4723平米五層高校學(xué)生公寓結(jié)構(gòu)計(jì)算畢業(yè)設(shè)計(jì)（Word.61頁(yè)）

1、 PAGE PAGE 3摘 要本工程為某高校學(xué)生公寓樓，主體為5層鋼筋混凝土框架結(jié)構(gòu)，層高3.3米，建筑物總高度為21.3米，總建筑面積要求達(dá)到4723.2平方米，每間4至6人要求設(shè)計(jì)，有獨(dú)立的衛(wèi)生間和陽(yáng)臺(tái)，最大能滿足900人入住。本次畢業(yè)設(shè)計(jì)中，第一部分設(shè)計(jì)是結(jié)構(gòu)部分的設(shè)計(jì)，在這部分設(shè)計(jì)中，首先進(jìn)行的是結(jié)構(gòu)選型,根據(jù)各結(jié)構(gòu)體系的優(yōu)缺點(diǎn)，及本工程的實(shí)際情況，在符合經(jīng)濟(jì)的條件下，采用鋼筋混凝土框架結(jié)構(gòu)體系。其次進(jìn)行結(jié)構(gòu)平面布置，根據(jù)荷載情況，在滿足結(jié)構(gòu)受力合理，荷載傳遞簡(jiǎn)捷、梁宜拉通，避免凌亂，及滿足建筑要求和方便施工等原則下，進(jìn)行縱、橫向梁布置，并根據(jù)規(guī)范和經(jīng)驗(yàn)公式，進(jìn)行主次梁截面初步估算。手

2、算第四軸框架上的荷載，用PK計(jì)算其內(nèi)力并配筋。在設(shè)計(jì)過程中，廣泛采用天正、Auto CAD繪圖軟件來輔助繪圖。在整個(gè)設(shè)計(jì)過程中，嚴(yán)格遵循相關(guān)的專業(yè)規(guī)范的要求，參考相關(guān)資料和有關(guān)最新的國(guó)家標(biāo)準(zhǔn)規(guī)范，對(duì)設(shè)計(jì)的各個(gè)環(huán)節(jié)進(jìn)行綜合全面的科學(xué)性考慮?？傊?，適用、安全、經(jīng)濟(jì)、使用方便是本設(shè)計(jì)的原則。設(shè)計(jì)合理可行的建筑結(jié)構(gòu)方案是現(xiàn)場(chǎng)施工的重要依據(jù)。本設(shè)計(jì)書包括如下部分：工程概況；樓蓋設(shè)計(jì)；荷載計(jì)算；框架結(jié)構(gòu)的受力分析、計(jì)算和設(shè)計(jì)；樁基礎(chǔ)設(shè)計(jì)。關(guān)鍵詞 鋼筋混凝土，框架，結(jié)構(gòu)設(shè)計(jì)University students dormitory structural designeBy : ZhangZhifeng NO

3、: 0600060222Instructs teacher: ZhengJunxing Xijing UniversityAbstractThis is a students dormitory of a University l in the Xian newly developed area. Its function is provides the residence for the school student. It is a multi-layer reinforced concrete frame. It has five stories, the height of the f

4、irst 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 4723.2 square meters. One room can live four students, has the independence the bathroom and the balcony. Altogether can live 440 people.This paper

5、 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 the structure目 錄 TOC o 1-3 h z u H

6、YPERLINK l _Toc169424987 第一章 工程概況 PAGEREF _Toc169424987 h 1 HYPERLINK l _Toc169424988 第二章 樓蓋設(shè)計(jì) PAGEREF _Toc169424988 h 2 HYPERLINK l _Toc169424989 2.1 設(shè)計(jì)資料 PAGEREF _Toc169424989 h 2 HYPERLINK l _Toc169424990 2.2 樓蓋蓋的結(jié)構(gòu)平面布置圖 PAGEREF _Toc169424990 h 2 HYPERLINK l _Toc169424991 2.3 板的設(shè)計(jì) PAGEREF _Toc169

