1、XX石油大學(xué)畢業(yè)設(shè)計(jì)（論文）某公司綜合寫字樓設(shè)計(jì)方案（五）學(xué)生姓名： 學(xué) 號(hào)： 專業(yè)班級(jí)：指導(dǎo)教師： 2007年6月19日摘 要本設(shè)計(jì)主要進(jìn)行了結(jié)構(gòu)方案中橫向框架軸框架的抗震設(shè)計(jì)。在確定框架布局之后，先進(jìn)行了層間荷載代表值的計(jì)算,接著利用頂點(diǎn)位移法求出自震周期，進(jìn)而按底部剪力法計(jì)算水平地震荷載作用下大小，進(jìn)而求出在水平荷載作用下的結(jié)構(gòu)內(nèi)力（彎矩、剪力、軸力）。接著計(jì)算豎向荷載（恒載、活荷載以及雪荷載）作用下的結(jié)構(gòu)內(nèi)力，找出最不利的一組或幾組內(nèi)力組合。選取最安全的結(jié)果計(jì)算配筋并繪圖。此外還進(jìn)行了結(jié)構(gòu)方案中的室內(nèi)樓梯的設(shè)計(jì)、樓蓋的設(shè)計(jì)、基礎(chǔ)的設(shè)計(jì)等。內(nèi)力計(jì)算時(shí)，進(jìn)行了側(cè)移驗(yàn)算，最小剪力驗(yàn)算，內(nèi)力調(diào)

2、整時(shí)，地震組合考慮了三強(qiáng)三弱的作用。關(guān)鍵詞： 框架結(jié)構(gòu)；結(jié)構(gòu)設(shè)計(jì)；抗震設(shè)計(jì)；地震；內(nèi)力ABSTRACTThe purpose of the design is to do the anti-seismic design in the longitudinal frames of axis. When the directions of the frames are determined, firstly the weight of each floor is calculated, then the vibrate cycle is calculated by utilizing the pe

3、ak-displacement method, and then the amount of the horizontal seismic force can be got by way of the bottom-shear force method. The seismic force can be assigned according to the shearing stiffness of the frames of the different axis. Then the internal force (bending moment, shearing force，axial for

4、cesnow force)in the structure under the horizontal loads can be easily calculated. After the determination of the internal force under the dead and live loads, the combination of internal force can be made by using the Excel software, whose purpose is to find one or several sets of the most adverse

5、internal force of the wall limbs and the coterminous girders, which will be the basis of protracting the reinforcing drawings of the components. The design of the stairs is also being approached. The design of floor slab and foundations are also being completed in the end. During the internal force

6、count ，I proceed clearly swing proven，least shearing force proven，internal force adjust. At the internal force adjust process three strong and three feebleness are also be taken into account.Keywords： frames structure； structural design；anti-seismic design； Earthquake；Internal force目 錄第1章 基本資料·

7、··················································

8、·················································11.1 研

9、究的主要內(nèi)容·················································

10、····································11.2 有關(guān)要求············

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12、83;··································31.3 畢業(yè)設(shè)計(jì)（論文）進(jìn)度安排············

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14、3;·····4第2章 設(shè)計(jì)資料和結(jié)構(gòu)布置··········································&#

15、183;···································52.1 設(shè)計(jì)資料·············

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20、#183;·················································&

21、#183;···············5第3章 梁板柱截面尺寸確定································

22、;··············································73.1 粱的截面尺寸··

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28、183;············7第4章 荷載計(jì)算····································

29、;··················································

30、;············94.1 恒荷載計(jì)算····································&

31、#183;·················································&

32、#183;····94.2 樓面活荷載計(jì)算···········································&

33、#183;·····································124.3 各層重力荷載代表值的計(jì)算·········&

34、#183;·················································&

35、#183;·13第5章 內(nèi)力計(jì)算··············································

36、83;·················································145

37、.1 水平地震荷載作用下的內(nèi)力計(jì)算···············································&

38、#183;······145.2 豎向荷載作用下的框架內(nèi)力計(jì)算········································

