1、摘 要本次畢業(yè)設(shè)計(jì)是一幢教學(xué)樓設(shè)計(jì)，包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩部分內(nèi)容。建筑設(shè)計(jì)是在總體規(guī)劃的前提下，根據(jù)設(shè)計(jì)任務(wù)書的要求，綜合考慮基地環(huán)境、使用功能、綜合選型、施工、材料、建筑設(shè)備、建筑藝術(shù)及經(jīng)濟(jì)等。著重解決了建筑物與周圍環(huán)境、建筑物與各種細(xì)部構(gòu)造，最終確定設(shè)計(jì)方案，畫出建筑施工圖。結(jié)構(gòu)設(shè)計(jì)是在建筑物初步設(shè)計(jì)的基礎(chǔ)上確定結(jié)構(gòu)方案；選擇合理的結(jié)構(gòu)體系；進(jìn)行結(jié)構(gòu)布置，并初步估算，確定結(jié)構(gòu)構(gòu)件尺寸，進(jìn)行結(jié)構(gòu)計(jì)算。結(jié)構(gòu)計(jì)算包括荷載計(jì)算、變形驗(yàn)算、內(nèi)力分析及截面設(shè)計(jì)，并繪制相關(guān)的結(jié)構(gòu)施工圖。關(guān)鍵詞：框架結(jié)構(gòu)；荷載組合；抗震設(shè)計(jì)；獨(dú)立基礎(chǔ)AbstractThis design is a scheme of

2、 a Teaching Building it includes two parts-architecture design and structure design. In the architecture design. In the architecture design and structure designing the architecture design, I compressively consider the base averment using faction, structure type, construction building materials equip

3、ment architecture economy and architecture economy and architecture art act. Then I mainly solve using space in this building and coordination between inside and outside conditions. In the structure design, determine the structure design based on architecture first design. Select the right structure

4、 type. Precede structure arrangement and sizes of structure components to calculate. All work about calculation including load estimation deform test. mechanics analysis and selection design, In the end, drawing all the blueprints of architecture construction and structure constructor.key word: Fram

5、e structure ;Load combination; Seismic design; Independent basis目 錄 TOC o 1-2 h z u HYPERLINK l _Toc31762 目 錄 PAGEREF _Toc31762 1 HYPERLINK l _Toc12983 1.設(shè)計(jì)說明 PAGEREF _Toc12983 3 HYPERLINK l _Toc32234 1.1 工程概況 PAGEREF _Toc32234 3 HYPERLINK l _Toc18907 1.2 建筑設(shè)計(jì) PAGEREF _Toc18907 3 HYPERLINK l _Toc114

6、17 1.3 結(jié)構(gòu)設(shè)計(jì) PAGEREF _Toc11417 4 HYPERLINK l _Toc794 2. 結(jié)構(gòu)布置截面確定 PAGEREF _Toc794 5 HYPERLINK l _Toc19479 2.1 結(jié)構(gòu)布置方案 PAGEREF _Toc19479 5 HYPERLINK l _Toc29071 2.2截面尺寸確定 PAGEREF _Toc29071 2 HYPERLINK l _Toc3599 2.3 確定結(jié)構(gòu)計(jì)算簡圖 PAGEREF _Toc3599 4 HYPERLINK l _Toc10058 2.4 梁、柱線剛度計(jì)算 PAGEREF _Toc10058 5 HYPER

7、LINK l _Toc3860 2.5 框架抗側(cè)剛度計(jì)算 PAGEREF _Toc3860 6 HYPERLINK l _Toc32309 3荷載計(jì)算 PAGEREF _Toc32309 8 HYPERLINK l _Toc14985 3.1 恒載標(biāo)準(zhǔn)值計(jì)算. PAGEREF _Toc14985 8 HYPERLINK l _Toc12995 3.2 活載標(biāo)準(zhǔn)值計(jì)算 PAGEREF _Toc12995 13 HYPERLINK l _Toc28978 3.3 風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 PAGEREF _Toc28978 14 HYPERLINK l _Toc4179 3.4地震荷載標(biāo)準(zhǔn)值計(jì)算21 HY

8、PERLINK l _Toc25107 4內(nèi)力計(jì)算26 HYPERLINK l _Toc19104 4.1恒載內(nèi)力計(jì)算26 HYPERLINK l _Toc30210 4.2活載內(nèi)力計(jì)算 PAGEREF _Toc30210 34 HYPERLINK l _Toc2414 4.3風(fēng)荷載內(nèi)力計(jì)算 PAGEREF _Toc2414 42 HYPERLINK l _Toc94 4.4地震內(nèi)力計(jì)算 PAGEREF _Toc94 49 HYPERLINK l _Toc29216 5內(nèi)力組合 PAGEREF _Toc29216 57 HYPERLINK l _Toc6805 5.1豎向荷載彎矩調(diào)整 PAGE

9、REF _Toc6805 57 HYPERLINK l _Toc25524 5.2框架梁內(nèi)力組合 PAGEREF _Toc25524 59 HYPERLINK l _Toc22615 5.3框架柱內(nèi)力組合 PAGEREF _Toc22615 65 HYPERLINK l _Toc30825 6截面設(shè)計(jì) PAGEREF _Toc30825 73 HYPERLINK l _Toc24800 6.1框架梁正、斜截面設(shè)計(jì) PAGEREF _Toc24800 73 HYPERLINK l _Toc4810 6.2框架柱正、斜截面設(shè)計(jì) PAGEREF _Toc4810 77 HYPERLINK l _To

