本科生土木工程框架結構畢業(yè)設計_免費下載

1、第一章結構選型與布置 .11.1工程概況.1.1.2工程地質資料 .11.3荷載資料.1.1.4建筑構造.2.第二章確定計算簡圖 .42.1確定計算簡圖 .4.2.2梁柱截面尺寸 .4.2.3材料強度等級 .4.2.4荷載計算 .5.第三章框架內力計算 .123.1恒載作用下的框架內力.123.2活載作用下框架內力 .173.3地震作用下橫向框架的內力計算 .21第四章框架內力組合 .274.1彎矩條幅 .27.4.2內力組合 .28.第五章框架梁柱截面設計 .36第六章樓梯結構計算 .496.1梯段板計算 .4.9.6.2休息平臺板計算.506.3梯段梁計算 .5.1.第七章現(xiàn)澆樓面板設計

2、.527.1跨中最大彎矩.527.2支座中點最大彎矩 .53第八章基礎設計 .548.1邊柱計算.548.2中柱計算.56附錄PKPM框架計算數(shù)據圖第一章結構選型與布置1.1工程概況本畢業(yè)設計鎮(zhèn)江市某高校綜合服務樓設計”為有實際工程應用需求的課題。其工程 地點位于江蘇省鎮(zhèn)江市，抗震設防烈度為7度，設計基本地震加速度值為0.15g,設計地 震分組為第一組。建筑場地長寬約 54mK17m，建筑面積約5832m2,為三跨六層鋼筋混 凝土規(guī)則框架。根據勘察報告，工程場地U類，采用柱下獨立基礎，建筑設計宜考慮電 梯間。標準層平面及剖面簡圖見圖1-1，1-2。1.2工程地質資料(1) 經勘察查明，根據地層

3、的沉積特點和物理力學特性自上而下共可劃分為3層，各土層描述如下： 層：素填土，灰褐色，主要成分為粉質粘土。該層土場地普遍分布，約0.5m厚。 層：中密卵石。該層土場地普遍分布，約 5.2m厚。 層：密卵石，該層土本次鉆探未鉆穿。(2) 基礎型式及持力層：本工程采用獨立基礎；基礎持力層位于第3層密卵石，地基承載力特征值Fak=260KPa(3) 本工程地下水埋深為10米左右，地下水對鋼筋混凝土結構不具侵蝕性。(4) 建筑場地類別：U類(特征周期0.45s)。1.3荷載資料辦公樓辦公室樓面活荷載標準值：2.0kN/m2走廊樓面活荷載標準值：2.5kN/m2樓梯間活荷載標準值：3.5kN/m2不上人

4、屋面活荷載標準值：0.7 kN/m2雪荷載標準值：3.5kN/m2本工程不考慮風荷載影響。1.4建筑構造屋面：35厚490M90的C20預制鋼筋混凝土架空板、防水層、20厚1:3水泥砂漿找 平層，現(xiàn)澆鋼筋混凝土屋面板、12厚紙筋石灰粉平頂；樓面：10厚1:2水泥砂漿面層壓實抹光、15厚1:3水泥砂漿找平層、現(xiàn)澆鋼筋混凝土 樓面板、12厚紙筋石灰粉平頂；圍護墻：采用200厚混凝土空心小砌塊（容重2.36 kN/m2）, M5混合砂漿砌筑，雙面粉刷（容重3.6 kN/m2），每開間采用1500X800通長塑鋼窗。圖1-1 剖面簡圖gffleT計算單元ttotn第二章確定計算簡圖2.1確定計算簡圖本

5、工程橫向計算單元取5號軸線一榀框架，計算簡圖如圖。本工程采用獨立基礎，基底底標高設為-1.5m，初步假設承臺高度0.6m，貝U底層柱高為h仁3.3+1.5-0.6=4.2m,二到 四層柱高為h2-h4=3m。柱節(jié)點剛接，橫梁計算跨度取柱中心間距，三跨分別為1=6900、3000、6900。計算簡圖見圖2-1。2.2梁柱截面尺寸柱統(tǒng)一定為400000,橫梁統(tǒng)一 250000，縱向連續(xù)梁250X500。2.3材料強度等級混凝土：均采用C30級圖2-1計算簡圖受力鋼筋采用HRB400鋼筋，箍筋采用HPB300鋼筋屋面恒載標準值:4.87 kN/m2g6AB2g6BC2g6CD2nUI I I rII

