六層建筑框架梁的配筋計算

1、框架梁地配筋計算混凝土強度:梁.柱.板: C30, fc =14.3N /mm2, ft = 1.43N /mm2,仏=2.01N/mm2 箍筋：HRB335, fy =300N/mm2, fy =300N/mm2鋼筋強度 ：梁：HRB400, fy =360N / mm2, =360N /mm2柱：HRB400, fy =360N/mm2, fy=360N/mm2§1正截面受彎截面承載力計算梁截面：b h = 300mm 600 mm,均應乘以 RE =0.75考慮地震作用地組合,驗算混凝土結構構件地承載能力時 地承載力抗震調整系數進行調整.三級抗震等級地框架梁端剪力設計值Vb應符

2、合下列規(guī)定:Vblr才 1(Mb +Mb)VGb式中：Vb 框架梁端剪力設計值；M b 考慮地震組合地框架梁左端彎矩設計值；M b 考慮地震組合地框架梁右端彎矩設計值；，可按簡支VGb 考慮地震組合時地重力荷載代表值產生地剪力設計值 梁計算確定；In 梁地凈跨；取一層梁CD計算為例：跨中正截面CD : 按跨度考慮：bf =丨 3' =6600mm3 =2200mm按梁間距考慮：bf 二 b Sn =300 (3600 -300) = 3600mm按翼緣厚度考慮：取 hf = 120mm12).1ctRE M：1 fcbh；_60.75 267.98KN m-360 1256 530 1

3、02 2 21.0 14.3N / mm 300m m 565 mm:0= 1.0 14.3N/mm2 2200mm 120mm (565-12°2)mm 10-6= 1906.48KN m MCD中 J09.72KN m屬于第一類T型界面;Mcd中=109.72KN mYreM門“、訂s222 二 0.071 fb h 1.0 14.3N / mm 2200mm 565 mm=1 一. 1Ws =1 - 1-2 0.07 = 0.07 ： bF«1 fcbf hb- 2 x2200mm漢565mm沢0.07 cc c 2 A2348.3mmfy360N / mm2爲n 二

4、max0.2%,(45ft/fy)% =0.2%2Ain = Pmin bh = 0.2% 漢 300mm 漢 600m m= 360mm下部實配鋼筋 3 A 16( As = 603mm2)C支座：采用矩形截面進行計算配筋；M C 二-267.98KN m0.75M0.75漢267.98"062A21053.4m mfy 530360 N / m m 530爲n =max0.2%,(45ft / fy)% =0.2%Amin = Pminbh =0.2% x 300m m>< 600mm = 360mm2實配鋼筋 4A20 (A. = 1256mm2)D支座：采用矩形截

5、面進行計算配筋;M d =T68.96KN m-s =reM -Mi0.75 168.96KN m-115.05KN m2 2 2 2:r fcbh01.0 14.3N/mm 300mm 565 mm=0.006=1 一 1 -2 s =1 一 1 一20.006 =0.006 ： b62=664.2 mm0.75M_ 0.75 168.96 10fy 530 _ 360N/mm2 530訂山=max 0.2%, (45ft / fy)% =0.2%2Amin = Pminbh =0.2% 漢 300mm漢 600mm = 360mm 上部實配鋼筋上部實配鋼筋4A20 (As = 1256mm

6、2)§2斜截面受剪承載力計算V =146.58 kN1 1 O.25 ：cfcbh0=決 0.25 1.0 14.3 300 565 = 712.9kN VbRE0.85滿足要求.冬 _ 0.85Vb -0.42仙 0.85 "46.58 漢 103 -0.7如.43漢 300漢 565s 一fyg一360 565-.采用構造配箍筋故實配箍筋，取雙肢箍2B8200.其他層梁地配筋計算過程與上述計算過程相同，在此不一一計算；梁地各截面地正截面受彎承載力配筋和斜截面受剪承載力配筋見表表梁地斜截面配筋梁地斜截面設計計算層符號及公式CDDEEF6Vb120.9673.84120.9

7、60.25氏3憶0.85712.9712.9712.9Asv (0.85Vb-0.42ftbg0.005984071<00.005984071sfyv h0實配箍筋2©82002©82002©8200Vb113.31162.17113.310.25氏 fcbh。0.85712.9712.9712.9Asv(0.85Vb - 0.42ftbh0Sf yv h0)<00.212641888<0實配箍筋2©82002©82002©8200梁地斜截面設計計算層符號及公式CDDEEF4Vb130.36229.66130.36O

8、.250cfcbho0.85712.9712.9712.9Asv (0.85Vb 0.42ftbhSfyv h00.0531227140.5510873160.053122714實配箍筋2©82002©82002©82003Vb148.58278.56148.580.25氏 fcbh00.85712.9712.9712.9Av(0.85Vb 0.4230Sfyvh°0.1444914450.7963085550.144491445實配箍筋2©82002©82002©82002Vb153.31327.19153.310.25久

9、 fcbh。0.85712.9712.9712.9Asv(0.85Vb-0.42ftbgSfyv h00.1682112091.0401758110.168211209實配箍筋2©82002©82002©82001Vb146.58320.66146.580.25% fcbh。0.85712.9712.9712.9Asv(0.85Vb 0.42ftbh0Sfyvh00.1344619471.0074294990.134461947實配箍筋2©82002©82002©8200表梁跨中截面配筋跨中截面計算（按照 T形截面積算）層公式CDDE

10、EF6層M94.126.4994.12bf22009002200hf<xf cbf h f(ho )21906.476779.9221906.476截面類型一類一類一類YreM% =fai fcbf ho0.0070.0010.0070.0070.0010.007«i fcb'fhbA f | y348.323.9348.3As min360.0360.0360.0實配面積603603.0603實際配筋3A16(603)3A16(603)3A16(603)5層m93.445.0393.44Hbf220090022001hfafcbf hf (ho -)21906.476

