框架結構手算書-

1、 結構設計第一節(jié)結構布置及計算簡圖1.1 設計資料(1、工程名稱:成都市高新區(qū)清淳家園3#商住混用樓。(2、工程概況:建筑總高19.5m,共6層,室內外高差為0.45m,底層高4.5m,其余各層高3.0m,具體情況可參見結構平面布置圖。(3、溫度:夏季月平均氣溫27.2攝氏度,最高氣溫42攝氏度,冬季月平均氣溫7.4攝氏度,最低氣溫-6攝氏度。(4、擬建地的基本雪壓 So =0.45N/m2,基本風壓 W=0.35 N/m2,地面粗糙度為B類。(5、最大的凍土深度為:0.24m。(6、材料選用混凝土:采用C30.鋼筋:柱縱向鋼筋采用熱軋鋼筋HRB335,其余采用熱軋鋼筋HPB235.墻體:采用

2、混凝土空心小砌塊,=11.8 N/m2鋁合金門窗:=0.35N/m2;木門,=0.2N/m21.2 結構選型(1、結構選型:根據該設計的適用功能和建筑設計要求,對于六層商住樓,因框架結構體系的主要特點是平面布置比較靈活,能提供較大的室內空間,對于商住樓是較適合的結構體系,考慮該建筑處于7度地震設防區(qū),故采用現澆鋼筋混凝土框架結構(橫向承重體系。(2、其它結構選型:1.屋面:采用現澆鋼筋混凝土板作承重結構,屋面板按上人屋面的使用荷載選用。2.樓面:采用現澆鋼筋混凝土板,板厚100mm。3.基礎:因地質情況良好,故采用柱下獨立基礎。4.天溝:采用現澆天溝,具體情況參見建筑施工圖。1.3 結構布置成

3、都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 標準層結構柱網布置如圖1-1。 成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 圖1-1 標準層結構柱布置圖選取其中一榀進行計算其結構布置如圖1-2。圖1-2 結構布置圖1.3 確定計算簡圖假定框架柱嵌固于基礎頂面,框架梁與柱剛接。由于各層柱截面尺寸不變,故梁跨等于柱截面形心線之間的距離。底層柱高從基礎頂面算至一層板底,基頂標高根據地質條件,室內外高差定為-1.2m , 故底層柱高為5.70m,其余各層柱高從樓面算至上一層樓面(即層高,故均為

4、3m 。由此可繪出框架的計算簡圖如圖1-3所示。1.4 截面尺寸初估多層框架為超靜定結構,在內力計算之前,要先估算梁、柱的截面尺寸及結構所用材料的強度等級,以求得框架中各桿的線剛度及其相對線剛度。 成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 混凝土等級:C30 (43.010C E =2/N mm (1、梁截面尺寸估算 根據h=(81121l ,b=(3121h ,估算梁的截面尺寸如表1-1。 (2、柱截面尺寸估算根據軸壓比限值按下列公式計算:n Fg N E = 和 1.2c C N A f 各層的重力荷載可近似的取14KN/m 2,邊柱和中柱的負荷面積分別為7.3

5、×2.1m 2和7.3×3.5m 2。由,N =1.25N V 可得柱得截面面積:邊柱 321.2 1.257.3 2.11410511256314.3C A mm = 中柱 321.2 1.257.3 3.51410518760514.3C A mm = 根據上述估算得結果并綜合考慮其因素,本設計所有柱的截面尺寸450mm ×450mm 。1.5 剛度計算其中在求梁截面慣性矩時考慮到現澆樓板的作用,取中跨I=2.0 I 0 。(I 0 為不考慮樓板翼緣作用的梁截面慣性矩。KL 1 /i EI l =3.0×107KN/m 2×2×1

6、12×0.25mm ×(0.4mm 3/4.2m =1.90×104KL mKL 2 /i EI l =3.0×107KN/m 2×2×112×0.25mm ×(0.4mm 3/2.7m =2.92×104KL mKL 3 /i EI l =3.0×107KN/m 2×2×112×0.25mm ×(0.4mm 3/3.6m =2.22×104KL m柱:成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 底柱/i EI l =3

