1、-. z.中學(xué)學(xué)生宿舍構(gòu)造設(shè)計：* *：*指導(dǎo)教師：* *學(xué)院土木工程系摘要本工程為光州新區(qū)第一中學(xué)學(xué)生宿舍，其功能是為學(xué)校學(xué)生提供住所。本工程為多層現(xiàn)澆鋼筋混凝土框架構(gòu)造，共五層，底層層高3.3米，其他層層高均為3.3米，建筑物總高度為18.5米，總建筑面積為4022.15平方米。4人間設(shè)計，有獨立的衛(wèi)生間和陽臺，能滿足440人入住。本設(shè)計書包括如下局部：工程概況；樓蓋設(shè)計；荷載計算；框架構(gòu)造的受力分析、計算和設(shè)計；樁根底設(shè)計。關(guān)鍵詞 鋼筋混凝土，框架，構(gòu)造設(shè)計Middle school students dormitory structural designeBy : ZhouYuan N

2、O: 03121250Instructs teacher: WuGang Department of Civil Engineering, *iangFan UniversityAbstractThis is a studentsdormitory of a middle schoolin the Guangzhou newly developed area. Its function is provides the residence for the school student. It is a multi-layer reinforced concrete frame. It has f

3、ive stories, the height of the first storey is 3.3 meters, and the height of other stories are all 3.3 meters. The height of the whole building is 18.5 meters.The total floor space is 4022.15 square meters. One room can live four students, has the independence the bathroom and the balcony. Altogethe

4、r can live 440 people.This paper includes the following parts:1. The survey of the program.2. The design of the floor slab.3. The calculation of the load.4.The mechanical analysis，calculation and design of the frame.5. The design of the pile base.Keywords Reinforced concrete, frame, the design of th

5、e structure目 錄TOC o 1-3 h z uHYPERLINK l _Toc169424987第一章工程概況 PAGEREF _Toc169424987 h 1HYPERLINK l _Toc169424988第二章樓蓋設(shè)計 PAGEREF _Toc169424988 h 2HYPERLINK l _Toc1694249892.1 設(shè)計資料 PAGEREF _Toc169424989 h 2 HYPERLINK l _Toc169424990 2.2 樓蓋蓋的構(gòu)造平面布置圖 PAGEREF _Toc169424990 h 2HYPERLINK l _Toc1694249912.3

6、 板的設(shè)計 PAGEREF _Toc169424991 h 3HYPERLINK l _Toc1694249922.4 次梁的設(shè)計 PAGEREF _Toc169424992 h 5HYPERLINK l _Toc169424993第三章框架構(gòu)造布置及計算簡圖 PAGEREF _Toc169424993 h 8HYPERLINK l _Toc1694249943.1 梁柱尺寸 PAGEREF _Toc169424994 h 8HYPERLINK l _Toc1694249953.2 計算簡圖 PAGEREF _Toc169424995 h 8HYPERLINK l _Toc1694249963

7、.3 梁柱線剛度 PAGEREF _Toc169424996 h 9HYPERLINK l _Toc169424997第四章恒荷載內(nèi)力計算 PAGEREF _Toc169424997 h 10HYPERLINK l _Toc1694249984.1 恒荷載計算 PAGEREF _Toc169424998 h 10HYPERLINK l _Toc1694249994.2 恒荷載作用下內(nèi)力計算 PAGEREF _Toc169424999 h 12HYPERLINK l _Toc169425000第五章活荷載內(nèi)力計算 PAGEREF _Toc169425000 h 20HYPERLINK l _To

8、c1694250015.1 活荷載計算 PAGEREF _Toc169425001 h 20HYPERLINK l _Toc1694250025.2 活荷載作用下內(nèi)力計算 PAGEREF _Toc169425002 h 20HYPERLINK l _Toc169425003第六章風(fēng)荷載內(nèi)力計算 PAGEREF _Toc169425003 h 27HYPERLINK l _Toc1694250046.1 風(fēng)荷載計算 PAGEREF _Toc169425004 h 27HYPERLINK l _Toc1694250056.2 內(nèi)力計算 PAGEREF _Toc169425005 h 28HYPER

