龍水鎮(zhèn)大圍中心小學(xué)擴(kuò)建工程邊坡支護(hù)設(shè)計(jì)計(jì)算書

一、設(shè)計(jì)依據(jù)：1、重慶市大足區(qū)龍水鎮(zhèn)大圍中心小學(xué)擴(kuò)建工程項(xiàng)目合同及設(shè)計(jì)委托書。2、重慶北方地質(zhì)工程勘察有限公司于2021年05月提供的《大足區(qū)龍水鎮(zhèn)大圍中心小學(xué)擴(kuò)建工程工程地質(zhì)勘察報(bào)告》(直接詳細(xì)勘察)。3、建筑專業(yè)提供的總平面布置圖及平場(chǎng)圖。4、《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010（2015版）。5、《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010（2016版）。6、《建筑邊坡工程技術(shù)規(guī)范》GB50330-2013。7、《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-2011。8、《建筑樁基技術(shù)規(guī)范》JGJ94-2008；9、《建筑基坑支護(hù)技術(shù)規(guī)程》JGJ120-2012。10、《建筑地基處理技術(shù)規(guī)范》JGJ79-2012。11、《重慶市建筑邊坡支護(hù)設(shè)計(jì)文件編制深度規(guī)定》。12、渝建發(fā)(2010)166號(hào)文件。二、設(shè)計(jì)相關(guān)參數(shù)：項(xiàng)目素填土粉質(zhì)粘土泥巖取值原則備注巖石單軸抗壓標(biāo)準(zhǔn)值（MPa）天然3.37根據(jù)巖土體測(cè)試成果以及地區(qū)經(jīng)驗(yàn)取值飽和1.99巖體軟化系數(shù)0.590巖土體抗剪強(qiáng)度值C（kPa）天：5*飽：2*天：25.35飽：19.88320*素填土、巖體根據(jù)地區(qū)經(jīng)驗(yàn)取值；粉質(zhì)黏土根據(jù)土體測(cè)試成果；φ（°）天：30*飽：25*天：12.14飽：10.2728*巖體抗拉強(qiáng)度值(kPa)90*巖體抗拉強(qiáng)度值根據(jù)地區(qū)經(jīng)驗(yàn)取值；地基承載力特征值（KPa）土層現(xiàn)場(chǎng)荷載測(cè)試160*中等風(fēng)化巖體地基承載力特征值，根據(jù)《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》(GB50007-2011)第5.2.6條確定，巖體較完整折減系數(shù)ψ取0.35。單軸抗壓強(qiáng)度：泥巖采用天然進(jìn)行計(jì)算；強(qiáng)風(fēng)化200*中等風(fēng)化1179.5巖土與基底摩擦系數(shù)土層0.20*0.22*巖土與基底摩擦系數(shù)根據(jù)《工程地質(zhì)勘察規(guī)范》DBJ50/T-043-2016，附錄G，并結(jié)合經(jīng)驗(yàn)確定。強(qiáng)風(fēng)化0.35*中等風(fēng)化0.40*變形模量(MPa)750*根據(jù)地區(qū)經(jīng)驗(yàn)取值；彈性模量(MPa)950*泊松比(μ)0.32*巖土體水平抗力系數(shù)土比例系數(shù)（MN/m4）12*22*巖土體水平抗力系數(shù)參照《工程地質(zhì)勘察規(guī)范》DBJ50/T-043-2016表10.3.8-1和表10.3.8-2確定;強(qiáng)風(fēng)化（MN/m4）35*巖體（MN/m3）45*極限側(cè)阻力標(biāo)準(zhǔn)值qpk(kpa)泥漿護(hù)壁鉆（沖）孔樁L=5~10土層22*70*樁的極限側(cè)阻力根據(jù)《建筑樁基礎(chǔ)技術(shù)規(guī)范》JGJ94-2008表5.3.5-1和5.3.5-2，并結(jié)合地方經(jīng)驗(yàn)確定；強(qiáng)風(fēng)化150*負(fù)摩阻力系數(shù)0.25*負(fù)摩阻力系數(shù)根據(jù)《建筑樁基礎(chǔ)技術(shù)規(guī)范》JGJ94-2008表5.4.4-1，并結(jié)合地方經(jīng)驗(yàn)確定；因擬建場(chǎng)地按照設(shè)計(jì)標(biāo)高回填后，將存在較厚的未來回填土，在樁基礎(chǔ)設(shè)計(jì)過程中，應(yīng)考慮未來回填土的負(fù)摩阻力系數(shù)；注：1、基巖接觸面和裂隙1、2結(jié)構(gòu)面結(jié)合差，抗剪強(qiáng)度均取C＝50kPa，φ＝19度;基巖內(nèi)部層面結(jié)合差，抗剪強(qiáng)度取C＝52kPa，φ＝22度。2、巖土界面參數(shù)參考地區(qū)經(jīng)驗(yàn)，取值：C＝18kPa，φ＝8度；3、*代表經(jīng)驗(yàn)值其他參數(shù)：1.抗震設(shè)防基本烈度為6度，設(shè)計(jì)基本地震加速度值為0.05g，設(shè)計(jì)地震分組為第一組。2.混凝土C30強(qiáng)度設(shè)計(jì)值：fc=14.3N/mm2；混凝土C40強(qiáng)度設(shè)計(jì)值：fc=19.1N/mm2；HPB300鋼筋：fy=270N/mm2；HRB335鋼筋：fy=300N/mm2；HRB400鋼筋：fy=360N/mm2；3.本次設(shè)計(jì)所做環(huán)境邊坡為永久邊坡。邊坡安全等級(jí)為二級(jí)，重要性系數(shù)：二級(jí)：γ0=1.0。永久邊坡設(shè)計(jì)使用年限為50年。三、邊坡?lián)鯄τ?jì)算：本工程主要對(duì)樁板式擋墻進(jìn)行了計(jì)算。