1、混凝土結(jié)構(gòu)設(shè)計(jì)課程設(shè)計(jì)現(xiàn)澆整體式鋼筋混凝土單向板肋形樓蓋指導(dǎo)教師:學(xué)生：_學(xué) 號：班 級：一、設(shè)計(jì)題目：現(xiàn)澆整體式鋼筋混凝土單向板肋形樓蓋某輕工業(yè)廠房，二樓包裝車間樓面結(jié)構(gòu)擬采用現(xiàn)澆整體式鋼筋混凝土單向板 肋形樓蓋，要求按所設(shè)定的結(jié)構(gòu)支承條件、尺寸關(guān)系、材料與荷載作用等情況， 進(jìn)行樓蓋結(jié)構(gòu)的板、次梁、主梁的力計(jì)算與配筋設(shè)計(jì)，并繪制施工圖。二、設(shè)計(jì)條件1.結(jié)構(gòu)形式：樓蓋的縱向?yàn)?個(gè)柱距，主梁橫向?yàn)?跨，支承形式是周邊為24。厚的 承重砌體墻，在擱置主梁處墻體設(shè)壁柱承重，中間支座為鋼筋混凝土柱(300mmx300mm)o圖一梁板結(jié)構(gòu)平面布置2材料：混凝土采用 C25(f =11.9 N/mm2,

2、f=1.27 N/mm2, f =16.7 N/mm2,ctckE =2.80 x104 N/mm2)鋼筋采用 HPB235 (f =210N/mm2, E =2.1x105 N/mm2)或 HRB335(f =300N/mm2, E =2.0 x105 N/mm2)3.荷載：恒載樓面構(gòu)造層做法：采用20mm厚水泥砂漿找平，面層用10mm耐磨砂 漿壓關(guān)抹平；板底梁側(cè)與頂棚均采用20厚混合砂漿抹面(參考標(biāo)準(zhǔn)容重可 分別取 20kN/m3, 22 kN/m3, 18 kN/m3)?；钶d標(biāo)準(zhǔn)值為7.0 kN/m2。恒載分項(xiàng)系數(shù)為1.2,活載分項(xiàng)系數(shù)為1.3。三、板的計(jì)算板按考慮塑性力重分布方法計(jì)算。

3、板的匕=6000皿=2.73 3，宜按雙向112200mm板設(shè)計(jì)，按沿短邊方向受力的單向板計(jì)算時(shí)，應(yīng)沿長邊方向布置足夠數(shù)量的構(gòu)造鋼筋。本設(shè)計(jì)按單向板設(shè)計(jì)。板的厚度按構(gòu)造要求取h=80匕=2200mm =55mm。次梁截面高度取 4040h=450mm如=600*m =400mm，截面寬度b=200mm。板尺寸及支承情況如圖下：200022002200圖二板的尺寸圖三計(jì)算簡圖1）荷載恒荷載標(biāo)準(zhǔn)值20 mm厚水泥砂0.02m x 20 kN/m3=0.4 kN/ rrf80mm鋼筋混凝土板0.08m x 25 kN/m3=2.0 kN/ rrf10mm耐磨砂漿200022002200圖二板的尺寸圖

4、三計(jì)算簡圖1）荷載恒荷載標(biāo)準(zhǔn)值20 mm厚水泥砂0.02m x 20 kN/m3=0.4 kN/ rrf80mm鋼筋混凝土板0.08m x 25 kN/m3=2.0 kN/ rrf10mm耐磨砂漿0.01mx 22 kN/m3=0.22 kN/ rrf20mm厚混合砂漿0.02m x18 kN/m3=0.36 kN/ rrfgk =2.98kN / m2線恒載設(shè)計(jì)值g=1.2x2.98 kN/ 苗=3.58 kN/ rrf線活載設(shè)計(jì)值q=1.3x7.00 kN/苗=9.10kN/苗g+q=3.58 kN/ 苗+9.10kN/ 苗= 12.68即每米板寬12.68 kN/苗即每米板寬2）力計(jì)算板