6、Ia I I M ng6AB1g6BC1g6CD1giAB2giBC2giCD2M 1 4 1 414 1 1 iI I i 4 v 1giAB1giBC1giCD1T77k77690030006900qiABqiBCqiCDk、6900300069000.035 ：25=0.875kN/m20.4kN/m20.02 忽0=0.4 kN/m20.12 忽5=2.5 kN/m20.012 *6=0.192 kN/m22.4荷載計算以軸線橫向框架為計算分析對象，計算簡圖見圖2-2:圖2-2荷載計算簡圖2.4.1屋面橫梁豎向線荷載標準值恒載屋面恒載標準值：35厚架隔熱板防水層20厚1:3水泥砂漿找平

7、層120厚鋼筋混凝土現(xiàn)澆板12厚紙筋石灰粉平頂A CDa）恒載作用下結構計算簡圖q6ABq6BCq6CD b）活載作用下結構計算簡圖0.025 20=0.50 kN/m20.12 25=3 kN/m20.012 16=0.192kN/m23.692 kN/m22.4.3屋面框架節(jié)點集中荷載標準值(1)恒載頂層邊節(jié)點集中荷載：邊跨連續(xù)梁自重粉刷0.9m女兒墻粉刷0.25 40.50 44.2 425=13.13 kN24J0.5-0.12) 0.02 44.2 17=1.08 kN0.9 4.2 2.36=8.92 kN0.9 20.02 4.2 17=2.57 kN梁自重:邊跨 AB , CD

8、 跨:0.25 0.6 25=3.75 kN/m粉刷層：2(0.6-0.12) 0.02 17=0.33 kN/m中跨BC跨：0.25 0.4 25=2.5 kN/m粉刷層：2(0.4-0.12) 0.02 17=0.19 kN/m梁自重：6.77 kN/m作用在頂層框架梁上的線恒荷載標準值為：梁自重：g6ABi=g6CDi=4.08 kN/m, g6Bci=2.69 kN/m板傳來的荷載：g6AB2=g6CD2=4.87 4.2=20.45 kN/m, g6BC2=4.87 烏=14.61 kN/m(2)活載q6AB =q6CD=0.7 44.2=2.94 kN/m, q6Bc =0.7 3

9、=2.1 kN/m2.4.2樓面橫梁豎向線荷載標準值恒載25厚水泥砂漿面層120厚鋼筋混凝土現(xiàn)澆樓板12厚板底粉刷樓面恒載標準值:梁自重：邊跨4.08 kN/m，中跨2.69 kN/m板傳來荷載：gAB2=gcD2=3.692 4.2=15.5 kN/m, gBC2=3.692 3=11.08 kN/m(2)活載qAB=qcD=2.0 4.2=8.7 kN/m, qBc=2.5 3=7.5 kN/m(4.2-0.4) (3-0.6) 26=23.3kN連續(xù)梁傳來屋面自重：0.5 4.2 0.5 4.2 4.87=21.48 kN頂層邊節(jié)點集中何載g6A=g6B=47.18 kN/m頂層中節(jié)點集

10、中荷載：中柱連續(xù)梁自重0.25 0.5 4.2 25=13.13 kN粉刷(0.5-0.12) 2 0.02 4.2 17=1.09 kN連續(xù)梁傳來屋面自重0.5 4.2 0.5 4.2 4.87=21.45kN0.5 g.2+4.2-3) 3/2 4.37=17.70kN頂層中節(jié)點集中荷載G4B=G4C=53.37kN(2)活載q6A=q6D=0.5 4.2 0.5 4.2 0.7=3.09kNq4B=q4C=0.5 4.2 0.5 4.2 0.7+0.5 (4.2+4.2-3)3/2 0.7=7.25kN2.4.4樓面框架節(jié)點何載標準值(1)恒載：中間層邊節(jié)點集中何載：邊柱連系梁自重13.

11、13kN粉刷1.08kN鋼窗自重1.8 1.5 0.4=1.08kN窗下墻體自重(4.2-0.4) (33-0.8-1.5) 2.36=8.97kN粉刷2 X3.8 1 0.02 17=2.58kN窗邊墻體自重1.5 (3.8-1.8) 2.36=7.14kN粉刷2 X1.5 1 0.02 17=1.02kN連系梁傳來樓面自重0.5 4.2 0.5 4.2 3.692=16.28kN中間層邊節(jié)點集中荷載：GA=GD=51.3kN框架柱自重 0.4 05 3.3 25=13.2kN中間層中節(jié)點集中荷載:中柱連系梁自重：13.13kN 粉刷1.09kN內墻自重(忽略門窗):2X3.8)30.02

12、17=7.75kN粉刷連續(xù)梁傳來樓面自重0.5 X.5 X.2 X.2 X.692=16.28kN0.5 g.2+4.2-3) 3/2 烏.692=14.95中間層中節(jié)點集中荷載N(2)活載QA=QD=0.5 X4.2 0.5 4.2 2.0=8.82kNQB=QC=0.5 4.2 0.5 4.2 2.0+0.5 (4.2+4.2-3) 3/2 2.5=18.95kN2.4.5地震作用(1)建筑物總重力荷載代表值 Gi的計算集中于屋蓋處的質點重力荷載代表值G6 :50%雪荷載：0.5 0.35 52.8 12.8=118.27kN層面恒載：4.87 52.8 X2.8=3291.34kN橫梁：

