天潤(rùn)邊坡治理工程設(shè)計(jì)計(jì)算書湖南省地質(zhì)工程勘察院二○一二年十二月xx邊坡治理工程設(shè)計(jì)計(jì)算書編寫人：項(xiàng)目負(fù)責(zé)：審查人：總工程師：院長(zhǎng)：編寫單位：提交日期：二○一二年十二月目錄HYPERLINK\l"_Toc344660368"一、1-1’剖面排樁式錨桿擋墻驗(yàn)算1HYPERLINK\l"_Toc344660369"二、2-2’錨噴計(jì)算15HYPERLINK\l"_Toc344660370"三、3-3’剖面格構(gòu)式錨桿擋墻驗(yàn)算17一、1-1’剖面排樁式錨桿擋墻驗(yàn)算執(zhí)行規(guī)范：[1]《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2002），本文簡(jiǎn)稱《邊坡規(guī)范》[2]《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2001），本文簡(jiǎn)稱《荷載規(guī)范》[3]《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010），本文簡(jiǎn)稱《抗震規(guī)范》[4]《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-2010），本文簡(jiǎn)稱《混凝土規(guī)范》[簡(jiǎn)圖][已知條件]1.基本信息邊坡類型土質(zhì)邊坡邊坡等級(jí)一級(jí)邊坡成因開挖嵌固點(diǎn)以上立柱柱高(m)6.000立柱容重(kNN/m3)25.00立柱嵌入深度((m)4.000立柱砼強(qiáng)度等級(jí)級(jí)C30立柱截面形狀矩形立柱配筋方式非對(duì)稱├寬b(m)1.200立柱縱筋級(jí)別HRB335└高h(yuǎn)(m)1.500立柱箍筋級(jí)別HRB335立柱中心距(mm)4.000立柱縱筋直徑((mm)20立柱計(jì)算方法彈性支點(diǎn)法立柱as(mmm)35立柱底支承條件件自由自動(dòng)計(jì)算初始彈彈性系數(shù)√初始彈性系數(shù)AA(MN//m3)2.錨桿(索)錨桿(索)道數(shù)數(shù)1錨桿錨桿豎向間入射角自由段錨固段錨固體水平預(yù)加水平剛度筋漿強(qiáng)度號(hào)類型距(m)(度)長(zhǎng)度(m)長(zhǎng)度(m)直徑(mm)力(kN)(MN/m)fb(kPa))1錨桿2.00015.006.005.0013050.00015.002100.000考慮開挖工況ㄨ工況數(shù)03.巖土信息背側(cè)坡線數(shù)2面?zhèn)绕戮€數(shù)嵌固點(diǎn)以上覆土土厚(m)0.000背側(cè)坡線水平投影長(zhǎng)豎向投影長(zhǎng)坡線長(zhǎng)坡線仰角荷載數(shù)序號(hào)(m)(m)(m)(度)11.0002.0002.23663.4350210.0000.00010.0000.0001坡線荷載荷載類型距離寬度荷載值序號(hào)(m)(m)(kPa,kN//m)2-1滿布均載40.000面?zhèn)绕戮€水平投影長(zhǎng)豎向投影長(zhǎng)坡線長(zhǎng)坡線仰角序號(hào)(m)(m)(m)(度)12嵌固點(diǎn)以上地層層數(shù)1嵌固點(diǎn)以下地層層數(shù)1墻后穩(wěn)定地面角角(度)63.000填土與穩(wěn)定面摩摩擦角(度)17.500填土與結(jié)構(gòu)摩擦擦角(度)17.500嵌固點(diǎn)上地層厚重度粘聚力內(nèi)摩擦角摩阻力frb浮重度地層序號(hào)(m)(kN/m3)(kPa)(度)(kPa)(kN/m3)18.00018.00020.00040.00030.000嵌固點(diǎn)下地層厚重度粘聚力內(nèi)摩擦角摩阻力frb浮重度計(jì)算m,c,K地層序號(hào)(m)(kN/m3)(kPa)(度)(kPa)(kN/m3)方法150.00018.00020.00040.00030.000m法35.0004.荷載信息場(chǎng)地環(huán)境一般地區(qū)土壓力計(jì)算方法法庫(kù)侖主動(dòng)巖土壓力增增大系數(shù)1.200有限范圍填土土土壓力ㄨ巖土壓力分布三角形被動(dòng)巖土壓力折折減系數(shù)1.000荷載組合數(shù)2序號(hào)組合名稱1組合12組合2(1)組合1序號(hào)荷載名稱荷載類型是否參與分項(xiàng)系數(shù)1擋墻結(jié)構(gòu)自重永久荷載√1.0002墻背側(cè)巖土側(cè)壓壓力永久荷載√1.0003墻背側(cè)地表荷載載引起巖土土側(cè)壓力可變荷載√1.0004墻面?zhèn)缺粍?dòng)巖土土壓力永久荷載√1.000(2)組合2序號(hào)荷載名稱荷載類型是否參與分項(xiàng)系數(shù)1擋墻結(jié)構(gòu)自重永久荷載√1.0002墻背側(cè)巖土側(cè)壓壓力永久荷載√1.0003墻背側(cè)地表荷載載引起巖土土側(cè)壓力可變荷載√1.0004墻面?zhèn)缺粍?dòng)巖土土壓力永久荷載√1.0005.整體穩(wěn)定是否計(jì)算整體穩(wěn)穩(wěn)定√穩(wěn)定計(jì)算目標(biāo)自動(dòng)搜索最危險(xiǎn)險(xiǎn)滑裂面條分法的土條寬寬度(m)1.000搜索時(shí)的圓心步步長(zhǎng)(m)1.000搜索時(shí)的半徑步步長(zhǎng)(m)1.000筋帶對(duì)穩(wěn)定的作作用筋帶力沿圓弧切切向土條切向分力與與滑動(dòng)方向向反向時(shí)當(dāng)下滑力對(duì)待是否考慮墻前覆覆土ㄨ[計(jì)算內(nèi)容]（1）墻身力系計(jì)算（2）立柱內(nèi)力計(jì)算（3）立柱配筋計(jì)算（4）錨桿（索）設(shè)計(jì)計(jì)算（5）整體穩(wěn)定驗(yàn)算[計(jì)算結(jié)果]一、【組合1】(一)巖土壓力計(jì)算(1)合力按《邊坡規(guī)范》公式(6.2.3)計(jì)算主動(dòng)土壓力： Ea=0.000(kN)Ex=0.000(kN)Ey=0.000(kN)作用點(diǎn)高度Zy=2.000(m)(2)分布巖土壓力分布見左側(cè)結(jié)果圖。