橋梁雙柱式橋墩下部結(jié)構(gòu)設(shè)計(jì)

橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)1/351某橋梁下部構(gòu)造設(shè)計(jì)\l“_TOC_250025“一、設(shè)計(jì)資料 3\l“_TOC_250024“1、設(shè)計(jì)標(biāo)準(zhǔn)與上部構(gòu)造 3\l“_TOC_250023“2、水文地質(zhì)條件 3\l“_TOC_250022“3、材料 34、橋墩尺寸 4\l“_TOC_250021“5、設(shè)計(jì)依據(jù) 4\l“_TOC_250020“二、蓋梁計(jì)算 4\l“_TOC_250019“〔一〕荷載計(jì)算 41、上部構(gòu)造永久荷載 42、蓋梁自重與作用效應(yīng)計(jì)算 5\l“_TOC_250018“3、可變荷載計(jì)算 64、雙柱反力Gi計(jì)算所引起的各梁反力 13\l“_TOC_250017“〔二〕內(nèi)力計(jì)算 14\l“_TOC_250016“1、恒載加活載作用下各截面的內(nèi)力 142、蓋梁內(nèi)力匯總 16\l“_TOC_250015“〔三〕截面配筋設(shè)計(jì)與承載力核算 17\l“_TOC_250014“正截面抗彎承載力驗(yàn)算 17\l“_TOC_250013“斜截面抗剪承載力量驗(yàn)算 18\l“_TOC_250012“全梁承載力校核 19三橋墩墩柱計(jì)算 19\l“_TOC_250011“〔一〕荷載計(jì)算 19\l“_TOC_250010“恒載計(jì)算: 19\l“_TOC_250009“汽車荷載計(jì)算 203、雙柱反力橫向分布系數(shù)計(jì)算 21\l“_TOC_250008“4.荷載組合 22\l“_TOC_250007“〔二〕截面配筋計(jì)算與應(yīng)力驗(yàn)算 231．作用于墩柱頂?shù)耐饬?23\l“_TOC_250006“2、作用于墩柱底的外力 23\l“_TOC_250005“3、截面配筋計(jì)算 23四、鉆孔灌注樁的設(shè)計(jì)計(jì)算 25\l“_TOC_250004“〔一〕荷載計(jì)算 251、一孔恒載反力〔圖12〕 25\l“_TOC_250003“2、蓋梁恒重反力 25\l“_TOC_250002“3、系梁恒重反力 26\l“_TOC_250001“4、一根墩柱恒重 26\l“_TOC_250000“5、灌注樁每延米自重 26橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)2/3526.可變荷載反力 26力，圖13 27〔二〕樁長(zhǎng)計(jì)算 27〔三〕樁的內(nèi)力計(jì)算〔m法〕 281，樁的計(jì)算寬度b： 283 地面以下深度Z處樁截面的彎矩3 地面以下深度Z處樁截面的彎矩Mz與水平壓應(yīng)力的計(jì)算： 29(四)樁身配筋計(jì)算與樁身材料截面強(qiáng)度驗(yàn)算 30〔五〕墩頂縱向水平位移驗(yàn)算 32〔x,0

〕計(jì)算 320墩頂縱向水平位移驗(yàn)算 34橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)3/353某橋梁下部構(gòu)造設(shè)計(jì)一、設(shè)計(jì)資料1、設(shè)計(jì)標(biāo)準(zhǔn)與上部構(gòu)造(1)：3.0kN/m2(2)7+2×0.75(人行道)跨徑：標(biāo)準(zhǔn)跨徑：16m；主梁全長(zhǎng)：15.96m；計(jì)算跨徑：15.5m22cm25橋面橫坡為：1.5%。0.75m時(shí)取5kN/m，人行道寬為1.5m時(shí)取8.5kN/m。313m515cm100cm。平均布設(shè)。2、水文地質(zhì)條件2.5m地質(zhì)條件：密實(shí)細(xì)砂夾礫石：地基承載力400kPa按無橫橋向水平推力〔漂流物、沖擊力、水流壓力等〕與縱橋向風(fēng)荷載3、材料HRB335R235C25；橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)4/354800160160160800160160160160160811818181818 911010016042016001550160160160160 50 3566120100312010037001120