13、(4.08 6.9 2+2.69 3) 14=901.24kN縱梁：(13.13+1.08) 13 2+(13.13+1.09) 13 X2=739.18kN女兒墻：0.9 2.36 (52.8+12.8) 2=278.67kN柱重：0.4 0.5 25 X1.5 56=420kN橫墻：2.36 (25 6.9 1.5+(3 1.5-1.8 15/2) 2=625.52kN縱墻：(4.2 1.5-1.8 15/2) 226+4.2 1.5 2.36 25=675.43kN鋼窗：24 X1.8 1.5 0.5 0.4=12.96kNG6=7092.6kN集中于3-6層質點重力荷載代表值G5-G2

14、:50%樓面活荷載： 0.5 転2.8 3X2.5+2 X3.6 6.9 X3.5+(52.8 23.6 3) 6.9 2.0)=939.06kN樓面恒載：3.692 爲2.8 6.9 2+3.192 52.8 3=3195.75kN橫墻:縱墻:901.24kN739.18kN420X2=840kN625.52 2=1251.04kN675.43 2=1350.86kN橫梁:縱梁:柱重:鋼窗：12.96 ：2=25.92kNG2G5=9243.1kN集中于2層處質點重力荷載代表值 Gi:50%樓面活荷載939.06kN樓面恒載3195.75kN橫梁901.24kN縱梁739.18kN柱重0.4

15、 0.5)25X(1.5+2.1) 56=1008kN橫墻625.52+625.52 .1/1.5=1501.24kN縱墻675.43+675.43 2.1/1.5=1621.1kN鋼窗25.92kNGi=9931.49kN(2)地震作用計算框架柱的抗側移剛度：在計算梁柱線剛度時，考慮樓板對框架梁的影響，在現(xiàn)澆樓蓋中，中框架梁的抗彎慣性矩取l=2lo,邊框架梁取l=1.5lo。梁柱線剛度見表，每層框架柱總抗側剛度見表2-1, 2-2表2-1橫梁、柱線剛度桿件截面尺寸Ec(kN/mm 2)I0(mm4)I(mm4)L(mm)(kN mm)相對剛度邊框架梁250X60025.54.5 X1096.

16、75 10969002.49E+071.00邊框架梁250X60025.54.5 X1096.75 10930005.74E+072.31中框架梁250X60025.54.5 X1099.00 10969003.33E+071.33中框架梁250X60025.54.5 X1099.00 10930007.65E+073.07底層框架柱400X50025.54.16 X1094.16 10942002.53E+071.01中層框架柱400X50025.54.16 X1094.16 10930003.54E+071.42表2-2框架柱橫向側移剛度D值層柱類型KaD(kN/mm)根數(shù)邊框邊架柱0.7

17、0.2612.224邊框架中柱2.330.5425.374中框架邊柱0.940.3215.0724二到六層中框架中柱3.10.6128.6624邊框邊架柱0.990.508.564邊框架中柱3.280.7212.304中框架邊柱1.310.559.4024底層中框架中柱4.350.7613.1224底層：藝 D=4(8.56+12.30)+24 (0.4+13.12)=623.92kN/mm二六層：藝 D=4=2 20(hi67092.67092.61199.635.91193.1647.284滿足59243.116335.71199.6313.62187.24108.9047滿足49243.

18、125578.81199.6321.32173.63170.5253滿足39243.134821.91199.6329.03152.30232.146滿足29243.1440651199.6336.73123.28293.7667滿足19931.553996.5623.9286.5486.54257.1262滿足則自振周期為：=1.70 co、，=0.448s其中a為考慮結構非承重磚墻影響的折減系數(shù)，對于框架取0.6, 為框架框架頂點假象水平位移，計算見表2-3。地震作用計算根據本工程地震設防烈度7, II類場地，設計地震分組為第一組，查規(guī)范得Tg=0.35s,omax=O.O 8o1(Tg)

19、0.9 max (o.35/o.448)0.9 0.08 0.064結構等效總重力荷載 Geq=0.85 *L=0.85 爲3996.5=45 897.025kN因為T11-2 2.12/6.92 -2.13/6.93)=-68.39M B6D6=-5/96ql2 =-5/96 構.61 32=-6.85M D6B6 =-1/32 ql2 =-1/32X14.61 32=-4.11(2) 中間層橫梁自重：M AiBi =- MBiAi =-1/12ql2 =-1/12 40.075=3.54樓層外縱梁 51.3 0.075=3.843、 不平衡彎矩M A6=-16.19-68.39+3.54=