7、.0×107KN/m 2×112×0.45mm ×(0.45mm 3/5.7m =1.80×104KL m 余柱/i EI l =3.0×107KN/m 2×112×0.35mm ×(0.45mm 3/3 m =3.42×104KL m 令i 邊余=1.0,則其余桿件的相對線剛度為:4'kl141.9010i 0.563.4210= 4'k l 242.9210i 0.853.4210= 4'k l 342.2210i 0.653.4210= 4'41.8010i

8、 0.523.4210=底 。圖1-3 計算簡圖第二節(jié) 荷載統(tǒng)計 2.1 恒荷載標準值(1、屋面防水層(剛性30厚C20細石混凝土防水 1.50 kN/m2 防水層(柔性三氈四油鋪小石子 0.40 kN/m2 找平層:15厚水泥砂漿 0.015m×20 kN/m3=0.30 kN/m2找平層:15厚水泥砂漿 0.015m×20 kN/m3=0.30 kN/m2找坡層:40厚水泥石灰焦渣砂漿3找平 0.04m×14kN/m3=0.56 kN/m2保溫層:80厚礦渣水泥 0.08m×14.5 kN/m3=1.16 kN/m2 100mm厚鋼筋混凝土樓蓋 0.

9、1m×25 kN/m3=2.50 kN/m2 抹灰層:10厚混合砂漿 0.01m×17kN/m3=0.17 kN/m2合計: 6.89 kN/m2(2、標準層樓面陶瓷地磚樓面 0.70 kN/m2 100mm厚鋼筋混凝土樓蓋 0.1m×25 kN/m3=2.50 kN/m2 抹灰層:10厚混合砂漿 0.01m×17kN/m3=0.17 kN/m2合計: 3.37 kN/m2(3、梁自重b×h=250mm×500mm梁自重: 25 kN/m3×0.25m×(0.50m-0.12m=2.38 kN/m 抹灰層:10厚混

10、合砂漿0.01m×(0.50m-0.12m+0.25m×17 kN/m3×2=0.22 kN/m合計: 2.60 kN/m b×h=250mm×400mm梁自重: 25 kN/m3×0.25m×(0.40m-0.12m=1.75 kN/m 抹灰層:10厚混合砂漿0.01m×(0.40m-0.12m+0.25m×17 kN/m3×2=0.18 kN/m合計: 1.93 kN/m b×h=200mm×300mm梁自重: 25 kN/m3×0.20m×(0.30

11、m-0.12m=0.90 kN/m 抹灰層:10厚混合砂漿0.01m×(0.30m-0.12m+0.20m×17 kN/m3×2=0.14 kN/m合計: 1.04kN/m (4、柱自重b×h=450mm×450mm柱自重: 25 kN/m3×0.45m×0.45m=5.06 kN/m 抹灰層:10厚混合砂漿0.01m×(0.45m+0.55m×17 kN/m3×2=0.31 kN/m合計: 5.37 kN/m(5、外縱墻自重成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 標

12、準層B-89軸鋁合金推拉門 0.35 kN/m2B-910軸縱墻 14 kN/m3×0.10m×0.24m=3.36 kN/m 鋁合金門 0.35 kN/ m2×1.50m=0.53 kN/m 麻面磚外墻 0.50 kN/ m2×(3.00m-2.10m=0.45 kN/m 水泥粉刷內墻面 0.36 kN/ m2×(3.00m-2.10m=0.33 kN/m合計: 4.67 kN/m E-910軸縱墻 14 kN/ m3×0.24 m×(3.00m-0.50m=8.4 kN/m 麻面磚外墻 0.50 kN/ m2×

13、3.00m=1.50 kN/m 水泥粉刷內墻面 0.36 kN/ m2×3.00m=1.08 kN/m合計: 10.98 kN/m E-1011軸縱墻 14 kN/m3×1.00m×0.24m=3.36 kN/m 鋁合金窗 0.35 kN/m3×1.50m=0.53 kN/m 麻面磚外墻 0.50 kN/ m2×(3.00m-1.50m=0.75 kN/m 水泥粉刷內墻面 0.36 kN/ m2×(3.00m-1.50m=0.54 kN/m合計: 5.18 kN/m 底層:E軸外縱墻 14 kN/m3×(4.50m-0.50