39、;··············22第6章 內(nèi)力組合··································&

40、#183;·················································&

41、#183;···········296.1 框架梁的內(nèi)力組合····································

42、;··········································296.2 框架柱的內(nèi)力組合·····

43、83;·················································

44、83;······················29第7章 截面設(shè)計(jì)··························

45、;··················································

46、;····················317.1 框架梁的截面設(shè)計(jì)···························

47、83;·················································

48、83;317.2 框架柱的截面設(shè)計(jì)···············································&

49、#183;······························36第8章 樓梯的配筋計(jì)算 ·················

50、;··················································

51、;············42 梯段板設(shè)計(jì)····································

52、83;·················································

53、83;···42 平臺(tái)板設(shè)計(jì)·············································&

54、#183;············································43·····

55、;··················································

56、;································44第9章 板的設(shè)計(jì)················&

57、#183;·················································&

58、#183;·····························469.1 樓面板的配筋計(jì)算··················

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63、183;·····························5110.1 基礎(chǔ)布置的確定··················

64、··················································

65、············5110.2 用彎矩分配法計(jì)算基礎(chǔ)梁···································

66、·····························5410.3 翼板承載力計(jì)算··················

67、3;·················································

68、3;···········6310.4 基礎(chǔ)配筋圖····································

69、3;·················································

70、3;·64第11章 結(jié)論···············································&

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74、83;·······················66參考文獻(xiàn)·························

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76、83;··································67附錄A··············

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79、3;68附錄B·················································

80、;··················································

81、;················69附錄C·································

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83、································70第1章 基本資料1.1 研究的主要內(nèi)容本課題通過綜合寫字樓的設(shè)計(jì)，從建筑方案的構(gòu)思、立意到確定并完成建筑施工圖的繪制，結(jié)構(gòu)設(shè)計(jì)首先通過對(duì)建筑方案的分析，綜合運(yùn)用力學(xué)概念、材料性能、結(jié)構(gòu)體系和施工技術(shù)水平，確定結(jié)構(gòu)

84、的總體方案，相應(yīng)的分結(jié)構(gòu)體系，以及它們之間的關(guān)系，并在此基礎(chǔ)上掌握施工圖階段的結(jié)構(gòu)設(shè)計(jì)的計(jì)算內(nèi)容、方法及步驟，最后掌握結(jié)構(gòu)施工圖的繪制。本課題完成之后，使學(xué)生熟練掌握建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)的方法和步驟，對(duì)于建筑工程設(shè)計(jì)的整個(gè)過程有了正確的理解，明確設(shè)計(jì)過程中應(yīng)重點(diǎn)解決的問題和注意事項(xiàng)，為以后的實(shí)際工作打下良好的基礎(chǔ)。1.1.1 工程概況經(jīng)有關(guān)部門批準(zhǔn)，東營(yíng)市擬建某綜合寫字樓一幢。 工程建筑面積約為3500平方米，計(jì)劃投資約為350萬元人民幣。根據(jù)城市規(guī)劃的需要，該地塊新建建筑不低于四層。該項(xiàng)目主要由專用辦公室、商用辦公室及一般辦公室三大部分組成。門廳、衛(wèi)生間及走廊等根據(jù)具體情況合理設(shè)計(jì)。1.1.2

85、 設(shè)計(jì)技術(shù)資料及施工條件1.1.2.1 氣象資料：夏季室外計(jì)算溫度：絕對(duì)最高溫度：40冬季室外計(jì)算溫度：-9絕對(duì)最高溫度：-22最大降雨量：300mm基本風(fēng)壓值：0.55KN/m2主導(dǎo)風(fēng)向：冬季：西北，夏季；東南基本雪壓：0.20Kpa 最大凍深：500mm空氣：含有鹽霧1.1.2.2 工程地質(zhì)及水文地質(zhì)資料：地質(zhì)條件（參考）：自然地表以下土層依次為：1.5m厚填土(fak=80kPa,qsik=20kPa)，1m厚粉質(zhì)粘土(fak=130kPa,qsik=40kPa)，3m厚泥炭土(fak=50kPa,qsik=14kPa), 6m厚淤泥質(zhì)粉質(zhì)粘土(fak=75kPa,qsik=20kPa)