20、-81.04 kN m MB6=-2.81+16.19+68.39-6.85=74.92 kNm M A1,2,3,4,5 =-16.19-51.84+3.84=-64.19 kN m M B1,2,3,4,5 =16.19+51.84-2.81-5.19=60.03 kN m 4、 內力計算根據對稱原則，只計算AB、BC跨。恒載作用下，彎矩分配過程如下圖3-2所示，彎矩、梁剪力軸力見圖3-3v八J-84.5884.58-9.66-5.5242.1438.9019.45-7.506.65-13.46-26.93-31.27-28.6731.273.543.271.641.8752.33-55.

21、87-1.09-1.26-1.161.2677.65-42.19-35.4527.01T-64.1960.03六層0.340.320.250.230.270.250.34-68.0368.03-8.00-4.52 I21.0710.91-6.90-15.01-13.81-16.21-15.0116.2113.3013.3012.52-14.336.26-6.911.77-1.471.723.753.454.053.75-4.05-0.69-0.69-0.65-25.5963.93-20.16-18.177.6435.4522.05-61.34-64.1960.03五層0.340.320.250

22、.230.270.250.34-68.0368.03-8.00-4.52；21.8221.8220.54-7.5010.27-7.506.658.38-6.36-13.82-12.72-14.93-13.8214.93-2.95-2.95-2.771.87-1.390.7325.5327.25-56.62-0.30-0.28-0.33-0.300.33-19.7663.92-23.26-20.9010.74-64.1960.03四層0.340.320.250.230.270.250.34-68.0368.03-8.00-4.5210.9110.91-6.90-15.01-13.81-16.21

23、-15.0116.2116.7516.7515.77-6.917.88-6.84-1.47-2.320.671.471.351.581.47-1.581.061.061.00-20.4563.46-22.62-20.3810.1027 2526.41-57 50-64.1960.03三層0.340.320.250.230.270.250.34-68.0368.03-8.00-4.5221.8221.8220.54-7.5010.27-8.108.3811.55-6.29-13.67-12.58-14.77-13.6714.77-4.64-4.64-4.360.73-2.18-0.5125.56

24、28.74-58.140.490.450.530.49-0.53-19 9563 99-22 24-21 809 72-64.1960.03二層0.380.270.350.270.250.290.19頂層-81.0474.920.520.520.480.310.360.3310.91-16.21-11.4168.03-15.01-68.03-7.50-8.00-17.41-4.5217.4123.10 -2.321.0616.4121.270.75-0.480.98-6.84-1.0324.0710.64-0.9562.71-1.1026.51-0.7212.131.1013.9932.751

25、7.17-53 76底層8.210.388.58-5.70-0.36-6.06表3-1柱軸力表（kN）邊柱AD軸中柱BC軸層橫梁端 部壓力縱梁端部 壓力柱重柱軸力橫梁端部 壓力縱梁端部 壓力柱重柱軸力柱頂107.18P 136.766柱底60.0047.1815.00122.1883.3953.3715.00151.76柱頂224.38294.345柱底50.9051.3015.00239.3866.0876.5015.00309.34柱頂340.90452.604柱底50.2251.3015.00355.9066.7676.5015.00467.60柱頂457.61610.673柱底50.4

26、151.3015.00472.6166.5776.5015.00P 625.67柱頂574.34768.732柱底50.4351.3015.00589.3466.5576.5015.00783.73柱頂690.62927.231柱底49.9851.3021.00711.6267.0076.5021.00948.23表3-2 AB跨梁端剪力(kN)、跨中彎矩(kN -m)層板傳來何載 q(kN/m)自重作用g(kN/m)a(m)l(m)gl/2u=(l-a) q/2MAB(kN.m)MBA(kN.m)SMik/lV 1/A=gl/2+ u- S Mik/lVB=-/2+ u+ SMik/l)M=

27、gl/2 /4+u /05 -MAB-V1/A Xl/2620.454.082.16.914.07649.08-55.8777.653.1660.00-66.31-75.31515.54.082.16.914.07637.2-61.3463.930.3750.90-51.65-50.93415.54.082.16.914.07637.2-56.6263.921.0650.22-52.33-53.29315.54.082.16.914.07637.2-57.5063.460.8650.41-52.14-53.09215.54.082.16.914.07637.2-58.1463.990.8550

28、.43-52.12-52.49115.54.082.16.914.07637.2-53.7662.711.3049.98-52.57-55.33表3-3 BC跨梁端剪力(kN)層板傳來何載q(kN/m)自重作用g(kN/m)l(m)gl/2l /4VB=gl/2+l /q/4Vc=-(gl/2+l/4)614.614.0836.1210.9617.08-17.08511.084.0836.128.3114.43-14.43411.084.0836.128.3114.43-14.43311.084.0836.128.3114.43-14.43211.084.0836.128.3114.43-14

