框架結(jié)構(gòu)賓館設(shè)計(jì)

1、密級(jí)： xxxxxxx賓館設(shè)計(jì)xxxxxx bridge design學(xué) 院：土木工程學(xué)院專 業(yè) 班 級(jí)：學(xué) 號(hào)：學(xué) 生 姓 名： 指 導(dǎo) 教 師： 摘 要此次畢業(yè)設(shè)計(jì)是賓館設(shè)計(jì)，為現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。本工程位于沈陽市和平區(qū)某一地段，建筑物外形為l形，中間做圓弧形處理?？傉嫉孛娣e約為1200平方米。設(shè)計(jì)使用年限為50年，耐火等級(jí)ii級(jí)，采光等級(jí)為ii級(jí)，抗震等級(jí)為三級(jí)。建筑設(shè)計(jì)上該方案平面形式有明顯變化，外觀更加大氣、美觀，視覺效果較佳?？臻g寬敞明亮，給人以舒服的感覺。設(shè)計(jì)使用年限為50年，耐火等級(jí)ii級(jí)，采光等級(jí)為ii級(jí)，抗震等級(jí)為三級(jí)。結(jié)構(gòu)設(shè)計(jì)上該方案柱網(wǎng)對(duì)稱布置，柱距合理，結(jié)構(gòu)整體性

2、強(qiáng)。并進(jìn)行手算及電算。手算包括：荷載計(jì)算、內(nèi)力計(jì)算、內(nèi)力組合、梁截面設(shè)計(jì)和配筋計(jì)算、框架柱截面設(shè)計(jì)和配筋計(jì)算，基礎(chǔ)設(shè)計(jì)等。荷載計(jì)算分為豎向荷載計(jì)算和水平荷載計(jì)算，豎向荷載作用下的框架內(nèi)力計(jì)算采用的是分層法。計(jì)算水平荷載的作用采用的是“d值法”電算部分由廣廈計(jì)算，繪制結(jié)構(gòu)施工圖。在整個(gè)畢業(yè)設(shè)計(jì)過程中，把大學(xué)四年的所學(xué)知識(shí)結(jié)合運(yùn)用在一起，并且要求我們要有分析解決問題的能力，使我受益匪淺。關(guān)鍵詞：框架結(jié)構(gòu)；鋼筋混凝土 ；結(jié)構(gòu)設(shè)計(jì)；荷載組合abstractaccording to the hotel design specifications and other relevant standards

3、and design requirements, and provide geological data, the design of the framework of the hotel. the main contents include: architectural design and structural design of two parts.building design, this scheme is a l shape, a total of six layer. building plane fully consider the lighting requirements.

4、 building layout two staircase two elevator, in order to meet the requirements of fire evacuation. structural grid neat comparison, bright and spacious space, give a person with comfortable feeling.the structural design, select a frame for hand calculation, the remaining part of computerization comp

5、lete. hand portion includes: design, architecture design, as well as other parts of the design; structure layout and design method of determining, load calculation, internal force calculation, internal force combination, beam section design and reinforcement calculation, frame column section design

6、and reinforcement calculation, infrastructure design. calculation of load includes: dead load, live load, wind load and earthquake load calculation. the internal force of frame under vertical load is calculated using a hierarchical method. calculation of horizontal loads using the d value method. ca

7、lculation of horizontal seismic action, using vertex displacement method to determine the vibration cycle, the base shear method to calculate the seismic shear of floor, then the d value method to calculate the internal force of frame under horizontal earthquake action. which are attached to the fra

8、me bending moment, shear and axial force and beam column internal force combination table. calculation of internal forces of frame is completed, the load combination, the most unfavorable load combination cross section design. according to the requirements of frame beam, column reinforcement calcula