10、c4750 7.板的設(shè)計(jì) PAGEREF _Toc4750 83 HYPERLINK l _Toc17997 7.1 A區(qū)格雙向板計(jì)算 PAGEREF _Toc17997 83 HYPERLINK l _Toc10605 8. 樓梯設(shè)計(jì) PAGEREF _Toc10605 84 HYPERLINK l _Toc30756 8.1 梯段板設(shè)計(jì) PAGEREF _Toc30756 84 HYPERLINK l _Toc25702 8.2 平臺(tái)板設(shè)計(jì) PAGEREF _Toc25702 85 HYPERLINK l _Toc5213 8.3 梯段梁設(shè)計(jì) PAGEREF _Toc5213 86 HYP

11、ERLINK l _Toc27764 9. 基礎(chǔ)設(shè)計(jì) PAGEREF _Toc27764 87 HYPERLINK l _Toc6570 9.1 A軸柱下獨(dú)立基礎(chǔ)設(shè)計(jì) PAGEREF _Toc6570 871.設(shè)計(jì)說明1.1 工程概況本設(shè)計(jì)名稱：聊城市某大學(xué)公共教學(xué)樓二號樓設(shè)計(jì)工程擬建地址：聊城市設(shè)計(jì)使用年限：50年房屋建筑結(jié)構(gòu)類型：框架結(jié)構(gòu)基本風(fēng)壓：0.25kN/m2；地面粗糙類別：B類基本雪壓：0.25kN/m2建筑抗震設(shè)防類別：丙類抗震設(shè)防烈度：7度；地震加速度：0.10g；地震分組：第一組未修正地基允許承載力：230kPa，場地類別：類1.2 建筑設(shè)計(jì)1.2.1建筑設(shè)計(jì)方案根據(jù)房屋建筑

12、學(xué)、民用建筑設(shè)計(jì)通則、民用建筑設(shè)計(jì)防火規(guī)范等相關(guān)建筑知識(shí)進(jìn)行建筑方案設(shè)計(jì)，針對工程的使用性質(zhì)作出具體的設(shè)計(jì)。功能分區(qū)要細(xì)致合理、符合規(guī)范，使建筑物發(fā)揮出其應(yīng)有的功能。1.3 結(jié)構(gòu)設(shè)計(jì)1.3.1 結(jié)構(gòu)設(shè)計(jì)方法1) 選擇結(jié)構(gòu)類型(框架結(jié)構(gòu))，結(jié)構(gòu)方案布置，梁柱板截面確定及梁柱線剛度2) 恒載、活載標(biāo)準(zhǔn)值計(jì)算，風(fēng)荷載、地震荷載計(jì)算，包括框架柱側(cè)移剛度3) 豎向荷載(恒、活)以及水平荷載(風(fēng)、震)作用下的彎矩、剪力、軸力計(jì)算4) 幾組內(nèi)力的最不利組合內(nèi)力進(jìn)行設(shè)計(jì)，同時(shí)不考慮有利組合5) 框架梁框架柱正、斜截面配筋及驗(yàn)算6) 板的平面布置以及彎矩、配筋計(jì)算7) 樓梯踏步斜板設(shè)計(jì)，平臺(tái)板設(shè)計(jì)，梯段梁設(shè)計(jì)及

13、驗(yàn)算8) 基礎(chǔ)底板尺寸確定，承載力驗(yàn)算，基礎(chǔ)高度確定沖切驗(yàn)算，配筋計(jì)算1.3.2 采用國家規(guī)范1)國家標(biāo)準(zhǔn)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB500102010）. 北京：中國建筑工業(yè)出版社，2010.32)國家標(biāo)準(zhǔn)建筑結(jié)構(gòu)荷載規(guī)范（GB50009-2012）. 北京：中國建筑工業(yè)出版社，2012.53)國家標(biāo)準(zhǔn)建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范（GB50007-2011）. 北京：中國建筑工業(yè)出版社，2011.1 4 國家標(biāo)準(zhǔn)建筑抗震設(shè)計(jì)規(guī)范（GB50011-2010）. 北京：中國建筑工業(yè)出版社，2010.31.3.3 采用活載標(biāo)準(zhǔn)值不上人屋面：0.5kN/m2樓面：教室、教室走廊2.0kN/m。樓梯間：3.5kN

14、/m22. 結(jié)構(gòu)布置截面確定2.1 結(jié)構(gòu)布置方案此工程采用鋼筋混凝土框架結(jié)構(gòu)，根據(jù)建筑施工圖以及建筑使用功能，墻的布置等因素，框架梁、柱布置圖如下所示，根據(jù)結(jié)構(gòu)布置圖1，選取 EQ oac(,10)軸線框架進(jìn)行計(jì)算，對應(yīng)計(jì)算單元如圖2。圖1 結(jié)構(gòu)布置圖圖2 計(jì)算單元選取2.2截面尺寸確定2.2.1 梁截面尺寸確定一般框架梁高度按確定，寬度，如遇跨度比較小的梁按經(jīng)驗(yàn)取值即可，根據(jù)估算各梁截面尺寸如表5.表5 梁截面尺寸表(mm)構(gòu)建名稱l0l0/8l0/12hh/2h/3bbhAB跨梁7200900 600 700350233 300300700BC跨梁3000375 250 400200133

