地下室擋土墻側(cè)壁計(jì)算(消防車道)

1、 地下室側(cè)壁計(jì)算書條件：、土質(zhì)參數(shù):容重Y=18kN/mm,浮容重丫=llkN/mm,靜止土壓力系數(shù)Ko=0.50,設(shè)防水位標(biāo)高H3=-4.7mm；(在負(fù)一層)2、地下室參數(shù):覆土層厚hl=0.00mm,地下一層層高Ll=3.50mm,地下二層層高L2=3.90mm；地面堆載p=10kN/mm,側(cè)壁厚度：地下一層dl=250mm；地下二層d2=300mm；臨水面保護(hù)層為30mm；3、材料參數(shù)：混凝土強(qiáng)度等級(jí)為C30,fc=14.3N/mm,鋼筋抗拉強(qiáng)度為fy=360N/mmql=KoXp=0.50X10=5.00kN/mmq2=KoXYX(hl+h2+h3)=0.50X18X4.7=42.30

2、kN/mmq3=KoXyXh4=0.50X11X2.7=14.85kN/mmq4=YwXh4=10X2.7=27.00kN/mm計(jì)算：1、荷載計(jì)算，土壓力按靜止土壓力計(jì)算全國民用建筑工程設(shè)計(jì)技術(shù)措施2.6.2堆載折算為土壓力地下水位以上土壓力地下水位以下土壓力水壓力qC=q1+KoXyXh1=5.00kN/mmqB=q1+KoXyX(h1+h2)=36.50kN/mmqA=q1+q2+q3+q4=89.15kN/mm2、彎距計(jì)算，按多跨梁彎距分配法支座彎距調(diào)幅計(jì)算，頂點(diǎn)按鉸支座,其余按固支座,按靜力計(jì)算手冊(cè)計(jì)算Mcb=0；Mbc=1.35X(7XqC+8XqB)XL1/120=45.06kN.

3、mMba=1.35XqBXL2/12=62.46kN.mMab=1.35X(qA-qB)XL2/20+Mba=116.51kN.m彎距分配：C點(diǎn)：八、B點(diǎn)：A點(diǎn):截面：1000X2501000X300線剛度i=I/L：372.02576.92分配系數(shù)p:0.39；0.61；0固端彎距：-45.06；+62.46；-116.51開始分配：-6.82；-10.5700；0-5.29支座彎距：工=-51.88；工=51.88工=-121.803、強(qiáng)度計(jì)算：支座調(diào)幅后mb=0.80X51.88=41.51kN.m；ma=0.80X121.80=97.44kN.m根據(jù)規(guī)范公式7.1.4:gb=0三1+3

4、60*20000X(0.0033y30-50X100000)=0.5283根據(jù)規(guī)范公式7.2.1-1：受壓區(qū)高度x=ho-V(ho-2*M/a1/fc/b)x1=220-V(220-2X42X1000000/1.0/14.3/1000)=13.61mmgbXho=116.23mmx2=270-V(270-2X97X1000000/1.0/14.3/1000)=26.54mmgbXho=142.64mm根據(jù)規(guī)范公式7.2.1-2：縱向受拉鋼筋A(yù)s=a1XfcXbXx/fyAs1=1X14.3X1000X13.61/360=541mmAs2=1X14.3X1000X26.54/360=1,054m

5、m4、裂縫計(jì)算：彎距標(biāo)準(zhǔn)值：Mk1=52/1.35=38kN.m；Mk2=122/1.35=90kN.m實(shí)配鋼筋為：負(fù)一層14120鋼筋面積As1=1,283mm實(shí)配鋼筋為：負(fù)一層20150鋼筋面積As1=2,094mm帶肋鋼筋的相對(duì)粘結(jié)特性系數(shù)U二1.0矩形截面受彎構(gòu)件，構(gòu)件受力特征系數(shù)acr=2.1對(duì)矩形截面的受彎構(gòu)件：Ate=0.5XbXh負(fù)一層：負(fù)二層負(fù)一層負(fù)二層Atel=0.5X1000X250=125000mmAte2=0.5X1000X300=150000mmpte1=As1/Ate1=1,283/125000=0.0103pte2=As2/Ate2=2,094/150000=0

6、.0140縱向受拉鋼筋的等效應(yīng)力Osk=Mk/(0.87XhoXAs)負(fù)一層負(fù)二層鋼筋應(yīng)變不均勻系數(shù)負(fù)一層負(fù)二層最大裂縫寬度sk1=38X1000000/(0.87X220X1,283)=157N/mmsk2=90X1000000/(0.87X270X2,094)=183N/mm屮=1.1-0.65Xftk/pte/Osk屮1=1.1-0.65X2.01/0.01/157/=0.2867屮2=1.1-0.65X2.01/0.01/183/=0.5898Wmax=acrX屮XoskX(1.9Xc+0.08Xdeq/pte)/Es負(fù)一層：Wmax1=2.1X0.2867X157X(1.9X30+0.08X14/0.01)/200000=0.10mm負(fù)二層：Wmax2=1.9X0.5898X183X(1.9X30+0.08X20/0.01)/200000=0.20mm附圖一：廣州市院擋土墻計(jì)算軟件強(qiáng)度、裂縫結(jié)果F二lDWm+maH=A.90mr=13.0Wm3出二刊舉匚二5.OHIM2世下第1慝.EtSH3.5Um備I5h二350rnTifc二匚咒