表6.1計(jì)算簡(jiǎn)結(jié)構(gòu)圖三層（屋面）彎矩圖第六章表6.1計(jì)算簡(jiǎn)結(jié)構(gòu)圖三層（屋面）彎矩圖第一節(jié)框架在恒載作用下的內(nèi)力計(jì)算本設(shè)計(jì)用分層法計(jì)算內(nèi)力，具體步驟如下:計(jì)算各桿件的固端彎矩計(jì)算各節(jié)點(diǎn)彎矩分配系數(shù)彎矩分配調(diào)幅并繪彎矩圖計(jì)算跨中最大彎矩、剪力和軸力并繪圖一、恒載作用下固端彎矩計(jì)算（一）恒載作用下固端彎矩恒載作用下固端彎矩計(jì)算（單位:KN皿）框架梁BC跨固端彎矩計(jì)算（單位：KN?m）計(jì)算簡(jiǎn)圖

嬋重5.8'KN/nirrrrTTTTTTTTTTTTTTTW林.忙.計(jì)州m計(jì)算簡(jiǎn)圖計(jì)算簡(jiǎn)圖LL-?h:.nL:：(1S9.UCKNJHJHHHHHJHHUJ日宋栽M粘如刖血,眺缺三觥有勒.1QKN/「rrrrrmTTrrnTrnTn日頃拼圳帶^.〔卵業(yè)皿網(wǎng)］狒三;h有初如周/rTTTTTTTTTTTTTTTTrrm嬋重5.8'KN/nirrrrTTTTTTTTTTTTTTTW林.忙.計(jì)州m計(jì)算簡(jiǎn)圖計(jì)算簡(jiǎn)圖LL-?h:.nL:：(1S9.UCKNrTTTTTTTTTTTTTTTTrrm北K拈而％I.如I.卜、???E結(jié)構(gòu)層MBC(KN-m)MCB(KN-m)MCD(KN-m)MDC(KN-m)MD-1/D(KN-m)三層-65.9865.98-276.11212.130二層-88.4888.48-429.29315.570一層-88.4888.48-429.29315.57-295.93注：彎矩以對(duì)節(jié)點(diǎn)順時(shí)針為負(fù)，逆時(shí)針為正。（二）計(jì)算各節(jié)點(diǎn)彎矩分配系數(shù)用分層法計(jì)算豎向荷載，假定結(jié)構(gòu)無(wú)側(cè)移，計(jì)算時(shí)采用力矩分配法，其計(jì)算要點(diǎn)是：計(jì)算各層梁上豎向荷載值和梁的固端彎矩。將框架分層，各層梁跨度及柱高與原結(jié)構(gòu)相同，柱端假定為固端。計(jì)算梁、柱線剛度。對(duì)于柱，假定分層后中間各層柱柱端固定與實(shí)際不符，因而，除底層外，上層柱各層線剛度均乘以0.9修正。有現(xiàn)澆樓面的梁，宜考慮樓板的作用。每側(cè)可取板厚的6倍作為樓板的有效作用寬度。設(shè)計(jì)中，可近似按下式計(jì)算梁的截面慣性矩：一邊有樓板：I=1.5Ir兩邊有樓板：I=2.0Ir計(jì)算和確定梁、柱彎矩分配系數(shù)和傳遞系數(shù)。按修正后的剛度計(jì)算各結(jié)點(diǎn)周圍桿件的桿端分配系數(shù)。所有上層柱的傳遞系數(shù)取1/3，底層柱的傳遞系數(shù)取1/2。按力矩分配法計(jì)算單層梁、柱彎矩。將分層計(jì)算得到的、但屬于同一層柱的柱端彎矩疊加得到柱的彎矩。(1)計(jì)算梁、柱相對(duì)線剛度53"3.521/IBL185371/B3521/B1.181.165370111Xx圖6.1修正后梁柱相對(duì)線剛度(2)計(jì)算彎矩分配系數(shù)結(jié)構(gòu)三層梁Ub3c3=5.37：(5.37+1.18)=0.820Uc3b「5.37：(5.37+3.52+1.18)=0.533Uc3d「3.52：(5.37+3.52+1.18)=0.350ud3C3=3.52：(3.52+1.18)=0.749柱ub3b2=1.18^(5.37+1.18)=0.180uc3c2=1.18^(5.37+3.52+1.18)=0.117ud3d2=1.18^(3.52+1.18)=0.251結(jié)構(gòu)二層①梁ub2C2=5.37：(1.18+1.18+5.37)=0.695Uc2b「5.37：(1.18+1.18+5.37+3.52)=0.477氣2d2=3.52：(1.18+1.18+5.37+3.52)=0.313□d2c2=3.52：(1.18+1.18+3.52)=0.5986②柱七2b3=1.18：(1.18+1.18+5.37)=0.1525七2bi=1.18：(1.18+1.18+5.37)=0.1525uc2c3=1.18^(1.18+1.18+5.37+3.52)=0.105uc2ci=1.18^(1.18+1.18+5.37+3.52)=0.105ud2d3=1.18：(1.18+1.18+3.52)=0.2007ud2di=1.18：(1.18+1.18+3.52)=0.2007結(jié)構(gòu)一層順梁Ubici=5.37：(1.18+1+5.37)=0.711Ucibi=5.37：(1.18+1+5.37+3.52)=0.485Ucidi=3.52：(1.18+1+5.37+3.52)=0.318Udici=3.52：(1.18+1+3.52)=0.618柱ubib2=1.18^(1.18+1+5.37)=0.156ubibo=1^(1.18+1+5.37)=0.133ucic2=1.18：(1.18+1+5.37+3.52)=0.107ucico=1^(1.18+1+5.37+3.52)=0.090udid2=1.18^(1.18+1+3.52)=0.207udido=1^(1.18+1+3.52)=0.175

