某多層框架建筑樓面板的配筋計算

1、樓面板的配筋計算板的計算簡圖如下:圖1板的計算簡圖板厚為120m m,樓面及屋面荷載參見荷載統(tǒng)計計算。 采用塑性理論進行計算?；炷粒?C30( fc =14.3N/mm恒載標準值2 2g =1.2 6.59kN/m =7.91kN/m)26.59kN /m恒載設計值鋼筋：HPB335級(fy =300N/mm2)主梁尺寸：b h = 300mm 600mm次梁尺寸：b h = 250mm 500mm 1屋面板配筋1.1荷載計算活載標準值22.0kN /m活載設計值q =1.3 2.0kN/mM yhmix =0.7mx M x = M x = ：l0ymx = 12.6mxM y = M y

2、 二：l0xmx - 1.862mx帶入基本公式，由于區(qū)格板A四周與梁連接，內力折減系數(shù)為0.8 5.47mx 2 0.7mx 2 12.6mx =2.6kN/m2合計：2p = g q = 7.91 2.6 = 10.51kN / m1.2彎矩計算區(qū)格板A計算跨度lox =3.6-0.125-0.15 =3.325ml0y = 6.6 - 0.3 = 6.3mly 6.3n =l0x 3.325=1.89 3按雙向板計算則：1=0.28 ：二 2n采用彎起式配筋，跨中鋼筋在距支座號處彎起一半，則跨內及支座塑性絞線上的總彎矩為:Mx =(ly -血ix = 5.47mxII2MX 2My M

3、x Mx My My”Pl2ox二右（3山-lox）2 1.862mx20.8 10.51 3.325(3 6.3-3.325)12mx =2.92KN mmy 二：mx =0.28mx = 0.82KN mFfr_mx 二 mx - mx =5.84 KN m my 二 my my =1.64 KN m1.3配筋計算取有效截面高度：hx = 100mm hy = 90m mAs 二M0.95 fyh0丫方向跨中：Asmy0.95 fyh00.82 1060.95 300 902=31.97mm /m支座處選用丫方向支座：ASmy64 10663.94mm2/m0.95fyh0.95 漢 30

4、0 70故 丫 方 向選用820(As = 251mm2/m)820( A, =251mm2/m)。X方向跨中：Amx2.92X106“c “2 ,A-102.46mm /m0.95 fyh00.95 300 100X方向支座：mx5.84 062As204.92mm /m0.95fyh00.95x300X00故 X 方向選用820(A 251mm2/m)， 支座處選用820( A, =251mm2/m)。1.4區(qū)格板B配筋計算：2p = g q 二 7.91 2.6 = 10.51kN / m計算跨度l0x =2.7 -0.3 =2.4mloy = 7.2 -0.3 二 6.9mn二應=更=

5、2.875 3按雙向板計算 則=g =0.12=2lex 2.4n2跨內及支座塑性絞線上的總彎矩為：M X =lymx =6.9mxM y 二:Mx =0.288mxM x = M x = -lymx 13.8mxM y = M y 二：l0xmx = 0.576mx帶入基本公式，由于區(qū)格板 B四周與梁連接，內力折減系數(shù)為0.82M2M yM y：1； (3loy2 6.9mx 2 0.288mx 2 13.8mx 2 0.576mx0.8 10.51 2.42 (3 6.9-2.4)12mx = 1.71KN mmy = : mx =0.12mx =0.21KN mFmx =mx = :mx

6、 =3.42KN mmy 二 my 二：my =0.42KN m配筋計算取有效截面高度:MAs 0.95 fyhhx = 100m m hy = 90m m丫方向跨中:Asmy0.95 fyh00.21 1060.95 300 902= 8.19mm /m丫方向支座:Asmy60.42 100.95 fyh00.95 300 902=16.38mm / m方 向選用 820(As = 251mm2/m)820( As = 251mm2/m)。X方向跨中：m1 71乂1062氏=x -.-60mm2/m0.95 fyh00.95 300 100X方向支座：F6八mx3.42102 ,As120m