15、 300300400CD跨梁7200900 600 700350233 300300700A軸梁6000750500600300200 300300600B軸梁6000750500600300200 300300600C軸梁6000750500600300200 300300600D軸梁6000750500600300200 300300600 次梁7200mm，600 mm400 mm，取500mm250mm167 mm，取250mm2.2.2 柱截面尺寸確定具體結(jié)果如表6，表7：表6 柱子軸力估算柱號Gqsna1a2N(kN)A柱1.20 14.0 21.6 6 1.05 1.10 1.0

16、0 2286 B柱1.20 14.0 30.6 6 1.05 1.00 1.00 3239 C柱1.20 14.0 30.6 6 1.05 1.00 1.00 3239 D柱1.20 14.0 21.6 6 1.05 1.10 1.00 2286 表7 柱子截面尺寸柱號N/kNfc/N/mmAc/mmbc/mmhc/mm截面尺寸A柱22860.8514.3188083434 434 600600B柱3239 0.8514.3266450516 516 600600C柱3239 0.8514.3266450516 516 600600D柱22860.8514.3188083434 434 600

17、6002.2.3 板厚度確定根據(jù)規(guī)范要求，單向板的跨厚比小于30，雙向板小于40跨厚比要求，綜合考慮，屋面板厚取100mm，樓面板厚取100mm。2.3 確定結(jié)構(gòu)計(jì)算簡圖底層柱高從基礎(chǔ)頂面算起，室內(nèi)外高差0.3m，假設(shè)基礎(chǔ)頂面距離室外地面高度為0.7m，則底層柱計(jì)算高度4+0.3+0.7=5m，其他層柱計(jì)算高度同層高?？蚣苡?jì)算簡圖見圖3。圖3 EQ oac(,10)軸框架計(jì)算簡圖2.4 梁、柱線剛度計(jì)算框架梁線剛度：，柱線剛度，梁彈性模量Eb=30000000kPa，柱彈性模量Ec=30000000kPa。計(jì)算結(jié)果如圖4：圖4 梁柱線剛度(kNm)2.5 框架抗側(cè)剛度計(jì)算標(biāo)準(zhǔn)層剛度計(jì)算：， 底

18、層剛度計(jì)算：；62層A軸柱抗側(cè)剛度計(jì)算 EQ F(71458+71458, 298182) =0.7280.267； EQ 0.267F(1298182,3.3) =28866kN/m62層B軸柱抗側(cè)剛度計(jì)算 EQ F(71458+32000+71458+32000, 298182) =1.0540.345； EQ 0.345F(1298182,3.3) =37332kN/m62層C軸柱抗側(cè)剛度計(jì)算 EQ F(71458+32000+71458+32000, 298182) =1.0540.345； EQ 0.345F(1298182,3.3) =37332kN/m62層D軸柱抗側(cè)剛度計(jì)算 E

19、Q F(71458+71458, 298182) =0.7280.267； EQ 0.267F(1298182,3.3) =28866kN/m底層A軸柱抗側(cè)剛度計(jì)算 EQ F(71458, 64800) =1.10.517； EQ 0.517F(1264800,5) =16067kN/m底層B軸柱抗側(cè)剛度計(jì)算 EQ F(71458+32000, 64800) =1.60.583； EQ 0.583F(1264800,5) =18132kN/m底層C軸柱抗側(cè)剛度計(jì)算 EQ F(71458+32000, 64800) =1.60.583； EQ 0.583F(1264800,5) =18132kN

20、/m底層D軸柱抗側(cè)剛度計(jì)算 EQ F(71458, 64800) =1.10.517； EQ 0.517F(1264800,5) =16067kN/m3荷載計(jì)算3.1 恒載標(biāo)準(zhǔn)值計(jì)算.恒載計(jì)算簡圖如圖5：圖5 恒載計(jì)算簡圖3.1.1恒載面荷載標(biāo)準(zhǔn)值屋面面荷載計(jì)算：1. 40厚C20細(xì)石混凝土0.0424=0.96kN/m2. 干鋪無紡聚酯纖維布一層0.1kN/m3. 40厚擠塑聚苯乙烯保溫層0.042=0.08kN/m4. 高聚物改性瀝青防水卷材0.2kN/m5. 20厚1：3水泥砂漿找平0.0220=0.4kN/m6. 20厚1:8水泥膨脹珍珠巖2%找坡層(0.022+8.850.02)/2

21、10=1.085kN/m7. 現(xiàn)澆鋼筋混凝土屋面板0.125=2.5kN/m8.20厚1：2水泥砂漿抹平0.0220=0.4kN/m屋面恒荷載標(biāo)準(zhǔn)值5.725kN/m樓面面荷載計(jì)算： 1. 10厚地磚鋪實(shí)拍平，水泥漿擦縫0.0118=0.18kN/m2. 20厚1:4干硬水泥砂漿0.0220=0.4kN/m3. 素水泥砂漿結(jié)合層一遍0.1kN/m4. 鋼筋混凝土樓板0.1025=2.5kN/m5. 20厚1：2水泥砂漿抹平0.0220=0.4kN/m樓面恒荷載標(biāo)準(zhǔn)值3.58kN/m3.1.2框架梁恒載線荷載屋面框架梁線荷載計(jì)算：AB跨梁自重0.30.725=5.25kN/mAB跨梁抹灰2(0.