（三）分層法算恒載作用下彎矩恒載作用下結(jié)構(gòu)三層彎矩分配BC偏心彎矩上柱下柱22.07右梁B左梁上柱下柱-14.99右梁分配系數(shù)00.180.820.53300.1170.35固端彎矩22.07-65.9865.98-14.99-276.11分配傳遞7.90436.006一18.003-71.177—分配傳遞74.165—148.33132.56097.403一分配傳遞-13.350-60.816一-30.408-18.239—分配傳遞12.964—25.9295.69217.026一分配傳遞-2.334-10.631一-5.315-3.188—分配傳遞2.266—4.5320.9952.976一分配傳遞-0.408-1.858一-0.929-0.557—0.7920.1740.520合計(jì)13.883-13.883226.91524.431-251.346!!4.6288.144一次分配14.650-13.883226.91520.861-251.346二次分配14.512-14.512228.81821.278-250.096恒載作用下結(jié)構(gòu)二層彎矩分配

0.768tB12.717tC上柱下柱右梁B左梁上柱下柱右梁左偏心彎矩19.86-28.35分配系數(shù)0.15250.15250.6950.4770.1050.1050.3130.5固端彎矩9.939.93-88.4888.48-14.175-14.175-429.2931.分配傳遞10.46510.46547.691一23.845-88.506—-17”分配傳遞103.466—206.93245.55145.551135.786一67分配傳遞-15.779-15.779-71.909一-35.955-20.320—-40分配傳遞13.422—26.8435.9095.90917.614一8.<分配傳遞-2.047-2.047-9.328一-4.664-2.636—-5.分配傳遞1.741—3.4820.7660.7662.285一1.分配傳遞-0.266-0.266-1.210一-0.605-0.342—-0.0.4520.0990.0990.296合計(jì)2.3042.304!0.768-4.607308.81138.15138.151!12.717-385.113169一次分配6.9314.431-4.607308.81146.29547.232-385.113169二次分配5.9013.401-9.302300.59544.48645.423-390.504191恒載作用下結(jié)構(gòu)一層彎矩分配9.0812.127