〔尺寸單位：cm〕〔JTGD60-2023〕〔JTGD60-2023〕〔JTGD63-2023〕《根底工程》王曉謀主編人民交通出版社〔其次版〕葉見曙主編人民交通出版社〔其次版〕邵旭東主編人民交通出版社二、蓋梁計(jì)算〔一〕1、上部構(gòu)造永久荷載 見表1.每片邊梁自重〔kN/m〕1、5每片邊梁自重〔kN/m〕1、5每片中梁自重〔kN/m〕一孔上部結(jié)每一個(gè)支座恒載反力〔kN〕〔kN〕2431、5316.24517.02517.0251295.26349.483125.89131.94橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)5/3552、蓋梁自重與作用效應(yīng)計(jì)算 1〔尺寸單位：cm〕蓋梁自重產(chǎn)生的彎矩、剪力效應(yīng)計(jì)算 表2截面編號(hào) 自重〔kN〕

彎矩 剪力〔kN〕〔kN/m〕 V V左 右1-1

25+0.5×0.5×1.2×25=9.75

M=-7.5×0.5-2.25-9.751 2×0.5=-2.253

-9.75M=-0.5×1×1.2×22-2

1q=〔0.8+1.1〕×

125×0.5-×0.6×22 2 -24.00 -24.000.5×1.2×25=14.25

11.2×25×=-10.503M3=-0.5×1.0×1.23-3

25=19.80

×25×1.1-×0.6×1.0×1.2×25×〔

-43.80

69.30橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)6/356=-30.84M=131..1×0.5-4〔19.8+16.5〕×q=0.5×1.1×1.2×11.1〕=-0.3152.8052.8044-425=16.50M=-30.84M=131..1×0.5-4〔19.8+16.5〕×q=0.5×1.1×1.2×11.1〕=-0.3152.8052.8044-425=16.50M=131..1×21-4〔19.8+16.5+52.8〕5-5q05=1.6×1.1×1.2×025=52.80× -15×3.2-9×1〔3+27〕=41.963、可變荷載計(jì)算法。1a、單車列，對(duì)稱布置〔3〕時(shí)：1 52

012

0.56250.281 3 2b、雙車列，對(duì)稱布置〔4〕時(shí)： 1 5 2

10.56320.265621〔0.43750.4379〕0.43752橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)7/357 13 2

3c、單車列，非對(duì)稱布置〔5〕時(shí)：由 i

eai

/ a2，n5e， a2i

2(1.623.22)25.61則 11 5

2.13.225.6

0.46352 1 2.11.652 25.61

0.331 0.23 5 10.1310.0694 5 10.263-0.0635 5橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)8/3584d、雙車列，非對(duì)稱布置〔5〕時(shí)：：n5，e0.55， a2i

25.6 21

5

0.553.2〕0.53825.6 22

5

0.551.625.6

〕0.468 213 5

0.4 4 5 5 5

0.034〕0.3320.069〕0.262橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)橋梁雙柱式橋墩下部構(gòu)造設(shè)計(jì)17/35175②

q 0.753.0kN/m3.25kN人 ma〔6〕1 52 03

1.422-0.422圖6i：n=5，e=3.875， i1 3.8753.2

25.6則： 1

5 25.6 0.684 13.8751.60.4422 5 25.615 0.25314 5

15 5

按順橋向可變荷載移動(dòng)狀況，求得支座可變荷載反力的最大值〔圖7〕7①大路-Ⅱ級(jí)雙孔布載單列車時(shí)：B15.527.875168290.063KN2雙孔布載雙列車時(shí)：?jiǎn)慰撞贾脝瘟熊嚂r(shí)：B15.57.875168229.031KN2單孔布載雙列車時(shí)：②8B1