22、7-0.1)0.0220=0.48kN/m合計(jì)5.73kN/mBC跨梁自重0.30.425=3kN/mBC跨梁抹灰(2(0.4-0.1)+0.3)0.0220=0.36kN/m合計(jì)3.36kN/mCD跨梁自重0.30.725=5.25kN/mCD跨梁抹灰2(0.7-0.1)0.0220=0.48kN/m合計(jì)5.73kN/m樓面框架梁線荷載計(jì)算：AB跨梁自重0.30.725=5.25kN/mAB跨梁抹灰2(0.7-0.1)0.0220=0.48kN/mAB跨梁上墻自重(3.3-0.7)0.27.5=3.9kN/mAB跨梁上墻面抹灰2(3.3-0.7)0.0220=2.08kN/m合計(jì)11.71k

23、N/mBC跨梁自重0.30.425=3kN/mBC跨梁抹灰(2(0.4-0.1)+0.3)0.0220=0.36kN/m合計(jì)3.36kN/mCD跨梁自重0.30.725=5.25kN/mCD跨梁抹灰2(0.7-0.1)0.0220=0.48kN/mCD跨梁上墻自重(3.3-0.7)0.27.5=3.9kN/mCD跨梁上墻面抹灰2(3.3-0.7)0.0220=2.08kN/m合計(jì)11.71kN/m恒載作用下板傳給頂層框架梁線荷載板恒載傳給AB梁線荷載(梯形)：5.72532/2=17.175kN/m板恒載傳給BC梁線荷載(三角形)：5.72532/2=17.175kN/m板恒載傳給CD梁線荷載

24、(梯形)：5.72532/2=17.175kN/m恒載作用下板傳給標(biāo)準(zhǔn)層框架梁線荷載板恒載傳給AB梁線荷載(梯形)：3.5832/2=10.74kN/m板恒載傳給BC梁線荷載(三角形)：3.5832/2=10.74kN/m板恒載傳給CD梁線荷載(梯形)：3.5832/2=10.74kN/m3.1.3框架節(jié)點(diǎn)集中恒載標(biāo)準(zhǔn)值A(chǔ)軸柱頂層集中恒載連系梁自重(3+3)0.30.625=27kN聯(lián)系梁抹灰(0.6-0.1)20.02206=2.4kN0.6m女兒墻自重60.60.27.5=5.4kN女兒墻抹灰60.60.02220=2.88kN板傳給聯(lián)系梁(1.51.5+1.51.5)5.725=25.7

25、6kN次梁自重0.250.57.2250.5=11.25kN次梁抹灰(0.5-0.1)27.50.02200.5=1.2kN板傳給次梁(8.55+8.55)5.7250.5=48.95kN合計(jì)124.84kNB軸柱頂層集中恒載連系梁自重(3+3)0.30.625=27kN聯(lián)系梁抹灰(0.6-0.1)20.02206=2.4kN板傳給聯(lián)系梁(2.25+6.75+2.25)5.725=64.4kN次梁自重0.250.57.2250.5=11.25kN次梁抹灰(0.5-0.1)27.50.02200.5=1.2kN板傳給次梁(8.55+8.55)5.7250.5=48.95kN合計(jì)155.2kNA軸

26、柱標(biāo)準(zhǔn)層集中恒載連系梁自重(3+3)0.30.625=27kN連系梁抹灰(0.6-0.1)20.02206=2.4kN連系梁上窗自重7.680.45/2+5.760.45/2=3.024kN連系梁上墻自重(122.7-7.68-5.76)0.27.5=28.44kN連系梁上墻抹灰(122.7-7.68-5.76)0.0220=7.584kN板傳給聯(lián)系梁(1.51.5+1.51.5)3.58=16.11kN次梁自重0.250.57.2250.5=11.25kN次梁抹灰(0.5-0.1)27.50.02200.5=1.2kN板傳給次梁(8.55+8.55)3.580.5=30.61kN次梁上墻自重

27、(3.3-0.6)60.27.50.5=12.15kN次梁上墻抹灰(3.3-0.6)620.02200.5=6.48kN合計(jì)146.248kNB軸柱標(biāo)準(zhǔn)層集中恒載連系梁自重(3+3)0.30.625=27kN連系梁抹灰(0.6-0.1)20.02206=2.4kN連系梁上門自重3.780.45/2+3.780.45/2=1.701kN連系梁上墻自重(122.7-3.78-3.78)0.27.5=37.26kN連系梁上墻抹灰(122.7-3.78-3.78)0.0220=9.936kN板傳給聯(lián)系梁(2.25+6.75+2.25)3.58=40.275kN次梁自重0.250.57.2250.5=1