9、tion, and consider the end of the beam, column under earthquake stirrup encrypts district construction iii沈陽工業(yè)大學(xué)本科生畢業(yè)設(shè)計(jì)（論文）第1章建筑設(shè)計(jì)說明1.1 設(shè)計(jì)資料1.1.1場(chǎng)地情況：建筑場(chǎng)地如下圖1-1所示。酒店東西方向占地面積730.08平方米，南北方向占地面積346.32平方米，連接兩個(gè)部分的弧形面積為140平方米，總占地面積約為1200平方米。 圖1-1 場(chǎng)地布置情況圖1.1.2 場(chǎng)地地質(zhì)條件：表1-1 場(chǎng)地地質(zhì)條件表序號(hào)巖 土分 類土層深度(m)厚度范圍(m)地基承載力

10、fk (kpa)土的容重(kn/m3)樁端土承載力設(shè)計(jì)值qp(kpa)樁周土摩擦力設(shè)計(jì)值qs(kpa)1雜填土0.00.50.516.1102粉 土0.51.51.011017.5203中 砂1.53.01.522617.01300304礫 砂3.06.53.530018.32200405圓 礫6.512.86.350019.33600551.2 工程概況1 工程名稱：沈陽浩宇賓館。結(jié)構(gòu)形式為l形現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，層數(shù)為6層，層高底層4.2m，其他層均為3.6m，現(xiàn)澆樓板，基礎(chǔ)為柱下獨(dú)立基礎(chǔ)。2 基本雪壓，基本風(fēng)壓。凍結(jié)深度-1.2m。樓面活荷載，屋面活荷載(不上人)。3 抗震設(shè)計(jì)烈度為

11、：7度；場(chǎng)地類別：ii類；設(shè)計(jì)使用年限：50年；使用環(huán)境類別：一類；結(jié)構(gòu)耐火等級(jí)：二級(jí)。第2章結(jié)構(gòu)設(shè)計(jì)說明2.1結(jié)構(gòu)平面布置 結(jié)構(gòu)平面布置如圖2-1所示，各梁柱截面尺寸確定如下： 手算的一榀框架為3-3軸。 圖2-1 結(jié)構(gòu)平面布置圖2.2 梁截面初選 框架梁尺寸選擇：邊跨（ab，cd跨）：取h=（1/81/12）l=（1/81/12）6600=550825mm 取h=500mm，取b=250mm中跨（bc跨）：取h=（1/81/12）l=（1/81/12）2400=200300 mm b250，取b=250mm，h=400mm邊柱（a軸，d軸）聯(lián)系梁，取bh= 250mm500mm邊柱（b軸，

12、c軸）聯(lián)系梁，取bh= 250mm400mm框架柱尺寸選擇柱截面：均為bh=500mm500mm，現(xiàn)澆樓板厚：取100mm2.3梁柱剛度計(jì)算在計(jì)算梁線剛度時(shí)，考慮樓板對(duì)梁線剛度的有利影響，即板作為翼緣工作，在工程上，為簡(jiǎn)化計(jì)算，通常梁均按矩形截面計(jì)算慣性矩，然后乘以增大系數(shù)。中框架梁，i=2.0 邊跨框架梁 i=1.5 梁采用c25砼，=2.8kn/，=1/12（），i=ei/l。i單位（）柱采用c30砼，=3.0kn/，i=ei/h各梁柱構(gòu)件的線剛度經(jīng)計(jì)算后列于下圖如圖2-3所示， 圖2-3 結(jié)構(gòu)計(jì)算簡(jiǎn)圖第3章 荷載計(jì)算3.1 恒荷載計(jì)算3.1.1 屋面恒荷載計(jì)算屋面框架梁線荷載標(biāo)準(zhǔn)值改性瀝

13、青防水層 0.3 kn/m220mm厚1：2水泥砂漿找平 0.02m20 =0.4kn/m2 100140mm厚（2%找坡） （0.10+0.14）/27 =0.84kn/m280mm厚苯板保溫 0.082.0=0.56kn/m2100mm厚鋼筋砼樓板 0.0125 =2.5kn/m220mm厚紙筋石灰抹底 0.0216 =0.32kn/m2 4.52kn/m2邊跨（ab cd）框架梁自重 (考慮梁上抹灰取梁自重26) 0.250.526=3.25kn/m2 中跨bc跨框架梁自 0.250.426=2.60kn/m2 因此作用在頂層框架梁上的線荷載為： 3.1.2 樓面恒荷載計(jì)算樓面框架梁線荷