9、LINK l _Toc169425006第七章地震作用內(nèi)力計算 PAGEREF _Toc169425006 h 31HYPERLINK l _Toc1694250077.1 重力荷載代表值計算 PAGEREF _Toc169425007 h 31HYPERLINK l _Toc1694250087.2 水平地震作用計算 PAGEREF _Toc169425008 h 32HYPERLINK l _Toc1694250097.3 一榀框架內(nèi)力計算 PAGEREF _Toc169425009 h 34HYPERLINK l _Toc169425010第八章內(nèi)力組合 PAGEREF _Toc1694

10、25010 h 37HYPERLINK l _Toc1694250118.1 梁內(nèi)力組合 PAGEREF _Toc169425011 h 37HYPERLINK l _Toc1694250128.2 柱內(nèi)力組合 PAGEREF _Toc169425012 h 41HYPERLINK l _Toc169425013第九章截面設(shè)計 PAGEREF _Toc169425013 h 44HYPERLINK l _Toc1694250149.1 梁截面設(shè)計 PAGEREF _Toc169425014 h 44HYPERLINK l _Toc1694250159.2 柱截面設(shè)計 PAGEREF _Toc1

11、69425015 h 47HYPERLINK l _Toc169425016第十章根底設(shè)計 PAGEREF _Toc169425016 h 53HYPERLINK l _Toc16942501710.1 邊柱根底 PAGEREF _Toc169425017 h 53HYPERLINK l _Toc16942501810.2 中柱根底 PAGEREF _Toc169425018 h 55HYPERLINK l _Toc169425019參考文獻(xiàn) PAGEREF _Toc169425019 h 58-. z.第一章 工程概況本工程為光州新區(qū)第一中學(xué)學(xué)生宿舍。工程為五層現(xiàn)澆鋼筋混凝土框架構(gòu)造。工程所

12、在地抗震設(shè)防烈度為7度，設(shè)計根本地震加速度為0.10g，設(shè)計地震分組為第一組，場地類別為類。屋面做法：鋼筋混凝土現(xiàn)澆板，20mm石灰砂漿抹底，20mm水泥砂漿找平，80160厚3%找坡膨脹珍珠巖保溫層，四層作法防水層一氈二油上鋪小石子。樓面做法：鋼筋混凝土現(xiàn)澆板，20mm石灰砂漿抹底，20mm水泥砂漿找平，水磨石面層。墻身做法：由普通磚砌筑而成，普通磚自重18kN/m3，厚度240mm。門窗做法：門為木門，自重0.2 kN/m2，窗為鋼窗玻璃窗，自重0.4 kN/m2?；詈奢d：上人屋面均布活荷載標(biāo)準(zhǔn)值2.0kN/m2，樓面活荷載標(biāo)準(zhǔn)值2.0kN/m2。常年主導(dǎo)風(fēng)向為東南風(fēng)，根本風(fēng)壓650N/m

13、2，年最高溫度39，最低溫度4。地質(zhì)條件：用地地形平緩，地下水位標(biāo)高約4m,無侵蝕性；場地地層主要物理力學(xué)性質(zhì)指標(biāo)，物理狀態(tài)和容許承載力值見下述。土層分布從上到下為：a層：耕植土，厚約0.7M，k=100Kpa；b層：淤泥質(zhì)土，厚約0.51m，k=80Kpa；c層：粘土，厚34m，硬塑狀態(tài)，塑性指數(shù)Ip=14，液性指數(shù)I=0.17空隙比e=0.54，k=200Kpa；d層：粉質(zhì)粘土，厚約4m，硬塑，Ip=14，I=0.17，e=0.75，k=180Kpa本設(shè)計計算書包括樓蓋、框架主體構(gòu)造、根底局部的計算和設(shè)計。第二章 樓蓋設(shè)計2.1 設(shè)計資料1樓面做法：鋼筋混凝土現(xiàn)澆板，20mm石灰砂漿抹底，

14、20mm水泥砂漿找平，水磨石面層。2樓面荷載：均布活荷載標(biāo)準(zhǔn)值2kN/m23材料：混凝土強(qiáng)度等級為C30；梁內(nèi)受力縱筋為HRB335，其余為HPB235鋼筋2.2 樓蓋蓋的構(gòu)造平面布置圖見圖2-1圖2-1 樓蓋構(gòu)造平面布置圖2.3 板的設(shè)計彈性理論1荷載計算活荷載標(biāo)準(zhǔn)值： 2.0 kN/m2恒荷載標(biāo)準(zhǔn)值：水磨石面層 0.65 kN/m220厚水泥砂漿找平0.0220=0.40kN/m2100mm厚鋼筋混凝土樓板 0.125=2.5kN/m220mm厚石灰砂漿抹底 0.0217=0.34kN/m2小計 3.89 kN/m2荷載設(shè)計值g=1.23.89=4.67kN/m2 ，q=1.42.0=2.

