企業(yè)管理人防計(jì)算

1、人防計(jì)算書(shū)荷載靜荷載頂板自重：（板厚500mm） 250.5=12.5 KPa覆土自重重：（覆覆土厚度度8000mm） 2000.8=16.0 KPPa qq靜標(biāo)=12.5+116.00=288.5 Kppa側(cè)墻土壓壓力：活荷載1、平時(shí)時(shí)荷載 取取20TT汽車(chē) 查查簡(jiǎn)明明設(shè)計(jì)手手冊(cè) 均均布?jí)毫α?PP=411.1 KPaa 動(dòng)力力系數(shù)KK=1.0 頂頂板荷載載 q車(chē)標(biāo)標(biāo)=1.0041.1=441.11 KKpa側(cè)墻荷載載2、戰(zhàn)時(shí)時(shí)荷載（沖擊波波荷載） 本本工程為為五級(jí)人人防工程程，地面面超壓峰峰值取Pm=0.1Mppa，核核爆當(dāng)量量取155萬(wàn)噸。 （1）壓壓縮波峰峰值壓力力 Phh=11-h(

2、1-)/cc1t02Pm(規(guī)規(guī)范式式-55.4.3-11) 查規(guī)范表5.4.22-1 c0=2000m/s (粉質(zhì)粘粘土) c=2=0.1 cc1= cc0/c=2000/22=1000m/s hh=0.8m 查規(guī)范表5.4.11 tt02=00.799 經(jīng)計(jì)計(jì)算得 Ph=0.0099MMPa=99KKPa （2）結(jié)結(jié)構(gòu)動(dòng)荷荷載a.頂板板Pc11=k Ph(規(guī)規(guī)范式式-55.5.2-11) 查規(guī)范表5.10.4 頂板允允許延性性比=33.0 查規(guī)范表5.5.44 結(jié)構(gòu)不不利覆土土厚度 hmm=3.3933m 查規(guī)范表5.5.33 頂板綜綜合反射射系數(shù) K=1.004 經(jīng)計(jì)計(jì)算得 Pc11= k

3、k Phh=1.0499=1033 KPPab.側(cè)墻墻Pc22=Pc(規(guī)規(guī)范式式-55.5.2-22) 查規(guī)范表5.5.22 側(cè)壓壓系數(shù) =0.5（可可塑粘性性土） 經(jīng)計(jì)計(jì)算得 Pc2=Pc =00.599=49.5 KKPac.底板板Pc33=Pc1 (規(guī)范式-5.55.2-3) 查規(guī)范P433 =0.7 經(jīng)計(jì)計(jì)算得 Pc33=Pc1 =00.71033=722.1 KPaa（3）結(jié)結(jié)構(gòu)等效效靜荷載載a.頂板板q1=Kd11Pc1 (規(guī)范范式-5.10.3-11) 查查規(guī)范范表55.100.6 KKd1=11.188經(jīng)計(jì)算得得 q11=Kd11Pc1=11.1881033=1221.88 K

4、PPab.側(cè)墻墻q2=Kd22Pc2 (規(guī)范范式-5.10.3-22) 查查規(guī)范范表55.100.6 KKd2=11.077經(jīng)計(jì)算得得 q2=Kd22Pc2=11.07739.6=442.44 KPPac.底板板q3=Kd33Pc3 (規(guī)范范式-5.10.3-22) 查查規(guī)范范表55.100.6 KKd3=11.000經(jīng)計(jì)算得得 q3=Kd33Pc3=11.00072.1=772.11 KPPa三、荷載載組合頂板 （11）平時(shí)時(shí)（靜荷荷載+汽汽車(chē)荷載載） qq平= qq靜+ qq車(chē)=1.228.5+11.441.1=991.775 KPaa （2）戰(zhàn)時(shí)（靜荷載載+戰(zhàn)時(shí)時(shí)等效靜靜荷載）q戰(zhàn)=0

5、(G SGKK+Q SQKK)=11.0 (11.228.5+11.01211.8)=1556 KPaa2、側(cè)墻墻平時(shí) 汽車(chē)車(chē)荷載產(chǎn)產(chǎn)生的土土壓力遠(yuǎn)遠(yuǎn)小于戰(zhàn)戰(zhàn)時(shí)荷載載，故省省略計(jì)算算。戰(zhàn)時(shí)（靜靜荷載+戰(zhàn)時(shí)等等效靜荷荷載） 等效效均布靜靜荷載（土壓力力） q靜靜=1.22(699.53.44720.998+443.991.33923.006)12/4.4454=399.7 KN/m q戰(zhàn)= qq靜+ qq2=399.7+42.4=882.11 KKPa3、臨空空墻 查規(guī)規(guī)范表表5.99.1 qq戰(zhàn)=3000 KPaa頂板計(jì)算算（戰(zhàn)時(shí)時(shí)）本工程采采用板柱柱體系，頂板厚厚度取hh=5000mmm，柱