14、載標(biāo)準(zhǔn)值25mm厚水泥砂漿面層 0.02520=0.5kn/m2100mm厚現(xiàn)澆鋼筋混凝土樓板 0.125=2.5kn/m215mm厚紙筋石灰抹底 0.01516=0.24kn/m2 3.24kn/m2 邊跨框架梁自重及梁側(cè)粉刷 3.25kn/m邊跨填充墻自重 0.37(3.6-0.5)19 =21.79kn/m墻面粉刷 (3.6-0.5)0.02217 =2.108kn/m中跨框架梁及粉刷 2.6kn/m因此作用在中間層框架梁上的線荷載為： 3.1.3屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 （考慮梁粉刷，取梁自重26）邊柱連系梁自重： 0.250.53.926=12.68kn900mm女兒墻自重： 0.

15、93.90.2419=16.01kn 粉刷： 0.90.0223.917=2.39kn連系梁傳來屋面自重： 1/23.91/23.94.52=17.19kn頂層邊節(jié)點(diǎn)集中荷載： 中柱連系梁自重： 0.250.43.926=10.14kn連系梁傳來屋面自重： 1/2(3.9+3.9-2.4)1.24.52=14.64kn 1/23.910954.52=17.19kn頂層中節(jié)點(diǎn)集中荷載： 3.1.4樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重及粉刷： 12.68kn墻自重： 0.37(3.9-0.5)(3.6-0.5)-1.81.519=55.12kn墻粉刷： 0.022(3.9-0.5)3.1-1.

16、817=5.33kn 窗自重： 1.81.50.3=0.81kn 柱自重： 0.50.53.627=24.3kn連系梁穿了樓面自重： 1/23.91/23.93.24=12.3kn中間層邊節(jié)點(diǎn)： 中柱連系梁自重： 0.250.43.926=10.14kn墻重： (3.6-0.4)3.4-1.80.9-0.92.10.3719=51.81kn粉刷： 0.022(3.9-0.4)3.4-1.80.9-0.92.117=5.01kn窗重： 1.80.90.6=0.49kn門重; 0.92.10.2=.38kn連系梁傳來自重： 1/23.91/23.93.24=12.32kn 1/2（3.9+3.9-

17、2.4）1.23.24=10.5kn中間層中節(jié)點(diǎn)： 3.2 樓面活荷載計(jì)算樓面活荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖3-5所示圖中各荷載及計(jì)算如下：根據(jù)荷載規(guī)范查得：不上人屋面：0.5 kn/m2樓面： 2.0 kn/m2走廊： 2.5 kn/m23.2.1屋面活載計(jì)算屋面線荷載：p6ab=p6cd=0.53.=1.95kn/mp6bc=0.52.4=1.2kn/m屋面集中荷載：p6a=p6d=1/23.91/23.90.5=1.90knp6d=p6c=1/2(3.9+3.9-2.4)120.5+1/43.93.90.5=3.52kn 3.2.2樓面活載計(jì)算樓面線荷載：pab=pcd=2.03.9=7

18、.8kn/mpbc=2.52.4=6kn/m樓面集中荷載：pa=pd=1/23.93.91/22.0=7.6knpb=pc=21/21/23.93.9+1/2(3.9+3.9-2.4)1.22.5=15.7kn 圖3-1 恒荷載作用下的結(jié)構(gòu)簡(jiǎn)圖 圖3-2 活荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖第4章 內(nèi)力計(jì)算4.1恒載荷載作用下的彎矩計(jì)算4.1.1等效均布荷載的計(jì)算1.在恒載作用下將梯形荷載轉(zhuǎn)化成等效均布荷載（都是雙向版）1) 屋面三角形荷載折減系數(shù) 2) 樓面2.活載作用下將梯形及三角形荷載轉(zhuǎn)化成等效均布荷載1) 屋面 2) 樓面 3. 框架計(jì)算簡(jiǎn)圖 圖4-1框架計(jì)算簡(jiǎn)圖4.1.2 用彎矩分配法，計(jì)算梁、