29、.43111.084.0836.128.3114.43-14.433.2活載作用下框架內力近似采用對稱結構簡化計算1、梁固端彎矩仲位：kN m)頂層：MA6B6=-MB6A6=-1/12 ql2 (1-2a2/l2+a3/l3)=-1/12 2.94 &92 32 =-0.98M D6B6 =-1/32 ql2 =-1/32中間層：2(1 32=-0.59MaiBi=- MBiAi=-1/12 qlMBiDi=-5/96ql 2 =-5/96MDiBi =-1/32ql 2 =-1/322、縱梁偏心附加彎矩2 (1-2a2/l2+a3/l3)=-1/127.5 32 =-3.517.5 32=

30、-2.118.7 &92X(1-2 區(qū).12/6.92+2.13/6.93)=-29.1頂層外縱梁：3.09 0.075=0.23 kN m樓層外縱梁：8.82 0.075=0.66 kN m3、內力計算本工程應考慮4種荷載最不利組合:(a)頂層邊跨梁跨中彎矩最大(b)頂層邊柱柱頂左側及柱底右側受拉彎矩最大(c)頂層邊跨梁梁端最大負彎矩(d)活荷載滿布置計算書只以計算第四種情況為例，其他荷載組合計算見機算報告。MA6=-9.82+0.23=-9.59 kN mM B6=9.82-0.98=8.84 kN mMA1,2,3,4,5 =-29.1+0.66=-28.44 kN mMB1,2,3,4

31、,5 =29.1-3.51=25.59 kN m滿跨活荷載，計算簡圖如圖3-4,彎矩分配過程見圖3-5，梁柱彎矩見圖3-6,柱軸力見表3-4,圖3-4計算簡圖OaSooo離梁端剪力、跨中彎矩見表3-5, 3-6。-28.4425.590.340.340.320.250.230.270.252.498.18-0.740.5310.460.349.674.09-1.7212.040.344.837.38-0.860.5511.910.349.673.69-2.0711.290.384.8310.19-1.030.4814.464.838.18-0.860.5312.68-28.440.349.67

32、3.69-1.7211.64-28.440.344.837.38-1.030.5511.73-28.440.349.675.09-2.0712.69-28.440.277.240.347.583.620.173.79-29.1029.10-3.51-2.94-6.40-5.89-6.91-6.406.917.700.050.50-23.800.32-29.109.10-2.73-1.62-24.350.32-29.10-2.946.950.280.52-24.300.32-29.109.10-2.70-1.95-24.650.35-29 10-3.209.38-0.220.44-22.70-1

33、.313.85-2.970.110.100.120.11-0.12-7.6027.16-10.30-9.264.680.250.23-3.20-5.940.050.11-8.970.25-6.40-2.970.61-8.760.25-3.20-5.870.300.23-8.540.27-6.91-2.94-0.47-10.3225.59五層0.270.2529.104.55-5.46-0.810.1027.490.2329.10-5.893.470.5627.250.2329.104.55-5.40-0.970.2127.480.2529 10-6.404.69-0.4426.95-3.51-

34、6.410.12-9.8025.590.27-3.51-6.910.66-9.7625.590.27-3.51-6.340.24-9.6125.590.29-7.42-0.51-11.44圖3-5滿跨活載彎矩分配過程圖-3.20-5.940.300.11-8.720.25-6.40-2.940.61-8.730.25-3.45-5.87-0.240.23-9 340.19-4.86-0.33-5.20-2.43-0.17-2.606.41-0.124.18四層6.91-0.664.14三層-2.116.34-0.24二層-2 117.420.515.82底層-9.598.84頂層0.520.5

35、20.480.310.360.33TT-9.829.82-0.98-0.594.994.602.30-3.204.09-1.23-2.46-2.86-2.622.86-1.49-1.37-0.690.057.59-7.820.200.230.21-0.239.17-3.61-5.562.04六層表3-4滿跨活載作用下柱軸力（kN）柱軸力邊柱AD軸中柱BC軸層橫梁端部剪力縱梁端部剪力柱軸力橫梁端部剪力縱梁端部剪力柱軸力66.863.099.958.837.2516.08520.398.8239.1626.9918.9562.02420.438.8268.4126.9618.95107.93320