5、計(jì)算跨度為：:七甲左,h0.2m 0.08m r邊跨l + 2 = 2.2m 0.12m 2 + 2=2.02m,a0.2m 0.12m rl + 萬=2.2m - 0.12m - 2 + 2=2.04m 2.02m取 l=2.02m中間跨l0=2.2m-0.20m=2.0m跨度差 (2.02m-2.0m) /2.0m=0.01 5.875m取l=5.875 m中間跨l0= l =6.0m - 0.25m=5.75 m跨度差(5.875m-5.75m) /5.75m=2.2%10%說明可以按等跨連續(xù)梁計(jì)算力。計(jì)算簡圖如下圖圖4次梁尺寸圖5計(jì)算簡圖連續(xù)次梁的彎矩及剪力計(jì)算分別見表3和表4:表3連

6、續(xù)次梁彎矩計(jì)算截面邊跨跨離端第二支座離端第二跨跨中間支座彎矩計(jì)算系數(shù)a m1_111111仍114M = a (g + q )12/(kN.m)95.51-95.5162.90-71.89表4連續(xù)次梁剪力計(jì)算截面邊跨跨離端第二支座離端第二跨跨中間支座剪力計(jì)算系數(shù)0.450.60.550.55av =a V (g + q )1 n/kN78.83105.1196.2796.273）截面承載力計(jì)算次梁跨截面按T形截面計(jì)算，翼緣計(jì)算寬度為：邊跨b = 31 = 3 x 5875mm = 1960mm V232.0V232.0V246.9V0.7 fbhj kN73.8V69.3V69.3V73.8V

7、選用箍筋28282828A = nA / mm 2101101101101“ I/。V - 0.7 fph。/ mm按構(gòu)造配筋351.3384.0489.4實(shí)配箍筋間距s/mm200200200200五、主梁計(jì)算主梁按彈性理論計(jì)算。由已知條件得，柱截面尺寸為300mmx300mm.主梁的有關(guān)尺寸及支承情況如 圖示。荷載計(jì)算恒載設(shè)計(jì)值由次梁傳來10.42 KN/m x 6.0 m= 62.52kN主梁自重1.2x25KN/m3X0.25mx (0.65m-0.08m) x2.2m=9.41 kN梁側(cè)抹灰 1.2x18KN/m3x0.02mx (0.65m-0.08m) x2x2.2m=1.08

8、kNG=73.01kN活載設(shè)計(jì)值由次梁傳來Q=20.02KN/m x 6.0m=120.12kN合計(jì)G+Q=193.13kN圖6主梁的尺寸p p Q 9訴 |Qf； = 120 !2kNg 如：5二73.01kN希?24(件1/?20CJL t2DCZ200D041* ，?20f1560Choc)J繇I5000?20Cf 240(560圖7計(jì)算簡圖2）力計(jì)算計(jì)算跨度:邊跨ln=6.60m - 0.12m - 3” =6.33m邊跨 b 一 一0.3ml =1.025/ +a = 1.025 x 6.33m + - = 6.64m7 a b0.36m 0.3m /l + 2 + 2 = 6.33

9、m + 2+ 2- = 6.66m料.中間跨l =6.60m 0.30m=6.30m取l0= l +b=6.30m+0.30=6.60m跨度差 (6.64m-6.6m) /6.6 m=0.61%10%,則可按等跨連續(xù)梁計(jì) 算。由于主梁線剛度較柱的線剛度大得多，故主梁可視為鉸支柱頂上的連續(xù) 梁，計(jì)算簡圖如上所示。在各種不同分布分布的荷載下作用下的力計(jì)算可采用等跨連續(xù)梁的 力系數(shù)表進(jìn)行，跨和支座截面最大彎矩及剪力按下式計(jì)算，則M=KGl0+KQl0V=KG+KQ式中系數(shù)K查表可得，具體計(jì)算結(jié)果以及最不利荷載組合見表7,表8。將以上 最不利荷載組合下的彎矩及剪力圖分別疊畫在同一坐標(biāo)圖下，即可得主梁的