15、8kN/m2q/2=1.4kN/m2，g+q/2=6.07kN/m2，g+q=7.47kN/m2彎矩計算彎矩值計算表表2-1ABCDl01 (m)2.43.62.43.6l02 (m)7.27.27.27.2l01/l020.330.500.330.50m1(0.04+0.20.0038) 6.072.42+(0.0965+0.20.0174) 1.42.42=2.248(0.0397+0.20.0042) 6. 073.62+(0.0212+0.20.0862) 1.43.62=3.923(0.0400+0.20.0038) 6.072.42+(0.0205+0.20.0880) 1.42.

16、42=1.749(0.04+0.20.0038) 6.073.62+(0.0559+0.20.0079) 1.43.62=4.121m2(0.0038+0.20.04) 6. 072.42+(0.0174+0.20.0965) 1.42.42=3.05(0.0042+0.20.0397) 6.073.62+(0.0862+0.20.0212) 1.43.62=2.607(0.0038+0.20.0400) 6. 072.42+(0.0880+0.20.0205) 1.42.42=1.160(0.0038+0.20.04) 6.073.62+(0.0079+0.20.0559) 1.43.62=

17、1.236m1-0.08297.472.42=-3.600-0.08297.473.62=-8.101-0.08297. 472.42=-3.600-0.08297. 473.62=-8.101m2-0.05707. 472.42=-2.476-0.05707. 473.62=-5.570-0.05707.472.42=-2.476-0.05707.473.62=-5.570-. z.3截面設(shè)計截面有效高度：假定選用8鋼筋，則l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率smin=0.27%，則Asmin=0.27%1000100

18、=270mm2截面設(shè)計時取用的彎矩設(shè)計值：中間跨的跨中截面及中間支座截面減小20%；邊跨跨中截面及樓板邊緣算起的第二個支座截面處，當(dāng)lb/l01.5時減小20%，當(dāng)lb/l0=1.52.0時減小10%；樓板的角區(qū)格不折減。為了便于計算，近似取=0.95，計算過程見下表樓面板配筋計算表表2-2 跨中截面h0(mm)m (kNm)As(mm2)配筋實配As (mm2)Al01方向800.82.248=1.798112.668180279l02方向700.80.713=0.57040.828180279Bl01方向803.923245.808180279l02方向702.607186.6881802

19、79Cl01方向801.749109.598180279l02方向701.16083.068180279Dl01方向804.121329.688150335l02方向701.23686.528180279支座截面h0(mm)m (kNm)As(mm2)配筋實配As (mm2)A-A80-0.82.476=-1.981124.128180279A-B80-5.570349.008140359A-C80-2.476155.148180279C-D80-5.570349.008140359B-B80-5.570349.008140359B-D80-8.101505.768100503-. z.邊緣支

20、座截面h0(mm)m (kNm)As(mm2)配筋實配As (mm2)B80-5.570349.008140359Dl01方向80-8.101505.768100503l02方向80-5.570349.008140359C80-2.476155.1481802792.4 次梁的設(shè)計次梁L跨度7.2m，次梁截面高度h=l/18l/12=7200/187200/12=400mm600mm，取h=600mm，截面寬度取b=200mm。1荷載設(shè)計值板傳來的荷載p=2pe=23.76kN/m次梁自重0.2(0.6-0.1)251.2=3kN/m次梁粉刷0.02(0.6-0.1)2+0.2171.2=0.