36、.458.8297.6826.9318.95153.81220.478.82126.9726.9218.95199.68120.268.82156.0527.1218.95245.75表3-5滿跨活載作用下 AB跨梁端剪力(kN)、跨中彎矩(kN m)層板傳來何載q(kN/m)l(m)VB=l Xq/4Vc=-l /462.131.575-1.57557.535.625-5.62547.535.625-5.62537.535.625-5.62527.535.625-5.62517.535.625-5.625層板傳來 何載q(kN/m)a(m)l(m)u=(l-a) q/2M AB(kN.m)M

37、 BA(kN.m)SMik/lV 1/A=U-S Mik/lV B=-(U+ S Mik/l)M=uX 1.05-M AB-V 1/A /262.942.16.97.056-7.829.170.206.86-7.25-8.4458.72.16.920.88-23.8027.160.4920.39-21.37-24.6348.72.16.920.88-24.3527.490.4520.43-21.33-24.2038.72.16.920.88-24.3027.250.4320.45-21.31-24.3428.72.16.920.88-24.6527.480.4120.47-21.29-24.0

38、518.72.16.920.88-22.7026.950.6220.26-21.50-25.29表3-6 滿跨活載作用下 BC跨梁端剪力(kN)16.0816.08-21.37 5.63-5.63 21.3762.0262.02-21.33 5.63-5.6321.33107.93107.9321.31-21.31 5.63-5.63 153 81153.8121.29-21.295.63 -5.63 199.68199.6821.50-21.50 5.63-5.63245.75245.759.959.9520.39-20.3968.4168.4120.45-20.4597.6897.6820

39、.47-20.47126.97126.9720.26-20.26156.05156.057777777739.166 -20.4339.16620.43-7.251.58-1.58 7.25圖3-7滿跨活載剪力、軸力圖(kN)77776.86-6.863.3地震作用下橫向框架的內力計算1、0.5(雪+活)重力荷載作用下橫向框架梁的內力計算按抗震規(guī)范，計算重力荷載代表值時，頂層取用雪荷載，其他各層取用活荷載。頂層梁：雪載邊跨0.35X 4.2X 0.5=0.75 kN/m中跨0.35X 3.0X 0.5=0.53 kN/m中間層橫梁：活載邊跨8.7X 0.5=4.35 kN/m中跨7.5X 0.

40、5=3.75 kN/m當雪荷載與活荷載相差不大時，可近似按滿跨活荷載布置。(1)橫梁線荷載計算縱梁引起的柱端附加彎矩很小忽略不計固端彎矩 仲位：kN m)計算簡圖如圖3-8。頂層橫梁：MA6B6=-MB6A6=-1/12 ql2 (1-2a2/l2+a3/l3)=22233-1/12X 0.75X6.92X(1-2 Z.12/6.92+2.13/6.93)=-2.51M B6D6=-5/96ql2 =-5/96X 0.53X 32 =-0.25M D6B6 =-1/32 ql2 =-1/32X 0.53X 32 =-0.15中間層橫梁：M AiBi =- M BiAi =-1/12 ql2 (

41、1-2a2/l2+a3/l3)=-1/12X4.35X6.92 X (1-2X2.12 /6.92 +2.13/6.93)=-14.55M BiDi=-5/96ql2 =-5/96 X 3.75 X 32 =-1.76M DiBi =-1/32 ql2 =-1/32 X 3.75X 32 =-1.05(3)不平衡彎矩M A6=-2.51MB6=2.51-0.25=2.26M A1,2,3,4,5 =-14.55M B1,2,3,4,5 =14.55-1.76=12.796900F1500f圖3-8地震荷載計算簡圖(4)內力計算彎矩分配過程見圖3-9,梁柱彎矩見圖3-10,柱軸力見表3-9,3-

42、10。呂aoo g rqL=韜oD6D5D3D2DI3-8，梁端剪力、跨中彎矩見表-2.512.26頂層0.52T0.52T0.480.310.360.331.312.19-1.042.460.340.654.38-0.520.354.860.344.952.19-0.926.220.342.473.77-0.460.296.070.344.951.88-1.065.770.382.475.20-0.530.257 38-2.511.20-0.20-0.96-2.462.510.60-0.39-0.480.162.40-0.25-0.450.19-0.52-0.15-1.60-0.42-0.0

43、50.17-1.890.45-0.190.12-14.550.340.320.250.2312.790.27六層2.474.38-0.460.356.75-14.550.344.951.88-0.925.91-14.550.342.473.77-0.530.296.00-14.550.344.952.60-1.066.48-14.550.273.690.173 871. 850.091.930.25-14.55-1.47-3.204.13-0.21-0.04-0.090.33-3.5014.55-2.942.06-0.0813.59-1.76-3.45-0.10-5.31-3.20-1.49-

44、0.09-4.78-11.610.320.250.2312.790.270.25-14.554.66-1.60-1.37-0.87-12.130.32-14.55-1.473.540.140.27-12.070.32-14.554.66-1.36-1.00-12.250.35-14.55-1.604.79-0.110.23-2.98-0.050.08-4.540.25-3.20-1.490.30-4.390.25-1.60-2.950.150.12-4.280.27-3.45-1.47-0.25-5.1814.552.33-2.74-0.430.0813.780.2314.55 -2.941.

