小學能力提升工程-邊坡支護工程施工設計圖計算書

PAGE1小學能力提升工程邊坡支護工程施工設計圖計算書目錄TOC\o"1-3"\h\z\u5862一、工程概況 11583二、設計依據(jù) 17785三、設計參數(shù) 1870四、計算工況 227553五、支擋結構承荷計算及邊坡破壞模式 219659六、支護樁計算 232104ZH1 21899731剖面支護樁計算 2304874剖面支護樁計算 42688335剖面支護樁計算 721049ZH2 9809210剖面支護樁計算 9270411剖面支護樁計算 1217865ZH3 153265822剖面支護樁計算 151249312剖面支護樁計算 1824202ZH4 211470923剖面支護樁計算 211715013剖面支護樁計算 2317269ZH5 2626379七、擋土墻 2922726八、錨桿擋墻計算 2919411九、錨索計算 2916612十一、擋土板計算 3016949十二、穩(wěn)定性計算 30PAGE5一、工程概況受小學委托，由我公司承擔小學能力提升工程邊坡支護設計。按照建筑方案場坪后將在擬建教學樓周圍形成六段邊坡。支擋位置詳見平面圖。各段邊坡分述如下：ABD段長約35m，最高約30m；HJK段長約26m，最高約15m，均為巖質邊坡，均采用錨桿擋墻進行支擋。DF段長約25m，最高約33.5m,為巖土混合邊坡，由于坡頂距離已有建筑較近，為控制邊坡位移，上部采用錨拉樁進行支擋，下部巖質邊坡采用錨索格構支護。FH段長約15m，最高約32m,為巖質邊坡，為控制邊坡位移，采用錨索格構支護。MN段長約12.8m，最高約6m，均為巖土混合邊坡，為控制邊坡位移，采用錨拉樁進行支擋。KL段長約16.8m，最高約5m，為巖土混合邊坡；采用樁板墻進行支擋。邊坡ABD段、DF段、FH段安全等級為一級，其余邊坡安全等級為二級。均為永久性支護，設計使用有效年限均為50年。安全等級為一（二）級的結構重要性系數(shù)為1.1（1.0）。二、設計依據(jù)1、《設計合同》2、重慶大有工程設計研究院集團有限公司編制的《重慶市萬州區(qū)沙河小學能力提升工程工程地質勘察報告（直接詳勘）》文本及電子文件3、《建筑邊坡工程技術規(guī)范》GB50330-20134、《建筑基坑支護技術規(guī)程》（JGJ120-2012）5、《混凝土結構設計規(guī)范》GB50010-2010（2015年版）6、《建筑抗震設計規(guī)范》GB50011-2010(2016年版)7、《建筑地基基礎設計規(guī)范》GB50007-20118、《室外排水設計規(guī)范》GB50014-2006(2016年版)9、《建筑邊坡檢測工程檢測技術規(guī)范》DBJ50/T-137-201210、《混凝土結構通用規(guī)范》GB55008-202111、《建筑與市政地基基礎通用規(guī)范》GB55003-202112、邊坡專項安全論證專家評審意見及方案可行性評估報告三、設計參數(shù)根據(jù)勘察報告，設計參數(shù)按下表取值：巖土名稱天然重度(kN/m3)飽和重度(kN/m3)天然抗剪強度標準值飽和抗剪強度標準值土體水平抗力系數(shù)的比例系數(shù)、巖石水平抗力系數(shù)巖石抗壓強度標準值（MPa）地基承載力特征值(kPa)巖土與錨固體極限粘結強度標準值(kPa)基底摩擦系數(shù)內聚力(kPa)內摩擦角(°)內聚力(kPa)內摩擦角(°)天然飽和素填土20.0*20.5*0*30*(綜合)0*25*(綜合)6MN/m4//現(xiàn)場檢測確定//粉砂土20.0*21.0*0*28*(綜合)0*23*(綜合)12MN/m4//130*/0.30*粉質粘土19.619.921.914.015.610.514MN/m4//140*/0.25*強風化砂質泥巖23.0*23.5*042*(綜合)//40MN/m4//300*150*0.35*強風化粉砂巖23.8*24.0*040*(綜合)//35MN/m4//260*130*0.40*中風化砂質泥巖25.0*25.5*101031.1//140MN/m313.719.155430500*0.45*中風化砂巖25.0*/1500*32*//420MN/m330.4923.3192301200*0.50*L1////45*15*//////L2////45*15*//////層面L3////60*20*//////中風化基巖等效內摩擦角為55°，強風化基巖等效內摩擦角為42°。中風化巖體理論破裂角統(tǒng)一取為60.5°?；w重度及潛在滑動面抗剪強度參數(shù)取值潛在滑動面飽和重度（kN/m3）飽和抗剪指標（現(xiàn)狀坡面及基巖面）c（kPa）φ（°）填土界面（人工填土）19.53.217.6巖土界面20.514.049.45四、計算工況1）自重+長時間暴雨+附加荷載（飽和狀態(tài)）2）計算軟件及版本：理正巖土工程計算分析軟件6.5版。五、支擋結構承荷計算及邊坡破壞模式1、根據(jù)《建筑邊坡工程技術規(guī)范》GB50330-2013中公式對各邊坡進行計算，超載按每層建筑15kPa、無建筑按5kPa、道路按35kPa取值。其中DF、MN、FH、LK段邊坡按照頂部有重要建筑考慮，按照邊坡規(guī)范7.2.3條，巖質邊坡考慮外傾結構面按照6.3.1條計算巖壓力水平分力放大1.15倍與7.2.3條巖壓力放大1.4（根據(jù)7.2.4條Ⅲ類巖質邊坡主動巖壓力修正系數(shù)取1.4）倍取大值，其中LK段邊坡上部為土質，按照靜止土壓力考慮。ABD段、DF段、FH段、MN段、FJK段巖質邊坡邊坡坡角為75°~90°，三段邊坡均存在外傾硬性結構面，結構面傾角均為65°，邊坡破壞模式均為沿裂隙平面滑動破壞。LK段邊坡無外傾結構面，破壞模式為沿理論破裂面滑動破壞。支護樁計算ZH1A-A′剖面荷載計算如下，可知支擋荷載為主動巖壓力，控制荷載為706kN/m。原始條件:墻身尺寸:樁總長:22.500(m)嵌入深度:8.000(m)截面形狀:方樁樁寬:1.500(m)樁高:1.800(m)樁間距:4.500(m)嵌入段土層數(shù):1樁底支承條件:自由計算方法:K法土層序號土層厚(m)重度(kN/m3)內摩擦角(度)土摩阻力(kPa)K(MN/m3)被動土壓力調整系數(shù)110.00026.00030.00500.003.0001.000樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):3錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)1錨索4.00020.00025.00150800.002100.002錨桿4.50020.00025.00150800.002100.003錨桿4.50020.00025.00150800.002100.00物理參數(shù):樁混凝土強度等級:C30樁縱筋合力點到外皮距離:100(mm)樁縱筋級別:HRB400樁箍筋級別:HRB400樁箍筋間距:200(mm)場地環(huán)境:一般地區(qū)墻后填土內摩擦角:42.