7、424991 h 3 HYPERLINK l _Toc169424992 2.4 次梁的設(shè)計(jì) PAGEREF _Toc169424992 h 5 HYPERLINK l _Toc169424993 第三章 框架結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖 PAGEREF _Toc169424993 h 8 HYPERLINK l _Toc169424994 3.1 梁柱尺寸 PAGEREF _Toc169424994 h 8 HYPERLINK l _Toc169424995 3.2 計(jì)算簡(jiǎn)圖 PAGEREF _Toc169424995 h 8 HYPERLINK l _Toc169424996 3.3 梁柱線剛度 P

8、AGEREF _Toc169424996 h 9 HYPERLINK l _Toc169424997 第四章 恒荷載內(nèi)力計(jì)算 PAGEREF _Toc169424997 h 10 HYPERLINK l _Toc169424998 4.1 恒荷載計(jì)算 PAGEREF _Toc169424998 h 10 HYPERLINK l _Toc169424999 4.2 恒荷載作用下內(nèi)力計(jì)算 PAGEREF _Toc169424999 h 12 HYPERLINK l _Toc169425000 第五章 活荷載內(nèi)力計(jì)算 PAGEREF _Toc169425000 h 20 HYPERLINK l _T

9、oc169425001 5.1 活荷載計(jì)算 PAGEREF _Toc169425001 h 20 HYPERLINK l _Toc169425002 5.2 活荷載作用下內(nèi)力計(jì)算 PAGEREF _Toc169425002 h 20 HYPERLINK l _Toc169425003 第六章 風(fēng)荷載內(nèi)力計(jì)算 PAGEREF _Toc169425003 h 27 HYPERLINK l _Toc169425004 6.1 風(fēng)荷載計(jì)算 PAGEREF _Toc169425004 h 27 HYPERLINK l _Toc169425005 6.2 內(nèi)力計(jì)算 PAGEREF _Toc16942500

10、5 h 28 HYPERLINK l _Toc169425006 第七章 地震作用內(nèi)力計(jì)算 PAGEREF _Toc169425006 h 31 HYPERLINK l _Toc169425007 7.1 重力荷載代表值計(jì)算 PAGEREF _Toc169425007 h 31 HYPERLINK l _Toc169425008 7.2 水平地震作用計(jì)算 PAGEREF _Toc169425008 h 32 HYPERLINK l _Toc169425009 7.3 一榀框架內(nèi)力計(jì)算 PAGEREF _Toc169425009 h 34 HYPERLINK l _Toc169425010 第八

11、章 內(nèi)力組合 PAGEREF _Toc169425010 h 37 HYPERLINK l _Toc169425011 8.1 梁內(nèi)力組合 PAGEREF _Toc169425011 h 37 HYPERLINK l _Toc169425012 8.2 柱內(nèi)力組合 PAGEREF _Toc169425012 h 41 HYPERLINK l _Toc169425013 第九章 截面設(shè)計(jì) PAGEREF _Toc169425013 h 44 HYPERLINK l _Toc169425014 9.1 梁截面設(shè)計(jì) PAGEREF _Toc169425014 h 44 HYPERLINK l _To

12、c169425015 9.2 柱截面設(shè)計(jì) PAGEREF _Toc169425015 h 47 HYPERLINK l _Toc169425016 第十章 基礎(chǔ)設(shè)計(jì) PAGEREF _Toc169425016 h 53 HYPERLINK l _Toc169425017 10.1 邊柱基礎(chǔ) PAGEREF _Toc169425017 h 53 HYPERLINK l _Toc169425018 10.2 中柱基礎(chǔ) PAGEREF _Toc169425018 h 55 HYPERLINK l _Toc169425019 參考文獻(xiàn) PAGEREF _Toc169425019 h 58致謝5 第一章

13、 工程概況本工程為西安某高校學(xué)生宿舍。工程為五層現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。工程所在地抗震設(shè)防烈度為8度，設(shè)計(jì)基本地震加速度為0.20g，設(shè)計(jì)地震分組為第一組，場(chǎng)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2.0k