45、770.2713.650.2314.552.33-2.71-0.500.1113 770.2514.55-3.202.39-0.2313.52-1.76-3.220.09-4.8912.790.27-1.76-3.450.32-4.8912.790.27-1.76-3.180.13-4 8212.790.29-1.76-3.71-0.27-5.74-1.60-2.980.150.08-4.350.25-3.20-1.470.30-4.370.25-1.73-2.95-0.120.12-4 680.19-2.43-0.17-2.60-1. 22-0.09-1.303.450.103.40五層3.

46、22-0.092.08四層-0.322.08三層-1.053.45-1.05 口3.18-0.13二層0.272.93底層表3-80.5（雪+活）作用下柱軸力表（kN）邊柱AD軸中柱BC軸層橫梁端部壓力縱梁端部壓力柱軸力橫梁端部壓力縱梁端部壓力柱軸力61.810.772.582.191.483.67510.154.4117.1413.549.4826.68410.204.4131.7513.499.4849.65310.214.4146.3713.489.4872.61210.224.4161.0013.479.4895.56110.114.4175.5213.589.48118.61層板傳來

47、何載q（kN/m）l(m)VB=l Xq/4Vc=-l /460.5330.40-0.4053.7532.81-2.8143.7532.81-2.8133.7532.81-2.8123.7532.81-2.8113.7532.81-2.81表3-9 0.5（雪+活）作用下AB跨梁端剪力（kN）、跨中彎矩（kN m）層q(kN/m)a(m)l(m)u=(l-a)q/2MAB(kN.m)MBA(kN.m)藝Mik/IV1/A=u -藝 Mik/lVB=-(U+ 藝 Mik/l)M=u 1.05-MAB-V 1/A /260.752.16.91.8-2.462.40-0.011.81-1.79-1.

48、8954.352.16.910.44-11.6113.590.2910.15-10.73-12.4644.35r 2.16.910.44-12.13 P 13.780.24r 10.20r -10.68-12.1034.352.16.910.44-12.0713.650.2310.21-10.67-12.2024.352.16.910.44-12.2513.770.2210.22r -10.66-12.0414.352.16.910.44-11.2513.520.3310.11-10.77-12.673.673.67-10.732.81-2.8110.7326.682.81-2.8126.68

49、-10.6810.6849.652.81-2.8149.65-10.6710.672.81-2.8172.6172.61-10.6610.6695.582.81-2.8195.58-10.7710.77118.61118.61-0.40 1.79-1.790.402.582.5810.15-10.1517.1417.1410.20-10.2031.7531.75-10.2110.2146.3746.3710.22-10.2261.0061.0010.11-10.1171.5271.527777/Z/圖3-11 0.5（雪+活）作用下框架軸力、剪力圖（kN）表3-100.5（雪+活）作用下BC夸

50、梁端剪力（kN）1.81-1.8115 65-12.04117-0231.128. 2315- 6&17. 9332. 37j -12 5570 :H_/ko. 70 17. 9324. 66-20 40-36. 4732 B746B9-74 2586. 5E50. 1046 B957. 7340. 99-45 337430. 3634 39-67 54-123. 4857一 73S5. 3B -192. 355閔7S-35 13-53 47-73 16-85 09-100 16-9.05-9 05-13 90-13. 90-18 93-13. 93-22 21 -22 21-2& 32-26

51、 32115. 1B44 237“眉61 78圖3-12地震作用下框架彎矩(kN m)圖3-13地震作用下梁剪力、柱軸力 (kN)2、地震作用下橫向框架的內力計算地震作用下框架柱剪力及柱端彎矩計算過程見表3-11，梁端彎矩、柱剪力和軸力計算過程見表3-12,地震作用下框架彎矩、框架梁剪力、柱軸力見圖3-12, 3-13。ifi.068. 239336-26S 19柱誦軸力、剪力表3-11地震作用下橫向框架柱剪力及柱端彎矩層層間剪力(kN)總剪力(kN)柱別Di (kN/m)SD(kN/m)Vi (kN)yh(m)M 下(kN m)M 上(kN m):邊柱15.078.23 :0.35-8.65

52、-16.066655.25655.25中柱28.661199.6315.650.453.00-21.13-25.83:邊柱15.0717.290.40-20.74-31.125720.501375.75中柱28.661199.6332.870.453.00-44.37-54.23:邊柱15.0724.660.45-33.30-40.704587.071962.82中柱28.661199.6346.890.503.00-70.33-70.33:邊柱15.0730.360.45-40.99-50.103453.652416.47中柱28.661199.6357.730.503.00-86.59-8