(二)立柱內(nèi)力計(jì)算(1)當(dāng)前計(jì)算工況的開挖深度：6.000第1嵌固段地層計(jì)算方法:m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(標(biāo)準(zhǔn)值)=0.000(kN-m)距離樁頂0.400(m)面?zhèn)茸畲髲澗?標(biāo)準(zhǔn)值)=96.613(kN-m)距離樁頂7.000(m)最大剪力(標(biāo)準(zhǔn)值)=51.760(kN)距離樁頂8.600(m)最大位移=3(mm)距離樁頂0.000(m)注意：：錨桿設(shè)計(jì)計(jì)時(shí)，當(dāng)錨錨桿(索)受壓，即即水平拉力力為負(fù)情況況，水平拉拉力取為00。第1道道錨桿(索)水平拉力力=220.8884(kNN)距距離樁頂22.0000(m)點(diǎn)號(hào)距距頂距離彎矩矩(標(biāo)準(zhǔn)值)剪力力(標(biāo)準(zhǔn)值)位移土反反力((m)((kN-mm)((kN)(mmm)((kN)110..000-00.00000..0002..550..000220..200-00.0000-0..0002..490..000330..40000.0000-0..0002..430..000440..600-00.00000..0002..370..000550..800-00.00000..0002..310..000661..000-00.00000..0002..240..000771..200-00.00000..0002..180..000881..400-00.00000..0002..120..000991..600-00.00000..0002..060..0001001..800-00.00000..0002..000..0001112..000-00.000020..8841..940..0001222..200-44.177720..8841..880..0001332..400-88.354420..8841..820..0001442..600-122.530020..8841..760..0001552..800-166.707720..8841..700..0001663..000-200.884420..8841..640..0001773..200-255.061120..8841..580..0001883..400-299.238820..8841..520..0001993..600-333.414420..8841..460..0002003..800-377.591120..8841..400..0002114..000-411.768820..8841..340..0002224..200-455.945520..8841..280..0002334..400-500.122220..8841..220..0002444..600-544.298820..8841..160..0002554..800-588.475520..8841..100..0002665..000-622.652220..8841..040..0002775..200-666.829920..8840..980..0002885..400-711.006620..8840..920..0002995..600-755.182220..8840..860..0003005..800-799.359920..8840..810..0003116..000-833.536620..8840..750..0003226..200-877.713320..8840..692..2263336..400-911.445518..6580..634..0853446..600-944.359914..5740..585..5813556..800-966.15888..9930..526..7183667..000-966.6133-5..2230..477..4983777..200-955.5688-13..1510..417..9273887..400-922.9388-21..1590..368..0083997..600-888.7066-28..9020..307..7434007..800-822.9266-36..0380..257..1374118..000-755.7188-42..2290..196..1914228..200-677.2722-47..1360..144..9074338..400-577.8455-50..4250..093..2894448..600-477.7600-51..7600..031..3354558..800-377.4088-51..760-0..02-0..9534669..000-277.2477-50..807-0..07-3..5754779..200-177.8000-47..233-0..13-6..5324889..400-99.6600-40..701-0..18-9..8244999..600-33.4855-30..877-0..23-13..4545009..800-00.0000-17..423-0..28-17..42351110..000-00.00000..000-0..340..000(三)立柱配筋計(jì)計(jì)算注：1下下面列出的的彎矩和剪剪力均為設(shè)設(shè)計(jì)值。22配筋計(jì)計(jì)算采用內(nèi)內(nèi)力設(shè)計(jì)值值，裂縫計(jì)計(jì)算采用內(nèi)內(nèi)力標(biāo)準(zhǔn)值值。