14、N/m2，樓面活荷載標(biāo)準(zhǔn)值2.0kN/m2。常年主導(dǎo)風(fēng)向?yàn)闁|北風(fēng)，基本風(fēng)壓0.35KN/ m2，基本雪壓0.2KN/ m2,室外計(jì)算溫度t=-8-32年降水量：634.0mm，日最大降水量92.3mm地基情況：表面為0.5米原耕種土。下為濕陷性黃土，地耐力標(biāo)準(zhǔn)值為本設(shè)計(jì)計(jì)算書包括樓蓋、框架主體結(jié)構(gòu)、基礎(chǔ)部分的計(jì)算和設(shè)計(jì)。第二章 樓蓋設(shè)計(jì)2.1 設(shè)計(jì)資料1）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。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(jí)為C30；梁內(nèi)受力縱筋為HRB335，其余為HPB235鋼筋2.2 樓蓋蓋的結(jié)構(gòu)平面布置圖

15、見圖2-1圖2-1 樓蓋結(jié)構(gòu)平面布置圖2.3 板的設(shè)計(jì)（彈性理論）1）荷載計(jì)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(jì) 3.89 kN/m2荷載設(shè)計(jì)值g=1.23.89=4.67kN/m2 ，q=1.42.0=2.8kN/m2q/2=1.4kN/m2，g+q/2=6.07kN/m2，g+q=7.47kN/m2）彎矩計(jì)算彎矩值計(jì)算表表2-1ABCDl01 (m)2.43.62.43.6l02

16、 (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) 1.42.42=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.

17、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=1.236m1-0.08297.472.42=-3.600-0.08297.473.62=-8.101-0.08297. 472.42=-3.600-0.08297. 473.

18、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 西 京 學(xué) 院 學(xué) 士 學(xué) 位 論 文3）截面設(shè)計(jì)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=270mm2截面設(shè)計(jì)時(shí)取用的彎矩設(shè)計(jì)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(gè)支座截面處，當(dāng)lb/l01

19、.5時(shí)減小20%，當(dāng)lb/l0=1.52.0時(shí)減小10%；樓板的角區(qū)格不折減。為了便于計(jì)算，近似取=0.95，計(jì)算過程見下表樓面板配筋計(jì)算表表2-2 跨中截面h0(mm)m (kNm)As(mm2)配筋實(shí)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702.607186.688180279Cl01方向801.749109.598180279l02方向701.16083.068180279Dl01方向804.121329.688

20、150335l02方向701.23686.528180279支座截面h0(mm)m (kNm)As(mm2)配筋實(shí)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 邊緣支座截面h0(mm)m (kNm)As(mm2)配筋實(shí)配As (mm2)B80-5.570349.008140359Dl01方向80-8.101505.7

21、68100503l02方向80-5.570349.008140359C80-2.476155.1481802792.4 次梁的設(shè)計(jì)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(jì)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=0.5kN/m填充墻自重和粉刷 0.24(3.3-0.6) 18+0.022(3.3-0.617) 2=15.34 kN/m則荷載總設(shè)計(jì)值g+q=42.

22、6kN/m（2）內(nèi)力計(jì)算彎矩設(shè)計(jì)值：跨中 支座 剪力設(shè)計(jì)值：跨中 支座 （3）正截面受彎承載力計(jì)算跨中按T形截面計(jì)算翼緣寬度=1400mm混凝土強(qiáng)度等級(jí)為C30，fc=14.3N/mm2，ft=1.43N/mm2?？v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)行計(jì)算Asmin=242mm2跨中：配置414(As=615mm2)支座：配置420(As=1256mm2)（4）斜截面受剪承載力計(jì)算驗(yàn)算截面尺寸,，由下式可知截面尺寸滿足要求計(jì)算所需箍筋采用6雙肢箍筋，計(jì)算截面尺寸由,得取s=200mm第三章 框