28、1.25kN次梁抹灰(0.5-0.1)27.50.02200.5=1.2kN板傳給次梁(8.55+8.55)3.580.5=30.61kN次梁上墻自重(3.3-0.6)60.27.50.5=12.15kN次梁上墻抹灰(3.3-0.6)620.02200.5=6.48kN合計(jì)186.202kN3.2 活載標(biāo)準(zhǔn)值計(jì)算活載計(jì)算簡圖如圖6. 圖6 活載計(jì)算簡圖3.2.1 屋面框架梁活載線荷載標(biāo)準(zhǔn)值根據(jù)房間布局，使用功能以及任務(wù)書要求，活荷載取值：不上人屋面0.5kN/m，教室2kN/m，走廊2kN/m?；钶d作用下板傳給頂層框架梁線荷載板活載傳給AB梁線荷載(梯形)：0.532/2=1.5kN/m板活載

29、傳給BC梁線荷載(三角形)：0.532/2=1.5kN/m板活載傳給CD梁線荷載(梯形)：0.532/2=1.5kN/m活載作用下板傳給標(biāo)準(zhǔn)層框架梁線荷載板活載傳給AB梁線荷載(梯形)：232/2=6kN/m板活載傳給BC梁線荷載(三角形)：232/2=6kN/m板活載傳給CD梁線荷載(梯形)：232/2=6kN/m3.2.2 框架節(jié)點(diǎn)集中活載標(biāo)準(zhǔn)值 A軸柱頂層集中活荷載板傳給連系梁(1.51.5+1.51.5)0.5=2.25kN板傳給次梁(8.55+8.55)0.5)0.5=4.275kN合計(jì)6.525kNB軸柱頂層集中活荷載板傳給連系梁(2.25+6.75+2.25)0.5=5.625k

30、N板傳給次梁(8.55+8.55)0.5)0.5=4.275kN合計(jì)9.9kNA軸柱標(biāo)準(zhǔn)層集中活荷載板傳給連系梁(1.51.5+1.51.5)2=9kN板傳給次梁(8.55+8.55)2)0.5=8.55kN合計(jì)17.55kNB軸柱標(biāo)準(zhǔn)層集中活荷載板傳給連系梁(2.25+6.75+2.25)2=22.5kN板傳給次梁(8.55+8.55)2)0.5=8.55kN合計(jì)31.05kN3.3 風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算3.3.1 風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)載作用圖如圖7：圖7 風(fēng)荷載作用圖（kN）3.3.2 風(fēng)荷載作用下框架側(cè)移計(jì)算風(fēng)荷載作用下的水平層間側(cè)移計(jì)算公式ui= Vi/DiEQ Vi為第i層的總剪力EQ Di為

31、第i層的側(cè)移剛度和EQ ui為第i層的層間側(cè)移ui/hi為層間位移角，層間最大位移角1/47991/550(滿足要求)。具體結(jié)果如表8：表8 風(fēng)荷載作用下的位移驗(yàn)算層號wk(kN)V(kN)D/(kN/m)ui(mm)h(m)ui/hi65.455.45145406.740.093.31/3666757.5913.04145406.740.2153.31/1534947.1420.18145406.740.3333.31/991036.3226.5145406.740.4423.31/746626.43532.9145406.740.5483.31/602218.2441.175106996.

32、40.89651/47993.4地震荷載標(biāo)準(zhǔn)值計(jì)算3.4.1重力荷載代表值計(jì)算 重力荷載作用圖如圖8：圖8 重力荷載代表值3.4.2框架自振周期的計(jì)算 ；，具體結(jié)果如表9：表9 結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次Gi(kN)Vgi(kN)Di(kN/m)ui(m)uT(m)61349.131349.13145406.740.00930.224851434.832783.96145406.740.01910.215541434.834218.79145406.740.0290.196431434.835653.62145406.740.03890.167421434.837088.45145406.74

33、0.04870.128511453.738542.18106996.40.07980.0798基本周期計(jì)算公式T1=1.7TEQ R(T)，基本周期折減系數(shù)取T=0.7，由上表可知T=0.2248m，所以基本周期T1=1.7TEQ R(T)=0.564s3.4.3 水平地震作用下的剪力計(jì)算具體結(jié)果如表10：表10 各質(zhì)點(diǎn)橫向水平地震剪力計(jì)算層次Hi(m)Gi(kN)GiHi(kNm)Fi(kN)Vi(kN)621.51349.1328061.9131.88131.87518.21434.8325109.5379.04210.91414.91434.8320374.5964.14275.0531

34、1.61434.8315639.6549.23324.2828.31434.8310904.7134.33358.61151453.736251.0419.68378.293.4.4 水平地震作用下的位移驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間位移i按下式計(jì)算 各層的層間移角e=i/hi如下表所示，層間最大位移角1/12161/550(滿足要求)。具體結(jié)果如表11：表11 橫向水平地震作用下的位移驗(yàn)算層次Vi(kN)Di(N/m)i(mm)hi(m)i/hi6131.87145406.740.9073.31/36385210.91145406.741.453.31/22764275.05145406.