21、5kN/m填充墻自重和粉刷 0.24(3.3-0.6) 18+0.02217) 2=15.34 kN/m則荷載總設(shè)計值g+q=42.6kN/m2內(nèi)力計算彎矩設(shè)計值：跨中 支座 剪力設(shè)計值：跨中 支座 3正截面受彎承載力計算跨中按T形截面計算翼緣寬度=1400mm混凝土強(qiáng)度等級為C30，fc=14.3N/mm2，ft=1.43N/mm2。縱向受力鋼筋采用HRB335，fy=300N/mm2;箍筋采用HPB235，fyv=210N/mm2故跨中為第一類T形截面，可按矩形截面進(jìn)展計算Asmin=242mm2跨中：配置414(As=615mm2)支座：配置420(As=1256mm2)4斜截面受剪承載

22、力計算驗算截面尺寸,，由下式可知截面尺寸滿足要求計算所需箍筋采用6雙肢箍筋，計算截面尺寸由,得取s=200mm第三章 框架構(gòu)造布置及計算簡圖3.1 梁柱尺寸1梁高 hb=(1/121/8)l橫向 hb=600900mm，取800mm縱向 hb=600900mm，取700mm過道 hb=200300mm，考慮到次梁高度為600mm，也取為600mm梁寬 b=(1/21/3)h400266,300200,統(tǒng)一取b=300 mm2柱截面尺寸本工程為現(xiàn)澆鋼筋混凝土構(gòu)造，7度設(shè)防，高度30m，抗震等級為三級，取底層中柱估算柱尺寸，根據(jù)經(jīng)歷荷載為15kN/m2：N=5157.2(3.6+1.2)=2592

23、kN由軸壓比限值得Ac=201399mm2為平安起見，取底層柱截面尺寸為550mm550mm，其他層為500mm500mm3.2 計算簡圖取軸線處框架，兩端懸挑單獨計算。初步設(shè)計根底頂面離室外地面500mm，則底層層高為3.3+0.5+0.5=4.3m圖3-1 框架構(gòu)造計算簡圖3.3 梁柱線剛度(其中E=3.0104N/mm2)AB,CD跨梁 i=2E0.30.83/7.2=3.5610-3EBC跨梁 i=2E0.30.63/2.4=4.510-3E上部各層柱i= E0.54/3.3=1.610-3 E底層柱 i= E0.554/4.3=1.810-3 E將梁柱線剛度標(biāo)于計算簡圖中第四章 恒荷

24、載內(nèi)力計算4.1 恒荷載計算1屋面框架梁線荷載標(biāo)準(zhǔn)值20厚水泥沙漿找平0.0220=0.40kN/m280160厚3%找坡膨脹珍珠巖(0.08+0.16)27=0.84kN/m2四層作法防水層 0.36kN/m2100mm厚鋼筋混凝土樓板 0.125=2.5kN/m220mm厚石灰砂漿抹底 0.0217=0.34kN/m2屋面恒荷載 4.44 kN/m2邊框架梁自重 0.30.825=6kN/m邊框架梁粉刷 2(0.8-0.1)0.0217=0.48kN/m中框架梁自重 0.30.625=4.5kN/m2中框架梁粉刷 2(0.6-0.1)0.0217=0.34kN/m則作用于屋面框架梁上線荷載

25、標(biāo)準(zhǔn)值為：g5AB1=6.48kN/m g5BC1=4.84kN/mg5AB2=4.443.6=15.98kN/mg5BC2=4.442.4=10.66kN/m2樓面框架梁線荷載標(biāo)準(zhǔn)值20mm厚水泥砂漿找平 0.0220=0.40kN/m2100mm厚鋼筋混凝土樓板 0.125=2.5kN/m220mm厚石灰砂漿抹底 0.0217=0.34kN/m2水磨石面層 0.65 kN/m2樓面恒荷載 3.89 kN/m2邊框架梁自重及粉刷 6.48kN/m中框架梁自重及粉刷 4.84kN/m邊跨填充墻自重 0.24(3.3-0.8)18=10.8kN/m填充墻粉刷 (3.3-0.8)0.02217=1

26、.7kN/m則作用于樓面框架梁上線荷載標(biāo)準(zhǔn)值為：gAB1=6.48+10.8+1.7=18.98kN/m gBC1=4.84kN/m gAB2=3.893.6=14.00kN/m gBC2=3.892.4=9.34kN/m3屋面框架節(jié)點集中荷載標(biāo)準(zhǔn)值縱向框架梁自重 0.30.87.225=43.2kN縱向框架梁粉刷 2(0.8-0.1)0.027.217=3.43kN縱向框架梁傳來的屋面恒荷載 2(3.6/2)24.44=28.77kN次梁自重及粉刷 0.60.2257.2/2+20.02(0.6-0.1)7.2/2=10.87kN次梁傳來的屋面恒荷載 (1-20.252+0.253)4.44