14、m×0.24m=13.44 kN/m 麻面磚外墻 0.50 kN/m2×4.50m=0.90 kN/m 水泥粉刷內墻面 0.36 kN/m2×4.50m=1.62 kN/m合計: 15.96 kN/m(6、內隔墻自重標準層:120厚內隔墻 14 kN/m3×(3.00m-0.30m×0.12m=4.54 kN/m 水泥粉刷墻面 0.36 kN/ m2×(3.00m-0.30m×2=1.94 kN/m合計: 6.48 kN/m 240厚內隔墻 14 kN/m3×(3.00m-0.40m×0.24m=8.74

15、 kN/m 水泥粉刷墻面 0.36 kN/m2×(3.00m-0.30m×2=1.94 kN/m合計: 10.68 kN/m 底層:成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 120厚內隔墻 14 kN/m3×(4.50m-0.30m×0.12m=6.45 kN/m 水泥粉刷墻面 0.36 kN/ m2×(4.50m-0.30m×2=2. 02 kN/m合計: 8.47 kN/m 240厚內隔墻 14 kN/m3×(4.50m-0.40m×0.24m=13.78 kN/m 水泥粉刷墻面 0.

16、36 kN/ m2×(4.50m-0.40m×2=2.95 kN/m合計: 16.73 kN/m(7陽臺自重水磨石地面 3.65 kN/m 結構層:100mm厚鋼筋混凝土樓蓋 0.1m×25 kN/m3=2.50 kN/m2抹灰層:10厚混合砂漿 0.01m×17 kN/m3=0.17 kN/m2合計: 2.67 kN/m2欄桿重: 0.12m×(0.30m-0.12m+0.20m×17 kN/m3×2=0.14 kN/m(8天溝自重及女兒墻現澆天溝自重:25 kN/m3×(0.52m+0.08m×0.0

17、8m+(0.52m+0.24m×(0.5m+0.36m=1.20 kN/m+0.65 kN/m=1.85 kN/m女兒墻自重:0.24m×1.10m×18 kN/m3+25 kN/m3×0.1m×0.24m+(1.20m×2+0.24m×0.5m=6.67 kN/m2.2 活荷載標準值根據«荷載規(guī)范»查得:住宅: 2.0 kN/m2陽臺: 2.5 kN/m2屋面雪荷載:Sk =r×So=1.0×0.45 kN/m2=0.45 kN/m22.3 豎向荷載作用下框架受荷總圖成都市高新區(qū)清淳

18、家園3#商住混用樓框架結構設計2011-5-25完 板傳荷載示意圖(1BC軸間框架梁屋面板傳荷載:恒載:6.89 kN/m2×4.2m2×58×2=18.08kN/m活載: 2.0 kN/m2×4.2m2×58×2=5.25 kN/m樓面板傳荷載:恒載:3.37 kN/m2×3.4m2×1-2×(3.42 4.22+(3.42 4.23×2=8.63 kN/m活載: 2.0kN/m2×3.4m2×1-2×(3.42 4.22+(3.42 4.23×2=4.

19、12 kN/m梁自重: 1.93 kN/m 內墻自重: 11.02 kN/m BC軸間框架梁荷載為:屋面梁:恒載=梁自重+板傳荷載=1.93 kN/m+18.08 kN/m=14.99 kN/m活載=板傳荷載=5.25 kN/m樓面梁:恒載=梁自重+板傳荷載+內墻自重=1.93 kN/m+8.63 kN/m+11.02 kN/m=21.58 kN/m活載=板傳荷載=4.12 kN/m成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 (2CD軸間框架梁屋面板傳荷載:恒載:6.89 kN/m2×2.7m2×58×2=11.63 kN/m活載:2.0

20、kN/m2×2.7m2×58×2=3.375 kN/m樓面板傳荷載:恒載:3.37 kN/m2×2.1m2×1-2×(2.12 2.72+(2.12 2.73×2=4.52kN/m活載:2.0 kN/m2×2.1m2×1-2×(2.12 2.72+(2.12 2.73×2=2.68 kN/m梁自重: 1.93 kN/m 內墻自重: 11.02 kN/mCD軸間框架梁荷載為:屋面梁恒載=梁自重+板傳荷載=1.93 kN/m+11.63 kN/m=13.56 kN/m活載=板傳荷載=3.3