35、741.8923.31/17443324.28145406.742.233.31/14802358.61145406.742.4663.31/13381378.29106996.43.5365.01/12164內(nèi)力計(jì)算內(nèi)力計(jì)算彎矩(kNm)、剪力(kN)以順時(shí)針轉(zhuǎn)動(dòng)為正，逆時(shí)針為負(fù)，軸力(kN)受壓為正，受拉為負(fù)。4.1恒載內(nèi)力計(jì)算4.1.1彎矩分配系數(shù)計(jì)算A軸柱6層分配系數(shù)節(jié)點(diǎn)下柱： EQ f(498182,4(98182+71458) =0.589節(jié)點(diǎn)右梁： EQ f(471458,4(98182+71458) =0.411B軸柱6層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(471458,4(7145

36、8+98182+32000) =0.29節(jié)點(diǎn)下柱： EQ f(498182,4(71458+98182+32000) =0.416節(jié)點(diǎn)右梁： EQ f(432000,4(71458+98182+32000) =0.294 C軸柱6層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(432000,4(71458+98182+32000) =0.294節(jié)點(diǎn)下柱： EQ f(498182,4(71458+98182+32000) =0.416節(jié)點(diǎn)右梁： EQ f(471458,4(71458+98182+32000) =0.29D軸柱6層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(471458,4(98182+71458) =0.4

37、11節(jié)點(diǎn)下柱： EQ f(498182,4(98182+71458) =0.589A軸柱5層、A軸柱4層、A軸柱3層、A軸柱2層分配系數(shù)節(jié)點(diǎn)上柱： EQ f(498182,4(981822+71458) =0.371節(jié)點(diǎn)下柱： EQ f(498182,4(981822+71458) =0.371節(jié)點(diǎn)右梁： EQ f(471458,4(981822+71458) =0.259B軸柱5層、B軸柱4層、B軸柱3層、B軸柱2層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(471458,4(71458+981822+32000) =0.205節(jié)點(diǎn)上柱： EQ f(498182,4(71458+981822+32000)

38、 =0.294節(jié)點(diǎn)下柱： EQ f(498182,4(71458+981822+32000) =0.294節(jié)點(diǎn)右梁： EQ f(432000,4(71458+981822+32000) =0.208C軸柱5層、C軸柱4層、C軸柱3層、C軸柱2層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(432000,4(71458+981822+32000) =0.208節(jié)點(diǎn)上柱： EQ f(498182,4(71458+981822+32000) =0.294節(jié)點(diǎn)下柱： EQ f(498182,4(71458+981822+32000) =0.294節(jié)點(diǎn)右梁： EQ f(471458,4(71458+981822+320

39、00) =0.205D軸柱5層、D軸柱4層、D軸柱3層、D軸柱2層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(471458,4(981822+71458) =0.259節(jié)點(diǎn)上柱： EQ f(498182,4(981822+71458) =0.371節(jié)點(diǎn)下柱： EQ f(498182,4(981822+71458) =0.371A軸柱1層分配系數(shù)節(jié)點(diǎn)上柱： EQ f(498182,4(98182+64800+71458) =0.405節(jié)點(diǎn)下柱： EQ f(464800,4(98182+64800+71458) =0.311節(jié)點(diǎn)右梁： EQ f(471458,4(98182+64800+71458) =0.28

40、3B軸柱1層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(471458,4(71458+98182+64800+32000) =0.22節(jié)點(diǎn)上柱： EQ f(498182,4(71458+98182+64800+32000) =0.315節(jié)點(diǎn)下柱： EQ f(464800,4(71458+98182+64800+32000) =0.242節(jié)點(diǎn)右梁： EQ f(432000,4(71458+98182+64800+32000) =0.223C軸柱1層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(432000,4(71458+98182+64800+32000) =0.223節(jié)點(diǎn)上柱： EQ f(498182,4(71458+9

41、8182+64800+32000) =0.315節(jié)點(diǎn)下柱： EQ f(464800,4(71458+98182+64800+32000) =0.242節(jié)點(diǎn)右梁： EQ f(471458,4(71458+98182+64800+32000) =0.22D軸柱1層分配系數(shù)節(jié)點(diǎn)左梁： EQ f(471458,4(98182+64800+71458) =0.283節(jié)點(diǎn)上柱： EQ f(498182,4(98182+64800+71458) =0.405節(jié)點(diǎn)下柱： EQ f(464800,4(98182+64800+71458) =0.3114.1.2恒載固端彎矩計(jì)算恒載作用下梁固端計(jì)算：頂層AB跨均布

42、荷載：q1=5.73kN/m，梯形荷載轉(zhuǎn)為均布荷載：q2=q(1-2a2/l2+a3/l3) =20.61(1-21.5/7.2+1.5/7.2)=18.52kN/m合計(jì)：=-1/12(5.73+18.52)7.2=-113.68kN.m頂層BC跨均布荷載：q1= 4.19kN/m三角形轉(zhuǎn)為均布荷載：q2=5/8q= 0.62515.46=9.66kN/m合計(jì)：=-1/12(4.19+9.66)3=-8.42kN.m頂層CD跨均布荷載：q1=5.73kN/m，梯形荷載轉(zhuǎn)為均布荷載：q2=q(1-2a2/l2+a3/l3) =20.61(1-21.5/7.2+1.5/7.2)=18.52kN/m