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:20.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):50.00橫坡角以下填土的土摩阻力(kPa):500.00坡線與滑坡推力:坡面線段數(shù):1折線序號水平投影長(m)豎向投影長(m)121.0008.000地面橫坡角度:0.000(度)墻頂標高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型三角形樁后剩余下滑力水平分力750.000(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=465.517(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內力計算計算方法:K法 背側——為擋土側；面?zhèn)取獮榉菗跬羵?。背側最大彎?462.307(kN-m)距離樁頂4.000(m)面?zhèn)茸畲髲澗?3283.671(kN-m)距離樁頂11.200(m)最大剪力=1118.836(kN)距離樁頂8.500(m)最大位移=31(mm)第1道錨索水平拉力=1374.216(kN)距離樁頂4.000(m)第2道錨索水平拉力=1310.323(kN)距離樁頂8.500(m)第3道錨索水平拉力=1207.377(kN)距離樁頂13.000(m)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-31.32-0.00020.4440.634-4.281-31.03-0.00030.8895.073-17.122-30.74-0.00041.33317.122-38.526-30.45-0.00051.77840.587-68.490-30.15-0.00062.22279.271-107.015-29.86-0.00072.667136.980-154.102-29.57-0.00083.111217.519-209.750-29.28-0.00093.556324.693-273.960-29.00-0.000104.000462.3071027.486-28.71-0.000114.45018.150945.084-28.43-0.000124.900-386.952853.904-28.14-0.000135.350-749.048753.949-27.85-0.000145.800-1064.189645.216-27.56-0.000156.250-1328.426527.707-27.25-0.000166.700-1537.809401.422-26.94-0.000177.150-1688.389266.359-26.61-0.000187.600-1776.216122.521-26.26-0.000198.050-1797.341-30.095-25.90-0.000208.500-1747.8151118.836-25.52-0.000218.950-2213.332948.668-25.12-0.000229.400-2600.299769.723-24.70-0.000239.850-2904.766582.000-24.26-0.0002410.300-3122.783385.502-23.79-0.0002510.750-3250.401180.227-23.30-0.0002611.200-3283.671-33.824-22.77-0.0002711.650-3218.643-256.652-22.21-0.0002812.100-3051.367-488.258-21.62-0.0002912.550-2777.895-728.639-21.01-0.0003013.000-2394.276-977.797-20.37-0.0003113.500-2437.733-57.556-19.63-0.0003214.000-2334.914-355.527-18.86-0.0003314.500-2080.400-664.334-18.07-25.5113414.944-1798.525-605.308-17.35-52.0363515.389-1542.348-548.726-16.60-49.8123615.833-1310.769-494.638-15.85-47.5463716.278-1102.669-443.088-15.08-45.2443816.722-916.913-394.112-14.30-42.9133917.167-752.348-347.740-13.52-40.5574017.611-607.811-303.997-12.73-38.1804118.056-482.129-262.905-11.93-35.7864218.500-374.118-224.479-11.13-33.3804318.944-282.591-188.733-10.32-30.9634419.389-206.355-155.677-9.51-28.5394519.833-144.212-125.317-8.70-26.1084620.278-94.962-97.660-7.89-23.6744720.722-57.403-72.709-7.08-21.2374821.167-30.332-50.467-6.27-18.7994921.611-12.544-30.934-5.45-16.3605022.056-2.835-14.112-4.64-13.9205122.5000.000-3.189-3.83-11.481(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0005400540028620.4445400540028630.8895400540028641.3335400540028651.7785400540028662.2225400540028672.6675400540028683.1115400540028693.55654005400286104.00054005400286114.45054005400286124.90054005400286135.35054005400286145.80054005400286156.25054005400286166.70054005400286177.15054005400286187.60054005400286198.05054005400286208.50054005400286218.95054005