點(diǎn)點(diǎn)號(hào)距頂距距離面?zhèn)葟澗鼐乇硞?cè)側(cè)彎矩剪力力面?zhèn)瓤v筋筋背側(cè)縱筋筋箍筋裂縫寬寬度拉筋應(yīng)力力(m)(kNN.m)(kN..m)((kN)(mm22)(mm22)(mmm2/m)((mm)((MPa))10.000000.00000.000000.000033861388611377300.00000..00020.200000.00000.000000.000033861388611377300.00000..00030.400000.00000.000000.000033861388611377300.00000..00040.600000.00000.000000.000033861388611377300.00000..00050.800000.00000.000000.000033861388611377300.00000..00061.000000.00000.000000.000033861388611377300.00000..00071.200000.00000.000000.000033861388611377300.00000..00081.400000.00000.000000.000033861388611377300.00000..00091.600000.00000.000000.000033861388611377300.00000..000101.800000.00000.000000.000033861388611377300.00000..000112.000000.00000.0000200.884433861388611377300.00000..000122.200044.17770.0000200.884433861388611377300.00000..849132.400088.35440.0000200.884433861388611377300.00111..698142.6000122.53000.0000200.884433861388611377300.00112..546152.8000166.70770.0000200.884433861388611377300.00223..395163.0000200.88440.0000200.884433861388611377300.00224..244173.2000255.06110.0000200.884433861388611377300.00335..093183.4000299.23880.0000200.884433861388611377300.00335..941193.6000333.41440.0000200.884433861388611377300.00446..790203.8000377.59110.0000200.884433861388611377300.00447..639214.0000411.76880.0000200.884433861388611377300.00448..488224.2000455.94550.0000200.884433861388611377300.00559..336234.4000500.12220.0000200.884433861388611377300.005510..185244.6000544.29880.0000200.884433861388611377300.006611..034254.8000588.47550.0000200.884433861388611377300.006611..883265.0000622.65220.0000200.884433861388611377300.007712..731275.2000666.82990.0000200.884433861388611377300.007713..580285.4000711.00660.0000200.884433861388611377300.008814..429295.6000755.18220.0000200.884433861388611377300.008815..278305.8000799.35990.0000200.884433861388611377300.008816..127316.0000833.53660.0000200.884433861388611377300.009916..975326.2000877.71330.0000200.884433861388611377300.009917..824336.4000911.44550.0000188.658833861388611377300.010018..582346.6000944.35990.0000144.574433861388611377300.010019..175356.8000966.15880.000088.993333861388611377300.010019..540367.0000966.61330.0000-55.223333861388611377300.010019..633377.2000955.56880.0000-133.151133861388611377300.010019..420387.4000922.93880.0000-211.159933861388611377300.010018..886397.6000888.70660.0000-288.902233861388611377300.009918..026407.8000822.92660.0000-366.038833861388611377300.009916..851418.0000755.71880.0000-422.229933861388611377300.008815..387428.2000677.27220.0000-477.136633861388611377300.007713..670438.4000577.84550.0000-500.425533861388611377300.006611..755448.6000477.76000.0000-511.760033861388611377300.00559..705458.8000377.40880.0000-511.760033861388611377300.00447..602469.0000277.24770.0000-500.807733861388611377300.00335..537479.2000177.80000.0000-477.233333861388611377300.00223..617489.400099.66000.0000-400.701133861388611377300.00111..963499.600033.48550.0000-300.877733861388611377300.00000..708509.800000.00000.0000-177.423333861388611377300.00000..00051110.000000.00000.000000.000033861388611377300.00000..000(四)整體穩(wěn)定驗(yàn)驗(yàn)算最不利滑滑動(dòng)面:圓圓心:((-1.5568188,1.0000000)半半徑=11.4424899(m)安安全系數(shù)=2..638總的下滑滑力 =9909.3364(kkN)總的抗滑滑力 =22399..259((kN)土體部分分下滑力 =9909.3364(kkN)土體部分分抗滑力 =22392..700((kN)筋帶的抗抗滑力 =66.5599(kN))整體穩(wěn)定驗(yàn)算滿滿足:最小安全全系數(shù)=22.6388≥1.2250二、【組合2】(一)巖土壓力計(jì)計(jì)算(1)合合力按《邊坡規(guī)范》公公式(6.2..3)計(jì)算主動(dòng)動(dòng)土壓力：： Ea=0.0000(kNN)Exx=0.0000(kkN)EEy=0..000((kN)作用點(diǎn)高高度Zyy=2.0000(mm)(2)分分布巖土壓力分布見見左側(cè)結(jié)果果圖。