2.127tBtC上柱下柱右梁B左梁上柱下柱右梁左梁偏心彎矩19.86-28.35分配系數(shù)0.1560.1330.7110.4850.1070.090.3180.618固端彎矩10.720289.139723-88.4888.48-15.398-12.952-429.29315.57分配傳遞10.7059.12648.789一24.3940.068—0.136分配傳遞83.589—167.17836.88331.023109.614一54.807分配傳遞-13.040-11.117-59.432一-29.716-16.935—-33.871分配傳遞11.313—22.6264.9924.19914.835一7.418分配傳遞-1.765-1.505-8.043一-4.022-2.292—-4.584分配傳遞1.531—3.0620.6760.5682.008一1.004分配傳遞-0.239-0.204-1.089一-0.544-0.310—-0.6200.4140.0910.0770.272合計(jì)6.3815.441-11.822271.87327.24322.915-322.031339.859!!2.72011.457一次7.1495.441-11.822271.87336.32422.915-322.031339.859二次7.0305.338-12.368267.46935.35222.097-324.919357.34922B.81BW96295.930圖6.2彎矩再分配后恒載作用下彎矩圖（KN?m）357.379191.（四）框架梁彎矩塑性調(diào)幅為了減少鋼筋混凝土框架梁支座處的配筋數(shù)量，在豎向荷載作用下可以考慮豎向內(nèi)力重分布，主要是降低支座負(fù)彎矩，以減小支座處的配筋，跨中則應(yīng)相應(yīng)增大彎矩?！陡邔咏ㄖ炷两Y(jié)構(gòu)技術(shù)規(guī)程》（JGJ3-2010）5.2.3條：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(duì)梁端負(fù)彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)符合下列規(guī)定：裝配整體式框架梁端負(fù)彎矩調(diào)幅系數(shù)可取為0.7?0.8，現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)可取為0.8?0.9；框架梁端負(fù)彎矩調(diào)幅后，梁跨中彎矩應(yīng)按平衡條件相應(yīng)增大；應(yīng)先對(duì)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；截面設(shè)計(jì)時(shí)，框架梁跨中截面正彎矩設(shè)計(jì)值不應(yīng)小于豎向荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩設(shè)計(jì)值的50%。本設(shè)計(jì)取梁端支座負(fù)彎矩調(diào)幅系數(shù)可取為0.85。M'=0.85M（計(jì)算過(guò)程從略）（五）恒載作用下梁跨內(nèi)最大彎矩、梁端剪力和柱軸力計(jì)算恒載作用下梁跨內(nèi)最大彎矩計(jì)算本設(shè)計(jì)計(jì)算梁跨內(nèi)最大彎矩時(shí)，采用按簡(jiǎn)支計(jì)算時(shí)的梁跨內(nèi)最大彎矩與計(jì)算得的調(diào)幅后的梁端彎矩進(jìn)行疊加得到。計(jì)算過(guò)程計(jì)算如下：簡(jiǎn)支條件下恒載作用下固端彎矩計(jì)算表6.6

