巖石錨噴支護(hù)設(shè)計(jì)計(jì)算書

巖石錨噴支護(hù)設(shè)計(jì)計(jì)算書計(jì)算根據(jù)：1、《建筑基坑支護(hù)技術(shù)規(guī)程》JGJ120-2、《建筑邊坡工程技術(shù)規(guī)范》GB50330-3、《建筑施工計(jì)算手冊(cè)》江正榮編著一、設(shè)計(jì)簡(jiǎn)圖巖石錨噴支護(hù)設(shè)計(jì)示意圖二、基本計(jì)算參數(shù)邊坡巖體類型Ⅳ類巖質(zhì)邊坡邊坡土體重度(kN/m3)20邊坡斜面傾角(°)45邊坡頂部均布荷載（kN/m2）100邊坡高度H(m)30巖石側(cè)向壓力合力水平分力原則值Ehk(kN/m)1000邊坡工程安全等級(jí)一級(jí)邊坡邊坡工程重要性系數(shù)（ro）1.1邊坡巖體支護(hù)類型臨時(shí)性錨固地層與錨固體粘結(jié)強(qiáng)度原則值frb(kPa)300鋼筋與錨固砂漿的粘結(jié)強(qiáng)度原則值fb(MPa)2.4三、錨桿設(shè)計(jì)參數(shù)序號(hào)錨孔直徑D(m)錨固角度α(°)錨桿水平間距sxj(m)錨桿垂直間距syj(m)錨桿材料桿體直徑d(mm)錨筋或預(yù)應(yīng)力鋼絞線抗拉強(qiáng)度設(shè)計(jì)值fy(N/mm2)10.132033HRB400鋼筋2230020.112033HRB400鋼筋2230030.112033HRB400鋼筋2230040.112033HRB400鋼筋2230050.112033HRB400鋼筋2230060.112033HRB400鋼筋2230070.112033HRB400鋼筋2230080.112033HRB400鋼筋2230090.112033HRB400鋼筋22300四、巖石錨噴支護(hù)設(shè)計(jì)計(jì)算巖質(zhì)邊坡采用錨噴支護(hù)時(shí)，整體穩(wěn)定性計(jì)算及錨桿計(jì)算應(yīng)符合下列規(guī)定：第1層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.13×300.00)=1.96mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=1.96m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第2層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第3層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第4層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第5層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第6層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第7層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第8層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)范》GB50330-7.4.1中構(gòu)造設(shè)計(jì)規(guī)定第二條規(guī)定，巖層錨桿錨固段長(zhǎng)度不大于3m時(shí)，取3.00m.】第9層錨桿的計(jì)算：1、巖石壓力水平分力原則值和錨桿所受水平拉力原則值可按下式計(jì)算：ehk=Ehk/H=1000.00/30.00=33.33kN/m2Htk=ehk×sxj×syj=33.33×3.00×3.00=300.00kN2、錨噴支護(hù)邊坡時(shí)，錨桿的軸向拉力承載力原則值和設(shè)計(jì)值可按下式計(jì)算：Nak=Htk/cosα=300.00/cos20=319.25kNNa=rQ×Nak=1.30×319.25=415.03kN3、錨桿的桿體計(jì)算：As≥r0×Na/(ζ2×fy)=1.10×415.03/(0.92×300000.00)×1000000=1654.10mm2所需鋼筋根數(shù)n≥As/(3.142×d×d/4)=1654.10/(3.142×22.00×22.00/4)=4.35取n=5【所需鋼筋根數(shù)為5根】4、錨桿錨固段長(zhǎng)度計(jì)算：a.錨桿錨固體與地層的錨固長(zhǎng)度la1應(yīng)滿足下式la1≥Nak/(ζ1×π×D×frb)=319.25/(1.33×3.14×0.11×300.00)=2.32mb.錨桿鋼筋與錨固砂漿間的錨固長(zhǎng)度la2應(yīng)滿足下式規(guī)定：la2≥ro×Na/(ζ3×n×π×d×fb)=1.10×415.03/(0.72×5×3.14×22.00/1000×2.40×1000)=0.76m計(jì)算出的錨固段長(zhǎng)度Lm=max(la1,la2)=2.32m.【按照《建筑邊坡工程技術(shù)規(guī)