82.2511.0015.517.44KN2B1B1

B17.44KN2B34.88KN2可變荷載橫向分布后各梁支點(diǎn)反力〔RiBi〕荷載橫向分布狀況大路-I級(jí)荷載〔kN〕人群荷載〔kN〕荷載橫向分布狀況大路-I級(jí)荷載〔kN〕人群荷載〔kN〕計(jì)算橫向分單孔雙孔單孔雙孔方荷載 布系數(shù)法布置η單列行車010.28120.437530.281405BRBRBRBR121200229.64.3629081.51031100.20.06126.9064.36381.5000對(duì)稱雙列布行車置人群

0.2656121.66117121.66117312.68458.200.409.5514.86062272.00700.62200.40514.86121.66312.6824.8049.6017.-7.3634.-14.7440880-7.36-14.724.8049.60106.04143.30229.75.8129096.0103145.81.0658.0115.8020.01-14.43-18.27246.44312.11458.214.37580271.50062183.22.12232.05152.086192.60120.01151.9911.9360.5317.7.7134.37.34443.498817.70-0.73-3.73-4.9525.13 0.437520.59383 0.437540.2656511.4221-0.4222204345

1.422112單列2

306945非 0.5381對(duì)雙列稱行車布置

0.46820.4003 0.33240.26250.684110.422220034荷載45

0.0420.284h=4，表中均取用各板的最大值，沖擊系數(shù)計(jì)算：h=f=∴1.5HZ即沖擊系數(shù)1 10.332f=∴1.5HZ各梁永久荷載，可變荷載根本組合計(jì)算表 表4編號(hào)荷載狀況1R2R3R4R5R①恒載251.80263.89263.89263.89251.80②雙列對(duì)稱205.85339.09460.23339.09205.85③雙列非對(duì)稱415.73361.64309.09256.55202.45④人群對(duì)稱49.60-14.720-14.7249.60⑤人群非對(duì)稱23.8615.426.98-1.46-9.9⑥1.2①+1.4②+0.8④630.03779.62960.99779.62630.03⑦1.2①+1.4②+0.8⑤609.44803.73966.57790.23582.43⑧1.2①+1.4③+0.8④923.86811.19749.39664.06625.27⑨1.2①+1.4③+0.8⑤903.27835.30754.98674.67577.674、雙柱反力Gi計(jì)算〔圖9〕所引起的各梁反力 表5：G1

計(jì)算 表5其中E=3.0荷載組合狀況計(jì)算式其中E=3.0荷載組合狀況計(jì)算式1〔kN〕〔kN〕組合⑥1〔630.035.3779.623.7960.994.2人群對(duì)稱2.1779.620.5670.031.1〕1890.141890.14組合⑦1〔609.445.3803.733.7966.574.21901.922.1790.230.5582.431.1〕人群非對(duì)稱 1901.92組合⑧1〔923.865.3811.193.7749.394.2人群對(duì)稱2.1664.060.5625.271.1〕2170.442170.44組合⑨1〔903.275.3835.303.7754.984.22182.212.1674.670.5577.671.1〕人群非對(duì)稱 2182.219，即偏載左邊的立柱反力最大〔G1＞G2，并由荷載組合⑨時(shí)掌握設(shè)計(jì)。此時(shí)G2182.21kN，G1

1603.34kN〔二〕內(nèi)力計(jì)算1、恒載加活載作用下各截面的內(nèi)力彎矩計(jì)算〔圖9〕9，為求得最大彎矩值，支點(diǎn)負(fù)彎矩取用非對(duì)稱布置時(shí)的數(shù)值，跨中彎矩取用對(duì)稱布置時(shí)數(shù)值。各截面彎矩計(jì)算式為：M11M22

0R1

M R1.1033 1M R1.60G0.544 1 1M R3.2R1.6G2.155 1 2 1各種荷載組合下的各截面彎矩計(jì)算見表6墩柱反梁支座反力各截面彎矩荷載組力〔kN〕墩柱反梁支座反力各截面彎矩荷載組力〔kN〕〔kN〕合狀況GRR截面3-34-45-51122-2組合⑥1890.14630.03779.62-315.02-693.03-62.98705.81雙列對(duì)稱組合⑦1901.92609.44803.73-301.72-670.38-24.14757.86雙列對(duì)稱組合⑧2170.44923.86811.20-461.93-1016.25-392.96303.65雙列非對(duì)稱組合⑨2182.21903.27835.30-451.64-993.60-354.13355.70雙列非對(duì)稱一般計(jì)算公式為：1-1：V左