132.717.907mm132.71框架梁CD跨固端彎矩計(jì)算（單位：KN?m）樓層彎矩圖彎矩圖調(diào)幅132.717.907mm132.71框架梁CD跨固端彎矩計(jì)算（單位：KN?m）樓層彎矩圖彎矩圖調(diào)幅后彎矩圖調(diào)幅后彎矩圖調(diào)幅后彎矩圖的專來(lái)毓醐5.1DKN/E或傳栽布布粘.1UKN/E埼悟井毓有勒0.7祁MS芬I：38Em計(jì)算簡(jiǎn)圖計(jì)算簡(jiǎn)圖結(jié)構(gòu)二層結(jié)構(gòu)一層機(jī)傳來(lái)均布荷*5.1DKN/niB推來(lái)有市荷貌5.1郵N/m站麻新H朝D.TGKN/e幻I<3H\Hi計(jì)算簡(jiǎn)圖LL-3相刑，'.耘?拓牌S^A^W.fl7KM/m,B5W^Hit7.07KN/m迥5.B1KK/調(diào)幅后彎矩圖計(jì)算簡(jiǎn)圖調(diào)幅后彎矩圖計(jì)算簡(jiǎn)圖一EJri-T-JHHJHHJHHHHHH,r-f-lJri-T-JHH1HHJHHHHHHJ1口H口口1HHHHHHHHHHHHHJHHJUHHHHH—Rie-4LL-那歸.hT盼III卜k眼排觥融頃WM/mBE耕三解布默■.10KNmE啖藏布雨批.1。胰mB旅共習(xí)翩站.10牌小柱.牛房林朝11.喜舶,血打耘.BlKWrnr「T~m「「TTiLL-緋枚1頃茅.1葉1B逾藏柿站.1誠(chéng)hm,契麒三觥髏S.iOKNm讖栽樣費(fèi)10.7LKNFvr.".h.siK'b,調(diào)幅后彎矩圖276.yr框架梁D-1/D懸挑梁固端彎矩計(jì)算（單位：KN-m）樓層LL-弗養(yǎng)壤中力％LL-弗養(yǎng)壤中力％街KN和道舞;'KN/rii結(jié)構(gòu)彎矩一層圖1⑴調(diào)幅251.履后彎^-______矩圖一……………跨中最大彎矩（1）對(duì)于BC跨結(jié)構(gòu)三層（屋面層）在簡(jiǎn)支條件下疊加調(diào)幅后彎矩剪力圖如下剪力為0處距離B點(diǎn)距離：l=33.93-(7.07+7.07+5.81)=1.70m剪力為0處彎矩：1M=—33.93x1.70+^x(7.07+7.07+5.81)x1.702+12.335=—16.52KN?m結(jié)構(gòu)二層剪力為0處距離B點(diǎn)距離：l=44.96-(5.01+5.01+10.74+5.81)=1.68m剪力為0處彎矩：M=—44.94x1.68+2x(5.10x2+10.74+5.81)x1.682+7.907=—24.26KN?m結(jié)構(gòu)一層剪力為0處距離B點(diǎn)距離：l=45.37-(5.01+5.01+10.74+5.81)=1.71m剪力為0處彎矩:M=—45.37x1.71+2x(5.10x2+10.74+5.81)x1.712+10.513=—27.96KN?m(2)對(duì)于CD跨結(jié)構(gòu)三層(屋面層)在簡(jiǎn)支條件下疊加調(diào)幅后彎矩剪力圖如下110.90剪力為0處距離C點(diǎn)距離：1l=(159.37—5.81x3—2x—x3x7.07—99.96)-(7.07x2+5.81)+3=4.04m2剪力為0處距離D點(diǎn)距離：l=9.6—4.04=5.56m剪力為0處彎矩：1M=—110.90x5.56+2x(7.07x2+5.81)x5.562+89.851=—218.39KN?m結(jié)構(gòu)二層剪力為0處距離C點(diǎn)距離：162A11l=(235.87—5.81x3—2x—x3x5.10—189)-(5.10x2+5.81+10.74)+3=3.53m2結(jié)構(gòu)二層剪力為0處距離C點(diǎn)距離：162A1l=9.6—3.53=6.07m剪力為0處彎矩：M=—162.41x6.07+2x(5.10x2+5.81+10.74)x6.072+162.704=—330.32KN?m結(jié)構(gòu)一層182.91在節(jié)點(diǎn)3處，剪力有突變，由182.64突變?yōu)閪~1…N=215.37-5.81x3-2x—x3x5.10-189=—6.36KN2故剪力為0處距離C點(diǎn)距離：l=3m剪力為0處距離D點(diǎn)距離：l=9.6—3=6.m剪力為0處彎矩：M=—182.91x6+2x(5.10x2+5.81+10.74)x62+303.747=—312.21KN?m本設(shè)計(jì)取調(diào)幅后的梁跨內(nèi)彎矩最大值和簡(jiǎn)支時(shí)梁跨內(nèi)彎矩最大值的50%中的較大者，比較如下表：梁跨內(nèi)彎矩最大值取值表7.7樓層BC跨CD跨MmaxM0maxM0max2取值MmaxM0maxM0max2取值三層16.5298.9849.4949.49218.39382.73191.365218.39二層24.26132.7166.35566.355330.32605.63302.815330.32一層27.96132.7166.35566.355312.21605.63302.815312.21說(shuō)明：mmax一調(diào)幅后的梁跨內(nèi)彎矩最大值；M^―簡(jiǎn)支時(shí)梁跨內(nèi)彎矩最大值。依據(jù)上表繪制恒載作用下B?D軸X③軸框架彎'矩圖如下B[2J20L\'"F'0.06?In圖6.4恒載作用下B?D軸X③軸框架彎矩圖（KN?m）3.恒載作用下梁、柱端剪力計(jì)算梁端剪力計(jì)算計(jì)算方法為取隔離體進(jìn)行計(jì)算，具體計(jì)算如下:屋頂層BC跨B故VC=91.76KNVCX6.3+12.335=194.495+(7.07X2+5.81)X6.3X3.15,對(duì)C取矩￡MC=0VBX6.3+194.495=12.335+(7.07X2+5.81)X6.3X3.15,故Vb=33.93KN對(duì)C取矩￡MC=0VDX9.6+212.582=89.851+5.81X9.6X4.8+7.07X3X1.5+14.14X6.6X6.3+99.96X3，故Vd=110.90KN對(duì)D取矩￡MD=0VCX9.6+89.851=212.582+5.81X9.6X4.8+7.07X3X8.1+14.14X6.6X3.3+99.96X6.6,故Vc=159.37KN其他剪力計(jì)算類似，因此計(jì)算過(guò)程省略，以下匯總剪力：梁截面剪力（單位:KN.m）表6.8樓層B右截面C左截面C右截面集中力左集中力右D左截面D右截面1/D三層33.93-91.76159.37120.7320.77110.9000二層44.96-123.56235.87203.1414.14162.4100一層49.84-118.68215.37182.64-6.36182.9199.2680.09柱端剪力計(jì)算計(jì)算方法為取隔離體進(jìn)行計(jì)算，具體計(jì)算如下:1U/：?XsVV=(-14.512-5.901)：4.2=-4.86KN綜上，，其他柱計(jì)算類似。V上二V下二（M上+M下）f下面匯總柱剪力恒載作用下柱剪力（KN）表7.9樓層柱層高M(jìn)上M下V三層B4.2-14.512-3.401-4.265C4.2-21.278-44.486-15.658D4.2105.707105.82650.365二層B4.2-3.401-7.03-2.484C4.2-45.423-35.352-19.232D4.285.59146.24731.390三層B5.5-5.338-2.72-1.465C5.5-22.097-11.457-6.101D5.515.17210.0624.588注：剪力順時(shí)針為正，逆時(shí)針為負(fù)。