400286229.40054005400286239.850540054002862410.300542054002862510.750562954002862611.200568454002862711.650557754002862812.100540054002862912.550540054002863013.000540054002863113.500540054002863214.000540054002863314.500540054002863414.944540054002863515.389540054002863615.833540054002863716.278540054002863816.722540054002863917.167540054002864017.611540054002864118.056540054002864218.500540054002864318.944540054002864419.389540054002864519.833540054002864620.278540054002864720.722540054002864821.167540054002864921.611540054002865022.056540054002865122.50054005400286ZH26-6’剖面荷載計算如下，可知支擋荷載為主動巖壓力，控制荷載為108kN/m。墻身尺寸:樁總長:12.000(m)嵌入深度:6.000(m)截面形狀:方樁樁寬:0.800(m)樁高:1.000(m)樁間距:4.000(m)嵌入段土層數(shù):2樁底支承條件:鉸接計算方法:K法土層序號土層厚(m)重度(kN/m3)內摩擦角(度)土摩阻力(kPa)K(MN/m3)被動土壓力調整系數(shù)10.00024.00025.00120.000.0001.00028.00025.50031.00500.00140.0001.000樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):1錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)1錨索1.50015.00035.00130300.002100.00物理參數(shù):樁混凝土強度等級:C30樁縱筋合力點到外皮距離:100(mm)樁縱筋級別:HRB400樁箍筋級別:HRB400樁箍筋間距:200(mm)場地環(huán)境:一般地區(qū)墻后填土內摩擦角:42.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:20.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):50.00橫坡角以下填土的土摩阻力(kPa):500.00坡線與滑坡推力:坡面線段數(shù):1折線序號水平投影長(m)豎向投影長(m)121.0008.000地面橫坡角度:0.000(度)墻頂標高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型三角形樁后剩余下滑力水平分力120.000(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=160.000(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內力計算計算方法:K法 背側——為擋土側；面?zhèn)取獮榉菗跬羵?。背側最大彎?208.165(kN-m)距離樁頂8.160(m)面?zhèn)茸畲髲澗?406.628(kN-m)距離樁頂4.105(m)最大剪力=332.581(kN)距離樁頂6.000(m)最大位移=1(mm)第1道錨索水平拉力=315.419(kN)距離樁頂1.500(m)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-0.62-0.00020.2500.094-1.125-0.69-0.00030.5000.750-4.500-0.75-0.00040.7502.531-10.125-0.82-0.00051.0006.000-18.000-0.89-0.00061.25011.719-28.125-0.96-0.00071.50020.250274.919-1.03-0.00081.737-43.268261.119-1.09-0.00091.974-103.279245.301-1.16-0.000102.211-159.304227.463-1.22-0.000112.447-210.865207.606-1.28-0.000122.684-257.484185.729-1.33-0.000132.921-298.682161.833-1.37-0.000143.158-333.982135.917-1.41-0.000153.395-362.905107.982-1.43-0.000163.632-384.97278.028-1.45-0.000173.868-399.70646.054-1.45-0.000184.105-406.62812.061-1.45-0.000194.342-405.260-23.951-1.43-0.000204.579-395.123-61.983-1.40-0.000214.816-375.740-102.034-1.36-0.000225.053-346.632-144.105-1.31-0.000235.289-307.320-188.195-1.25-0.000245.526-257.327-234.304-1.18-0.000255.763-196.174-282.433-1.10-0.000266.000-123.384-332.581-1.02-0.000276.240-43.564-304.240-0.94-131.208286.48022.652-250.199-0.85-118.983296.72076.531-201.421-0.76-106.842306.960119.334-157.823-0.68-95.001317.200152.286-119.237-0.60-83.635327.440176.568-85.431-0.52-72.877337.680193.293-56.119-0.45-62.826347.920203.505-30.982-0.38-53.550358.160208.165-9.676-0.32-45.090368.400208.1508.156-0.27-37.467378.640204.25022.876-0.22-30.680388.880197.16934.842-0.18-24.715399.120187.52644.402-0.14-19.543409.360