53、6.59:邊柱15.0734.390.45-46.42-56.742320.222736.69中柱28.661199.6365.380.503.00-98.06-98.06邊柱9.4044.230.62-115.18-70.601200.712937.40中柱13.12623.9261.780.554.20-142.72-116.77地震作用下框架彎矩、梁剪力、柱軸力中跨梁端彎矩(kN -m)地震作用梁端剪力(kN)柱軸力(kN)層柱別M下 (kN m)M上 (kN m)節(jié)點左右 梁線剛度比邊跨梁端彎矩(kN m)左梁右梁VAVB左VB右邊跨梁跨 中彎矩(kN m)NANB邊柱-8.65-16

54、.06016.06-3.45-4.14-3.456中柱-21.13-25.830.437.7718.06-3.45-12.04-8.59邊柱-20.74-31.12039.76-9.05-8.55-12.505中柱-44.37-54.230.4322.6652.70-9.05-35.13-34.67邊柱-33.30-40.70061.44-13.90-13.47-26.404中柱-70.33-70.330.4334.4980.21-13.90-53.47-74.25邊柱-40.99-50.10083.40-18.93-18.11-45.333中柱-86.59-86.590.4347.19109

55、.74-18.93-73.16-128.48邊柱-46.42-56.74T 0 97.73-22.21-21.10-67.542中柱-98.06-98.060.4355.53129.13-22.21-86.09-192.35邊柱-115.18-70.600117.02-26.32-26.21-93.861中柱-142.72-116.770.4364.60150.23-26.32-100.16-266.19第四章框架內力組合4.1彎矩條幅取B =0.9進行調幅，調幅過程見下表4-1彎矩標準值調幅系數(shù)調幅后彎矩標準值何載種類桿件樓層跨向Ml0Mr0M中3M1MrMAB-55.87-77.6575.

56、310.90-50.29-69.8881.99頂層BC -42.19-42.19-27.010.90-37.98-37.98-22.80AB-61.34-63.9350.930.90-55.21-57.5357.19六層BC-20.16-20.16-7.640.90-18.15-18.15-5.63AB-56.62-63.9253.290.90-50.96-57.5259.32五層BC-23.26-23.26-10.740.90-20.93-20.93-8.41AB-57.50-63.4653.090.90-51.75-57.1159.13四層BC-22.62-22.62-10.100.90-

57、20.36-20.36-7.84AB J-58.14-63.99P 52.490.90-52.33-57.5958.60二層BC-22.24-22.24-9.720.90-20.01-20.01-7.49AB-53.76-62.7155.330.90-48.38-56.4461.15恒載二層BC 1-26.51-26.51-13.990.90-23.86-23.86-11.34AB-7.82-9.178.440.90-7.04-8.259.29頂層BC-3.61-3.61-2.040.90-3.25-3.25-1.68AB-23.80-27.1624.630.90-21.42-24.4527.

58、18六層BC 1-10.30-10.30-4.680.90-9.27-9.27-3.65AB-24.35-27.4924.200.90-21.91-24.7426.79五層BC-9.80-9.80-4.180.90-8.82-8.82-3.20AB-24.30-27.2524.340.90-21.87-24.5226.92四層BC n-9.76-9.76-4.140.90-8.79-8.79-3.17AB-24.65-27.4824.050.90-22.18-24.7426.65二層BC ”-9.61-9.61P -3.990.90-8.65-8.65-3.03AB-22.70-26.9525

59、.290.90-20.43-24.2627.77活載（滿跨）二層BC-11.44-11.44-5.820.90-10.30-10.30-4.68AB-2.46-2.401.890.90-2.21-2.162.13頂層BC-0.52-0.52-0.120.90-0.46-0.46-0.06AB-11.61-13.5912.460.90-10.45-12.2313.72六層BC-5.31-5.31-3.400.90-4.78-4.78-2.87AB-12.13-13.7812.100.90-10.92-12.4013.40五層BC-4.89-4.89-2.080.90-4.40-4.40-1.59

60、AB-12.07-13.6512.200.90-10.86-12.2913.48四層BC-4.89-4.89-2.080.90-4.40-4.40-1.59AB-12.25-13.7712.040.90-11.03-12.4013.34二層BC-4.82-4.82-2.010.90-4.33-4.33-1.52AB-11.25-13.5212.670.90-10.13-12.1613.910.5 X雪 +活載）二層BC-5.74-5.74-2.930.90-5.16-5.16-2.354.2內力組合一般組合采用： 可變荷載效應控制時：1.2恒k+1.4活k 永久荷載效應控制時：1.35恒k+1