圖6.5恒載作用下B?D軸X03軸框架剪力圖（KN）4.恒載作用下柱端軸力計(jì)算根據(jù)節(jié)點(diǎn)平衡法可求得柱軸力，規(guī)定柱受壓為正，受拉為負(fù):B3軸力=B3集中力+梁B3C3剪力NB3=147.16+33.93=181.09KN其它柱計(jì)算類似，計(jì)算過(guò)程省略。

圖6.6柱截面表示圖恒載作用下柱軸力（單位KN）表6.10截面梁端剪力BC梁端剪力CB梁端剪力CD梁端剪力DC豎向力B豎向力C豎向力D柱自重B柱C柱D柱133.9391.76159.37110.9147.1699.96147.16181.09351.09258.06224.02205.11375.11282.08344.96123.56235.87162.41132.39189.00132.39382.46923.54576.88424.02406.49947.57600.91549.84118.68215.37182.91132.39189.00165.77588.721470.621048.85631.46620.181502.081080.31一層D柱豎向力已加懸臂梁端剪力圖6.7恒載作用下柱軸力（KN）115C2.wB表6.11樓層計(jì)算簡(jiǎn)圖二、框架在活載作用下的內(nèi)力計(jì)算（一）活載作用下固端彎矩計(jì)算活載作用下固端彎矩框架梁BC跨固端彎矩計(jì)算（單位：表6.11樓層計(jì)算簡(jiǎn)圖結(jié)構(gòu)二層計(jì)算簡(jiǎn)圖框架梁CD跨固端彎矩計(jì)算（單位：KN?m）樓層計(jì)算簡(jiǎn)圖結(jié)構(gòu)三層（屋面）結(jié)構(gòu)二層計(jì)算簡(jiǎn)圖配旅來(lái)土解荷重弒你NFm計(jì)算簡(jiǎn)圖^■vrTTTTT-一」III1叫計(jì)算簡(jiǎn)圖^■vrTTTTT-一」III1叫口IIII口」IIIII"B5觥娜有MOOKUm,%觥三觥靛MOKWm…jIe』IillI【□J11I□mm」I「?葬Ij：a)v.?.jur.?、fb：,i扁.iw*.m結(jié)構(gòu)層MBC(KN-m)MCB(KN-m)MCD(KN-m)MDC(KN-m)MD-1/D(KN-m)三層-19.8519.85-84.8665.000二層-19.8519.85-84.8665.000一層-19.8519.85-84.8665.00-16.30注：彎矩以對(duì)節(jié)點(diǎn)順時(shí)針為負(fù)，逆時(shí)針為正。（二）各節(jié)點(diǎn)彎矩分配系數(shù)節(jié)點(diǎn)彎矩分配系數(shù)同恒載，計(jì)算略。（三）分層法算活載作用下彎矩活載作用下結(jié)構(gòu)三層彎矩分配BC偏心彎矩上柱下柱2.95右梁B左梁上柱下柱-4.95右梁左分配系數(shù)00.180.820.53300.1170.350.7固端彎矩2.95-19.8519.85-4.95-84.866分配傳遞3.04213.858一6.929-23.238—-46分配傳遞22.991—45.98110.09330.194一15.分配傳遞-4.138-18.852一-9.426-5.654—-11分配傳遞4.019—8.0381.7645.278一2.(分配傳遞-0.723-3.295一-1.648-0.988—-1.分配傳遞0.702—1.4050.3080.923一0.4分配傳遞-0.126-0.576一-0.288-0.173—-0.0.2460.0540.161合計(jì)1.004-1.00471.0877.270-78.35723.往下傳!!0.3352.423一次1.199-1.00471.0874.858-78.35723.二次分配1.164-1.16472.3725.141-77.51327.活載作用下結(jié)構(gòu)二層彎矩分配