邊坡支護(hù)平面示意圖如下。支護(hù)平面布置圖南側(cè)邊坡A~B~C段（樁板式擋墻ZH1）：邊坡長(zhǎng)約44.50m，邊坡坡向5°，邊坡高2.1~4.7m，為土質(zhì)邊坡，主要由素填土和粉質(zhì)粘土組成，邊坡破壞后后果嚴(yán)重，邊坡安全等級(jí)二級(jí)。該段邊坡現(xiàn)狀地面傾角較平緩并且?guī)r土界面傾角較平緩，主要為后期開挖形成，邊坡開挖不易沿現(xiàn)狀地面和巖土界面滑動(dòng)，但直立開挖邊坡不穩(wěn)定，易沿土體內(nèi)部呈圓弧形產(chǎn)生滑塌。A~B~C段(坡高約2.1~4.7m):土層主動(dòng)土壓力計(jì)算錨桿擋墻上土壓力,計(jì)算公式采用《建筑邊坡工程技術(shù)規(guī)范》中的6.2.3條擋墻高H=5.00m巖體對(duì)擋墻背的摩擦角δ=0°=0.0000(弧度)巖體容重γ=21.00kN/m3巖體表面與水平面的夾角β=0°=0.0000(弧度)地表均布荷載標(biāo)準(zhǔn)值q=10.00kN/m2擋土墻背與水平面的夾角α=90°=1.5708(弧度)巖體外傾結(jié)構(gòu)面的粘聚力cs=2.00kPa外傾結(jié)構(gòu)面的內(nèi)摩擦角φs=25°=0.4363(弧度)庫(kù)侖主動(dòng)土巖壓力系數(shù)Ka=sin2(α+β)/sin2α*sin2(α+β-Φ-δ){Kq[sin(α+δ)*sin(α-δ)+sin(Φ+δ)*sin(Φ-β)]+2ηsinα*cosΦ*cos(α+β-Φ-δ)-2*SQRT(Kq*SIN(α+β)*SIN(Φ-β)+ηsinα*cosΦ)*SQRT(Kq*SIN(α-δ)*SIN(Φ+δ)+ηsinα*cosΦ)}令Kq=1+2q·sinαcosβ/(γ·H·sin(α+β))=1.1905η=2c/γH=0.0381A1=sin(α+β)/sin2α*sin2(α+β-Φ-δ)=1.217A2=Kq*[sin(α+δ)*sin(α-δ)+sin(Φ+δ)*sin(Φ-β)]=1.403A3=2ηsinα*cosΦ*cos(α+β-Φ-δ)=0.029A4=SQRT(Kq*SIN(α+β)*SIN(Φ-β)+ηsinα*cosΦ)=0.733A5=SQRT(Kq*SIN(α-δ)*SIN(Φ+δ)+ηsinα*cosΦ)=0.733Ka=A1*{A2+A3-2*A4*A5}=0.435地面附加荷載巖土壓應(yīng)力(標(biāo)準(zhǔn)值)eak1=4.346主動(dòng)巖土壓應(yīng)力(標(biāo)準(zhǔn)值)eak=Ka·γ·H=45.64kN/m2主動(dòng)巖土壓力(標(biāo)準(zhǔn)值)Eak=1/2（2*eak1+eak)H=114.09kN/m考慮已建建筑傳遞一定水平力55kN/mEak=114.09+55=169.09kN/m，取170kN/m樁板式抗滑擋土墻驗(yàn)算計(jì)算項(xiàng)目：樁板式抗滑擋土墻9------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng):10.000(m)嵌入深度:5.000(m)截面形狀:圓樁樁徑:1.500(m)樁間距:4.000(m)擋土板的類型數(shù):1板類型號(hào)板厚(m)板寬(m)板塊數(shù)10.3001.0005嵌入段土層數(shù):1樁底支承條件:鉸接計(jì)算方法:K法土層序號(hào)土層厚(m)重度(kN/m3)K(MN/m3)150.00018.00035.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)A1:0.000(MN/m3)樁頂錨索水平剛度:0.000(MN/m)物理參數(shù):樁混凝土強(qiáng)度等級(jí):C30樁縱筋合力點(diǎn)到外皮距離:50(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)樁配筋形式:縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍:90.000(度)樁壓區(qū),拉區(qū)縱筋比:0.500板混凝土強(qiáng)度等級(jí):C30板縱筋合力點(diǎn)到外皮距離:35(mm)板縱筋級(jí)別:HRB400場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:30.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:20.000(kN/m3)坡線與滑坡推力:坡面線段數(shù):1折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)15.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型矩形墻后剩余下滑力水平分力170.000(kN/m)鋼筋混凝土配筋計(jì)算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)注意：內(nèi)力計(jì)算時(shí)，庫(kù)侖土壓力分項(xiàng)(安全)系數(shù)=1.200,滑坡推力分項(xiàng)(安全)系數(shù)=1.200=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載矩形分布:樁后:上部=136.000(kN/m)下部=136.000(kN/m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=2502.678(kN-m)距離樁頂6.200(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