0，V右

-R；12-2：V左3-3：V左

V右-R1

-R；1，V G右 1

-R；14-4：4-4：G1-R，V G-R-R；1右1 125-5：G-R-R，V1 12GRR R。右1 123荷載組墩柱梁支座反力各截面剪力〔kN〕合狀況荷載組墩柱梁支座反力各截面剪力〔kN〕合狀況反力〔kN〕①-①②-②②-③③-④④-⑤(kN)RRRVVVVVVVVVV123左 右左右左右左右左右組合⑥1890630.779.960-63-63-630.-63012601260480.480.4-480.14 03620.0.00.003.03.11.11499.59933組合⑦1901609.803.960-60-60-609.-60912921292488.488.7-477.92 44736.9.49.444.44.48.48755.825744組合⑧2170923.811.740-92-92-923.-92312461246435.435.3-314.44 86269.3.83.886.86.58.58388.013966組合⑨2182903.835.750-90-90-903.-90312781278443.443.6-311.21 27304.3.23.227.27.94.94644.3498772、蓋梁內(nèi)力匯總〔8〕678內(nèi)力截面號(hào)①-①②-②②-③內(nèi)力截面號(hào)①-①②-②②-③③-④④-⑤彎矩M-2.25-10.50-30.84-0.3141.96自重0-461.93-1016.25-392.96757.86-2.25-472.43-1047.09-393.27799.82左-9.75-24.00-43.8052.800右-9.75-24.0069.3052.800左0-923.86-923.861246.58435.38右-923.86-923.861246.58435.38-314.01左-9.75-947.86-967.661299.38435.38右-933.61-947.861315.88488.18-314.01〔kN/M〕M荷載〔kN/M〕M荷載M計(jì)算V自重剪力V荷載〔kN〕V計(jì)算鋼筋中心至混凝土邊緣。f 13.8MPa，f 280MPa，f 1.39MPacd sd td正截面抗彎承載力驗(yàn)算 M 0 d

f bh x2cd x 0 2f Asd s

f bxcdA fcdbxs fsd：bh120110，M-1047.09KNm：bh120110，M-1047.09KNm，d0 0即：

x

1.01047.0610613.81200x1050 2 28.28x217388x10470600解方程得x62.05mmhbo

0.561050588mmfA cdS f

bx 13.8120062.05 2280sd12φ22n

A3669.819.6512sA 380.1ss1 12380.1100%0.346%451200110045μ＞45該截面實(shí)際承載力M μ＞45uhM f A xh2u sd s0 62.052804561.2

1050

1301.37kNmM 1047.09u2u9截面號(hào)M所需鋼筋所需鋼筋實(shí)際選用截面號(hào)M所需鋼筋所需鋼筋實(shí)際選用含筋率(kN.m)面積〔根數(shù)〕根數(shù)(〔%〕()①-①-2.25—-622810.266②-②-472.431628.174.28830410.241③-③-1047.093669.819.651038010.302④-④-393.271352.313.56830410.241⑤-⑤779.822711.657.131038010.302斜截面抗剪承載力量驗(yàn)算5.2.10條要求，當(dāng)截面符合：V0d

103

fbh2td

截面抗剪承載力計(jì)算，僅需按《公預(yù)規(guī)》9.3.13條構(gòu)造要求配置箍筋。式中：——預(yù)應(yīng)力提高系數(shù)，本例取=1.0；2 2f ——混凝土抗拉設(shè)計(jì)強(qiáng)度，本例取fsd

=1.39MPa。0.5103fbh

0.51031.01.391200750625.50kN2td0對(duì)于②-②截面—⑤-⑤截面：0.5103fbh0.51031.01.3912001050875.70N2td0按《公預(yù)規(guī)》規(guī)定：0.51103 f bhcu，k 0