19、柱端彎矩1.梁固端彎矩梁端彎矩以繞桿端順時(shí)針為正，反之為負(fù)。 表4-1 豎向荷載作用下框架梁的固端彎矩 荷 載 部 位 邊跨 中跨 跨 度 均布 荷載 固端彎矩 跨 度 均布 荷載 固端彎矩 左 右 左 右 恒 載 頂層 6.618.3466.5766.571.19.384.502.25其他層 6.638.32139.1139.11.27.463.581.79 活 載 頂層 6.61.676.066.061.20.750.360.18其他層 6.66.6824.8424.841.23.751.80.92.內(nèi)力分配系數(shù)的計(jì)算梁線剛度見下圖： 圖4-2框架梁柱線剛度 圖4-3框架結(jié)構(gòu)取半 表4-2

20、內(nèi)力分配系數(shù)見下表 分配系數(shù)層 頂層 a0.276-0.724- b-0.1310.181-0.688 標(biāo)準(zhǔn)層 m0.160.420.430.077- n-0.1070.4080.408底層 c0.170.4470.383- d-0.0820.1140.4330.3713.恒載作用下的彎矩分配 圖4-4恒載作用下頂層彎矩分配 圖4-5恒載作用下標(biāo)準(zhǔn)層彎矩分配 圖4-5恒載作用下標(biāo)準(zhǔn)層彎矩分配4.恒載作用下各層彎矩圖： 圖4-6 恒載作用下頂層彎矩圖 圖4-7 恒載作用下標(biāo)準(zhǔn)層彎矩圖 圖4-8 恒載作用下底層彎矩圖 圖4-9恒載作用下的彎矩圖 將各層分層法求得彎矩圖疊加，由于分層法誤差各節(jié)點(diǎn)不一

21、定平衡，為提高精度，將不平衡節(jié)點(diǎn)再分配一次進(jìn)行修正。 表4-3 不平衡節(jié)點(diǎn)修正表 0.724 0.276 0.131 0.688 0.181 20.27 20.01 71.88 51.61 66.99 69.48 17.52 -14.68 5.59 2.62 -13.77 -3.62 57.2 57.2 69.61 55.71 13.9上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.10737.4736.957881.07121.6139.3576.5180.0319.76-15.74-15.745.992.94-15.08-15.08-3.9562.26

22、65.33127.59142.1961.4364.9515.81上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.10740.5441.4781.0781.07121.6139.3580.0380.0319.7664.0564.05128.1142.5463.1163.1115.32 上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.10741.941.881.0782.3121.6139.3580.0381.3619.76-17.6-17.66.73.23-17.05-17.05-4.4763.4764.83128.31

23、42.5862.98664.3115.29上柱下柱右梁左梁上柱下柱右梁0.4470.3830.170.820.4330.3710.11420.31 20.0285.1555.59120.43139.3184.0351.8420.44-9.08-7.783.451.61-8.67-7.43-2.2876.0747.81123.88140.9575.3647.4318.164.1.3 梁在實(shí)際分布荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩 表4-4恒載作用下邊跨跨中彎矩的計(jì)算層（ab跨）m左m右gab1gab2vam中657.269.613.2517.63117.8540.605127.59142.1927

24、.1512.64116.7773.774128.1142.5427.1512.64116.7973.323128.1142.5427.1512.64116.7973.322128.3142.5827.1512.64116.8273.231 123.88140.9227.1512.61116.4076.26 表4-5恒載作用中跨跨跨中彎矩的計(jì)算 層（bc跨）m左m右gab1gab2m中613.913.92.617.6340.60515.8115.812.612.6473.7745.325.322.612.6473.32315.3215.322.612.6473.32215.2915.292.61