(二)立柱內(nèi)力計(jì)計(jì)算(1)當(dāng)當(dāng)前計(jì)算工工況的開挖挖深度：66.0000第1嵌嵌固段地層層計(jì)算方法法:m法背側(cè)———為擋土土側(cè)；面?zhèn)葌?cè)——為非擋擋土側(cè)。背側(cè)最最大彎矩((標(biāo)準(zhǔn)值)=0..000((kN-mm)距離離樁頂00.4000(m)面?zhèn)茸钭畲髲澗?(標(biāo)準(zhǔn)值)=966.6133(kN--m)距距離樁頂7.0000(m))最大大剪力(標(biāo)準(zhǔn)值)=511.7600(kN))距距離樁頂8.6000(m))最大大位移=33(mm))距距離樁頂0.0000(m))注意：：錨桿設(shè)計(jì)計(jì)時(shí)，當(dāng)錨錨桿(索)受壓，即即水平拉力力為負(fù)情況況，水平拉拉力取為00。第1道道錨桿(索)水平拉力力=220.8884(kNN)距距離樁頂22.0000(m)點(diǎn)號(hào)距距頂距離彎矩矩(標(biāo)準(zhǔn)值)剪力力(標(biāo)準(zhǔn)值)位移土反反力((m)((kN-mm)((kN)(mmm)((kN)110..000-00.00000..0002..550..000220..200-00.0000-0..0002..490..000330..40000.0000-0..0002..430..000440..600-00.00000..0002..370..000550..800-00.00000..0002..310..000661..000-00.00000..0002..240..000771..200-00.00000..0002..180..000881..400-00.00000..0002..120..000991..600-00.00000..0002..060..0001001..800-00.00000..0002..000..0001112..000-00.000020..8841..940..0001222..200-44.177720..8841..880..0001332..400-88.354420..8841..820..0001442..600-122.530020..8841..760..0001552..800-166.707720..8841..700..0001663..000-200.884420..8841..640..0001773..200-255.061120..8841..580..0001883..400-299.238820..8841..520..0001993..600-333.414420..8841..460..0002003..800-377.591120..8841..400..0002114..000-411.768820..8841..340..0002224..200-455.945520..8841..280..0002334..400-500.122220..8841..220..0002444..600-544.298820..8841..160..0002554..800-588.475520..8841..100..0002665..000-622.652220..8841..040..0002775..200-666.829920..8840..980..0002885..400-711.006620..8840..920..0002995..600-755.182220..8840..860..0003005..800-799.359920..8840..810..0003116..000-833.536620..8840..750..0003226..200-877.713320..8840..692..2263336..400-911.445518..6580..634..0853446..600-944.359914..5740..585..5813556..800-966.15888..9930..526..7183667..000-966.6133-5..2230..477..4983777..200-955.5688-13..1510..417..9273887..400-922.9388-21..1590..368..0083997..600-888.7066-28..9020..307..7434007..800-822.9266-36..0380..257..1374118..000-755.7188-42..2290..196..1914228..200-677.2722-47..1360..144..9074338..400-577.8455-50..4250..093..2894448..600-477.7600-51..7600..031..3354558..800-377.4088-51..760-0..02-0..9534669..000-277.2477-50..807-0..07-3..5754779..200-177.8000-47..233-0..13-6..5324889..400-99.6600-40..701-0..18-9..8244999..600-33.4855-30..877-0..23-13..4545009..800-00.0000-17..423-0..28-17..42351110..000-00.00000..000-0..340..000(三)立柱配筋計(jì)計(jì)算注：1下下面列出的的彎矩和剪剪力均為設(shè)設(shè)計(jì)值。22配筋計(jì)計(jì)算采用內(nèi)內(nèi)力設(shè)計(jì)值值，裂縫計(jì)計(jì)算采用內(nèi)內(nèi)力標(biāo)準(zhǔn)值值。