6、距距為7.2m7.22m，圓圓柱直徑為DD=6000mmm，材料料選用CC30混混凝土，HRBB3355-級(jí)鋼。ftd =1.4431.55=2.1455N/mmm2fcd =14.31.55=211.455N/mmm2fyd =1.3353000=4005N/mm22柱帽尺寸寸設(shè)計(jì) 取hn=5000mmhk=11.5hhn=1.555000=7550mmmc=0.3l/2=00.372000/22=10080mmm取c=111000mma0.35ll/2=0.33572000/22=12260mmm取a=113000mm板、柱帽帽的有效效高度hon=5000-255-100=4665mmmh

7、ok=7500-300-100=7110mmm截面內(nèi)力力計(jì)算及及配筋1抗沖沖切驗(yàn)算算 Fl0.665fttdUmh0驗(yàn)算頂板板處沖切切Fl=KKqllxly-4(ax+honn)(aay+honn) =11.115667.22-4(1.30+0.4465)2 =667577.5 KNNUm=44(axx+ aay+honn) =44(13300+13000+4465) =1122660 mm0.655ftddUmh0=0.652.11451222604655=79948.5KNNFl=67757.5KNN 滿(mǎn)足要要求 2）驗(yàn)算柱柱帽變截截面處沖沖切Fl=KKqllxly-4(X+hhok)(Y

8、+hhok) =11.11566.07.222-4(0.85+0.7710)2 =772255.3 KNNUm=44(X+ Y+hokk) =44(8550+8850+7100) =996400 mmm0.655ftddUmh0=0.652.1145964407100=95542.8 KKNFl=72114.66 KNN 滿(mǎn)足要要求2.抗彎彎計(jì)算 設(shè)墻墻厚b=4000mm，墻高HH=47750mmm，頂頂板厚hh=5000mmm，l00=l-2c/3=66.333m。 i墻墻=I墻/H=7.220.443/(1124.775)=0.0008008 i板板=I板/ ll0=7.20.553/(1

9、126.333)=0.0011885 i墻墻/ ii板=0.6822 查人防手手冊(cè) 圖 122-6 得 =1.27 =1.48 =0.37總彎距為為 MM0=0.1255ql22xly1-4c/(3llx)2 =46115.11 KKNM0.8MM1=-00.80.55 M00=-00.80.5546115.11=-118466.0 KNM0.8MM2=0.80.22 M00=0.80.2246115.11=7338.44 KNNM0.8MM3=-00.80.115M00=-00.80.11546115.11=-5553.8 KKNM0.8MM4=0.80.115 MM0=0.80.11546

10、115.11=5553.88 KNNMM5=-0.55M0=-00.51.22746115.11=-229300.6 KNM M66=0.22M0=0.221.44846115.11=15502.7 KKNMM7=-0.115M0=-00.1551.22746115.11=-8879.2 KKNM M88=0.17M0=0.171.44846115.11=11161.2 KKNMMk1=-0.5M0=-00.50.33746115.11=-8853.8 KKNMMk3=-0.15M0=-00.1550.33746115.11=-2256.1 KKNMM1=-0.1M0=-00.146115.1

11、1=-4461.5 KKNM MM2=0.05MM0=0.0546115.11=2330.88 KNNMM3=-0.22MM0=-00.22246115.11=-110155.3 KNMM4=0.112M00=0.1246115.11=5553.88 KNNM MM6=0.38MM6=0.3815002.77=5771.00 KNNMM8=0.775M88=0.7511661.22=8770.99 KNNMMk9=-0.75 Mk3=-00.7552566.1=-1992.11 KNNMMk100=-00.388 Mkk1=-00.3888533.8=-3224.44 KNNM位置M(KNM)

12、ho(mm)s=M/Bhh20fcdAS=Bh00fcd/fyd(mmm2)配筋配筋率M1-18446.007100.04470.044918277.7202000+164000M5-29330.660.07750.077829466.4202000+20200M2738.44650.04440.044511144.3202000M3-5533.80.03330.0334830.9202000M4553.80.03330.0334830.9202000M615022.70.09900.099423266.3202000+16200M7-8799.20.05530.055413322.92020

13、00M811611.20.07700.077217733.2202000+164000Mk1-8533.80.05510.055312933.3202000Mk3-2566.10.01150.0115380.7202000M1-4611.50.05550.055714033.8202000M2230.80.02280.0228690.5202000M3-10115.330.06610.066315466.1202000M4553.80.03330.0334830.9202000M6571.00.06680.077117466.4202000+164000M8870.90.05520.05541

14、3199.9202000Mk9-1922.10.01120.0112285.0202000Mk100-3244.40.03390.0440976.3202000配筋說(shuō)明明： 11.構(gòu)造造配筋 Ass=minnbh=0.255%100005000=12250 mm22 取202000 AAs= 115700 mmm2 22.帶 “”者B=1.88M，其其余B=3.66M。 表中中計(jì)算結(jié)結(jié)果為每每米配筋筋量。 3.考慮穹穹頂效應(yīng)應(yīng)的影響響，中間間區(qū)格的的計(jì)算彎彎距M11M4均乘以以系數(shù)00.8。柱計(jì)算（戰(zhàn)時(shí)）荷載頂板 1156.07.222=80087.0 KN柱帽重 2552.6620.2251

