40.0m連續(xù)箱梁張拉(后張法)應(yīng)力控制計(jì)算

****橋40.0m連續(xù)箱梁張拉（后張法）應(yīng)力控制計(jì)算1、基本情況及要求：1.1、40.0m連續(xù)箱梁設(shè)計(jì)砼標(biāo)號(hào)C50，設(shè)計(jì)要求砼強(qiáng)度應(yīng)達(dá)到設(shè)計(jì)強(qiáng)度的80%后方可進(jìn)行鋼絞線束張拉；橫向預(yù)應(yīng)力鋼絞線要求砼強(qiáng)度應(yīng)達(dá)到設(shè)計(jì)強(qiáng)度的100%后方可進(jìn)行鋼絞線束張拉。1.2、預(yù)應(yīng)力采用江陰ASTMA416-92標(biāo)準(zhǔn)中低松弛270的鋼絞線，公稱直徑Φj15.24mm標(biāo)準(zhǔn)抗拉強(qiáng)度Ryb=1860MPa，Ey=1.95×105MPa，設(shè)計(jì)張拉控制應(yīng)力0.75Ryb，見鋼絞線試驗(yàn)數(shù)據(jù)。1.3、錨具采用YM15-16（腹板、底板鋼束）、YMH15-7（墩頂箱梁頂板負(fù)彎矩鋼束）及YMH15-4（橫向預(yù)應(yīng)力鋼絞線）系列錨下鑄件錨座錨具。規(guī)范要求鋼絞線張拉后盡早進(jìn)行壓漿；壓漿應(yīng)密實(shí)，并應(yīng)符合相關(guān)規(guī)范關(guān)于預(yù)應(yīng)力孔道壓漿的技術(shù)要求。1.4、應(yīng)力控制計(jì)算中k值和μ值暫按規(guī)范k=0.0015，μ=0.25計(jì)入，如有k和μ的試驗(yàn)數(shù)據(jù)，應(yīng)以試驗(yàn)數(shù)據(jù)為準(zhǔn)。1.5、箱梁采用支架現(xiàn)澆施工，腹板、底板、頂板負(fù)彎矩鋼束采用一端固定，橫向預(yù)應(yīng)力鋼束采用單根兩端張拉。張拉遵循先上后下，先外后內(nèi)的原則，采用分批，分階段對(duì)稱張拉。1.6、連續(xù)箱梁張拉端橫斷面圖：2、設(shè)計(jì)張拉控制應(yīng)力及基本數(shù)據(jù)：2.1δcon=0.75Ryb=0.75×1860=1395MPa（N/mm2）2.2Ey=1.95×105MPa（N/mm2）2.3Ag16=140×16=2240.02.4Ag7=140×7=980.0mm2；Ag1=140×1=140.02.5千斤頂選用YCW400B型（①千斤頂編號(hào)20321#相應(yīng)油壓表編號(hào)636#，回歸方程Y=0.15+0.01238X；②千斤頂編號(hào)20322#，相應(yīng)油壓表編號(hào)545#，回歸方程Y=0.091+0.01245X）。2.6千斤頂選用YCW150B型（①千斤頂編號(hào)20500#相應(yīng)油壓表編號(hào)1324#，回歸方程Y=0.746+0.03351X；②千斤頂編號(hào)20499#，相應(yīng)油壓表編號(hào)600#，回歸方程Y=0.486+0.03369X）。2.7千斤頂選用YCJ26型（①千斤頂編號(hào)20553#相應(yīng)油壓表編號(hào)586#，回歸方程Y=1.46+0.1988X；②千斤頂編號(hào)20552#，相應(yīng)油壓表編號(hào)613#，回歸方程Y=1.58+0.2081X）。3、張拉程序及張拉控制應(yīng)力達(dá)到后的油表讀數(shù)根據(jù)JTJ041-2000《公路橋涵施工技術(shù)規(guī)范》P134表12.10.3-1規(guī)定：鋼絞線束使用夾片式等具有自錨性能的錨具：低松弛力筋采用：0初應(yīng)力〈約15%δcon〉δcon〈持荷2min錨固〉3.1P16=1395×2240=3124800N=3124.8KNP16初=3124800×15%=468720N3.2P7=1395×980=1367100N=1367.0KNP7初=1367100×15%=205065N3.3P1=1395×140=195300N=195.3KNP1初=195300×15%=29295N3.4油表讀數(shù)：（用YCW400B型張拉16根/束；用YCW150B型張拉7根/束；用YCJ26型張拉4根/束（橫向預(yù)應(yīng)力束單根張拉））3.4①千斤頂編號(hào)20321#相應(yīng)油壓表編號(hào)636#，計(jì)算油壓表讀數(shù)：B16初=0.15+0.01238×468720=5.95MPa，劃線作標(biāo)記；B16=0.15+0.01238×3124.8=38.84MPa；②千斤頂編號(hào)20322#相應(yīng)油壓表編號(hào)545#，計(jì)算油壓表讀數(shù)：B16初=0.091+0.01245×468.72=5.93MPa，劃線作標(biāo)記；B16=0.091+0.01245×3124.8=38.99MPa；3.4①千斤頂編號(hào)20500#相應(yīng)油壓表編號(hào)1324#，計(jì)算油壓表讀數(shù)：B7初=0.746+0.03351×205.07=7.62B7=0.746+0.03351×1367.10=46.56②千斤頂編號(hào)20499#，相應(yīng)油壓表編號(hào)600#，計(jì)算油壓表讀數(shù)：B7初=0.486+0.03369×205.07=7.39B7=0.486+0.03369×1367.10=46.543.4①千斤頂編號(hào)20553#相應(yīng)油壓表編號(hào)586#，計(jì)算油壓表讀數(shù)：B4·1初=1.46+0.1988×29.295=7.3MPa，劃線作標(biāo)記；B4·1=1.46+0.1988×195.3=40.3MPa；②千斤頂編號(hào)20552#相應(yīng)油壓表編號(hào)613#，計(jì)算油壓表讀數(shù)：B4·1初=1.58+0.2081×29.295=7.7MPa，劃線作標(biāo)記；B4·1=1.58+0.2081×195.3=42.2MPa；4、計(jì)算步驟：4.1、根據(jù)規(guī)范曲線預(yù)應(yīng)力筋采用分段計(jì)算后疊加的方法計(jì)算較為精確。