21、8 kN/m樓面梁:恒載=梁自重+板傳荷載+內墻自重=1.93 kN/m+4.52 kN/m+11.02= 17.47kN/m活載=板傳荷載=2.68kN/m2(3DE軸間框架梁恒載:6.89 kN/m2×3.6m2×58×2=15.50 kN/m活載:2.0 kN/m2×3.6m2×58×2=4.5 kN/m樓面板傳荷載:恒載:3.37kN/m2×3.4m2×1-2×(3.42 3.62+(3.42 3.63×2=5.06kN/m成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25

22、完 活載:2.0 kN/m2×3.4m2×1-2×(3.42 3.62+(3.42 3.63×2=3.05 kN/m梁自重: 1.93 kN/m 內墻自重: 11.02 kN/mDE軸間框架梁受荷:屋面梁:恒載=梁自重+板傳荷載=1.93 kN/m+9.66 kN/m=18.60 kN/m活載=板傳荷載=4.5kN/m樓面梁:恒載=梁自重+板傳荷載+內墻自重=1.93 kN/m+5.06 kN/m+11.02 kN/m=18.01kN/m活載=板傳荷載=3.05kN/m(4、B軸柱縱向集中荷載計算頂層柱恒載=梁自重+板傳荷載+天溝自重+雨蓬傳荷+女兒墻梁

23、自重=2.60 kN/m×(7.3m-0.5m=17.68kN板傳荷載=6.89 kN/m2×4.2m2×1-2×(4.227.32+(4.227.33×7.2m=85.63kN天溝自重=1.85 kN/m×7.3m=13.51kN雨蓬傳荷=(1.85 kN/m2×1.5m×2+6.89 kN/m2×1.75m×(2 3.9 27.3mm =(2.78+12.06×(2 3.9 27.3mm =15.46kN女兒墻自重=6.67×7.3=48.69kN頂層柱恒載=梁自重+板傳

24、荷載+天溝自重+雨蓬傳荷+女兒墻=17.68kN+85.63kN+13.51kN+15.46 kN 48.69kN=181.1kN頂層柱活載=板傳活載成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 =2.0 kN/m2×4.2m2×1-2×(4.227.32+(4.227.33×7.3m=24.85kN標準層柱恒載=梁自重+板傳荷載+外墻重+陽臺自重梁自重=2.60 kN/m×(7.3m-0.5m=17.68kN板傳荷載=3.37 kN/m2×3.4m2×58×5.67.3×2+3.3

25、7 kN/m2×3.9m2×58×1.957.3×2+(1.93 kN/m+11.02 kN/m×4.2m/2×3.9m7.3m×2+3.37kN/m2×3.4m2×1-2×(3.424.22+(3.424.23 +3.37kN/m2×3.9m2×1-2×(3.92 4.22+(3.92 4.23×3.9m7.3m×2 =83.81kN外墻自重=(3.37 kN/ m×2.1m+10.98 kN/m×1.8m ×1.

26、95 7.3+(5.18 kN/m×2.1m+10.98 kN/m×1.3m ×5.67.3×2=52.93kN陽臺傳荷=(2.67 kN/m2×1.5m+1.98 kN/ m×23.927.3×2=12.47kN標準層柱恒載=17.68+83.81+52.93+12.45=166.97kN 標準層活載=板傳活載+陽臺傳荷=2.0 kN/m2×3.4m2×58×6.8m+2.0kN/m2×3.9m2×1-2×(3.92 4.22+(3.92 4.23×4.

27、2m×2/4×2+2.5 kN/m2×1.5m×23.927.3mm×2=16.17+16.33+7.81=40.31 kN基礎頂面恒載=基礎梁自重=1.56 kN/m×(7.3m-0.45m=10.76kN成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 (5、C軸柱縱向集中荷載計算頂層柱恒載=梁自重+板傳荷載梁自重=2.60 kN/m×(7.3m-0.5m=17.68kN板傳荷載=6.89 kN/m2×2.72m×1-2×(2.727.32+(2.727.33×7