27、3.67.2/2=51.25kN1m高女兒墻自重及粉刷 17.20.2418+217.20.0217=36kN 則頂層邊節(jié)點集中荷載為：G5A=176.52kN縱向框架梁自重及粉刷 43.1+3.43=46.63kN縱向框架梁傳來的屋面恒荷載 28.77+(1-20.172+0.173)4.447.22.4/2=65.10kN次梁自重、粉刷及傳來的屋面恒荷載 10.87+51.25=62.12kN 則頂層中節(jié)點集中荷載為：G5B=173.85kN4樓面框架節(jié)點集中荷載標(biāo)準(zhǔn)值縱向框架梁自重及粉刷 46.63kN縱向框架梁傳來的樓面恒荷載 2(3.6/2)23.89=25.21kN次梁自重及粉刷

28、10.87kN次梁傳來的樓面恒荷載 (1-20.252+0.253)3.893.67.2/2=44.9kN鋼窗自重 (21.01.7+1.22.6) 0.42=5.216kN墻體自重 (3.37.2-6.52)0.2418=74.48kN墻面粉刷 2(3.37.2-6.52)0.0217=13.07kN框架柱自重 0.5023.325=20.63kN柱面粉刷40.50.0217=0.68kN 中間層邊柱節(jié)點集中荷載為：GA=241.69kN縱向框架梁自重及粉刷 46.63kN縱向框架梁傳來的樓面恒荷載25.21+(1-20.172+0.173)3.897.22.4/2=57.04kN次梁粉刷、

29、自重及傳來的樓面恒荷載 10.87+44.9=55.77kN木門自重 21.02.60.2=1.04kN墻體自重 (3.37.2-5.2)0.2418=80.18kN墻面粉刷 20.02(3.3)17=12.62kN框架柱自重及粉刷 20.63+0.68=21.31kN 中間層中柱節(jié)點集中荷載為：GB=274.59kN4.2 恒荷載作用下內(nèi)力計算1計算簡圖圖4-1 計算簡圖2荷載等效頂層邊跨 頂層中跨中間層邊跨中間層中跨荷載等效后的計算簡圖如下圖4-2 等效后的計算簡圖3固端彎矩計算頂層邊跨 頂層中跨 中間層邊跨 中間層中跨 4分層計算彎矩取半構(gòu)造計算1頂層分配系數(shù)計算如下內(nèi)力計算過程如下單位

30、：kNm表 4-11-41-22-12-52-30.2880.7120.4910.1990.310-89.4789.47-5.5225.7763.7031.85-28.43-56.86-23.04-35.908.1920.2410.24-2.52-5.03-2.04-3.170.731.790.90-0.44-0.18-0.2834.69-34.6970.13-25.26-44.87M圖見下頁單位：kNm圖4-3 頂層彎矩圖2中間層分配系數(shù)計算如下內(nèi)力計算過程如下單位：kNm表4-23-63-13-44-34-24-74-50.2240.2240.5520.4100.1660.1660.258

31、-135.86135.86-5.1330.4330.4375.0037.5-34.49-68.97-27.93-27.93-43.407.737.7319.049.52-1.95-3.90-1.58-1.58-2.460.440.441.080.54-0.22-0.09-0.09-0.1438.638.6-77.2110.33-29.6-29.6-51.13M圖見下頁單位：kNm圖4-4 中間層彎矩圖3底層分配系數(shù)計算如下內(nèi)力計算過程如下單位：kNm 表4-33-63-13-44-34-24-74-50.2120.2650.5230.3930.1590.1990.249-135.86135.8

32、6-5.1328.836.0071.0535.53-32.68-65.35-26.44-33.09-41.416.938.6617.098.55-1.68-3.36-1.36-1.71-2.130.360.450.880.44-0.17-0.07-0.09-0.1136.0945.11-81.2111.54-27.87-34.89-48.78M圖如下單位：kNm圖4-5 底層彎矩圖5不平衡彎矩分配計算過程見如下單位：kNm，方框內(nèi)為原不平衡彎矩表4-4左梁上柱下柱右梁4.859.1612.87-9.16-7.91-9.873.0611.566.097.50-8.42-5.387.4012.87