7、 m / m0.95 fyh00.95 300 100故 X 方 向選用820(As = 251mm2/m)支座處選用支座處選用820( As =251mm2/m)。屋面板的配筋如下表表1屋面板配筋板截面方向MAs選用配筋實配鋼筋A跨中l(wèi) ox方向2.92102.46*8200251loy方向0.8231.97*8200251支座lox方向5.84204.92*8200251loy方向1.6463.94*8200251B跨中l(wèi)ox方向1.7160*8200251loy方向0.218.19*8200251支座l ox 方向3.42120*8200251loy方向0.4216.38*8200251

8、 2標準層樓板配筋計算2.1荷載計算恒載標準值4.33kN/m合計p 二g q =5.196 2.6 =7.8kN/m22.2彎矩計算區(qū)格板A計算跨度l0x =3.6-0.125-0.15 =3.325ml0y = 6.6 - 0.3 = 6.3m 6 31 n 0y .1.89 3按雙向板計算 則=0.28 ： =2 l0x 3.325n采用彎起式配筋，跨中鋼筋在距支座處彎起一半，則跨內及支座塑性絞線上 恒載設計值g =1.2 4.33kN / m2 = 5.196kN / m2活載標準值2.0kN /m2活載設計值q =1.3 2.0kN / m2 二 2.6kN / m2的總彎矩為：X

9、=(loy -與)mx =5.47mx43 ,1 0xmx - 0 .7 mx4-MIIIIx = - lo y mx =12.6mxy - - : l 0xmx =1.862mxM帶入基本公式，由于區(qū)格板A四周與梁連接，內力折減系數(shù)為0.82Mx 2My Mx Mx My MyfoyJox)22 5.47mx 2 0.7mx 2 12.6 mx 2 1.862 mx0.8 7.8 3.325(3 6.3-3.325)12mx =2.17 KN mmy = : mx = 0.28mx =0.61KN mFJfmx = mx = :mx =4.34KN mmy =my 八 my =1.22 KN

10、 m2.3配筋計算取有效截面高度：hox = 100m m, hy = 90m mM As0.95 fyh06丫 方向跨中：As = my- 0.61 10-23.78mm2/m支座處選用O.95fyh00.95漢 30070丫方向支座：6my1.22漢102As47.56mm / m0.95fyh00.95 300 90820( As = 251mm2 / m)，向選用故 丫 方820( As =251mm2/m)。X方向跨中：八mx2.17H06” 一2,As76.14mm /mO.95fyh00.95 300 100X方向支座：Amx5.84 06 2 ,As152.28mm /m0.9

11、5fyh00.95 300 100支座處選用故 X 方 向選用820(As = 251mm2/m)820(人=251mm2/m)。624區(qū)格板B配筋計算：2p=g q=4.33 1.2 1.3 2.5=8.45kN/m計算跨度l0x =2.7 -0.3 =2.4m10y = 7.2 0.3 = 6.9ml 6 91n = 0y = . =2.8753 按雙向板計算 貝= p = 0.12 0=2 bx 2.4n跨內及支座塑性絞線上的總彎矩為：M x =lymx =6.9mxM y = ： l0xmx =0.288mxM x = M x - - l0ymx =13.8mxM y = M - -

12、l0xmx = 0.576mx帶入基本公式，由于區(qū)格板 B四周與梁連接，內力折減系數(shù)為 0.82 Pl ox2Mx 2My Mx Mx My My 匯(3loy-lox)122 6.9mx 2 0.288mx 2 13.8mx 2 0.576mx0.8 8.45 2.42 (3 6.9 -2.4)12mx =1.38KN mmy = ： mx = 0.12mx = 0.17KN mmx 二 mx 二：mx =2.76KN mFJft_my 二 my 八my = 0.34KN m配筋計算取有效截面高度：hx = 100mm, hy = 90m m“ MAs =0.95 fyh0丫方向跨中：As

13、二my17 106.63mm2/m0.95fyh。0.95 300 90丫方向支座：my0.34 X1062As13.26 mm / m0.95 fyh00.95 300 90故 丫 方向選用820(A 251mm2/m), 支座處選用820( As = 251mm2/m)。X方向跨中：amx1.38燈06“加2 /As48.42mm / m0.95 fyh。0.95 300 100X方向支座： 6八mx2.76S0cc 2,As-96.84mm /m0.95 fyh00.95 300 100故 X 方向選用820(A 251mm2/m), 支座處選用820(乓=251mm2/m)。樓面板配筋表6-