=970.835(kN)距離樁頂9.800(m)樁頂位移=26(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-26-0.00020.2003.264-32.640-25-0.00030.40013.056-65.280-24-0.00040.60029.376-97.920-24-0.00050.80052.224-130.560-23-0.00061.00081.600-163.200-22-0.00071.200117.504-195.840-22-0.00081.400159.936-228.480-21-0.00091.600208.896-261.120-20-0.000101.800264.384-293.760-20-0.000112.000326.400-326.400-19-0.000122.200394.944-359.040-19-0.000132.400470.016-391.680-18-0.000142.600551.616-424.320-17-0.000152.800639.744-456.960-17-0.000163.000734.400-489.600-16-0.000173.200835.584-522.240-15-0.000183.400943.296-554.880-15-0.000193.6001057.536-587.520-14-0.000203.8001178.304-620.160-14-0.000214.0001305.600-652.800-13-0.000224.2001439.424-685.440-12-0.000234.4001579.776-718.080-12-0.000244.6001726.656-750.720-11-0.000254.8001880.064-783.360-11-0.000265.0002040.000-816.000-10-177.510275.2002187.224-660.522-10-335.992285.4002304.209-513.515-9-317.373295.6002392.630-374.789-9-299.187305.8002454.125-244.146-8-281.448316.0002490.289-121.382-8-264.170326.2002502.678-6.288-7-247.359336.4002492.804101.346-7-231.017346.6002462.139201.732-6-215.142356.8002412.111295.079-6-199.730367.0002344.108381.591-5-184.769377.2002259.475461.470-5-170.249387.4002159.520534.910-4-156.152397.6002045.511602.098-4-142.460407.8001918.681663.210-4-129.152418.0001780.227718.415-3-116.204428.2001631.315767.869-3-103.590438.4001473.079811.715-3-91.282448.6001306.628850.085-2-79.250458.8001133.045883.095-2-67.464469.000953.390910.850-2-55.890479.200768.705933.436-1-44.495489.400580.016950.927-1-33.244499.600388.334963.380-1-22.102509.800194.663970.835-0-11.0335110.0000.000486.659-0-0.000(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001767353425220.2001767353425230.4001767353425240.6001767353425250.8001767353425261.0001767353425271.2001767353425281.4001767353425291.60017673534252101.80017673534252112.00017673534252122.20017673534252132.40017673534252142.60017673534252152.80017673534252163.00017673534252173.20017673534252183.40017673534252193.60017673534252203.80017673534252214.00017673534252224.20017673534252234.40017673534252244.60018123623252254.80019763952252265.00021474294252275.20023054609252285.40024314861252295.60025265052252305.80025925184252316.00026315262252326.20026445289252336.40026345267252346.60026015202252356.80025475093252367.00024734947252377.20023824765252387.40022754550252397.60021534306252407.80020174034252418.00018693738252428.20017673534252438.40017673534252448.60017673534252458.80017673534252469.00017673534252479.20017673534252489.40017673534252499.60017673534252509.