33、-13.49-6.84-9.874.7212.877.18.09-9.87-6.597.7819.56-15.57-6.59-9.875.0912.876.627.86-9.87-6.698.7915.04-15.41-6.11-9.294.9412.879.463.88-9.87-8.30-2.77-6.731.962.466跨中彎矩計算7剪力計算圖4-6 恒荷載作用下的M圖單位：kNm8軸力計算框架構(gòu)造的剪力圖和軸力圖如下單位：KN V N圖4-7 恒荷載作用下的V，N圖單位：KN第五章活荷載內(nèi)力計算5.1 活荷載計算1框架梁線荷載標(biāo)準(zhǔn)值qAB=2.03.6=7.2kN/mqBC=2.02

34、.4=4.8kN/m2框架節(jié)點集中荷載標(biāo)準(zhǔn)值邊節(jié)點：縱向框架梁傳來的活荷載 3.622.0/2=12.96kN次梁傳來的活荷載 (1-20.252+0.253)2.03.67.2/2=23.09kN則QA=36.05kN中節(jié)點：縱向框架梁傳來的雪荷載 12.96+(1-20.172+0.173)2.07.22.4/2=31.58kN則QB=31.58+23.09=54.67kN5.2 活荷載作用下內(nèi)力計算1計算簡圖圖5-1 計算簡圖2荷載等效頂層邊跨 中跨荷載等效后的計算簡圖如下：圖5-2 等效后的計算簡圖3固端彎矩計算邊跨 中跨 4分層計算彎矩1頂層內(nèi)力計算過程如下單位：kNm表5-11-4

35、1-22-12-52-30.2880.7120.4910.1990.310-27.6927.69-1.447.9719.729.86-8.87-17.73-7.19-11.192.556.323.16-1.55-0.63-0.9810.52-10.5221.43-7.82-13.61M圖如下單位：kNm圖5-3 頂層彎矩圖2中間層內(nèi)力計算過程見表單位：kNm 表5-23-63-13-44-34-24-74-50.2240.2240.5520.4100.1660.1660.258-27.6927.69-1.446.206.2015.297.65-6.95-13.90-5.63-5.63-8.74

36、1.561.563.831.92-0.79-0.32-0.32-0.497.767.76-15.5222.57-5.95-5.95-10.67M圖如下單位：kNm圖5-4 中間層彎矩圖3底層內(nèi)力計算過程如下單位：kNm表5-3 3-63-13-44-34-24-74-50.2120.2650.5230.3930.1590.1990.249-27.6927.69-1.445.877.3414.487.24-6.58-13.16-5.33-6.66-8.341.401.743.441.72-0.68-0.27-0.34-0.437.279.08-16.3522.81-5.60-7.00-10.21

37、M圖見圖5-5單位：kNm圖5-5 底層彎矩圖5不平衡彎矩分配計算過程如下單位：kNm，方框內(nèi)為原不平衡彎矩表5-4左梁上柱下柱右梁0.971.842.59-1.04-1.58-1.980.613.512.141.88-2.61-1.851.232.59-3.37-1.21-1.981.182.591.431.62-1.98-1.321.432.59-2.86-1.32-1.981.022.591.331.58-1.98-1.341.773.03-3.10-1.23-1.870.992.591.900.78-1.98-1.66-0.55-1.350.390.49不平衡彎矩調(diào)整之后即可得出活荷載

38、作用下框架彎矩圖單位：kNm圖5-6 活荷載作用下的M圖單位：kNm6跨中彎矩計算7剪力計算中跨端部剪力各邊跨段部剪力：8軸力計算框架構(gòu)造的剪力圖和軸力圖如下單位：kNV N圖5-7 活荷載作用下的V，N圖kNm第六章 風(fēng)荷載內(nèi)力計算根本風(fēng)壓w0=0.65kN/m2，地面粗糙度為B類。6.1 風(fēng)荷載計算wk=zszw0，建筑物高度(551.43/300) %300765=417.83mm20.25%300565=423.75mm2(551.43/300) %300565=256.09mm2所以：As1min=573.75mm2As2min=423.75mm2跨中：0.2%300765=459m