23、架結(jié)構(gòu)布置及計(jì)算簡(jiǎn)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)澆鋼筋混凝土結(jié)構(gòu)，8度設(shè)防，高度30m，抗震分組為第一組，類場(chǎng)地，取底層中柱估算柱尺寸，根據(jù)經(jīng)驗(yàn)荷載為15kN/m2：N=5157.2(3.6+1.2)=2592kN由軸壓比限值得Ac=201399mm2 柱截面尺寸為500mm500mm3.2 計(jì)算簡(jiǎn)圖取軸線處框架，兩端

24、懸挑單獨(dú)計(jì)算。初步設(shè)計(jì)基礎(chǔ)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 框架結(jié)構(gòu)計(jì)算簡(jiǎn)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(jì)算簡(jiǎn)圖中第四章 恒荷載內(nèi)力計(jì)算4.1 恒荷載計(jì)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

25、)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標(biāo)準(zhǔn)值為：g5AB1=6.48kN/m g5BC1=4.84kN/mg5AB2=m4.443.6=15.98kN/g5BC2=4.442.4=10.6

26、6kN/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=1.7kN/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.

27、893.6=14.00kN/m gBC2=3.892.4=9.34kN/m3屋面框架節(jié)點(diǎn)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)4.443.67.2/2=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(diǎn)集中荷載為：G5A=17

28、6.52kN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(diǎn)集中荷載為：G5B=173.85kN4樓面框架節(jié)點(diǎn)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 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)

29、 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(diǎn)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、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)0.241

30、8=80.18kN墻面粉刷 20.02(3.37.2-5.2)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(diǎn)集中荷載為：GB=274.59kN4.2 恒荷載作用下內(nèi)力計(jì)算1計(jì)算簡(jiǎn)圖圖4-1 計(jì)算簡(jiǎn)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(jì)算簡(jiǎn)圖如下圖4-2 等效后的計(jì)算簡(jiǎn)圖3固端彎矩計(jì)算頂層邊跨 頂層中跨 中間層邊跨 中間層中跨 4分層計(jì)算彎矩（取半結(jié)構(gòu)計(jì)算）1）頂層分配系數(shù)計(jì)算如下內(nèi)力計(jì)算過程如下（單位：kNm）表 4-11-41-22-12-52-30.2880.7120.4910.1990.310-89.4789.4

31、7-5.5225.7763.7031.85-28.43-56.86-23.04-35.908.1920.2410.24-2.52-5.03-2.04-3.170.731.790.90-0.44-0.18-0.2834.69-34.6970.13-25.26-44.87M圖見下頁(yè)（單位：kNm）圖4-3 頂層彎矩圖2）中間層分配系數(shù)計(jì)算如下內(nèi)力計(jì)算過程如下（單位：kNm）表4-23-63-13-44-34-24-74-50.2240.2240.5520.4100.1660.1660.258-135.86135.86-5.1330.4330.4375.0037.5-34.49-68.97-27.9

32、3-27.93-43.407.737.7319.049.52-1.95-3.90-1.58-1.58-2.460.440.441.080.54-0.22-0.09-0.09-0.1438.638.6-77.2110.33-29.6-29.6-51.13M圖見下頁(yè)（單位：kNm）圖4-4 中間層彎矩圖3）底層分配系數(shù)計(jì)算如下內(nèi)力計(jì)算過程如下（單位：kNm） 表4-33-63-13-44-34-24-74-50.2120.2650.5230.3930.1590.1990.249-135.86135.86-5.1328.836.0071.0535.53-32.68-65.35-26.44-33.09

33、-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(jì)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4.859.1612.87-9.16-7.91-9.873.0611.566.097.50-8.42-5.387.4012.87-13.49-6.84-9.874.7212.877.18.09-9.87-6.597.7