點(diǎn)點(diǎn)號(hào)距頂距距離面?zhèn)葟澗鼐乇硞?cè)側(cè)彎矩剪力力面?zhèn)瓤v筋筋背側(cè)縱筋筋箍筋裂縫寬寬度拉筋應(yīng)力力(m)(kNN.m)(kN..m)((kN)(mm22)(mm22)(mmm2/m)((mm)((MPa))10.000000.00000.000000.000033861388611377300.00000..00020.200000.00000.000000.000033861388611377300.00000..00030.400000.00000.000000.000033861388611377300.00000..00040.600000.00000.000000.000033861388611377300.00000..00050.800000.00000.000000.000033861388611377300.00000..00061.000000.00000.000000.000033861388611377300.00000..00071.200000.00000.000000.000033861388611377300.00000..00081.400000.00000.000000.000033861388611377300.00000..00091.600000.00000.000000.000033861388611377300.00000..000101.800000.00000.000000.000033861388611377300.00000..000112.000000.00000.0000200.884433861388611377300.00000..000122.200044.17770.0000200.884433861388611377300.00000..849132.400088.35440.0000200.884433861388611377300.00111..698142.6000122.53000.0000200.884433861388611377300.00112..546152.8000166.70770.0000200.884433861388611377300.00223..395163.0000200.88440.0000200.884433861388611377300.00224..244173.2000255.06110.0000200.884433861388611377300.00335..093183.4000299.23880.0000200.884433861388611377300.00335..941193.6000333.41440.0000200.884433861388611377300.00446..790203.8000377.59110.0000200.884433861388611377300.00447..639214.0000411.76880.0000200.884433861388611377300.00448..488224.2000455.94550.0000200.884433861388611377300.00559..336234.4000500.12220.0000200.884433861388611377300.005510..185244.6000544.29880.0000200.884433861388611377300.006611..034254.8000588.47550.0000200.884433861388611377300.006611..883265.0000622.65220.0000200.884433861388611377300.007712..731275.2000666.82990.0000200.884433861388611377300.007713..580285.4000711.00660.0000200.884433861388611377300.008814..429295.6000755.18220.0000200.884433861388611377300.008815..278305.8000799.35990.0000200.884433861388611377300.008816..127316.0000833.53660.0000200.884433861388611377300.009916..975326.2000877.71330.0000200.884433861388611377300.009917..824336.4000911.44550.0000188.658833861388611377300.010018..582346.6000944.35990.0000144.574433861388611377300.010019..175356.8000966.15880.000088.993333861388611377300.010019..540367.0000966.61330.0000-55.223333861388611377300.010019..633377.2000955.56880.0000-133.151133861388611377300.010019..420387.4000922.93880.0000-211.159933861388611377300.010018..886397.6000888.70660.0000-288.902233861388611377300.009918..026407.8000822.92660.0000-366.038833861388611377300.009916..851418.0000755.71880.0000-422.229933861388611377300.008815..387428.2000677.27220.0000-477.136633861388611377300.007713..670438.4000577.84550.0000-500.425533861388611377300.006611..755448.6000477.76000.0000-511.760033861388611377300.00559..705458.8000377.40880.0000-511.760033861388611377300.00447..602469.0000277.24770.0000-500.807733861388611377300.00335..537479.2000177.80000.0000-477.233333861388611377300.00223..617489.400099.66000.0000-400.701133861388611377300.00111..963499.600033.48550.0000-300.877733861388611377300.00000..708509.800000.00000.0000-177.423333861388611377300.00000..00051110.000000.00000.000000.000033861388611377300.00000..000(四)整體穩(wěn)定驗(yàn)驗(yàn)算最不利滑滑動(dòng)面:圓圓心:((-1.5568188,1.0000000)半半徑=11.4424899(m)安安全系數(shù)=2..638總的下滑滑力 =9909.3364(kkN)總的抗滑滑力 =22399..259((kN)土體部分分下滑力 =9909.3364(kkN)土體部分分抗滑力 =22392..700((kN)筋帶的抗抗滑力 =66.5599(kN))整體穩(wěn)定驗(yàn)算滿滿足:最小安全全系數(shù)=22.6388≥1.2250三、【立柱各點(diǎn)點(diǎn)配筋包絡(luò)絡(luò)結(jié)果】點(diǎn)點(diǎn)號(hào)距頂距距離面?zhèn)瓤v筋筋背側(cè)縱筋筋箍筋(m))((mm2)(mm22)(mm22/m)10.00038661386111137320.22038661386111137330.44038661386111137340.66038661386111137350.88038661386111137361.00038661386111137371.22038661386111137381.44038661386111137391.660386613861111373101.880386613861111373112.000386613861111373122.220386613861111373132.440386613861111373142.660386613861111373152.880386613861111373163.000386613861111373173.220386613861111373183.440386613861111373193.660386613861111373203.880386613861111373214.000386613861111373224.220386613861111373234.440386613861111373244.660386613861111373254.880386613861111373265.000386613861111373275.220386613861111373285.440386613861111373295.660386613861111373305.880386613861111373316.000386613861111373326.220386613861111373336.440386613861111373346.660386613861111373356.880386613861111373367.000386613861111373377.220386613861111373387.440386613861111373397.660386613861111373407.880386613861111373418.000386613861111373428.220386613861111373438.440386613861111373448.660386613861111373458.880386613861111373469.000386613861111373479.220386613861111373489.440386613861111373499.660386613861111373509.8803866138611113735110.000386613861111373【立柱配筋最終終結(jié)果】面?zhèn)瓤v縱筋面積最最大為38861(mmm2)背側(cè)縱縱筋面積最最大為38861(mmm2)箍筋面面積最大為為13733(mm22/m)四、【錨桿設(shè)計(jì)計(jì)】1.原始條件件:錨桿錨桿豎向間間入射射角自由段段錨固段段錨固體體水平預(yù)加加水平剛剛度筋漿強(qiáng)強(qiáng)度超挖深深號(hào)類型距(m)(度度)長(zhǎng)度(m)長(zhǎng)度度(m)直徑徑(mm)力(kN)((MN/mm)fb((kPa))度度(m)1錨桿桿2.000015..006.0005.0001300550.000015..0022100..002.錨桿設(shè)計(jì)計(jì)條件:錨桿自自由長(zhǎng)度計(jì)計(jì)算參數(shù)：：破裂角角起點(diǎn)位置置t(m))0.0000破裂角角計(jì)算值((度)65.000破裂角角采用值((度)65.000錨桿控控制參數(shù)：：邊坡重重要性系數(shù)數(shù)γo1.1錨桿鋼鋼筋等級(jí)HRBB335系數(shù)ξξ11..00錨錨桿彈模EEs(100^5~MMPa)2.000系數(shù)ξξ20..69注注漿體彈模模(10^44~MPaa)33.00系數(shù)ξξ30..60荷載分分項(xiàng)系數(shù)γ`Q~1..30自由長(zhǎng)長(zhǎng)超過破裂裂面長(zhǎng)(m)1.55自由構(gòu)構(gòu)造長(zhǎng)度((m)44.0錨固構(gòu)構(gòu)造長(zhǎng)度((m)55.0錨桿水水平內(nèi)力取取值：注意：：當(dāng)錨桿受受壓時(shí)，錨錨桿水平拉拉力取0。內(nèi)力取取值工況號(hào)號(hào)(1)組組合1錨桿組合(1)組合合(2)組合合(3)組合合(4)錨桿桿內(nèi)力錨桿內(nèi)內(nèi)力號(hào)錨桿力力(kN)錨桿力(kN)錨桿力(kN)錨桿力(kN)設(shè)計(jì)值(kN)實(shí)用值(kN)1500.0050..00655.0065..003.