單向板的計(jì)算

1、單向板肋梁樓蓋的計(jì)算書小組成員：紀(jì)昌建 陳安羽 李立斌 舒海鵬 姜慶濤 羅斌時 間 ：2011/12/22一、板計(jì)算根據(jù)題意可得：混泥土為C35 f=19.1Kn/mm f=1.71 Kn/mm 板厚：>=80mm>=(1/40)L”=55mm 取80mm次梁：h=(1/121/18)L=(525350) h取400mm b=(1/21/3)h=(200133.3) b取150mm主梁：h=(1/81/14)L=(825471) h取600mm b=(1/21/3)h=(200133mm) b取200mm荷載計(jì)算 連續(xù)板的計(jì)算簡圖 80mm鋼筋混凝土：24*0.08=1.92 25

2、mm水泥砂漿攪拌面：20*0.025=0.5 20mm厚混合砂漿拌灰：17*0.02=0.34 15mm厚混合砂漿抹灰：17*0.015=0.255 活荷載：q=4.8 恒荷載：1.92+0.5+0.34+0.255=3.0151） 由可變荷載控制的組合q+g=(1.3*4.8+1.2*3.015)=9.862） 由永久荷載控制的組合q+g=(1.35*3.015+1.3*4.8*0.7)=8.44 荷載組合值取由可變荷載控制的較大值g+q=9.86板的計(jì)算跨度 中間跨;l=l=2200-150=2050mm 邊跨：l=l+h/2=(2200-75-120)+80/2=2045mm <=

3、l+a/2=2005+60=2065mm 故取l=2045mm中間跨與邊跨的高度差(2050-2045)/2200=0.227%<10%,可按等跨連續(xù)板進(jìn)行計(jì)算連續(xù)板受力簡圖板的彎矩計(jì)算邊跨中B支座第二跨中中間支座彎矩系數(shù)1/11-1/111/16-1/143.73-3.732.59-2.96截面配筋計(jì)算截面B、CM/kN*m3.73-3.732.59（2.072）-2.96（2.368）0.0620.063（0.034）0.043（0.039）0.0490.0640.0650.044（0.043）0.025<0.1 取0.1(0.020)<0.1 取<0.130531

4、0210119實(shí)配鋼筋/mm邊板帶6/8130=3028/160=3146/8150=2626150=189中間板帶6/8130=3028/160=3146/8150=2626150=189二、次梁計(jì)算次梁計(jì)算簡圖連續(xù)板傳來的荷載 9.86KN/m次梁自重 25*0.2*（0.4-0.08）=1.6KN/m次梁粉刷 1.7*0.002*（0.4-0.08）*2=0.2176KN/m恒荷載標(biāo)準(zhǔn)值 11.68KN/m活荷載標(biāo)準(zhǔn)值 4.8*2.2=10.56KN/m可變荷載效應(yīng)控制組合 g+q=1.2*11.68+1.3*10.08=27.12KN/m永久荷載效應(yīng)控制組合 g+q=1.35*11.6

5、8+0.7*1.3*10.08=24.94KN/m中間跨 =6300-200=6100mm邊跨 =（6300-120-100）+240/2=6200 mm 故邊跨取 6200mm （6200-6100）/6200=1.56%<10% 故可能用等跨連續(xù)梁計(jì)算內(nèi)力次梁受力簡圖次梁彎矩計(jì)算截面邊跨中B支座中間跨中中間支座彎矩系數(shù)1/11-1/111/16-1/141/11*27.12*6.2*6.2-1/11*27.12*6.2*6.21/16*27.12*6.1*6.1-1/14*27.12*6.1*6.1(KN*m94.77-94.7763.07-72.08次梁剪力計(jì)算截面邊支座B支座左B

6、支座右中間支座剪力系數(shù)0.450.60.550.550.49*27.12*6.08*6.080.6*27.12*6.08*6.080.55*27.12*6.1*6.10.55*27.12*6.1*6.1KN74.2098.93.90.9990.99截面承載計(jì)算次梁跨中按T形截面計(jì)算 b取2100m梁高 h=400mm mm翼緣厚 次梁正截面受彎承載力計(jì)算截面1B2CM/kN*m94.77-94.7763.07-72.08b或210015021001500.0210.2920.01380.2220.0210.3550.01380.2548841067581764選配鋼筋225322220225實(shí)

7、配鋼筋A(yù)s9851140628982次梁斜截面受剪承載力計(jì)算截面AinBexBinCexCinV/kN74.2098.9390.99225.45>V225.45>V225.45>V59. 3<V59. 3<V59. 3<V =0.132 =0.352 =0.282實(shí)配箍筋雙肢100雙肢100雙肢100配箍筋率0.12%<0.37%0.12%<0.37%0.12%<0.37%三、主梁計(jì)算主梁計(jì)算簡圖1.次梁恒載 11.68*6.3=73.58KN 主梁自重 24*0.2*（0.45-0.08）*2.2=4.08KN 主梁粉刷 17*（0.45

8、-0.08）*0.015*2.3*2=0.43KN g=73.58+4.08+0.43=78.09KN 由次梁傳來的荷載：q=10.56*6.3=66.528KN 組合：1.2*78.09+66.528*1.3=180.19KN2.內(nèi)力計(jì)算計(jì)算跨度：邊跨 l l=1.025 +b/2=6.637m< Ln+a/2+b/2=6.665m 中跨 l =6.6m-0.4m=6.2m l = l +b=6.2+0.4=6.6m 跨度差: （6.637-6.2）/6.6=0.61%<10% 可接連續(xù)板計(jì)算 M= 剪力V=中間跨與邊跨的平均跨度：（6.64+6.6）/2=6.62邊跨： =93

9、.71*6.64=622.23KN*m =86.49*6.64=574.29 KN*m中間跨： =93.71*6.6=618.49 KN*m =86.49*6.6=570.83 KN*m支座B： =93.71*6.62=620.36 KN*m =86.49*6.62=572.56 KN*m主梁的彎矩計(jì)算序號計(jì)算簡圖邊跨距內(nèi)中間支座中間跨內(nèi)中間支座=-16.99最不利荷載組合+317.79-241.79-34.48+126.55-241.79155.61+283.33-343.71(-216.6)138.48-217.1+134.81-216.6138.48-344.21(-217.1)主梁剪力

10、計(jì)算荷載簡圖K/VK/VK/V+113.59-216.8193.71+128.28-232.12199.4+60.99-126.43161主梁正截面受彎承載力計(jì)算截面邊跨跨內(nèi)中間支座中間跨內(nèi)中間跨跨內(nèi)M/（KN*m）317.79-343.71155.61-34.48s=M/(1fcbh02)0.0290.3810.0140.043=1-0.0290.5120.0140.044As=16672470805212選配鋼筋7762實(shí)配鋼筋面積A=1781A=2661A=923A=226主梁斜截面受剪承載力計(jì)算截面邊支座A邊支座B（左）B支座（右）V/KN128.28232.12199.40.25cfcbh0/kN467.6>V434.2>