86、,2.5厚粉質(zhì)粘土(fak=150kPa,qsik=44kPa)，14m厚粉質(zhì)粘土未鉆透(fak=220kPa,qsik=60kPa，qpk=700kPa)。各土層分布均勻。fak為地基承載力特征值，qsik為樁的極限側(cè)阻力標(biāo)準(zhǔn)值，qpk為樁的極限端阻力標(biāo)準(zhǔn)值，樁基參數(shù)均為水下鉆孔灌注樁。場(chǎng)地類別為III類。地基容許承載力設(shè)計(jì)值：90Kpa 地下水位：最高地下水位：自然地面下1m 地下水性質(zhì)：有弱硫酸鹽侵蝕 地面土質(zhì)：鹽堿土 自然地面標(biāo)高：絕對(duì)標(biāo)高4.5米抗震設(shè)防烈度：7度 1.2.3 設(shè)計(jì)條件建筑面積：3500左右層數(shù)：五層開間尺寸：3300×5400層高：3.3m 其它自定1.1

87、.3 設(shè)計(jì)要求1.1.3.1 根據(jù)資料完成綜合寫字樓的建筑設(shè)計(jì)和結(jié)構(gòu)計(jì)算并上機(jī)校核結(jié)果1.1.3.2 根據(jù)結(jié)構(gòu)計(jì)算，繪制出該工程的施工圖1.1.4 建筑設(shè)計(jì)主要內(nèi)容建筑設(shè)計(jì)要求：正確處理功能關(guān)系，合理進(jìn)行空間組合 構(gòu)造設(shè)計(jì)合理圖面表達(dá)清晰合理，符合國(guó)家制圖標(biāo)準(zhǔn)底層平面圖 立面圖 一個(gè)剖面圖 （平、立、剖均機(jī)繪并A3打?。?.1.5 結(jié)構(gòu)設(shè)計(jì)主要內(nèi)容1.1.5.1 結(jié)構(gòu)計(jì)算：結(jié)構(gòu)方案選擇及布置 計(jì)算簡(jiǎn)圖及荷載分析計(jì)算框架結(jié)構(gòu)內(nèi)力計(jì)算梁柱內(nèi)力組合梁柱設(shè)計(jì)計(jì)算樓梯設(shè)計(jì)計(jì)算基礎(chǔ)設(shè)計(jì)計(jì)算1.1.5.2 施工圖繪制框架梁、板配筋圖 （梁用平法 機(jī)繪）框架配筋圖及節(jié)點(diǎn)詳圖（手繪）樓梯施工圖（手繪）基礎(chǔ)平面圖

88、及詳圖。（手繪）1.2 有關(guān)要求1.2.1 中外文獻(xiàn)查閱要求1. 2.1.1 標(biāo)準(zhǔn)圖集:建筑做法通用圖集1.2.1.2 各類規(guī)范:建筑制圖標(biāo)準(zhǔn) 結(jié)構(gòu)制圖標(biāo)準(zhǔn) 荷載規(guī)范 混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范 建筑地基與基礎(chǔ)設(shè)計(jì)規(guī)范建筑抗震設(shè)計(jì)規(guī)范1.2.1.3 參考書及設(shè)計(jì)手冊(cè): 建筑抗震設(shè)計(jì) 多層及高層建筑結(jié)構(gòu)設(shè)計(jì)1.2.2 外文翻譯要求外文翻譯漢字不小于5000字，使用“Times new Roman”字體。1.2.3 論文撰寫要求1.2.3.1 根據(jù)設(shè)計(jì)資料完成綜合寫字樓的設(shè)計(jì)和結(jié)構(gòu)計(jì)算 1.2.3.2 根據(jù)結(jié)構(gòu)計(jì)算,繪制出該寫字樓的施工圖1.2.3.3 完成石油大學(xué)(華東)本科生畢業(yè)設(shè)計(jì)(論文)環(huán)節(jié)管理規(guī)