0.51103 30120010503520kN故按構(gòu)造配置箍筋和斜筋。全梁承載力校核

V0d

1315.88kN0h 1050mm0s

280MPaφ22l

As

z，z0.92h0966mm，代入后得Ml280380.1996102.8(kNm)據(jù)此繪制彎矩包絡(luò)圖和全梁承載力校核圖，如以下圖所示。四橋墩墩柱計(jì)算210030R235〔一〕荷載計(jì)算恒載計(jì)算:上部構(gòu)造恒載，一孔總重：1295.26kN蓋梁自重〔半根梁重：113.10kN〔3〕橫系梁重：56kN〔4〕一根墩柱自重：3.1416〔3〕橫系梁重：56kN〔4〕一根墩柱自重：3.141668.72kN1N 1295.2668.72716.35kN1恒 2汽車荷載計(jì)算荷載布置與行駛狀況見前述圖，由蓋梁計(jì)算得知：〔1〕大路-Ⅱ級(jí)1B10,B2229.03kN,B1B2229.03kN相應(yīng)的制動(dòng)力：依據(jù)《公預(yù)規(guī)》4.3.6條規(guī)定大路-Ⅱ級(jí)汽車制動(dòng)力不小于90kN，故取制動(dòng)力90kN2B161.03kN,B2229.03kN,B1B2290.06kN相應(yīng)的制動(dòng)力：T290kN(2)人群荷載①單孔行人〔單側(cè)〕B10，B217.44kN，B1B217.44kNKN②雙孔行人〔單側(cè)〕B117.44kN，B217.44kN，B1B234.88kN荷載產(chǎn)生最大偏心彎矩，即產(chǎn)生最大墩柱低彎矩。3、雙柱反力橫向分布系數(shù)計(jì)算〔10〕:單列車時(shí)：

210210

1.0

101 420

1-102 552101 420

0.631210.6310.369單側(cè)：

387.52101.4231 420 11.4230.4232雙側(cè)： 120.54.荷載組合最大最小垂直反力計(jì)算，見下表10最大垂直反力〔KN〕最小垂直反力〔KN〕編號(hào)荷載狀況最大垂直反力〔KN〕最小垂直反力〔KN〕編號(hào)荷載狀況112B 212大路-Ⅱ級(jí)單列車雙列車1.00.631386.36487.5900.3690285.1334人群荷載單側(cè)雙側(cè)1.4230.539.1734.88-0.4230.5-14.7534.88表中汽車荷載已經(jīng)乘以沖擊系數(shù)〔1+μ=1332〕最大彎矩時(shí)計(jì)算〔單孔〕見表11垂直力〔KN〕〔KN垂直力〔KN〕〔KNm〕編墩柱頂反力計(jì)水平力荷載狀況號(hào)B(1u)1B1B2BBH〔KN〕0.251.1H12〔B-B〕1 21上部與蓋梁——-436.92—00458.062單孔雙列車人群?jiǎn)慰纂p3側(cè)385.000385.004596.2549.569.7634.88-34.88-8.72-表內(nèi)水平力由兩墩柱平均安排。〔二〕截面配筋計(jì)算與應(yīng)力驗(yàn)算作用于墩柱頂?shù)耐饬Α矆D11〕最大垂直力：Nmax

436.92487.5939.17963.68kN最小垂直力：(需要考慮與最大彎矩值相適應(yīng))N彎矩：

min

436.92385.0034.88856.80kNM水平力：

max

96.2549.58.72154.47kNmH=45kN2、作用于墩柱底的外力

11NmaxNminMmax

963.6868.721032.4KN856.8068.72925.52KN154.47453.5311.97kN3、截面配筋計(jì)算墩柱選用C30混凝土，承受12φ16R235Ag=24.13cm2,則縱向鋼筋配筋率2A 24.132

g

0.31%，由于l0

23.5/20.5

77，故不計(jì)偏心增大系數(shù)：取1.0；5.3.1條：N 0.90 d

f Af”A”cd sd s 0.9fAf”A” 0.9113.80.7851062802413cd sds10357.78kNN963.68kN0 d滿足標(biāo)準(zhǔn)要求。單孔荷載，最大彎矩時(shí)，墩柱頂按小偏心受壓構(gòu)件驗(yàn)算：N856.80kNdM154.47kNmdMe d0 Nd