0.195B2.435Ctt上柱下柱右梁B左梁上柱下柱右梁左;偏心彎矩2.95-5.45分配系數(shù)0.15250.15250.6950.4770.1050.1050.3130.59固端彎矩1.4751.475-19.8519.85-2.725-2.725-84.866.分配傳遞2.5772.57711.746一5.873-18.572—-37.分配傳遞19.833—39.6678.7328.73226.029一13.(分配傳遞-3.025-3.025-13.784一-6.892-3.895—-7.7分配傳遞2.573—5.1461.1331.1333.376一1.6分配傳遞-0.392-0.392-1.788一-0.894-0.505—-1.0分配傳遞0.334—0.6670.1470.1470.438一0.2分配傳遞-0.051-0.051-0.232一-0.116-0.066—-0.10.0870.0190.0190.057合計(jì)0.5840.584-1.16963.3877.3057.305-77.99833.8!!0.1952.435一次0.9190.868-1.16963.3879.7299.511-77.99833.8二次分配0.8250.774-1.59861.1799.2439.025-79.44641.5活載作用下結(jié)構(gòu)一層彎矩分配2.2050.283

0.283tBtC上柱下柱右梁B左梁上柱下柱右梁左*偏心彎矩2.95-5.45分配系數(shù)0.1560.1330.7110.4850.1070.090.3180.61固端彎矩1.591.36-19.8519.85-2.96-2.49-84.8665.(分配傳遞2.6362.24812.016一6.008-12.959—-25.9分配傳遞18.772—37.5458.2836.96724.617一12.3分配傳遞-2.928-2.497-13.347一-6.674-3.803—-7.6分配傳遞2.541—5.0811.1210.9433.332一1.6(分配傳遞-0.396-0.338-1.806一-0.903-0.515—-1.0分配傳遞0.344—0.6880.1520.1280.451一02分配傳遞-0.054-0.046-0.244一-0.122-0.070—-0.10.0930.0210.0170.061合計(jì)0.8500.725-1.57561.5666.6165.565-73.74744.5!!0.3622.782一次1.0450.725-1.57561.5668.8225.565-73.74744.5二次1.0150.699-1.71460.4968.5865.367-74.44847.9圖6.8彎矩再分配后活載作用下彎矩（KN?m）（四）框架梁彎矩塑性調(diào)幅圖6.9調(diào)幅后活載作用下彎矩圖（KN?m）

（五）活載作用下梁跨內(nèi)最大彎矩、梁端剪力和柱軸力1.活載作用下梁跨內(nèi)最大彎矩本設(shè)計(jì)計(jì)算梁跨內(nèi)最大彎矩時(shí)，采用按簡(jiǎn)支計(jì)算時(shí)的梁跨內(nèi)最大彎矩與計(jì)算得的調(diào)幅后的梁端彎矩進(jìn)行疊加得到。計(jì)算過(guò)程計(jì)算如下：簡(jiǎn)支條件下活載作用下固端彎矩計(jì)算表6.16樓層計(jì)算簡(jiǎn)圖調(diào)幅后彎矩圖框架梁BC跨固端彎矩計(jì)算（單位：KN?m）調(diào)幅后彎矩圖計(jì)算簡(jiǎn)圖調(diào)幅后彎矩圖計(jì)算簡(jiǎn)圖調(diào)幅后彎矩圖計(jì)算