89、定所規(guī)定的其他內(nèi)容1.2.3.4 所有畢業(yè)設(shè)計(jì)內(nèi)容材料嚴(yán)格按照<<石油大學(xué)(華東)本科生畢業(yè)設(shè)計(jì)(論文)寫作格式>>書寫和裝訂1.3 畢業(yè)設(shè)計(jì)（論文）進(jìn)度安排4月02日至4月15日：建筑方案、建筑平、立、剖面施工圖4月16日至5月13日：結(jié)構(gòu)計(jì)算，完成初稿并上機(jī)校核5月14日至5月27日：結(jié)構(gòu)計(jì)算書排版打印、上交通過檢查，完善開題報(bào)告、完成英文翻譯5月28日至6月17日：框架施工圖繪制6月18日至6月23日：整理完善，準(zhǔn)備答辯第2章 設(shè)計(jì)資料和結(jié)構(gòu)布置2.1 設(shè)計(jì)資料1 工程地面條件：建筑場(chǎng)地類別為類。2 抗震設(shè)防烈度：7度，設(shè)計(jì)地震分組第二組；設(shè)計(jì)基本地震加速度值：0

90、.1g。3 基本風(fēng)壓 kN/m2，基本雪壓0.20 kN/m2。4 活荷載：屋面活荷載0.5 kN/m2，樓面開間活荷載2.0 kN/m2，樓面走廊活荷載2.5 kN/m2。5 地基承載力特征值R=90 kN/m2。2.2 結(jié)構(gòu)布置本設(shè)計(jì)為東營(yíng)市某寫字樓，根據(jù)該建筑的使用功能及建筑設(shè)計(jì)的要求，室內(nèi)設(shè)計(jì)標(biāo)高±0.000，室內(nèi)外高差為0.45 m。柱網(wǎng)布置：標(biāo)準(zhǔn)為5.4m 4.2m,平面布置為一字形，五層，層高為3.3m，走廊寬為2.1m。柱網(wǎng)的布置見圖21示。圖2-1 結(jié)構(gòu)布置圖2.3 確定框架計(jì)算簡(jiǎn)圖圖2-2 框架的計(jì)算簡(jiǎn)圖第3章 梁板柱截面尺寸確定10KN/m,。3.1 梁的截面尺

91、寸按結(jié)構(gòu)中梁的最大跨度l=5400mm進(jìn)行截面計(jì)算AB跨梁高h(yuǎn)（1/151/10）l360540 取h500mm 寬b（1/31/2）h166250 取b250mmBC跨梁高h(yuǎn)350mm，寬b250mm梁的慣性矩， 3.2 板的截面尺寸由規(guī)范規(guī)定，民用建筑的現(xiàn)澆樓板的最小厚度為60mm，故板厚取100mm。3.3 柱的截面尺寸框架柱截面尺寸的選取受到最小截面、側(cè)移限值和軸壓比等諸多因素影響。采用通過滿足軸壓比限值的方法進(jìn)行截面的估計(jì)。按軸壓比確定，抗震等級(jí)為三級(jí)的框架柱的軸壓比限值為0.9。 N的估計(jì)值 N12×× 故取柱截面尺寸為 b×h400mm×4

92、00mm柱的慣性矩為 第4章 荷載計(jì)算4.1 恒荷載計(jì)算4.1.1 屋面框架梁線荷載標(biāo)準(zhǔn)值×100140厚（2%找坡）膨脹珍珠巖保溫層 （0.1+0.14）/2×××邊跨框架梁自重（××梁側(cè)粉刷 2（0.5-0.08）××××梁側(cè)粉刷 2（0.35-0.08）××因此，作用在頂層框架梁上的線荷載為： 4.1.2 樓面框架梁線荷載標(biāo)準(zhǔn)值××××邊跨框架梁自重及梁側(cè)粉刷（×（3.3-0.5）×墻面粉刷 （3.3-0.5）