11、779.9221906.476截面類型一類一類一類JeM 比=RE ' 2 印 fcbf h0.0070.0010.007J1-J1-2%0.0070.0010.007«1 fcbf h2 - As f1 y345.818.6345.8As min360.0360.0360.0實配面積603603.0603實際配筋3A16(603)3A16(603)3A16(603)4層M108.145.03108.14bf22009002200(hfofcbf hf (h° -)21906.476779.9221906.476截面類型一類一類一類?reMai f4 ho0.008

12、0.0010.0080.0080.0010.008A wfcb'fh2©A fy400.418.6400.4ASmin360.0360.0360.0實配面積603603.0603實際配筋3A16(603)3A16(603)3A16(603)3層M135.915.03135.91bf22009002200hfafcbf hf (ho 21906.476779.9221906.476截面類型一類一類一類水RE M°s'2ai fcbf ho0.0100.0010.010Ji-Ji-2%0.0100.0010.010A _fy503.718.6503.7As mi

13、n360.0360.0360.0實配面積603603.0603實際配筋3A16(603)3A16(603)3A16(603)2層M127.516.69127.51bf'22009002200hfof cbf h f(ho )21906.476779.9221906.476截面類型一類一類一類ai fcbf ho0.0100.0010.010J20.0100.0010.010«i fcb'fhbAs=fy472.424.7472.4As min360.0360.0360.0實配面積603603.0603實際配筋3A16(603)3A16(603)3A16(603)1層M

14、109.725.03109.72bf'22009002200(hfafcbf hf (ho -)21906.476779.9221906.476截面類型一類一類一類JeM% =ai fcbf ho0.0080.0010.008©=1-Jl-2%0.0080.0010.008“«i fcbf h2 -氏一fy406.218.6406.2As min360.0360.0360.0實配面積603603.0603實際配筋3A16(603)3A16(603)3A16(603)表支座截面配筋計算（矩形截面）層公式CD左D右E左E右F6層M-106.35-87.39-86.93-

15、86.93-87.39-106.35M1239.6448115.0524115.0524115.0524115.0524239.64480.75M -M ,% = 2bho fc<0<0<0<0<0<0©=1-Jl-Xs<0<0<0<0<0<0As418.0343.5341.7341.7343.5418.0As min450.0450.0450.0450.0450.0450.0實際配筋4A16(804)4A16(804)4A16(804)4A16(804)4A16(804)4A16(804)5層M-178.54-

16、107.8-139.85-139.85-107.8-178.54M1239.6448115.0524115.0524115.0524115.0524239.64480.75M -M ,as -2bho fc<0<0<0<0<0<0©=1-Ji-2%<0<0<0<0<0<0As701.8423.7549.7549.7423.7701.8As min450.0450.0450.0450.0450.0450.0實際配筋4A16(804)4A16(804)4A16(804)4A16(804)4A16(804)4A16(8

17、04)4層M-232-133.92-200.48-200.48-133.92-232M1239.6448115.0524115.0524115.0524115.0524299.5560.75M -M i化二2bho fc<0<00.0190.019<0<0=1-4l-2s<0<00.0190.019<0<0As911.9526.4788.1788.1526.4911.9As min360.0360.0360.0360.0360.0360.0實際配筋4A20(12564A20(12564A20(12564A20(12564A20(12564A20(

18、12563層M-305.18-151.83-243.26-243.26-151.83-305.18M1239.6448115.0524115.0524115.0524115.0524239.64480.75M -M ,s =2bho fc<0<00.0360.036<0<0Jl-jl-2"s<0<00.0360.036<0<0As1199.6596.8956.2956.2596.81199.6As min360.0360.0360.0360.0360.0360.0實際配筋4A20(12564A20(12564A20(12564A20(1

19、2564A20(12564A20(12562層M-308.76-172.12-285.33-285.33-172.12-308.76M1239.6448115.0524115.0524115.0524115.0524239.64480.75M -M ,% = 2bho fc<00.0070.0520.0520.007<0©=1-Jl 云<00.0070.0540.0540.007<0As1213.7676.61121.61121.6676.61213.7As min360.0360.0360.0360.0360.0360.0實際配筋4A20(1256)4A20

20、(12564A20(12564A20(12564A20(12564A20(12561層M-267.98-168.96-276.83-276.83-168.96-267.98M1239.6448115.0524115.0524115.0524115.0524299.5560.75M -M ,J2bho fc<00.0060.0490.0490.006<0© =1_ Ji _2叫<00.0060.0500.0500.006<0As1053.4664.21088.21088.2664.21053.4As min360.0360.0360.0360.0360.0360

21、.0實際配筋4A20(12564A20(12564A20(12564A20(12564A20(12564A20(12566層桿件位置MkAsM0 Pt_Aw =1.1 0.65百e。sk*Z n di2fd 3WmaxP理罟 1.9b0.08 IEs I1 te 7j s0.87h°AeAteT nudiCD支座左端-106.35804137.800.020.5620.000.10跨中94.12603152.450.010.4920.000.11支座右端-87.39804113.240.020.4420.000.07DE支座左端-86.93804112.650.020.4420.00

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23、39.85804181.220.020.6920.000.16跨中5.0360316.980.010.2016.000.01支座右端-139.85804181.220.020.6920.000.16EF支座左端-107.80804139.690.020.5620.000.10跨中93.44603151.350.010.4820.000.11支座右端-143.60804186.070.020.7020.000.17桿件位置MkAs穴MC7s OAs1 te Ate屮=1.1 0.65 ftkPteskZ nidi2-._ O"skdeq !Wmax =Gc屮1 9C+ 0.08-* t

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