錨桿設(shè)計(jì)計(jì)結(jié)果:鋼筋類型型對(duì)應(yīng)關(guān)系系：d-HHPB3000,D--HRB3335,EE-HRBB400,,F-RRRB4000,G-HHRB5000,P--HRBFF335,,Q-HRRBF4000,R--HRBFF500錨桿支支護(hù)鋼筋筋或自自由段長(zhǎng)度度錨固段長(zhǎng)長(zhǎng)度自由段段長(zhǎng)度錨固固段長(zhǎng)度實(shí)實(shí)配[計(jì)算]錨桿剛剛度號(hào)類型鋼絞絞線配筋計(jì)算值值(m)計(jì)算算值(m)實(shí)用用值(m)實(shí)用用值(m)面積積(mm2))(MN//m)11錨桿1DD256..05.06..05.04991[3558]114.455二、2-2’錨錨噴計(jì)算[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)規(guī)范: 建筑邊坡坡工程技術(shù)術(shù)規(guī)范(503330--22002))計(jì)算目目標(biāo): 安全系數(shù)數(shù)計(jì)算滑裂面面形狀:圓弧滑動(dòng)動(dòng)法不考慮慮地震[坡面信息]坡面線線段數(shù)22坡坡面線號(hào)水平投投影(m)豎直投影影(m)超載載數(shù)1144.000088.00000022100.000022.000000[土層信息]上部土土層數(shù)11層號(hào)號(hào)層厚重度度飽和重重度粘結(jié)強(qiáng)度度孔隙水壓壓((m)(kkN/m33)(kN//m3)((kpa))力系系數(shù)150..000188.000020.0000300.0000層號(hào)號(hào)粘聚力內(nèi)摩擦擦角水下粘聚聚水下內(nèi)內(nèi)摩((kPa))((度)力(kPa))擦擦角(度)1200.0000440.000010..00025.0000層號(hào)號(hào)十字板τ強(qiáng)度增增十字板τ水強(qiáng)度增增長(zhǎng)系((kPa))長(zhǎng)長(zhǎng)系數(shù)下值值(kPa))數(shù)數(shù)水下值1================================================================================下部土土層數(shù)11層號(hào)號(hào)層厚重度度飽和重重度粘結(jié)強(qiáng)度度孔隙水壓壓((m)(kkN/m33)(kN//m3)((kpa))力系系數(shù)150..000188.000020.0000300.0000層號(hào)號(hào)粘聚力內(nèi)摩擦擦角水下粘聚聚水下內(nèi)內(nèi)摩((kPa))((度)力(kPa))擦擦角(度)1200.0000440.000010..00025.0000層號(hào)號(hào)十字板τ強(qiáng)度增增十字板τ水強(qiáng)度增增長(zhǎng)系((kPa))長(zhǎng)長(zhǎng)系數(shù)下值值(kPa))數(shù)數(shù)水下值1不考慮慮水的作用用[筋帶信息]采用錨錨桿錨桿道道數(shù):22筋帶力力調(diào)整系數(shù)數(shù):2..000錨固體體與地層粘粘結(jié)工作條條件系數(shù)::1.0000筋帶號(hào)距地面水平間距距總長(zhǎng)度度傾角材料抗抗拉錨固段錨固段段法向力力發(fā)高度(m)(mm)(mm) (度)力(kN) 長(zhǎng)度(m)直徑(m)揮系數(shù)12.5502..0088.00115.000100..0066.000.1110.00025.0002..0088.00115.000100..0066.000.1110.000[計(jì)算條件]圓弧穩(wěn)穩(wěn)定分析方方法:瑞典條條分法土條重重切向分力力與滑動(dòng)方方向反向時(shí)時(shí):當(dāng)下滑滑力對(duì)待穩(wěn)定計(jì)計(jì)算目標(biāo)::自動(dòng)搜搜索最危險(xiǎn)險(xiǎn)滑裂面條分法法的土條寬寬度:11.0000(m)搜索時(shí)時(shí)的圓心步步長(zhǎng):11.0000(m)搜索時(shí)時(shí)的半徑步步長(zhǎng):00.5000(m)計(jì)算結(jié)果:[計(jì)算結(jié)果圖]最不利滑滑動(dòng)面:滑滑動(dòng)圓心==(-44.1600,10..960))(m)滑滑動(dòng)半徑==11..723((m)滑滑動(dòng)安全系系數(shù)=11.8566起始x終止xααliiCiiΦi條實(shí)重重浮力力地震震力滲透力附加力X附加力Y下滑力力抗滑滑力超載豎向地地震力地震力(m)((m)(度)((m)(kPaa)(度度)(kkN)(kkN)(kkN)((kN)((kN)((kN)(kkN)(kNN)(kN))((kN)-0.000000.8000222.90880..86920.000040.0009.09900.000..000.0000.00000.003..5424.4400.00000.000.800011.6000277.23000..90020.000040.000226.73300.000..000.0000.00000.0012..2337.9940.00000.001.600022.4000311.72880..94120.000040.000443.24400.000..000.0000.00000.0022..7449.6680.00000.002.400033.2000366.45990..99520.000040.000558.47700.000..000.0000.00000.0034..7459.3360.00000.003.200044.0000411.50111..06920.000040.000772.15500.000..000.0000.00000.0047..8166.7710.00000.004.000044.8344477.10991..22620.000040.000776.44400.000..000.0000.00000.0056..0168.1180.00000.004.834455.6688533.53771..40420.000040.000663.73300.000..000.0000.00000.0051..2659.8870.00000.005.668866.5022611.20551..73320.000040.000446.37700.000..000.0000.00000.0040..6453.4410.00000.006.502277.3377722.08112..71720.000040.000118.11100.000..000.0000.00000.0017..2459.0020.00000.00筋帶號(hào)錨固抗拔拔材料料抗拉計(jì)算采采用有效錨錨固滑面角切向向抗法向抗抗力(kN)力(kN)值長(zhǎng)度(m)度(度)力(kN)力(kN)160.66051100.0000抗拔力力5.844654..716335.000849..472251.55081100.0000抗拔力力4.966869..877117.722148..364總總的下滑力力=286..193((kN)總總的抗滑力力=531..292((kN)土土體部分下下滑力=2886.1993(kNN)土土體部分抗抗滑力=4778.5664(kNN)筋筋帶在滑弧弧切向產(chǎn)生生的抗滑力力=522.7288(kN))筋筋帶在滑弧弧法向產(chǎn)生生的抗滑力力 =0..000((kN)三、3-3’剖剖面格構(gòu)式式錨桿擋墻墻驗(yàn)算[1]《建筑筑邊坡工程程技術(shù)規(guī)范范》（GBB503330-20002），本本文簡(jiǎn)稱《邊邊坡規(guī)范》[2]《建筑筑結(jié)構(gòu)荷載載規(guī)范》（GB50009-2001），本文簡(jiǎn)稱《荷載規(guī)范》[3]《建筑筑抗震設(shè)計(jì)計(jì)規(guī)范》（GB50011-2010），本文簡(jiǎn)稱《抗震規(guī)范》[4]《混凝凝土結(jié)構(gòu)設(shè)設(shè)計(jì)規(guī)范》（GB50010-2010），本文簡(jiǎn)稱《混凝土規(guī)范》[簡(jiǎn)圖][已知條件]1.基本信息息邊坡類型土質(zhì)邊坡邊坡等級(jí)一級(jí)墻高(m)24.000梁容重(kN//m3)25.00坡度(1：m))0.500梁砼等級(jí)C30豎梁道數(shù)9梁縱筋級(jí)別HRB335├間距(m)2.500梁箍筋級(jí)別HRB335├截面寬(m)0.300梁鋼筋直徑(mmm)20└截面高(m)0.400梁as(mm)50平梁道數(shù)6梁抗扭計(jì)算ζ值值1.200├截面寬(m)0.300支座約束彈性├截面高(m)0.400├左懸長(zhǎng)度(m))0.500└右懸長(zhǎng)度(m))0.5002.錨桿(索索)錨桿錨桿豎向間入射角自由段錨固段錨固體錨桿預(yù)加錨桿剛度筋漿強(qiáng)度號(hào)類型距(m)(度)長(zhǎng)度(m)長(zhǎng)度(m)直徑(mm)力(kN)(MN/m)fb(kPa))1錨桿8.00015.004.505.0011050.0008.542400.0002錨桿2.50015.004.505.0011050.0008.542400.0003錨桿2.50015.004.505.0011050.0008.542400.0004錨桿2.50015.004.505.0011050.0008.542400.0005錨桿2.50015.004.505.0011050.0008.542400.0006錨桿2.50015.004.505.0011050.0008.542400.0003.巖土信息息背側(cè)坡線數(shù)2面?zhèn)绕戮€數(shù)背側(cè)坡線水平投影長(zhǎng)豎向投影長(zhǎng)坡線長(zhǎng)坡線仰角荷載數(shù)序號(hào)(m)(m)(m)(度)116.000-14.000021.260318.81440250.0000.00050.0000.0000面?zhèn)绕戮€水平投影長(zhǎng)豎向投影長(zhǎng)坡線長(zhǎng)坡線仰角序號(hào)(m)(m)(m)(度)12地面上地層數(shù)1地面下地層數(shù)1墻后穩(wěn)定地面角角(度)63.000填土與穩(wěn)定面摩摩擦角(度)17.500填土與結(jié)構(gòu)摩擦擦角(度)17.500地面上地層厚重度粘聚力內(nèi)摩擦角摩阻力frb浮重度地層序號(hào)(m)(kN/m3)(kPa)(度)(kPa)(kN/m3)124.00018.00020.00040.00030.000地面下地層厚重度粘聚力內(nèi)摩擦角摩阻力frb浮重度地層序號(hào)(m)(kN/m3)(kPa)(度)(kPa)(kN/m3)150.00018.00020.00040.00030.0004.荷載信息息場(chǎng)地環(huán)境一般地區(qū)土壓力計(jì)算方法法庫(kù)侖主動(dòng)巖土壓力增增大系數(shù)1.200有限范圍填土土土壓力ㄨ巖土壓力分布三角形荷載組合數(shù)2序號(hào)組合名稱1組合12組合2(1)組合1序號(hào)荷載名稱荷載類型是否參與分項(xiàng)系數(shù)1擋墻結(jié)構(gòu)自重永久荷載√1.0002墻背側(cè)巖土側(cè)壓壓力永久荷載√1.0003墻背側(cè)地表荷載載引起巖土土側(cè)壓力可變荷載√1.000(2)組合2序號(hào)荷載名稱荷載類型是否參與分項(xiàng)系數(shù)1擋墻結(jié)構(gòu)自重永久荷載√1.0002墻背側(cè)巖土側(cè)壓壓力永久荷載√1.0003墻背側(cè)地表荷載載引起巖土土側(cè)壓力可變荷載√1.0005.整體穩(wěn)定定是否計(jì)算整體穩(wěn)穩(wěn)定√穩(wěn)定計(jì)算目標(biāo)自動(dòng)搜索最危險(xiǎn)險(xiǎn)滑裂面條分法的土條寬寬度(m)1.000搜索時(shí)的圓心步步長(zhǎng)(m)1.000搜索時(shí)的半徑步步長(zhǎng)(m)1.000筋帶對(duì)穩(wěn)定的作作用筋帶力沿圓弧切切向土條切向分力與與滑動(dòng)方向向反向時(shí)當(dāng)下滑力對(duì)待[計(jì)算內(nèi)容]（1）墻身力系計(jì)算算（2）格構(gòu)梁內(nèi)力及及位移計(jì)算算（3）格構(gòu)梁配筋及及裂縫計(jì)算算（4）整體穩(wěn)定驗(yàn)算算（5）錨桿（索）設(shè)設(shè)計(jì)計(jì)算[計(jì)算結(jié)果]一、【組合1】(一)巖土壓力計(jì)計(jì)算(1)合合力按《邊坡規(guī)范》公公式(6.2..3)計(jì)算主動(dòng)動(dòng)土壓力：： Ea=0.0001(kNN)Exx=0.0001(kkN)EEy=-00.0000(kN))作用點(diǎn)點(diǎn)高度ZZy=8..000((m)(2)分分布巖土壓力分