175.85651.890-0.11-15.126419.600162.61857.624-0.08-11.417429.840148.19761.896-0.06-8.3634310.080132.90864.978-0.04-5.9064410.320117.00767.114-0.03-3.9844510.560100.69368.522-0.02-2.5344610.80084.11769.391-0.01-1.4894711.04067.38669.882-0.01-0.7844811.28050.57370.127-0.00-0.3504911.52033.72570.228-0.00-0.1205011.76016.86470.260-0.00-0.0265112.0000.00035.133-0.00-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001600160015320.2501600160015330.5001600160015340.7501600160015351.0001600160015361.2501600160015371.5001600160015381.7371600160015391.97416001600153102.21116001600153112.44716001600153122.68416001600153132.92116001600153143.15816001600153153.39516001600153163.63216001600153173.86816001600153184.10516001600153194.34216001600153204.57916001600153214.81616001600153225.05316001600153235.28916001600153245.52616001600153255.76316001600153266.00016001600153276.24016001600153286.48016001600153296.72016001600153306.96016001600153317.20016001600153327.44016001600153337.68016001600153347.92016001600153358.16016001600153368.40016001600153378.64016001600153388.88016001600153399.12016001600153409.36016001600153419.60016001600153429.840160016001534310.080160016001534410.320160016001534510.560160016001534610.800160016001534711.040160016001534811.280160016001534911.520160016001535011.760160016001535112.00016001600153ZH313-13’剖面計算項目：抗滑樁9樁板式擋土墻驗算[執(zhí)行標準：通用]計算項目：樁板式擋土墻1計算時間：2023-02-1323:22:24星期一原始條件:墻身尺寸:樁總長(m)9.000嵌入深度(m)4.000截面形狀方樁樁寬(m)0.800樁高(m)1.000樁徑(m)樁間距(m)4.000擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)1樁底支承條件鉸接計算方法K法初始彈性系數(shù)A(MN/m3)初始彈性系數(shù)A1(MN/m3)板類板厚板寬板塊型號(m)(m)數(shù)10.3001.0005土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)15.00025.50140.000物理參數(shù):樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)100樁縱筋級別HRB400樁箍筋級別HRB400樁箍筋間距(mm)200樁配筋形式樁拉區(qū)縱筋配筋范圍(度)樁壓區(qū),拉區(qū)縱筋比板混凝土強度等級C30板縱筋合力點到外皮距離(mm)35板縱筋級別HRB400場地環(huán)境一般地區(qū)墻后填土類型多層填土墻后第1層填土內摩擦角(度)16.000墻后第1層填土粘聚力(kPa)0.000墻后第1層填土容重(kN/m3)20.000墻后第1層填土浮容重(kN/m3)墻背與墻后填土摩擦角(度)11.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側地震動水壓力系數(shù)地基土容重(kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系數(shù)0.500地基浮力系數(shù)地基土類型土質地基抗震基底容許偏心距墻身地震力調整系數(shù)地基土內摩擦角(度)30.000地基土粘聚力(kPa)10.000地基強度與偏心距驗算時斜面長度作為基底寬墻后填土層參數(shù)：層層厚度容重浮容重粘聚力內摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調整系數(shù)12.50020.0009.0000.00016.0001.00021.50024.0009.0000.00042.0001.50031.00025.5009.0000.00052.0001.400土壓力計算：土壓力計算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)1坡面起始是否低于墻頂否坡面起始距離(m)0.000地面橫坡角度(度)0.000填土對橫坡面的摩擦角(度)12.000擋墻分段長度(m)25.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(m)(m)角(度)土柱110.0000.00010.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號1-12.00010.0000.750鋼筋混凝土配筋計算依據(jù)：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:一般情況[土壓力計算]計算高度為5.000(m)處的庫侖主動土壓力第1破裂角：19.692(度)Ea=82.066(kN)Ex=80.558(kN)Ey=15.659(kN)作用點高度Zy=2.168(m)(一)樁身內力計算計算方法:K法 背側--為擋土側；面?zhèn)?-為非擋土側。