25、2.6473.231 18.1618.162.612.6476.26 4.1.4框架結(jié)構(gòu)在恒載作用下彎矩圖 圖4-10 恒載作用下框架結(jié)構(gòu)彎矩圖4.2活載荷載作用下的彎矩計(jì)算4.1.1用彎矩分配法，計(jì)算梁、柱端彎矩1.活載作用下的彎矩分配 圖4-11活載作用下頂層彎矩分配 圖4-11活載作用下標(biāo)準(zhǔn)層彎矩分配 圖4-12活載作用下底層彎矩分配2.活載作用下各層彎矩圖 圖4-13活載作用下頂層彎矩圖 圖4-14活載作用下標(biāo)準(zhǔn)層彎矩圖 圖4-15活載作用下底層彎矩圖3.將各層彎矩圖疊加得到活載作用下的彎矩圖 圖4-16活載作用下彎矩圖4. 對(duì)活載作用下各個(gè)不平衡節(jié)點(diǎn)進(jìn)行修正 表4-6對(duì)不平衡節(jié)點(diǎn)修正

26、上柱下柱右梁左梁上柱下柱右梁0.7240.2760.1310.6880.1813.613.418.314.76.097.951.55-2.611.00.44-2.35-0.625.75.76.535.60.9上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.1075.215.0112.4414.4521.6824.9711.7413.644.6-2.19-2.190.830.39-2.04-2.04-0.5410.2512.2622.5125.369.711.64.06上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.10

27、77.226.5514.4514.4521.6824.9713.4613.464.6-3.03-3.031.160.51-2.67-2.67-0.7011.421.4222.8425.4810.7910.793.9上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.1077.487.314.4514.7121.6824.9713.6414.034.6-3.14-3.141.20.56-2.98-2.98-0.7811.3111.5722.8825.5210.6611.053.82上柱下柱右梁左梁上柱下柱右梁0.4470.3830.170.0820.4330.3

28、70.1143.584.0115.219.9121.5424.914.819.44.7-1.60-1.370.610.02-2.04-1.47-0.4613.618.522.1524.9212.777.914.244.1.2 梁在實(shí)際分布荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩 表4-6活載作用下邊跨跨中彎矩的計(jì)算層（ab跨）m左m右gab1vam中65.76.531.954.413.28522.5125.367.817.713.59422.4825.487.817.6813.56322.4825.487.817.6813.56222.8825.537.817.7313.321 22.1524.927

29、.817.7113.99 表4-7活載作用下中跨跨中彎矩的計(jì)算層（bc跨）m左m右gab1m中60.930.931.20.35454.064.0661.1843.93.961.0233.93.961.0223.823.8260.941 4.244.2461.364.1.3框架結(jié)構(gòu)在活載作用下彎矩圖 圖4-17活載作用下最終彎矩圖4.3恒載及活載作用下梁剪力及柱軸力計(jì)算4.3.1梁端剪力計(jì)算1.恒載作用下彎矩 表4-8恒載作用下彎矩 樓層ab跨bc跨左端中間右端左端 中間mmmmm6-57.240.6069.61-13.90.965-127.5973.77142.199-15.8164-128.

30、173.32142.54-15.325.513-128.173.32142.54-15.325.512-128.373.23142.58-15.295.481-12.8873.26140.95-18.168.35 表4-9活載作用下彎矩 樓層ab跨bc跨左端中間右端左端 中間mmmmm6-5.73.286.53-0.930.355-22.913.5925.36-4.061.184-22.4813.562.48-3.91.023-22.4813.5625.48-3.91.022-22.8813.3225.53-3.820.941-22.1513.9924.92-4.241.362.梁端剪力均布荷

31、載下: v=vqb/2 表4-10恒載作用下邊跨梁端剪力ab跨梁端剪力層qkn/mlmql/2（kn）(kn)(kn)(kn)（kn）(kn)618.346.660.511.8858.6462.454.0657.82538.326.6126.462.21124.25128.67114.67119.09438.326.6126.462.19124.27128.65114.69119.07338.326.6126.462.19124.27128.65114.69119.07238.326.6126.462.16124.3128.62114.72119.04138.326.6126.462.5912

