噴錨支護計算書

1、計算公式和系數(shù)等取自建筑施工計算手冊（第二版）173頁本工程計算參數(shù)：土方為粉質粘土，重度Y =19.70KN/M 3內按摩角4=20° ,粘 聚力C=28.50Kpa地基承載力特征值fak=144Kpa,基坑開挖高度H=7.80米,土釘傾角8是10度，0水平間距1米，sy豎向間距，取1.5米，土方側壓力 P= *1=28.50+ (19.70X 7.8)=0.185>0.05前于河>0.05的粘土和-V汨,京)加Ka=0.406, /天=0.637= =0.406X 1-(2X 28.50戶(19.70X 7.80)X (1 + 0.637)X 19.70X 7.80=

2、0.406X 1-(57+ 153.66)X 1.569X 153.66=26.20KN/M23 " 4=0.406X 10=4.06 KN/M2=30.26KN/m2士釘所受的拉力N (由上而下1-4道拉桿)工=1N 1-4=(1 + cos OX pSxSy=(什 cos10)x 30.26X 1.00X 1.50=(1 + 0.9848 X 30.26X 1.00X 1.50=46.09KNN5=(1 + cospSxSy=(1+ cos10)x 30.26X 1.00X 0.30=9.21KN土釘墻安全系統(tǒng)Fsd=1.30土釘在破壞面一側伸入穩(wěn)定土體中的長度la NLa=(1

3、.30X 46.09戶(3.14X 0.1X50)=59.917+ 15.70=3.81mLas=(1.30X9.21)+ (3.14X 0.1X 50)=11.97貨 15.70=0.76m l5=tan(86-45+4.70/2) 乂 0.30= tan38.65< 0.30=0.7997< 0.30=0.239m l4=tan(86-45+4.70/2)義 1.80= tan38.65< 1.80=0.7997< 1.8=1.44m l3=tan(86-45+4.70/2)義 3.30= tan38.65< 1.80=0.7997< 3.30=2.64

4、 m l2=tan(86-45+4.70/2)義 4.80= tan38.65< 4.80=0.7997< 4.80=3.8356m l產tan(86-45+4.70/2)義 6.30= tan38.65< 6.30=0.7997< 6.30=5.00m L=Ln+LaL5=0.76+0.239=0.999=1.00mL4=1.44+3.81=5.25=5.5mL3=2.64+3.81=6.45=6.50mL2=3.84+3.81=7.65=8.00mL1=5.00+3.81=8.81=9.00m土釘墻鋼筋直徑d鋼筋采用 HRB335,?。?y=335N/mm2山式(2

5、 195) FNf. J "二八，嚇得*d=V (4 X 1.3X 44.7X 1000)+ (1.1 X 3.14 X 335)= V (232440+ 1157.09)=V 200.88=14.17mm用16鋼筋邊坡噴碎面層計算在土體自重及地表均布荷載 Q作用下，噴碎面層所受的側向土壓力為p, = 0. X 0. 5 + -) Pi 7PLP01=0.70X 0.50+(1.5-05戶 5X 26.20=0.70X 0.50+0.20X 26.20=12.838KN/M2P0=1.2X (12.838+4.06 =20.2776 KN/M2按四邊簡支板形式配制鋼筋：lx/ly=1

6、/1.5=0.666查簡支雙向板系數(shù)：W=0.007753 Kx=0.069732 Ky=0.02785Qx=1.4 X 20.2776=28.388KN/m必二 R”1 =0.0697X 28.388X 100C2=19.78X 105KN.mm計算選筋：AI # _ M?c=11.9(C25碎)噴射碎面厚度為100mm,貝U h0=80mmas=(19.78x 105)-(11.9X 1000X 802)= (19.78X 105)+ (76160X 1000) =0.0259查表'=0.9875,采用 HRB235鋼筋，? y=210N/mm 2As=(19.78X 105)+(

7、80X 0.9875X 210)= (19.78X 105)-16590=119.19mn2采用6200 (141mm2)豎向配筋Qy=20.2776X 1.0=20.2776KN/M=0.0279X 20.2776X 1500X 1500=12.73X 105N.mmAs= 12.73X 105+(80X 0.9905X 210)= 12.73X 105-16640.4=76.5mr2采用6200 (141mm2)邊坡穩(wěn)定性驗算設土體墻寬度5m （按墻寬一般取基坑深度的0.4-0SK'H>1.2F1= (7.8X 5X 19.7+5X 10) X tan20° =(768.3+50)X 0.3639=304.32KNE N=46.09X 4+9.21=193.57KNK1=F1 + E N=304.32+ 193.57=1.572> 1.2所以邊坡穩(wěn)定?？箖A覆驗算:土的自重平衡力矩:>1.3Mw=(7.8 X5X19.