背側最大彎矩=1278.526(kN-m)距離樁頂5.727(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=542.985(kN)距離樁頂8.818(m)樁頂位移=16(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-16-0.00020.1850.055-0.886-15-0.00030.3700.438-3.544-15-0.00040.5561.477-7.974-14-0.00050.7413.500-14.176-14-0.00060.9266.836-22.150-13-0.00071.11111.813-31.896-13-0.00081.29618.759-43.414-12-0.00091.48128.002-56.704-12-0.000101.66740.092-75.355-11-0.000111.85256.242-99.365-11-0.000122.03777.003-125.148-10-0.000132.222102.703-152.703-10-0.000142.407133.669-182.030-10-0.000152.593169.906-207.879-9-0.000162.778210.449-230.280-9-0.000172.963255.308-254.510-8-0.000183.148304.824-280.568-8-0.000193.333359.335-308.455-7-0.000203.519419.180-338.171-7-0.000213.704484.697-369.715-6-0.000223.889556.224-403.088-6-0.000234.074633.599-430.156-5-0.000244.259715.128-450.518-5-0.000254.444800.522-471.911-5-0.000264.630889.973-494.333-4-0.000274.815983.671-517.785-4-0.000285.0001081.808-542.266-3-234.308295.1821166.331-395.262-3-425.407305.3641225.540-263.378-3-380.549315.5451262.105-145.713-2-338.517325.7271278.526-41.326-2-299.398335.9091277.13350.740-2-263.231346.0911260.075131.453-2-230.014356.2731229.331201.771-1-199.706366.4551186.704262.635-1-172.239376.6361133.828314.958-1-147.515386.8181072.174359.618-1-125.410397.0001003.058397.450-1-105.784407.182927.647429.238-1-88.476417.364846.971455.713-1-73.313427.545761.933477.545-0-60.108437.727673.318495.345-0-48.665447.909581.808509.654-0-38.779458.091487.990520.948-0-30.239468.273392.372529.631-0-22.827478.455295.396536.038-0-16.322488.636197.449540.427-0-10.501498.81898.877542.985-0-5.136509.0000.000271.913-0-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋 (m)(mm2)(mm2)(mm2)1-0.0001600160015320.1851600160015330.3701600160015340.5561600160015350.7411600160015360.9261600160015371.1111600160015381.2961600160015391.48116001600153101.66716001600153111.85216001600153122.03716001600153132.22216001600153142.40716001600153152.59316001600153162.77816001600153172.96316001600153183.14816001600153193.33316001600153203.51916001600153213.70416001674153223.88916001896153234.07416002138153244.25916002396153254.44416002668153264.63016002957153274.81516003262153285.00016003586153295.18216003867153305.36416004067153315.54516004190153325.72716004246153335.90916004242153346.09116004184153356.27316004079153366.45516003936153376.63616003759153386.81816003554153397.00016003326153407.18216003079153417.36416002818153427.54516002545153437.72716002264153447.90916001976153458.09116001684153468.27316001600153478.45516001600153488.63616001600153498.81816001600153509.00016001600153錨桿擋墻計算最大高度剖面12-12’剖面上表可見，由主動巖壓力控制，控制荷載為502kN/mEah=510ehk=18.8傾角15橫向豎向錨桿受力面積frbk=500錨桿間距2.22.55.5直徑=0.11Kb=2.2Htk=114.278K=2.6Nak=118.31As=723L=1.78錨桿采用2根25三級鋼，錨固長度為4米。錨桿擋墻立柱計算執(zhí)行規(guī)范:《混凝土結構設計規(guī)范》(GB50010-2010),本文簡稱《混凝土規(guī)范》《建筑結構荷載規(guī)范》(GB50009-2012),本文簡稱《荷載規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF5001計算簡圖：2計算條件：荷載條件:均布恒載標準值:42.00kN/m 活載準永久值系數(shù):0.50均布活載標準值:0.00kN/m 支座彎矩調幅幅度:0