34、819.56-15.57-6.59-9.875.0912.876.627.86-9.87-6.698.7915.04-15.41-6.11-9.294.9412.879.463.88-9.87-8.30-2.77-6.731.962.466跨中彎矩計(jì)算7剪力計(jì)算 圖4-6 恒荷載作用下的M圖（單位：kNm）8軸力計(jì)算框架結(jié)構(gòu)的剪力圖和軸力圖如下（單位：KN）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(jì)算5.1 活荷載計(jì)算1框架梁線荷載標(biāo)準(zhǔn)值qAB=2.03.6=7.2kN/mqBC=2.02.4=4.8kN/m2框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊節(jié)點(diǎn)：縱向框架梁傳來的活荷載 3.6

35、22.0/2=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(diǎn)：縱向框架梁傳來的活荷載 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(jì)算1計(jì)算簡(jiǎn)圖圖5-1 計(jì)算簡(jiǎn)圖2荷載等效頂層邊跨 中跨 荷載等效后的計(jì)算簡(jiǎn)圖如下：圖5-2 等效后的計(jì)算簡(jiǎn)圖3固端彎矩計(jì)算邊跨 中跨 4分層計(jì)算彎矩1）頂層內(nèi)力計(jì)算過程如下（單位：kNm）表5-11-41-22-12-52-30.2880.7120.4910.1990.310

36、-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(jì)算過程見表（單位：kNm） 表5-23-63-13-44-34-24-74-50.2240.2240.5520.4100.1660.1660.258-27.6927.69-1.446.206.2015.297.65-6.95-13.90-5.63-5.63-8.741.561.563.831.92-0.79-0.32-0.32-

37、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(jì)算過程如下（單位：kNm）表5-3 3-63-13-44-34-24-74-50.2120.2650.5230.3930.1590.1990.249-27.6927.69-1.445.877.3414.487.24-6.58-13.16-5.33-6.66-8.341.401.743.441.72-0.68-0.27-0.34-0.437.279.08-16.3522.81-5.60-7.00-10.21M圖見圖5-5（單位：kNm）圖5-5 底層彎矩圖5不

38、平衡彎矩分配計(jì)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作用下框架彎矩圖（單位：kNm）圖5-6 活荷

39、載作用下的M圖（單位：kNm）6跨中彎矩計(jì)算7剪力計(jì)算中跨端部剪力各邊跨段部剪力：8軸力計(jì)算框架結(jié)構(gòu)的剪力圖和軸力圖如下（單位：kN）V 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(jì)算基本風(fēng)壓w0=0.35kN/m2，地面粗糙度為B類。6.1 風(fēng)荷載計(jì)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=459mm2(451.43/ 300)

40、 %300765=341.86mm20.2%300565=339mm2(451.43/300) %300565=252.48mm2所以：As1min=459mm2As2min=339mm2（4）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(jì)算因結(jié)構(gòu)、荷載均對(duì)稱，故整個(gè)框架采用左右對(duì)稱配筋。當(dāng)梁下部受拉時(shí)，按T形截面控制。當(dāng)梁上部受拉時(shí)，按矩形截面設(shè)計(jì)。以第五層AB跨梁為例，給出計(jì)算方法和過程，其他各梁的配筋計(jì)算見表格。（1）跨中下部受拉，按T形截面設(shè)計(jì)。翼緣計(jì)算寬度按跨度考慮時(shí)，bf=l/3=7.2/3=2.4m=2400mm；當(dāng)按梁間

41、間距考慮時(shí)，bf=b+Sn=300+(3900-150-100)=3050mm；當(dāng)按翼緣厚度考慮時(shí)，h0=765mm,hf/h0=100/765=0.1310.1,此種情況不起控制作用。綜上，取bf=2400mm?？紤]抗震承載力調(diào)整系數(shù)RE=0.75，彎矩設(shè)計(jì)值為0.75149.57=112.18kNm。因?yàn)?，故屬第一類截面。，而Asmin=459mm2，故配筋218，As=509mm2（2）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（As=509mm2）,再計(jì)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(jì)值為0.7574.69=56.02kNm