93、××2× 因此，作用在中間層框架梁上的線荷載標(biāo)準(zhǔn)值為：4.1.3屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 ××××××××2××××××頂層邊節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 中柱連系梁傳來屋自重×××××(3.3+3.3-2.1) ×××頂層中節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 4.1.4 樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值××××× 粉刷 2&#

94、215;×××××(3.3-0.5) ×2×××(3.3-0.5) ×4×××××××17×××××中間層邊節(jié)點(diǎn)集中荷載 ×（3.3-0.4-1）×（3.3-0.5）×粉刷 （3.3-1.4）（3.3-0.5）××2××1××××××× 0

95、.5(3.3+3.3-2.1) ××中間層中節(jié)點(diǎn)集中荷載 4.1.5 恒荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖（4-1）所示圖4-1 恒荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖 圖4-2 活荷載作用下的計(jì)算簡(jiǎn)圖4.2 樓面活荷載計(jì)算樓面活荷載作用下的計(jì)算簡(jiǎn)圖如圖（4-2）所示各值計(jì)算如下：各層上的活荷載均考慮滿布的情況，即活荷載不進(jìn)行折減。頂層： 其他層： 4.3 各層重力荷載代表值的計(jì)算：女兒墻自重 2×××框架梁自重×××××柱自重 （13.2+0.9）/2××填充墻自重 0.2（3.3-0.5）

96、×19+1.9×××（3.3-0.5）×19+1.9×4.3.2其他層：××框架柱自重 （13.2+0.9）×××填充墻自重 0.2（3.3-0.5）×19+1.9×××（3.3-0.5）×19+1.9× 結(jié)構(gòu)重力荷載代表值計(jì)算，頂層，其他層，則： 第5章 內(nèi)力計(jì)算5.1 水平地震荷載作用下的內(nèi)力計(jì)算框架在橫向水平地震作用下（左右往復(fù)運(yùn)動(dòng)）的內(nèi)力用D值法，以地震從右向左作用為例，近似按各樓層水平地震作用為倒三角形分布情形，確定

97、柱的反彎點(diǎn)，計(jì)算柱端彎矩，根據(jù)節(jié)點(diǎn)平衡條件，將節(jié)點(diǎn)處柱端彎矩之和按節(jié)點(diǎn)處兩側(cè)梁的線剛度比例分配，可求得梁端彎矩設(shè)計(jì)值，然后計(jì)算梁端地震剪力設(shè)計(jì)值，并將節(jié)點(diǎn)兩側(cè)梁端剪力之差求得柱的地震軸向力。5.1.1 梁、柱的線剛度計(jì)算梁、柱的相對(duì)線剛度i按式00梁的線剛度計(jì)算 ： 柱的線剛度計(jì)算： 梁、柱的相對(duì)線剛度如圖（5-1）所示圖5-1 梁、柱的相對(duì)線剛度 列表如下:表5-1 橫向框架抗側(cè)剛度計(jì)算表層次位置25層柱A8556柱B117231層位置柱A4828柱B70595.1.3 橫向水平荷載作用下框架內(nèi)力和位移計(jì)算橫向地震作用下的周期計(jì)算，用頂部剪力法進(jìn)行計(jì)算。各層的重力荷載代表值為： 將各樓層的重