15、.22=500.7 KNN柱自重 2553.1140. 30225.331.22=455.0 KNN PP=81182.7 KNN承載力計(jì)計(jì)算N(Acfcd+AAsfyd)式中 =1.0 Acc=1/4d2=28827443 mm22 fcdd=144.31.550.88=177.166 NN/mmm2 (規(guī)范55.111.6規(guī)規(guī)定) fydd=4005 N/mmm2As(81882.77103-177.16628227433)/4405=82224 mm22取1725 Ass =883477 mmm2且 Ass =883477 mmm23Ac=84482 mm22柱箍筋采采用82200，加密

16、區(qū)區(qū)為81100。柱計(jì)算（平時(shí)）荷載頂板 991.7757.222=47756.3 KN柱帽重 2552.6620.2251.22=500.7 KNN柱自重 2553.1140. 30225.331.22=455.0 KNN PP=48852.0 KNN承載力計(jì)計(jì)算N(Acfc+Asfy)式中 =1.0 Acc=1/4d2=28827443 mm22 fc=144.3 N/mm22 fy=3000 N/mmm2As(48552.00103-144.328227433)/3300=26559.99 故柱按戰(zhàn)戰(zhàn)時(shí)配筋筋墻體計(jì)算算（戰(zhàn)時(shí)時(shí)）荷載豎向荷載載頂板荷載載：15563.66=5661.66

17、KN/M加腋自重重：(00.4+1.22)0.33/2251.22=7.2 KNN/M墻體自重重：0.44.445251.22=533.4 KNN/M q豎=5561.6+77.2+53.4=6622.2 KN/M水平荷載載q戰(zhàn)= q靜+ q2=399.7+42.4=882.11 KKpa內(nèi)力計(jì)算算 截面面尺寸(mm): 1100004000計(jì)算長(zhǎng)長(zhǎng)度(mm): 44.455m砼強(qiáng)度等等級(jí): CC30 fcd =14.31.550.88=177.166N/mmm2縱筋級(jí)別別: HRBB3355-fyd =1.3353000=4005N/mm22彎矩Mxx(kNN.m): 81.24.4452/

18、122=134.000 KNNM軸力N(kN): 6222.200 KKN 剪力力V (kN): 1180.67 KNN三、 承承載力計(jì)計(jì)算經(jīng)計(jì)算受拉邊縱縱筋: As=6366 mmm2 minnbh=0.2%100004000=8000 mmm2受壓邊縱縱筋: As=8000 mmm2 Fl=36639 KN 滿(mǎn)滿(mǎn)足要求求 4.配筋計(jì)計(jì)算M=1/24(b-bb)2 (22l+bb)(FF-G)/A =11/244(5.0-00.6)2 (225.00+0.6)(48852+18.81.00-188.81.001.335)/25 =16557.33 KKNMAs=MM/(00.9ffy hh0

19、)=116577.3106/(0.930009500)=664611 mmm2采用1161150 As=67700 mm22柱下基礎(chǔ)礎(chǔ)設(shè)計(jì)：（XJJ-2）一、荷載載：柱傳荷載載 FF= 448522.0 KKN二、確定定基底面面積及配配筋1地基基承載力力 ffa=2224.00 KKPa2. 確確定基底底面積 AAF/(f-0 d)= 448522/(2224-18.81.00)=223.66m2 取B=4.006.00=244m23.抗沖沖切驗(yàn)算算 FFl0.77 hpftamh0基底凈反反力 q=448522/244=2002.22 KPPa沖切破壞壞錐體有有效高度度 h0=hh-ass=

20、10000-50=9500mm 沖切切破壞錐錐體截面面的短邊邊長(zhǎng)btt=6000mmm 沖切切破壞錐錐體截面面的長(zhǎng)邊邊長(zhǎng)bbb=(9950+3000)2=225000mm沖切破壞壞錐體斜斜截面的的h0/2處處周長(zhǎng)UUm=4(6000+9950)=62200mmmhp=0.9983 Fll=F- b22b q=48552-22.5222022.2=35888 KKN 0.7 hpftamh0=0.70.99831.443620009500=57796 KNFl=35588 KN 滿(mǎn)滿(mǎn)足要求求 4.配筋計(jì)計(jì)算M1=11/244(b-b)2 (22l+aa)(FF-G)/A =11/244(6.0-00.6)2 (224.00+0.6)(48852+18.81.00-188.81.001.335)/24 =21115.33 KKNMAs1=M1/(00.9ffy hh0)=221155.3106/(0.930009500)=882477 mmm2采用2201150 As=83373 mm22M2=11/244(l-a)2 (22b+bb)(FF-G)/A =11/244(4.0-00.6)2 (226.00+0.6)(48852+18.81.00-188.81.001.335)/24 =12225.33 KKNMAs2=M2/(00.