簡(jiǎn)圖調(diào)幅后彎矩圖計(jì)算

簡(jiǎn)圖框架梁CD跨固端彎矩計(jì)算（單位：KN-m）結(jié)構(gòu)三層（屋面層）在簡(jiǎn)支條件下疊加調(diào)幅后彎矩剪力圖如下剪力為0處距離B點(diǎn)距離：l=10.80+(3+3)=1.80m剪力為0處彎矩：M=—10.80x1.80+-x(3+3)x1.802+0.989=-8.73KN?m2結(jié)構(gòu)二層

剪力為0處距離B點(diǎn)距離：l=9.35-(3+3)=1.56m剪力為0處彎矩：1M=—9.35x1.56+x(3+3)x1.562+1.359——5.93KN?m2結(jié)構(gòu)一層結(jié)構(gòu)三層(屋面層)在簡(jiǎn)支條件下疊加調(diào)幅后彎矩剪力圖如下剪力為0結(jié)構(gòu)三層(屋面層)在簡(jiǎn)支條件下疊加調(diào)幅后彎矩剪力圖如下剪力為0處距離C點(diǎn)距離：剪力為0處距離B點(diǎn)距離：l—12.66-(3+3)—2.11m剪力為0處彎矩：M=—12.66x2.11+1x(3+3)x2.112+1.457=—11.90KN?m2(2)對(duì)于CD跨-33.261l=(48.33—2x—x3x3—32.99)-(3+3)+3—4.06m2剪力為0處距離D點(diǎn)距離：l=9.6—4.06—5.54m剪力為0處彎矩：M——33.26x5.54+1x(3+3)x5.542+23.22——68.97KN?m2結(jié)構(gòu)二層

；ici"(:猝搜-弭74剪力為0處距離C點(diǎn)距離：~1/l=(51.44-2x—x3x3.75-36.33)-(3+3)+3=3.64m2剪力為0處距離D點(diǎn)距離：l=9.6—3.64=5.96m剪力為0處彎矩：M=-35.74x5.96+1x(3+3)x5.962+35.278=-71.17KN?m2結(jié)構(gòu)一層剪力為0處距離C點(diǎn)距離：-36.7C1l=(50.42-2x-x3x3.75-36.33)-(3+3)+3=3.47m剪力為0結(jié)構(gòu)一層剪力為0處距離C點(diǎn)距離：-36.7Cl=9.6-3.47=6.13m剪力為0處彎矩：M=-36.76x6.13+1x(3+3)x6.132+40.793=-71.82KN?m2本設(shè)計(jì)取調(diào)幅后的梁跨內(nèi)彎矩最大值和簡(jiǎn)支時(shí)梁跨內(nèi)彎矩最大值的50%中的較大者，比較如下表：梁跨內(nèi)彎矩最大值取值表6.17樓層BC跨CD跨MmaxM0maxM0max2取值MmaxM0maxM0max2取值三層8.7329.7714.88514.88568.97118.1659.0868.97二層5.3929.7714.88514.88571.17127.3763.68571.17一層11.929.7714.88514.88571.82127.3763.68571.82說(shuō)明：mmax一調(diào)幅后的梁跨內(nèi)彎矩最大值；mmax一簡(jiǎn)支時(shí)梁跨內(nèi)彎矩最大值。

依據(jù)上表繪制活載作用下B?D軸X③軸框架彎矩圖如下圖6.10活載作用下B?D軸X③軸框架彎矩圖（KN?m）2.活載作用下梁、柱端剪力計(jì)算（1）梁端剪力計(jì)算計(jì)算方法為取隔離體進(jìn)行計(jì)算屋頂層BC跨E磷款槌彰伽KN/m圳膝3.3KN/r^對(duì)B取矩￡MB=0VCX6.3+0.989=61.516+(3+3)X6.3X3.15，故VC=28.51KN對(duì)C取矩￡MC=0VbX6.3+61.516=0.989+(3+3)X6.3X3.15，故V「9.29KN