98、力荷載代表值作為水平地震力產(chǎn)生的樓層剪力： 則各樓層的重力荷載代表值作為水平地震力產(chǎn)生的樓層水平位移為： 則周期計(jì)算如下 ， 5.1. 水平地震作用及樓層地震剪力計(jì)算本設(shè)計(jì)中結(jié)構(gòu)高度小于40米，質(zhì)量和剛度沿高度分布比較均勻，變形以剪切型為主，故可以用底部剪力法進(jìn)行計(jì)算。結(jié)構(gòu)總水平地震作用： 因?yàn)椋什挥每紤]頂部附加水平地震作用，各層水平地震作用按下式（5-1）計(jì)算 （5-1）列表計(jì)算如下：表5-2 水平地震作用計(jì)算層次/m54321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見下圖：（圖5-2）水平地震作用下框架結(jié)構(gòu)的層間位移和頂點(diǎn)位移按式（5-2）和（5-3）計(jì)算 （5-2） （5-3）

99、圖5-2 水平地震作用及樓層地震剪力沿房屋高度的分布水平地震作用下框架結(jié)構(gòu)位移計(jì)算列表如下表5-3 水平地震作用下框架結(jié)構(gòu)計(jì)算表層次/kNN/mmmmmmmm541800405583300494300405583300313450040558330021624004055833001178000237744200框架柱端剪力和彎矩分別按（5-4）、（5-5）、（5-6）計(jì)算 （5-4） （5-5） （5-6）各柱反彎點(diǎn)高度比按（5-7）確定。 （5-7）計(jì)算表如下：表5-4 各柱反彎點(diǎn)高度計(jì)算表(邊柱)層次mkNN/mm邊柱/kNKy540558855644055885563135405588

100、55621624055885561178237744828表5-5 各柱反彎點(diǎn)高度計(jì)算表(中柱)層次mkNN/mm中柱/kNKy540558117234405581172331354055811723216240558117231178237747059 梁端彎矩、剪力、軸力按下式計(jì)算 （5-8） （5-9） （5-10） （5-11）水平地震作用下的彎矩圖、梁端剪力圖及柱的軸力圖見下圖（圖5-3和圖5-4）。圖5-3 水平地震作用下結(jié)構(gòu)的彎矩圖圖5-4 水平地震作用下的梁端剪力圖及柱軸力圖5.2 豎向荷載作用下的框架內(nèi)力計(jì)算5.2.1 橫向框架內(nèi)力計(jì)算計(jì)算單元取軸線橫向框架進(jìn)行計(jì)算，計(jì)算單元

101、寬度為3.3m，如下圖所示：圖5-5 橫向框架內(nèi)力計(jì)算計(jì)算單元恒荷載計(jì)算圖（5-6）中，代表橫梁自重，圖5-6 恒荷載計(jì)算簡(jiǎn)圖對(duì)第五層 為房間和走廊板傳給橫梁的梯形和三角形荷載 為邊縱梁、中縱梁傳給柱的荷載 集中力矩： 14層： 活載計(jì)算簡(jiǎn)圖如圖（5-7）圖5-7 活載計(jì)算簡(jiǎn)圖對(duì)第五層： 14層： 將上述計(jì)算結(jié)果匯總?cè)缦卤?-6 荷載計(jì)算匯總荷載類型層次恒514活5-14-梁柱轉(zhuǎn)動(dòng)剛度以及相對(duì)轉(zhuǎn)動(dòng)剛度計(jì)算如下表5-7 梁柱轉(zhuǎn)動(dòng)剛度以及相對(duì)轉(zhuǎn)動(dòng)剛度計(jì)算表位置轉(zhuǎn)動(dòng)剛度S相對(duì)轉(zhuǎn)動(dòng)剛度框架梁邊跨中跨框架柱底層其他層將梁上的梯形荷載轉(zhuǎn)化為線荷載： 恒荷載 5層： 14層： 活荷載 5層： 14層： 5.2.3 恒、活荷載作用下的梁端固端彎矩值計(jì)算恒荷載作用 5層 邊跨 中跨 14層 邊跨 中跨 活荷載作用 5層 邊跨 中跨 14層 邊跨 中跨 5.2.4 梁端、柱端彎矩計(jì)算梁端、柱端彎矩采用二次分配法計(jì)算，由于荷載和