10、彎 矩彎矩包絡(luò)圖及剪力包絡(luò)圖，如圖4示。表7主梁彎矩計(jì)算序計(jì)算簡圖邊跨跨第二支座中間跨中間支座MMMMG G G G C C G G0.238-0.2860.11153.49-0.192-92.52115.37137.81（2）Q QQ Q-0.095i i i i0.286_0.143-75.32&JL4228.11-113.37-62.90(J Q Q QQ (J-0.0480.226-0.3210.194-38.05q180.26-254.49153.80&Q Q Q Q-0.0951 1 II-75.320.175-0.2864*工4A_25.11138.74-226.744 Q0.0

11、480.274-0.17838.05q-U-218.54-141.12-59.72U LH-0.131-0.14334 62-103.86-72.41-113.37cUB&k-Mk-or .u匕最不+343.48-251.18116.39-167.84利荷+295.63-392.3207.29-130.57載組+140.48-213.13192.23-319.26合+333.91-278.93-6.23-54.47+80.75-241.67125.9-205.89最大值343.48-392.3207.29-319.26表8主梁剪力計(jì)算序號計(jì)算簡圖二山，I , 端交座第二支座中間支座KVAinK

12、VBexKVBinKVCexKVCinW C G CII uC G C1 II0.714-1.286-93.891.09579.95-0.9050.905L4jcqf 52.13-66.0766.07（2）QQQIIIIQII0.857-1.1430.0480.0485.770.952MJLJiL官 102.94-137.305.77114.350 I(HQ Q H0.679-0.726-87.21-0.107-0.726-0.107巨-u.二.81.56-12.85-87.21-12.85&CI cQ Cif-0.095卜-11.41-1.191.19-1.191.19-142.94142.

13、94-142.94142.94q工昔00.8220.22627.15-0.06-7.210.22627.15-0.06q=ab 98.74-7.2LJ L u-0.131-1.0130.17821.38-1.0130.178B&U-mk-J-15.74-121.68-121.6821.38最不利荷+155.1-231.285.7-71.84180.4+133.7-181.192.8-153.378.92-319.16載組合+&63.5-236.8222.9-209.0209.+150.-66.7472.7-38.958.9+36.3-215.6101.3-187.887.5最大值155.-23

14、6.8222.9-209.0209.圖8主梁的彎矩包絡(luò)圖及剪力包絡(luò)圖孫3.&207,9-2QP.Q-92.05-235.K+3）截面承載力計(jì)算主梁跨截面按T形截面計(jì)算，其翼緣計(jì)算寬度為:b = 31 = 3 x 6600mm = 2200mm s1 c 0)0.0350.3760.0210.300E = 1 -2a s0.0360.5020.0210.368As fA =叫 bhj f )1932.12703.61127.02080.1選配鋼筋2q22+2q25222+425222+225222+425實(shí)配鋼筋面積/mm 21960272019602720表9主梁斜截面承載力計(jì)算截面端支座側(cè)離

15、端第二支座外側(cè)離端第二支座側(cè)中間支座外側(cè)、側(cè)V/kN155.1-236.8222.9209.0457.41423.94423.9423.940.25。fbh /kN c c 0VV4VV136.68126.68126.6126.680.7f bh0/kNVV8Vl/35=62.9mm.根據(jù)規(guī)要求，可以不作繞度驗(yàn)算。2）次梁裂縫驗(yàn)算截面1B2CM =a (g + q )l 2 km kk o(kN .m)95.51-95.5162.90-71.89As(mm2)774.4968.4505.7693.1b =k (Mpa) sk 0.87A h341.6290.7344.5305.7AP廣苛te0.020.020.010.021 1 0.65 fW = 1.1 一APtebk0.980.960.860.96l = 1.9c + 0.08d / p (min) 127.5127.5191.5111.5=2.1W sl (mm)maxE m0.30.30.30.23）主梁裂縫及繞度驗(yàn)算截面1B2CM = (a g 12 +a q 12) kml k 0ml k 0kN.m