28、.3m+6.89 kN/m2×4.2m2×1-2×(4.227.22+(4.227.23×7.3m=62.83+85.63=148.46 kN頂層柱恒載=梁自重+板傳荷載=148.46kN+17.68 kN=166.14 kN頂層活載=板傳活載=2.0 kN/m2×2.72m×1-2×(2.727.32+(2.727.33×7.3m+2.0 kN/m2×4.2m2×1-2×(4.227.22+(4.227.23×7.3m=41.20 kN標準層柱恒載=梁自重+板傳荷載+內墻自

29、重梁自重=2.60 kN/m×(7.3m-0.5m=17.68 kN板傳荷載=3.37 kN/m2×3.4m2×58×5.67.3×2+3.37 kN/m2×3.9m2×58×1.957.3×2+(1.93 kN/m+11.02 kN/m×4.2m/2×3.9m7.3m×2+3.37kN/m2×3.4m2×1-2×(3.424.22+(3.424.23 +3.37kN/m2×3.9m2×1-2×(3.92 4.22+

30、(3.92 4.23×3.9m7.3m×2+4.93 kN/m2×2.1m2×58×2.1m×(5.2+2.12/7.3×2+3.37kN/m2×2.7m2×1-2×(2.72 5.22+(2.72 5.23×(5.2m2/2/7.3m×2成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 +3.37 kN/m2×2.7m2×58+1.04 kN/m+6.48 kN/m+4.93 kN/m2×2.1m2×1-2×

31、;(2.12 2.72+(2.12 2.73 ×2.7m/2×5.3m/7.4m×2=83.81+26.29+11.63+14.29.=136.01kN內墻自重=11.02 kN/m×3.4m=37.47 kN 標準層柱活載=板傳活載=2.0 kN/m2×3.4m2×58×6.8m+2.0kN/m2×3.9m2×1-2×(3.92 4.22+(3.92 4.23×4.2m×2/4×2+2.0 kN/m2×2.1m2×58×2.1m

32、15;(5.2m+2.1m2/7.3m×2+2.0kN/m2×2.7m2×1-2×(2.725.22+(2.725.23×(5.2m2/2/7.3m×2+2.0 kN/m2×2.7m2×58+2.0 kN/m2×2.1m2×1-2×(2.12 2.72+(2.12 2.73 ×2.7m/2×5.2m/7.3m×2=16.17+16.33+4.72+8.48+3.53=49.23kN基礎頂面恒載=基礎梁自重=1.56 kN/m×(7.3m-0.5m

33、=10.61kN(6、D軸柱縱向集中荷載計算頂層柱恒載=梁自重+板傳荷載梁自重=2.60 kN/m×(7.3m-0.5m=17.68 kN板傳荷載=6.89 kN/m2×2.72×1-2×(2.727.32+(2.727.33×7.3+6.89 kN/m2×3.62×1-2×(3.627.32+(3.627.33×7.3=62.83+85.63=148.46kN頂層柱恒載=梁自重+板傳荷載=17.68kN+148.46kN成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 =166.14k

34、N 頂層柱活載=板傳活載=2.0 kN/m2×2.72m×1-2×(2.727.32+(2.727.33×7.3m+2.0 kN/m2×3.62×1-2×(3.627.32+(3.627.33×7.3=40.93 kN標準層柱恒載=梁自重+板傳荷載+內墻自重梁自重=2.60 kN/m×(7.3m-0.5m=17.68 kN板傳荷載=4.93 kN/m2×2.1m2×58×2.1m×(5.2+2.12/7.3×2+3.37kN/m2×2.7m2&#

35、215;1-2×(2.72 5.22+(2.72 5.23×(5.2m2/2/7.3m×2+3.37 kN/m2×2.7m2×58+1.04 kN/m+6.48 kN/m+4.93 kN/m2×2.1m2×1-2×(2.12 2.72+(2.12 2.73 ×2.7m/2×5.3m/7.4m×2+3.37 kN/m2×3.4m2×58×3.4m×7.3-3.4/27.3×2+4.93 kN/m2×1.8m2×58&#

36、215;1.8m×(2.1m+1.8m2/7.3m×2+3.37 kN/m2×2.1m2×58×(2.1m2/2/7.3m×2+3.37 kN/m2×2.1m2×1-2×(2.12 4.22+(2.12 4.23+1.04kN/m+6.48kN/m +4.93kN/m2×1.8m2×1-2×(1.82 3.62+(1.82 3.63 ×3.6m/2×2.1m/7.3m×2+(4.93 kN/m2×1.8m2×1-2×