154.470.18m180mm856.800η=1.0，e0

1.0180180mm依據(jù)《公預(yù)規(guī)》5.3.9條偏心受壓構(gòu)件承載力計(jì)算應(yīng)符合以下規(guī)定：N Ar2f0 d sdNeBr3f0 d 0 gr3f”sde e cd

Dgf”sdr0 Afcd

Cf”sd設(shè)g=0.88,代入f =13.8MPa、f /=280MPa后，經(jīng)整理得cd sde =13.8B0.764Dr0 13.8A0.868C圓形截面鋼筋混凝土偏壓構(gòu)件正截面抗壓承載力A、B、C、D設(shè)ζ=0.8，A=2.1234,B=0.5898,C=1.6381,D=1.1212代入后 e0

13.80.58980.7641.12120.5146.4mm13.82.12340.8681.6381當(dāng)ζ=0.7，A=1.8102,B=0.6559,C=1.0692,D=1.4769代入后 e0

13.80.65590.7641.47690.5196.5mm13.81.81020.8681.0692當(dāng)ζ=0.73，A=1.9052,B=0.6386,C=1.2987,D=1.3358代入后 e0

13.80.63860.7641.33580.5179.3mm13.81.90520.8681.2987則取ζ=0.73， 即Ar2fcdBr3fcdsdsd

1.9052500213.81.29870.003128050026855kNN856.80kN0 d(0.638613.81.33580.00310.88280)5003129

0 d0

五 鉆孔灌注樁的設(shè)計(jì)計(jì)算鉆孔灌注樁的直徑為1.20m，用C25混凝土，φ16R235鋼筋。由地質(zhì)資料分析設(shè)m10×104kN/m4(密實(shí)細(xì)沙夾礫石)E=2.60×104MPac〔一〕荷載計(jì)算每一根樁承受的荷載為：1、一孔恒載反力〔12〕N11295.26647.63kN1 22、蓋梁恒重反力N1313.10kN23、系梁恒重反力N13 2

5628kN4、一根墩柱恒重N68.72kN4N為：恒NNN恒 1 2

NN3

857.45kN5、灌注樁每延米自重q 〔已扣除浮力〕46.可變荷載反力兩跨可變荷載反力N487.59kN〔大路-Ⅱ級(jí)〕5N， 39.17kN5

〔人群荷載〕單跨可變荷載反力N385.00kN〔大路-Ⅱ級(jí)〕6N， 34.88kN6

〔人群荷載〕制動(dòng)力T=45kN,作用點(diǎn)在支座中心，距樁頂距離為(10.0421.13.5)4.621m2縱向風(fēng)力：無橫橋向水平推力與縱橋向風(fēng)荷載，可不予考慮風(fēng)力。7、作用于樁頂?shù)耐饬?3圖12 圖13N 857.45487.5939.171384.21kN〔雙孔〕maxN 857.45385.0034.881277.33kN〔單孔〕minH45kN單跨可變荷載時(shí)：6 68.作用與地面處樁頂上的外力

0.25240.92NmN 1384.2116.951401.16kNmaxN 1277.3316.951294.28NminH 45kN0M240.92451.0285.92Nm0〔二〕樁長(zhǎng)計(jì)算該樁埋入局部沖刷線以下深度為h，一般沖刷線以下深度為h則3，

]k

h a 2

ii po i1

22 3U—樁周長(zhǎng)，考慮用沖抓錐鉆孔灌注，成孔直徑不變，則U1.23.77mτi—樁壁摩阻力，按表值取為τi—樁壁摩阻力，按表值取為70kim考慮孔底沉淀厚度影響系數(shù)，取為0.8；0A—樁底截面積，A=R21.13m2；—考慮樁入土深度影響的修正系數(shù)，取為0.7；00