32、3.87129.05114.29119.47 表4-11恒載作用下中跨梁端剪力bc跨梁端剪力層qkn/mlmql/2（kn）(kn)(kn)(kn)（kn）(kn)69.382.411.26011.2611.262.352.3557.468.958.958.957.097.094321 表4-12活載作用下邊跨梁端剪力ab跨梁端剪力層qkn/mlmql/2（kn）(kn)(kn)(kn)（kn）(kn)61.676.65.510135.385.644.925.2256.686.622.040.4321.6122.4719.9424.1446.686.622.040.4521.5922.4919

33、.9224.1636.686.622.040.4521.5922.4919.9224.1626.686.622.040.4021.6422.4419.9724.1116.686.622.00.4221.6222.4619.9524.13 表4-13活載作用下中跨梁端剪力ab跨梁端剪力層qkn/mlmql/2（kn）(kn)(kn)(kn)（kn）(kn)60.752.40.900.90.90.710.7153.754.54.54.53.563.56424.16324.16224.11124.134.4柱軸力和剪力4.4.1恒載作用下的柱軸力和剪力 表4-14恒載作用下邊柱軸力和剪力層截面橫梁剪

34、力（kn）縱向荷載（kn）柱重（kn）（kn）邊柱軸力（kn）邊柱剪力（kn）61158.6438.4724.397.1197.11-33.1822121.41121.41533124.2561.4724.318.72282.83-35.9444210.02331.43455124.2761.4724.3185.74468.57-35.4266210.04541.47377124.2761.4724.3185.74654.31-35.4288210.04751.54299124.361.4724.3185.70840.01-39.141010210.0096111111123.87107.99

35、28.35231.861071.87-15.181212260.211221.72柱重： 首層：6.754.2=28.35kn 其他層：6.753.6=24.3kn縱向荷載： =4.521/23.93.91/20.625+3.253.9+180.240.9 3.9=38.47kn =3.241/23.93.91/20.625+3.253.+(3.6-0.5)4.29 3.9-.291.81.8+0.3+1.81.5=61.47kn =3.243.93.9/40.425+3.25-3.9+(4.2-0.5)7.40-3.9-7.40 1.81.5+0.31.81.5=107.99kn 表4-15

36、恒載作用下中柱軸力和剪力層截面橫 梁剪 力（kn）橫 梁剪 力 （kn）縱 向荷 載（kn）柱 重（kn）（kn）中 柱軸 力（kn）中柱剪 力（kn）61162.411.2649.8624.3123.52123.5232.5422147.82147.82533128.678.9575.0124.3212.66336.1835.5744236.96384.78455128.658.9575.0124.3212.61548.7835.0666236.91621.69377128.658.9575.0124.3212.61761.435.0288236.91858.6299128.628.9575

37、.0124.3212.58973.9838.801010236.881095.4811111129.058.95123.8328.35261.31235.8115.061212290.181358.66折減系數(shù)縱向荷載：=4.521/43.93.90.625+3.253.9+180.240.93.9+(3.9+3.9-2.4)1.2/24.520.778=49.86kn=3.241/43.93.90.625+3.253.9+(3.6-0.5)4.293.9-4.291.80.9+0.31.80.9=75.01kn=3.241/43.93.90.625+3.253.9+（4.2-0.5）7.43

38、.9-7.41.80.9+8.17=123.834.4.2活載作用下柱軸力剪力表4-16活載作用在柱軸力層截面(kn)縱向荷載 kna柱軸力(kn)a柱剪力(kn)(kn)(kn)縱向荷載(kn)b柱軸力（kn）b柱剪力(kn)611225.381.196.574.435.640.92.458.994.255334421.614.7532.56.5822.474.59.7945.56.224556621.594.559.096.3422.494.59.7982.535.993778821.594.785.436.3122.494.59.9119.315.96299101021.644.75111.826.9922.444.59.79156.046.6111111121221.6245138.192.8222.464.59.79192.792.63縱向荷載：=0.51/43.93.90.625=1.19kn=2.01/43.93.90.625=4.75kn=0.51