37、(1.82 3.62+(1.82 3.63+1.93kN/m+11.02kN/m +3.37 kN/m2×3.4m2×1-2×(3.42 3.62+(3.42 3.63 ×3.6m/2×3.9m/7.3m×2=52.21+18.68+41+1.34+14.66+37.18成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 =128.17 kN內墻自重=12.26 kN/m2×(7.3m-0.5m=74.94 kN 標準層柱恒載=梁自重+板傳荷載+內墻自重=17.68 kN+128.17 kN+74.94 kN

38、=220.79kN標準層柱活載=板傳活載=2.0 kN/m2×2.1m2×58×2.1m×(5.2m+2.1m2/7.3m×2+2.0kN/m2×2.7m2×1-2×(2.725.22+(2.725.23×(5.2m2/2/7.3m×2+2.0 kN/m2×2.7m2×58+2.0 kN/m2×2.1m2×1-2×(2.12 2.72+(2.12 2.73 ×2.7m/2×5.2m/7.3m×2+2.0 kN/m2&

39、#215;3.4m2×58×3.4m×(7.3-3.4/2/7.3m×2+2.5 kN/m2×1.8m2×58×1.8m×(2.1m+1.8m2/7.3m×2+2.0 kN/m2×2.1m2×58×2.1m×(2.1m2/7.3m×2+2.0 kN/m2×2.1m2×1-2×(2.12 3.62+(2.12 3.63 +2.5 kN/m2×1.8m2×1-2×(1.823.62+(1.823.63

40、 ×3.6m/2×2.1m/7.3m ×2+2.5 kN/m2×1.8m2×1-2×(1.82 3.62+(1.82 3.63 +2.0 kN/m2×3.4m2×1-2×(3.42 3.62+(3.42 3.63 ×3.6m/2×3.9m/7.3m×2=4.72+8.48+3.53+11.08+2.08+0.40+3.73+6.64+4.72+8.48+ 3.53=40.66 kN基礎頂面恒載=基礎梁自重=1.56 kN/m2×(7.2m-0.5m=10.45 kN

41、成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 (7、E軸柱縱向集中荷載計算頂層柱恒載=梁自重+板傳荷載+天溝自重+雨蓬傳荷+女兒墻梁自重=2.60 kN/m×(7.3m-0.5m=17.68 kN板傳荷載=6.89 kN/m2×3.62×1-2×(3.627.32+(3.627.33×7.3m=78.16 kN天溝自重=1.85 kN/m×7.3=13.51kN雨蓬傳荷=(1.85 kN/m2×1.2m×2+6.89 kN/m2×1.44m×3.4m×(3.4m/

42、2+0.75m/7.3m×2=32.78 kN女兒墻自重=6.67 kN/m×7.3m=48.69 kN頂層柱恒載=梁自重+板傳荷載+天溝自重+雨蓬傳荷+女兒墻=17.68 kN+78.16 kN+13.51kN+32.78 kN +48.69 kN=190.82kN頂層柱活載=板傳活載=2.0 kN/m2×3.62×1-2×(3.627.32+(3.627.33×7.3=22.69kN標準層柱恒載=梁自重+板傳荷載+陽臺傳荷梁自重=2.60 kN/m×(7.3m-0.5m=17.68 kN板傳荷載=3.37 kN/m2&#

43、215;3.4m2×58×3.4m×7.3-3.4/27.3×2+4.93 kN/m2×1.8m2×58×1.8m×(2.1m+1.8m2/7.3m×2+3.37 kN/m2×2.1m2×58×(2.1m2/2/7.3m×2+3.37 kN/m2×2.1m2×1-2×(2.12 4.22+(2.12 4.23+1.04kN/m+6.48kN/m +4.93kN/m2×1.8m2×1-2×(1.82 3.62

44、+(1.82 3.63 ×3.6m/2×2.1m/7.3m×2+(4.93 kN/m2×1.8m2×1-2×(1.82 3.62+(1.82 3.63成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 +1.93kN/m+11.02kN/m +3.37 kN/m2×3.4m2×1-2×(3.42 3.62+(3.42 3.63 ×3.6m/2×3.9m/7.3m×2=78.96 kN外縱墻自重=(5.18×1.2+10.98×0.9