=400kp；a

—土層的重度，取02 0

=11.8N/

已扣除浮力〕；2N]13.77〔2.5+h70+0.70.81.13400+411.8〔2.5+h-3樁底2603.9166.31h最大垂直力為：故h==5.21〔m〕N=1384.21+2.5×16.95+0.5×16.95h=1426.59+8.48h故h==5.21〔m〕h=6m，8.5m，由上式反求：[N]166.318.5603.92023.45kNN 1426.598.4861477.47kNMAX可知，樁的軸向承載力滿足要求?！踩硺兜膬?nèi)力計(jì)算〔m法〕1b：bk1 f

5mbEI15mbEI1式中： E 2.6107KN/m2，I0.0491d40.102m4h受彎構(gòu)件：I51000510001.980.82.61070.102故：

0.393h0.393(62.5)3.342.53 3 ZMz與水平壓應(yīng)力的計(jì)算：作用于地面處樁頂上的外力為zMzHM =0

MBAZ m 0mAMz

計(jì)算列表如表12，樁身彎矩分布圖14M計(jì)算列表 表12ZZ=ZZ=αZH、=αhAmBmHA/αOmMBOmMZ003.340.000001.000000.00285.92285.920.250.103.340.099590.9997311.40285.84297.250.510.203.340.196700.9979722.52285.34307.861.020.403.340.375650.9852143.01281.69324.701.530.603.340.523480.9561359.94273.38333.322.040.803.340.632640.9089272.44259.88332.322.541.003.340.697240.8410879.83240.48320.323.311.303.340.726780.7124283.22203.70286.913.821.503.340.687460.6134778.71175.40254.125.092.003.340.582470.3452966.6998.73165.426.362.503.340.317850.1746836.3949.9486.347.633.003.340.095110.0267110.897.6418.538.913.503.340.000010.000020.000.010.0110.1810.184.003.340.000.00②樁身水平應(yīng)力zx0 aHzA0zx b x1aH

a2M b1

14zBx00.39345/1.988.93b1a2Mb1

00.3932285.92/1.9822.3014。水平壓應(yīng)力計(jì)算zZ=zZ=αZH=αhAxBxaHb10zAxa2Mb10zBzx

130.000.003.342.611481.681260.000.000.000.510.203.342.757451.352744.926.0310.961.020.403.341.937481.067236.929.5216.441.780.703.341.462490.679489.1410.6119.752.290.903.341.197080.480369.629.6419.262.801.103.340.920610.311419.047.6416.683.821.503.340.512170.078926.862.649.505.092.003.340.13789-0.082142.46-3.66-1.207.633.003.340.28519-0.209377.64-14.01-6.3710.184.003.340.000000.00000140.000.000.00(四) 樁身配筋計(jì)算與樁身材料截面強(qiáng)度驗(yàn)算Z=1.53mM=878.5kN.Mz1.97m處的截面強(qiáng)度，該處內(nèi)力值為：M333.32KNmN1401.16KN樁內(nèi)豎向鋼筋按0.2%配置，則As 4

1.220.2%22.62cm2 s

0.21%l

3-300IAlh 3.50IAp長(zhǎng)細(xì)比：

22.7817.5i 0.417

1 l21

p 1400e/0

rrs

12其中：

Me 0 Nmax

333.321401.16

0.238mhrr0 s

0.60.881.48(m),h2r1.2me =0.2+2.701 h0

0.22.70.2380.631.48l 3.56=1.150.01p1.150.01 1.0712 h 1.2故取 =1，∴ 1 12 14000.238/1.48

9.521.2 0.6311.18則 e0

1.180.238281mm。C經(jīng)試算，當(dāng)ξ=0.6386A=1.6144,B=0.6662,C=0.7250,D=1.7132另設(shè)g=0.88，因ρ=0.21%，f =11.5MPa,f /=195MPa,代入下式：cd sdBfe cdDgf /sd r0 Afcd

Cf /sd0.666211.51.71320.00210.881