4.2、根據(jù)圖中給出的鋼束長度是在標(biāo)準(zhǔn)跨徑下的長度，本橋位于圓曲線段內(nèi)，圓曲線半徑R=420.0米。受曲線影響，左、右幅長度不等，施工時(shí)要根據(jù)各跨的實(shí)際長度調(diào)整各跨跨中水平段預(yù)應(yīng)力筋〈鋼鉸線束〉4.3、本計(jì)算是依據(jù)設(shè)計(jì)圖中給定的鋼鉸線束坐標(biāo)進(jìn)行計(jì)算的。4.4、計(jì)算了一聯(lián)的第一跨，中間跨及最末兩跨的預(yù)應(yīng)力筋。計(jì)算及施工方向一致，均是從大樁號(hào)往小樁號(hào)進(jìn)行。５、一聯(lián)第七跨W1束達(dá)到設(shè)計(jì)初始張拉力及張拉力后鋼束伸長值計(jì)算：5.1、一聯(lián)第七跨W1束各段終點(diǎn)應(yīng)力計(jì)算5.1.1、計(jì)算簡圖：5.1.2一聯(lián)第七跨Ｗ1束各段終點(diǎn)應(yīng)力計(jì)算表：線段LT（m）X（m）θκχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`3.0523.02000.00450.99551131.61`-2`1.5191.5000.07170.01660.98351136.72`-3`1.5191.5000.07170.01660.98351155.83`-3``4.6194.57100.00690.99321175.23``-4`3.9933.9790.14390.03470.96581183.24`-4``5.7195.71900.00860.99151225.1跨中直線段4``-5`3.9953.9850.12190.03040.97011235.65`-5``12.36812.27600.01840.98181273.75``-6`2.9962.9890.12190.02890.97151297.36`-6``0.5000.50000.00080.99931335.46``-7`1.7511.750.01760.00610.99391336.37`-8`1.5041.5000.07170.01660.98351344.58`-9`1.5041.5000.07170.01660.98351367.09`-102.4002.40000.00360.99641390.0合計(jì)47.43947.1890.6921注：表中LT為預(yù)應(yīng)力筋長度，x為預(yù)應(yīng)力筋水平投影長度5.1.3、根據(jù)設(shè)計(jì)圖給定的曲線要素，列表計(jì)算Ｗ1后，計(jì)算達(dá)到設(shè)計(jì)張拉力后鋼束伸長值：（δi1+δi2）Li2Ey119177.42×1.95×105ΔLw1=Σ（δi1+δi2）Li2Ey119177.42×1.95×1055.1.4W11達(dá)到設(shè)計(jì)初始張拉力后的伸長值：306306×4687203124800ΔLW1初=∑=46(mm)（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）5.2、一聯(lián)第七跨W2束各段終點(diǎn)應(yīng)力計(jì)算5.2.1計(jì)算簡圖：5.2.2一聯(lián)第七跨W2線段編號(hào)LT（m）X（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`3.0443.02000.00450.99551114.11`-2`1.5151.5000.07170.01660.98351119.12`-3`1.5151.5000.07170.01660.98351137.93`-3``3.3423.31600.00500.99501157.03``-4`3.9953.9840.12500.03100.96951162.84`-4``7.4697.46900.01120.98891199.4跨中直線段4``-5`3.9953.9840.12590.03120.96931212.85`-5``11.87211.77800.01770.98251251.25``-6`2.9962.9880.12590.02970.97081273.56`-6``1.3901.39000.00210.99791311.86``-7`2.3152.3100.10630.02470.97561314.67`-8`1.5121.5000.07170.01660.98351347.58`-9`1.5121.5000.07170.01660.98351370.19`-100.9550.95000.00140.99861393.0合計(jì)47.42747.1890.7699注：表中LT為預(yù)應(yīng)力筋長度，x為預(yù)應(yīng)力筋水平投影長度5.2.