800176735342525110.00017673534252(三)擋土板內(nèi)力配筋計(jì)算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板受拉側(cè)縱筋號(hào)(mm)距離(m)(kPa)(kN-m)面積(mm2)13005.00040.80081.600893=====================================================================第2種情況:庫(kù)侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為5.000(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：33.138(度)Ea=75.354Ex=72.787Ey=19.503(kN)作用點(diǎn)高度Zy=1.667(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=810.732(kN-m)距離樁頂6.400(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=349.375(kN)距離樁頂5.000(m)樁頂位移=9(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-9-0.00020.2000.037-0.559-9-0.00030.4000.298-2.236-9-0.00040.6001.006-5.031-9-0.00050.8002.385-8.944-8-0.00061.0004.658-13.975-8-0.00071.2008.050-20.124-8-0.00081.40012.782-27.391-8-0.00091.60019.081-35.776-7-0.000101.80027.167-45.279-7-0.000112.00037.267-55.900-7-0.000122.20049.602-67.639-7-0.000132.40064.397-80.496-7-0.000142.60081.875-94.471-6-0.000152.800102.260-109.564-6-0.000163.000125.775-125.775-6-0.000173.200152.644-143.104-6-0.000183.400183.091-161.551-5-0.000193.600217.339-181.116-5-0.000203.800255.612-201.799-5-0.000214.000298.134-223.600-5-0.000224.200345.127-246.519-5-0.000234.400396.816-270.556-4-0.000244.600453.424-295.711-4-0.000254.800515.175-321.984-4-0.000265.000582.292-349.375-4-66.816275.200646.154-290.794-4-126.731285.400698.610-235.290-3-119.951295.600740.270-182.808-3-113.303305.800771.733-133.287-3-106.793316.000793.585-86.662-3-100.427326.200806.398-42.869-3-94.211336.400810.732-1.839-3-88.145346.600807.13336.496-2-82.232356.800796.13472.204-2-76.470367.000778.252105.352-2-70.857377.200753.993136.008-2-65.390387.400723.848164.235-2-60.064397.600688.298190.097-2-54.875407.800647.810213.652-1-49.814418.000602.838234.957-1-44.875428.200553.827254.065-1-40.049438.400501.212271.024-1-35.327448.600445.417285.880-1-30.699458.800386.860298.672-1-26.154469.000325.949309.435-1-21.682479.200263.086318.200-0-17.272489.400198.669324.991-0-12.910499.600133.089329.827-0-8.586509.80066.738332.724-0-4.2875110.000-0.000166.844-0-0.000(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001767353425220.2001767353425230.4001767353425240.6001767353425250.8001767353425261.0001767353425271.2001767353425281.4001767353425291.60017673534252101.80017673534252112.00017673534252122.20017673534252132.40017673534252142.60017673534252152.80017673534252163.00017673534252173.20017673534252183.40017673534252193.60017673534252203.80017673534252214.00017673534252224.20017673534252234.40017673534252244.600176735342522