43、合計(jì)：=-1/12(5.73+18.52)7.2=-113.68kN.m標(biāo)準(zhǔn)層AB跨均布荷載：q1=11.70kN/m，梯形荷載轉(zhuǎn)為均布荷載：q2=q(1-2a2/l2+a3/l3) =13.79(1-21.5/7.2+1.5/7.2)=12.39kN/m合計(jì)：=-1/12(11.7+12.39)7.2=-112.93kN.m標(biāo)準(zhǔn)層BC跨均布荷載：q1= 4.18kN/m三角形轉(zhuǎn)為均布荷載：q2=5/8q= 0.62510.34=6.46kN/m合計(jì)：=-1/12(4.18+6.46)3=-6.47kN.m標(biāo)準(zhǔn)層CD跨均布荷載：q1=11.70kN/m，梯形荷載轉(zhuǎn)為均布荷載：q2=q(1-2a

44、2/l2+a3/l3) =13.79(1-21.5/7.2+1.5/7.2)=12.39kN/m合計(jì)：=-1/12(11.7+12.39)7.2=-112.93kN.m4.1.3恒載彎矩分配過程彎矩二次分配過程如圖9：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0.5890.4110.290.4160.2940.2940.4160.290.4110.589-113.68113.68-8.428.42-113.68113.6866.9646.72-30.53-43.79-30.9530.9543.7930.53-46.72-66.9620.95-15.2723.36-15.6515.

45、48-15.4815.65-23.3615.27-20.95-3.35-2.33-6.73-9.65-6.826.829.656.732.333.3584.56-84.5699.78-69.09-30.7130.7169.09-99.7884.56-84.560.3710.3710.2590.2050.2940.2940.2080.2080.2940.2940.2050.2590.3710.371-112.93112.93-6.476.47-112.93112.9341.9041.9029.25-21.82-31.30-31.30-22.1422.1431.3031.3021.82-29.25

46、-41.90-41.9033.4820.95-10.9114.63-21.90-15.6511.07-11.0721.9015.65-14.6310.91-33.48-20.95-16.15-16.15-11.272.433.483.482.46-2.46-3.48-3.48-2.4311.2716.1516.1559.2346.70-105.86108.17-49.72-43.47-15.0815.0849.7243.47-108.17105.86-59.23-46.700.3710.3710.2590.2050.2940.2940.2080.2080.2940.2940.2050.2590

47、.3710.371-112.93112.93-6.476.47-112.93112.9341.9041.9029.25-21.82-31.30-31.30-22.1422.1431.3031.3021.82-29.25-41.90-41.9020.9520.95-10.9114.63-15.65-15.6511.07-11.0715.6515.65-14.6310.91-20.95-20.95-11.50-11.50-8.031.151.651.651.16-1.16-1.65-1.65-1.158.0311.5011.5051.3551.35-102.62106.89-45.30-45.30

48、-16.3816.3845.3045.30-106.89102.62-51.35-51.350.3710.3710.2590.2050.2940.2940.2080.2080.2940.2940.2050.2590.3710.371-112.93112.93-6.476.47-112.93112.9341.9041.9029.25-21.82-31.30-31.30-22.1422.1431.3031.3021.82-29.25-41.90-41.9020.9520.95-10.9114.63-15.65-15.6511.07-11.0715.6515.65-14.6310.91-20.95-

49、20.95-11.50-11.50-8.031.151.651.651.16-1.16-1.65-1.65-1.158.0311.5011.5051.3551.35-102.62106.89-45.30-45.30-16.3816.3845.3045.30-106.89102.62-51.35-51.350.3710.3710.2590.2050.2940.2940.2080.2080.2940.2940.2050.2590.3710.371-112.93112.93-6.476.47-112.93112.9341.9041.9029.25-21.82-31.30-31.30-22.1422.

50、1431.3031.3021.82-29.25-41.90-41.9020.9522.87-10.9114.63-15.65-16.7711.07-11.0715.6516.77-14.6310.91-20.95-22.87-12.21-12.21-8.521.381.981.981.40-1.40-1.98-1.98-1.388.5212.2112.2150.6452.56-103.11107.12-44.97-46.09-16.1416.1444.9746.09-107.12103.11-50.64-52.560.4050.3110.2830.220.3150.2420.2230.2230

51、.3150.2420.220.2830.4050.311-112.93112.93-6.476.47-112.93112.9345.7435.1231.96-23.42-33.53-25.76-23.7423.7433.5325.7623.42-31.96-45.74-35.1220.950.00-11.7115.98-15.650.0011.87-11.8715.650.00-15.9811.71-20.950.00-3.74-2.87-2.61-2.68-3.84-2.95-2.722.723.842.952.682.613.742.8762.9532.25-95.29102.81-53.