42、。，說明As富余，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(jì)算過程與結(jié)果見下表。梁正截面配筋計(jì)算表 表9-1 樓層截面M(kNm)As(mm2)As(mm2)實(shí)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+216,9113-111.92091151

43、1220+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+216,9113-165.860911758422,15204-158.080.005911994422,

44、15205-39.710.011237218+216,911一1-264.310.0269111207422,15202156.770.008700218+216,9113-186.2415時(shí)，2=1.15-0.01l0/h且1.0。，取Cm=1.02S/h0，；2S/h0，具體計(jì)算與配筋過程見下列兩表。邊柱五層四層三層二層一層組合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM (KNm)76.5957.0519.02109.2656.7320.94126.3763.6339.08151.016

45、7.5453.13180.2241.30145.57N (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)292.95176.5278.6180.0476.937.87130.5655.2345.84112.8143.1246.49102

46、.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)2.312.312.312.31

47、2.312.312.312.312.312.312.312.313.013.013.01l0/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/h00.1740.1740.1740.1740.1740.1740.1740.1740.1740.1740.1740.1740.157

48、0.1570.157e (mm)534.94413.40314.12417.04309.52271.63362.49289.74279.99349.72277.10280.68339.40256.31336.41AS=AS(mm2)909804503000000000000實(shí)配鋼筋418418418418420面積(mm2)10171017101710171256S(%)0.880.880.880.880.90 邊柱正截面配筋計(jì)算表 表9-4 中柱正截面配筋計(jì)算表 表9-5中柱五層四層三層二層一層組合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|

49、maxNmaxNmin|M|maxNmaxNminM (KNm)75.4243.9075.42115.7244.97115.72147.0644.91147.06168.9144.75168.91196.6640.74219.44N (KN)254.21361.85254.21599.53850.38599.53920.521338.94920.521225.991826.581225.991531.2112331.451531.220.0770.1100.0770.1830.2590.1830.2800.4070.2800.3730.5550.3730.3820.5180.382大小偏心大大

50、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/h00.710.310.690.460.160.460.390.120.390.340.100.3

51、40.290.070.3211.01.01.01.00.6321.01.00.5241.01.00.471.00.9830.3890.983l0 (m)2.312.312.312.312.312.312.312.312.312.312.312.313.013.013.01l0/h4.624.624.624.624.624.624.624.624.624.624.624.625.475.475.4721.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0211.0491.0221.0331.0601.0331.0391.0671.0391.0451.07

52、21.0451.0521.0851.0522aS/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(shí)配鋼筋418418418418420面積(mm2)101710171017101712

53、56S(%)0.880.880.880.880.905柱斜截面承載力計(jì)算計(jì)算要點(diǎn)：框架柱斜截面計(jì)算時(shí)的抗震調(diào)整系數(shù)為RE=0.85。當(dāng)1時(shí)，取=1；當(dāng)3時(shí)，取=3。時(shí)截面滿足要求。當(dāng)N0.3fcA時(shí)取實(shí)際值計(jì)算；當(dāng)N0.3fcbh時(shí)取0.3fcbh計(jì)算。時(shí)按構(gòu)造配箍，否則按計(jì)算配箍。具體計(jì)算與配筋過程見下列兩表邊柱斜截面配筋計(jì)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)657.8657.8657.8657

54、.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(shí)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

55、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(jì)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)1027.51027.510

56、27.51027.51297.73N (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(shí)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(1.64)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)第十章 基礎(chǔ)設(shè)計(jì)基礎(chǔ)類型采用混凝土預(yù)制樁基礎(chǔ)。 10.1 邊柱基礎(chǔ)荷載標(biāo)準(zhǔn)組合值計(jì)算計(jì)算過程見下表（單位：M為kNm，N和V為kN） 表10-1底層截面恒荷載活荷載地震作用MNMNMN邊柱233.361636.386.72272.89-127.55-142.75118.051672.123.64272.89-156.63-142.75中