN-m19481―—x590.595=409.04KN-m194.81+86.47——呢也——x590.595=181.56KN-m194.81+86.473.二層柱上端，三層柱下端A柱:左震：ZMt=55.37+45.98=101.35KNmZMb=116.01KN-m右震：ZMC=55.37+45.98=101.35KN-mZMb=116.01KNmZMC=1.5LMh=1.5x251.14=376.71KN-mM匕=—McZM=————x376.71=187.75KN-mcM14-Mbc131.55+132.40cc13240ZM=————x376.71=188.96KN-mc131.55+132.40B柱:左震：ZMC=125.46+188.37=313.83KN-mZMb=116.01+204.26=320.27KN-m右震：=193.07+114.58=307.65KN-mZMh=251.14+181.02=432.16KN-mZMC=1.5ZMb=1.5x432.16=648.24KN-m,M 19307Mh=—：——ZM= x648.24=406.8IKNmc+e193.07+114.58十M_ 11458M?=—,c= ———x648.24=241.43KNmM：+Mj193.07+114.584.8.2梁的強(qiáng)剪弱彎:梁凈跨：底層:AB跨、CD跨：ln梁凈跨：底層:AB跨、CD跨：ln=7.6-0.6=7.0mBC跨：/,=270.6=21m標(biāo)準(zhǔn)層：AB跨、CD跨：/=7.6-0.5=7.1mBC跨：/=2.7-0.5=2.2m二級(jí)框架梁：Zb=L21.頂層框架梁:

AB梁.VGfc=-x[(4.725+19.206)x7.6x1.2+1.4x0.5x7.6x7.2]=128.28KNV=九 +vl2x100.69+112.50+]2828=16483KNLn 儂 7.0泡 Vga=-x[(3.938+14.405)x2.7xl.2+1.4x0,5x2.7x5.4]=34.82KNV=近(M+嶗)+%=1.2X36.80+36.80+3482=%83於L Gb 2.1.二層框架梁：AB梁.VGh=gx[(9.261+12.978)x7.6x1.2+1.4x0.5x7.6x7.2]=120.56KN"讓誓必k⑵半產(chǎn)+356=19649儂Be梁.Vga=；x[(3.938+9.734)x2.7x1.2+1.4x0.5x2.7x5.4]=27.25KNTOC\o"1-5"\h\zV=小""MD+%=1.2x20426+204.26+?公=26Q69KNL?? 2.1.底層框架梁：Ab梁.VGfc=-x[(9.655+12.978)x7.6xl.2+1.4x0.5x7.6x7.2]=122.36KNV=九+@=1.2x28121+197.37+12236=204.40KNLnGh 7.0Be梁.7Gb=-x[(4-331+9.734)x2.7x1.2+1.4x0,5x2.7x5.4]=27.89/CA^V=3仆%+Va=\.2x223.57+223.57f2789=283.40K7VLn 而 2.1.8.3框架柱剪力調(diào)整：根據(jù)公式V= +M：)/”“計(jì)算其中二級(jí)框架柱/c=13HnB=4.85-0.60