45、5;2.1/2/7.3+(5.18×0.9+10.98×0.9×(2.1+1.8/2/7.3+(3.37×1.8+10.98×1.6×5.6/7.3=52.86kN陽臺傳荷=(2.67×1.2+1.98×3.4×(3.4/2+0.75/7.3 =5.92kN標準層柱恒載=梁自重+板傳荷載+外墻重+陽臺自重=17.68 kN+78.96 kN+52.86 kN +5.92 kN=155.42 kN標準層柱活載=板傳活載+陽臺傳荷=2.0 kN/m2×3.4m2×58×3.4m&

46、#215;(7.3-3.4/2/7.3m×2+2.5 kN/m2×1.8m2×58×1.8m×(2.1m+1.8m2/7.3m×2+2.0 kN/m2×2.1m2×58×2.1m×(2.1m2/7.3m×2+2.0 kN/m2×2.1m2×1-2×(2.12 3.62+(2.12 3.63 +2.5 kN/m2×1.8m2×1-2×(1.823.62+(1.823.63 ×3.6m/2×2.1m/7.3m

47、×2+2.5 kN/m2×1.8m2×1-2×(1.82 3.62+(1.82 3.63 +2.0 kN/m2×3.4m2×1-2×(3.42 3.62+(3.42 3.63 ×3.6m/2×3.9m/7.3m×2=11.08+2.08+0.4+3.73+6.64=23.93 kN基礎頂面恒載=底層外縱墻自重+基礎梁自重成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 =15.90 kN/m ×(7.

48、30m -0.50m +1.56 kN/m ×(7.3m -0.5m =118.80 kN框架在豎向荷載作用下的受荷總圖如圖2-1所示(圖中數值均為標準值。第三節(jié) 豎向荷載計算3.1 恒荷載計算梁端、柱端彎矩采用彎矩二次分配法計算。(1、1層B 節(jié)點的彎矩分配系數3.420.483.42 1.800上=+1.9 1.800.253.42 1.800下=+1.9 1.903.42 1.800右=0.27+1.9 1層C 節(jié)點的彎矩分配系數3.420.343.42 1.800上=+1.9+2.92 1.800.183.42 1.800下=+1.9+2.92 1.900.193.42 1.

49、800左=+1.9+2.92 2.920.293.42 1.800右=+1.9+2.92 其余節(jié)點見圖3.1(2、固端彎矩計算均布恒載和集中荷載偏心引起的固端彎矩構成節(jié)點不平衡彎矩: M 均載21112q l = M 集中荷載=-Fe M 梁固端=M 1+M 2 根據上述公式計算的梁固端彎矩如圖 3.1所示成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 圖2-1 豎向受荷總圖注:1.圖中各值的單位為 2.圖中數值均為標準值。各恒載傳遞計算結果如圖3.1所示。成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 (3、框架梁剪力計算:取節(jié)點平衡可求得梁端的剪

50、力,計算結果見表3-1。左梁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右梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁左梁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右梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁右梁下柱上柱左梁左梁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右梁圖3.1 恒荷載作用的彎矩圖成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 (4、恒載作用下柱的剪力計算結果見表3-2。表3-2 柱剪力M/H (5、橫梁跨中計算取脫離體

51、按簡支梁計算,則有:2M M 18M ql =左右中+-+2集中荷載產生的彎矩F e M =集集e -為集中荷載到梁端的距離。計算結果見表3-3。 6層梁DE 的計算M M 左右+-2=21.01kN m =- 21.22+21.01-2218ql =2112.63 2.711.518kN m = 則有 2M M 18M ql =左右中+-+2=21.17kN m - +11.51kN m =-9.66kN m (6、框架柱的軸力計算,根據荷載分布及剪力進行計算B軸柱6層:N1=梁端剪力+縱梁傳來恒載=31.48+173.91=205.39KNN2= N1+柱自重=205.39+16.11=2

52、21.50KN5層:N3= N2+梁端剪力+縱梁傳來恒載=221.50+45.32+173.35=440.17KNN4= N3+柱自重=440.17+16.11=456.28KN4層:N5= N4+梁端剪力+縱梁傳來恒載=456.28+45.32+173.35=674.95KNN6= N5+柱自重=674.95+16.11=691.06KN3層:N7= N6+梁端剪力+縱梁傳來恒載=691.06+45.32+173.35=909.73KNN8= N7+柱自重=909.73+16.11=925.84KN2層:N9= N8+梁端剪力+縱梁傳來恒載=925.84+45.32+173.35=1144.