39、m2(451.43/ 300) %300765=341.86mm20.2%300565=339mm2(451.43/300) %300565=252.48mm2所以：As1min=459mm2As2min=339mm24箍筋的配箍率箍筋的配筋率svmin=0.24ft/fyv=0.241.43/210=0.16%4配筋計算因構(gòu)造、荷載均對稱，故整個框架采用左右對稱配筋。當(dāng)梁下部受拉時，按T形截面控制。當(dāng)梁上部受拉時，按矩形截面設(shè)計。以第五層AB跨梁為例，給出計算方法和過程，其他各梁的配筋計算見表格。1跨中下部受拉，按T形截面設(shè)計。翼緣計算寬度按跨度考慮時，bf=l/3=7.2/3=2.4m=2

40、400mm；當(dāng)按梁間間距考慮時，bf=b+Sn=300+(3900-150-100)=3050mm；當(dāng)按按翼緣厚度考慮時，h0=765mm,hf/h0=100/765=0.1310.1,此種情況不起控制作用。綜上，取bf=2400mm。考慮抗震承載力調(diào)整系數(shù)RE=0.75，彎矩設(shè)計值為0.75149.57=112.18kNm。因為，故屬第一類截面。，而Asmin=459mm2，故配筋218，As=509mm22支座以左支座為例將下部截面的218鋼筋深入支座，作為支座負(fù)彎矩作用下的受壓鋼筋A(yù)s=509mm2,再計算相應(yīng)的受拉鋼筋A(yù)s?？紤]抗震承載力調(diào)整系數(shù)，彎矩設(shè)計值為0.7574.69=56.

41、02kNm。，說明As充裕，且達(dá)不到屈服，可以近似取而Asmin=573.75mm2，故配筋318，As=763mm2全部梁的正截面配筋計算過程與結(jié)果見下表。梁正截面配筋計算表 表9-1 樓層截面M(kNm)As(mm2)As(mm2)實配As(mm2)五1-56.020804255.8416,8042112.180.005435416,8043-55.430804253416,8044-49.150804309416,8045-37.010.010215416,804四1-132.380911604220+218,11372138.470.007613218+216,9113-111.920

42、911511220+218,11374-90.280911568220+218,11375-39.790.011237218+216,911三1-176.930911808220+218,11372138.020.007613218+216,9113-143.850911657220+218,11374-130.010911818220+218,11375-43.310.012258218+216,911二1-219.810.0089111132422,15202181.070.009789218+216,9113-165.860911758422,15204-158.080.00591199

43、4422,15205-39.710.011237218+216,911一1-264.310.0269111207422,15202156.770.008700218+216,9113-186.2415時，2=1.15-0.01l0/h且1.0。，取Cm=1.02S/h0，；2S/h0，具體計算與配筋過程見以下兩表。-. z.邊柱五層四層三層二層一層組合方式|M|ma*Nma*Nmin|M|ma*Nma*Nmin|M|ma*Nma*Nmin|M|ma*Nma*Nmin|M|ma*Nma*NminM (KNm)76.5957.0519.02109.2656.7320.94126.3763.6339

44、.08151.0167.5453.13180.2241.30145.57N (KN)257.06323.70242.12606.86737.68552.98967.901152.15852.481338.661566.861142.701753.702019.831456.780.0780.0980.0740.1850.2240.1680.2940.3500.2590.4070.4760.3470.4370.5040.363大小偏心大大大大大大大大大大大大大大大e0=M/N (mm)292.95176.5278.6180.0476.937.87130.5655.2345.84112.8143.

45、1246.49102.7722.9299.93ea (mm)202020202020202020202020202020ei= e0+ ea (mm)312.95196.5298.6200.0496.957.87150.5675.2365.84132.8163.1266.49122.7742.92119.93ei/h00.690.430.210.430.210.130.330.160.140.290.140.140.240.080.2411.01.00.7671.00.2670.5511.00.6320.5780.9830.5780.5780.8480.4160.848l0 (m)2.312.