52、02-28.71-21.0621.0653.0228.71-102.8195.29-62.95-32.2516.13A-14.36B14.36C-16.13D圖9 彎矩二次分配圖頂層恒載作用下梁簡支狀態(tài)下的跨中彎矩計(jì)算：AB跨均布荷載：m0=1/8ql2=1/85.737.2=40.289 kN.mAB跨梯形荷載=20.617.2/24(3-41.5/7.2)=133.785 kN.m合計(jì)：M0=174.07 kN.mBC跨均布荷載：M0=1/8ql2=1/84.193=3.818 kN.mBC跨三角形荷載： =15.463/12=9.392 kN.m合計(jì)：M0=13.21 kN.mCD跨均布

53、荷載：M0=1/8ql2=1/85.737.2=40.289 kN.mCD跨梯形荷載：=20.617.2/24(3-41.5/7.2)=133.785kN.m合計(jì)：M0=174.07 kN.m標(biāo)準(zhǔn)層恒載作用下梁簡支狀態(tài)下的跨中彎矩計(jì)算：AB跨均布荷載：M0=1/8ql2=1/811.77.2=82.266 kN.mAB跨梯形荷載=13.797.2/24(3-41.5/7.2)=89.514 kN.m合計(jì)：M0=171.78 kN.mBC跨均布荷載：M0=1/8ql2=1/84.183=3.809 kN.mBC跨三角形荷載： =10.343/12=6.282 kN.m合計(jì)：M0=10.09 kN

54、.mCD跨均布荷載：M0=1/8ql2=1/811.77.2=82.266 kN.mCD跨梯形荷載： =13.797.2/24(3-41.5/7.2)=89.514 kN.m合計(jì)：M0=171.78 kN.m具體結(jié)果如表12，圖示結(jié)果如圖10：表12 恒載作用下的跨中彎矩計(jì)算kN.m層次梁跨6 AB174.07-(84.56+99.78)/2=81.9BC13.21-(30.71+30.71)/2=-17.5CD174.07-(99.78+84.56)/2=81.9 5AB171.78-(105.86+108.17)/2=64.77BC10.09-(15.08+15.08)/2=-4.99CD

55、171.78-(108.17+105.86)/2=64.774AB171.78-(102.62+106.89)/2=67.03BC10.09-(16.38+16.38)/2=-6.29CD171.78-(106.89+102.62)/2=67.033AB171.78-(102.62+106.89)/2=67.03BC10.09-(16.38+16.38)/2=-6.29CD171.78-(106.89+102.62)/2=67.032AB171.78-(103.11+107.12)/2=66.67BC10.09-(16.14+16.14)/2=-6.05CD171.78-(107.12+103

56、.11)/2=66.671AB171.78-(95.29+102.81)/2=72.73BC10.09-(21.06+21.06)/2=-10.97CD171.78-(102.81+95.29)/2=72.73圖10 恒載彎矩圖(kN.m)4.1.4恒載梁柱剪力的計(jì)算具體結(jié)果如表13，14，15，16，17；圖示結(jié)果如圖11：表13 恒載作用下AB框架梁剪力計(jì)算(kN)層次V左=R左-(ml+mr)/lV右=R右-(ml+mr)/l6V左=80.23-(-84.56+99.78)/7.2=78.2V右=-80.23-(-84.56+99.78)/7.2=-82.265V左=83.18-(-10

57、5.86+108.17)/7.2=82.87V右=-83.18-(-105.86+108.17)/7.2=-83.494V左=83.18-(-102.62+106.89)/7.2=82.61V右=-83.18-(-102.62+106.89)/7.2=-83.753V左=83.18-(-102.62+106.89)/7.2=82.61V右=-83.18-(-102.62+106.89)/7.2=-83.752V左=83.18-(-103.11+107.12)/7.2=82.65V右=-83.18-(-103.11+107.12)/7.2=-83.711V左=83.18-(-95.29+102.

58、81)/7.2=82.18V右=-83.18-(-95.29+102.81)/7.2=-84.18表14 恒載作用下AB框架梁剪力(kN)層次V左=R左-(ml+mr)/lV右=R右-(ml+mr)/l6V左=16.09-(-30.71+30.71)/3=16.09V右=-16.09-(-30.71+30.71)/3=-16.095V左=12.62-(-15.08+15.08)/3=12.62V右=-12.62-(-15.08+15.08)/3=-12.624V左=12.62-(-16.38+16.38)/3=12.62V右=-12.62-(-16.38+16.38)/3=-12.623V左=

59、12.62-(-16.38+16.38)/3=12.62V右=-12.62-(-16.38+16.38)/3=-12.622V左=12.62-(-16.14+16.14)/3=12.62V右=-12.62-(-16.14+16.14)/3=-12.621V左=12.62-(-21.06+21.06)/3=12.62V右=-12.62-(-21.06+21.06)/3=-12.62表15 恒載作用下AB框架梁剪力(kN)層次V左=R左-(ml+mr)/lV右=R右-(ml+mr)/l6V左=80.23-(-99.78+84.56)/7.2=82.26V左=-80.23-(-99.78+84.56

60、)/7.2=-78.25V左=83.18-(-108.17+105.86)/7.2=83.49V左=-83.18-(-108.17+105.86)/7.2=-82.874V左=83.18-(-106.89+102.62)/7.2=83.75V左=-83.18-(-106.89+102.62)/7.2=-82.613V左=83.18-(-106.89+102.62)/7.2=83.75V左=-83.18-(-106.89+102.62)/7.2=-82.612V左=83.18-(-107.12+103.11)/7.2=83.71V左=-83.18-(-107.12+103.11)/7.2=-82