53、51KNN 10= N9+柱自重=1144.51+16.11=1160.62KN1層:N11= N10+梁端剪力+縱梁傳來恒載=1160.62+45.32+173.35=1379.29KNN12= N11+柱自重=1379.29+24.17=1403.46KNC軸柱6層:N1=(左+右梁端剪力+縱梁傳來恒載=31.48+17.05+148.28=196.81KNN2= N1+柱自重=196.81+16.11=212.92KN5層:N3= N2+(左+右梁端剪力+縱梁傳來恒載=212.92+23.48+45.32+191.16=472.88KNN4= N3+柱自重=472.88+16.11=48

54、8.99KN4層:N5= N4+(左+右梁端剪力+縱梁傳來恒載=488.99+23.48+45.32+ 191.16=748.95KNN6= N5+柱自重=748.95+16.11=765.06KN3層:N7= N6+(左+右梁端剪力+縱梁傳來恒載=765.06+23.48+45.32+ 191.16=1025.02KNN8= N7+柱自重=1025.02+16.11=1041.13KN2層:N9= N8+(左+右梁端剪力+縱梁傳來恒載=1041.13+23.48+45.32+ 191.16=1301.09KN成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完 N 10= N9

55、+柱自重=1301.09+16.11=1317.20KN1層:N11= N10+(左+右梁端剪力+縱梁傳來恒載=1317.20+23.48+45.32 +191.16=1577.16KNN12= N11+柱自重=1577.16+24.17=1601.33KND軸柱6層:N1=(左+右梁端剪力+縱梁傳來恒載=17.05+29.16+147.42=193.63KNN2= N1+柱自重=193.63+16.11=209.74KN5層:N3= N2+(左+右梁端剪力+縱梁傳來恒載=209.74+32.42+23.48+ 220.79=486.43KNN4= N3+柱自重=486.43+16.11=50

56、2.54KN4層:N5= N4+(左+右梁端剪力+縱梁傳來恒載=502.54+32.42+23.48+ 220.79=779.23KNN6= N5+柱自重=779.23+16.11=795.34KN3層:N7= N6+(左+右梁端剪力+縱梁傳來恒載=795.34+32.42+23.48+ 220.79=1072.03KNN8= N7+柱自重=1072.03+16.11=1088.14KN2層:N9= N8+(左+右梁端剪力+縱梁傳來恒載=1088.14+32.42+23.48+ 220.79=1364.83KNN 10= N9+柱自重=1364.83+16.11=1380.94KN1層:N11

57、= N10+(左+右梁端剪力+縱梁傳來恒載=1380.94+32.42+23.48 +220.79=1657.63KNN12= N11+柱自重=1657.63+24.17=1681.80KNE軸柱6層:N1=梁端剪力+縱梁傳來恒載=29.16+162.58=191.74KNN2= N1+柱自重=191.74+16.11=207.85KN5層:N3= N2+梁端剪力+縱梁傳來恒載=207.85+32.42+154.35=394.62KNN4= N3+柱自重=394.62+16.11=410.73KN4層:N5= N4+梁端剪力+縱梁傳來恒載=410.73+32.42+154.35=597.50K

58、N成都市高新區(qū)清淳家園3#商住混用樓框架結構設計2011-5-25完成都市高新區(qū)清淳家園3#商住混用樓框架結構設計 2011-5-25完 N 6= N 5+柱自重=597.50+16.11=613.61KN3層:N 7= N 6+梁端剪力+縱梁傳來恒載=613.61+32.42+154.35=800.38KN N 8= N 7+柱自重=800.38+16.11=816.49KN2層:N 9= N 8+梁端剪力+縱梁傳來恒載=816.49+32.42+154.35=1003.26KNN 10= N 9+柱自重=1003.26+16.11=1019.37KN1層:N 11= N 10+梁端剪力+縱梁傳來恒載=1019