46、312.312.312.312.312.312.312.312.312.312.313.013.013.01l0/h4.624.624.624.624.624.624.624.624.624.624.624.625.475.475.4721.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0221.0351.0561.0351.0271.0651.0461.0601.0631.0521.0631.0631.0541.0791.0542aS/h00.1740.1740.1740.1740.1740.1740.1740.1740.1740.1740.174

47、0.1740.1570.1570.157e (mm)534.94413.40314.12417.04309.52271.63362.49289.74279.99349.72277.10280.68339.40256.31336.41AS=AS(mm2)909804503000000000000實配鋼筋418418418418420面積(mm2)10171017101710171256S(%)0.880.880.880.880.90 邊柱正截面配筋計算表表9-4中柱正截面配筋計算表表9-5中柱五層四層三層二層一層組合方式|M|ma*Nma*Nmin|M|ma*Nma*Nmin|M|ma*Nma*

48、Nmin|M|ma*Nma*Nmin|M|ma*Nma*NminM (KNm)75.4243.9075.42115.7244.97115.72147.0644.91147.06168.9144.75168.91196.6640.74219.44N (KN)254.21361.85254.21599.53850.38599.53920.521338.94920.521225.991826.581225.991531.2112331.451531.220.0770.1100.0770.1830.2590.1830.2800.4070.2800.3730.5550.3730.3820.5180.38

49、2大小偏心大大大大大大大大大大大大大大大e0=M/N (mm)307.57121.32296.68193.0252.88193.02159.7633.54159.76137.7724.50137.77128.4317.47143.31ea (mm)202020202020202020202020202020ei= e0+ ea (mm)327.57141.32316.68213.0272.88213.02179.7653.54179.76157.7744.50157.77148.4337.47163.31ei/h00.710.310.690.460.160.460.390.120.390.34

50、0.100.340.290.070.3211.01.01.01.00.6321.01.00.5241.01.00.471.00.9830.3890.983l0 (m)2.312.312.312.312.312.312.312.312.312.312.312.313.013.013.01l0/h4.624.624.624.624.624.624.624.624.624.624.624.625.475.475.4721.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0211.0491.0221.0331.0601.0331.0391.0671.0391.

51、0451.0721.0451.0521.0851.0522aS/h00.1740.1740.1740.1740.1740.1740.1740.1740.1740.1740.1740.1740.1570.1570.157e (mm)544.44358.24533.65430.05287.25430.05396.77267.13396.77374.87257.70374.87391.15275.65391.15AS=AS(mm2)915.36857.33897.2141.6041.66.0806.083.3503.35000實配鋼筋418418418418420面積(mm2)10171017101

52、710171256S(%)0.880.880.880.880.90-. z.5柱斜截面承載力計算計算要點：框架柱斜截面計算時的抗震調(diào)整系數(shù)為RE=0.85。當(dāng)1時，取=1；當(dāng)3時，取=3。時截面滿足要求。當(dāng)N0.3fcA時取實際值計算；當(dāng)N0.3fcbh時取0.3fcbh計算。時按構(gòu)造配箍，否則按計算配箍。具體計算與配筋過程見以下兩表邊柱斜截面配筋計算表表9-6 邊柱五層四層三層二層一層Hn (m)3.23.23.23.24.2=Hn/(2h0)3.483.483.483.484.12REVC (KN)25.0451.5272.6788.93105.970.2 fcbh0 (KN)657.86

53、57.8657.8657.8802.23截面是否滿足要求滿足滿足滿足滿足滿足77.0977.0977.0977.0982.260.3fcbh (KN)1072.51072.51072.51072.51297.73N (KN)343.4783.791224.151664.782146.070.056N19.2343.8960.0660.0672.67+96.32120.98137.15137.15154.93(ASV)/s00000vfc/fyv(%)0.4090.4090.6130.7490.885實配箍筋加密區(qū)四肢10100(1.26)四肢10100(1.26)四肢10100(1.26)四肢

54、10100(1.26)四肢12100(1.64)非加密區(qū)四肢10150(0.84)四肢10150(0.84)四肢10150(0.84)四肢10150(0.84)四肢12150(1.1)中柱斜截面配筋計算表表9-7中柱五層四層三層二層一層Hn (m)3.23.23.23.242=Hn/(2h0)3.483.483.483.484.12REVC (KN)34.0770.0998.88121.00131.850.2 fcbh0 (KN)657.8657.8657.8657.8802.23截面是否滿足要求滿足滿足滿足滿足滿足77.0977.0977.0977.0982.260.3fcbh (KN)1027.51027.51027.51027.51297.73N (KN)384.46903.531422.621940.742477.1651.5350.6079.67108.68138.72+128.62127.69156.76185.77220.98(ASV)/S00000VfC/fyV(%)0.4090.4770.6130.7490.885實配箍筋加密區(qū)四肢10100(1.26)四肢10100(1.26)四肢10100(1.26)四肢10100(1.26)四肢12100(1