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W2后，計(jì)算達(dá)到設(shè)計(jì)（δ（δi1+δi2）LTi2Ey117225.82×1.95×105ΔLw2=∑==0.301(m)=301(mm)5.2.4W16達(dá)到初始張拉力后鋼束后的伸長值：301301×4687203124800ΔLw2初==45（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）5.3、一聯(lián)第七跨W3束各段終點(diǎn)應(yīng)力計(jì)算5.3.1計(jì)算簡圖：5.3.2一聯(lián)第七跨W3束各段終點(diǎn)應(yīng)力表：線段編號(hào)LT（m）X（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`2.0322.02000.00300.99701122.81`-2`1.5121.5000.07170.01660.98351126.22`-3`1.5121.5000.07170.01660.98351145.13`-3``4.0193.99600.00600.99401164.33``-4`3.9963.9890.10700.02740.97301171.44`-4``8.2898.28900.01240.98761203.9跨中直線段4``-5`3.9943.9830.13010.03200.96851219.05`-5``11.37611.28000.01690.98321258.65``-6`2.2492.2370.13010.02940.97111280.16`-7`0.7620.7600.07170.01550.98461318.27`-8`2.9982.9840.09240.02300.97731338.88`-8``0.0040.0040011369.98``-9`2.9992.9950.05570.01560.98451369.99`-101.6551.65200.00250.99751391.5合計(jì)47.39447.1890.6587注：表中LT為預(yù)應(yīng)力筋長度，x為預(yù)應(yīng)力筋水平投影長度5.3.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W3后，計(jì)算達(dá)到設(shè)計(jì)張拉力后的鋼束伸長值：118127.02118127.02×1.95×105（δi1+δi2）LTi2EyΔLw3=∑===0.303(m)=303(mm)5.3.4W3達(dá)到初始張拉力后的鋼束伸長值：303303×4687203124800ΔLw3初==45（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）5.4、一聯(lián)第七跨W4束各段終點(diǎn)應(yīng)力計(jì)算5.45.4.2一聯(lián)第七跨W4束各段線段編號(hào)LT（m）X（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`2.5272.52000.00380.99621138.21`-2`1.5081.5000.07170.01660.98351142.52`-3`1.5081.5000.07170.01660.98351161.73`-3``2.7942.78600.00420.99581181.23``-4`3.9983.9940.07580.02120.97911186.24`-4``10.48910.48900.01570.98441211.5跨中直線段4``-5`3.9953.9850.12090.03020.97031230.75`-5``10.34810.27200.01540.98471268.45``-6`1.9981.9930.12090.02720.97321288.16`-7`1.0511.0500.07170.01590.98421323.57`-8`2.2502.2480.12970.02930.97111344.88`-94.8934.85200.00730.99271384.8合計(jì)47.35947.1890.6624注：表中LT為預(yù)應(yīng)力筋長度，x為預(yù)應(yīng)力筋水平投影長度5.4.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W4后，計(jì)算達(dá)到設(shè)計(jì)118792.02×1.95×105（δi1+δi2）LTi2E118792.02×1.95×105（δi1+δi2）LTi2Ey5.3.4W4達(dá)到初始張拉力后的鋼束伸長值：305305×4687203124800ΔLw4初==46（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）5.5、一聯(lián)第七跨W5束各段終點(diǎn)應(yīng)力計(jì)算5.55.5.2一聯(lián)第七跨W5束各段線段編號(hào)LT（m）X（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`2.0232.02000.00300.99701162.71`-2`1.5051.5000.07170.01660.98351166.22`-3`1.5051.5000.07170.01660.98351185.83`-3``2.7872.78300.00420.99581205.73``-4`3.9993.9970.05530.01710.98311210.74`-4``10.48910.48900.01570.98441231.6跨中直線段4``-5`3.9973.9920.08920.02380.97651251.15`-5``1030510.26400.01540.98471281.25``-6`2.2512.2440.08920.02120.97901301.16`-7`0.7520.7500.07170.01550.98471329.07`-8`2.5972.5920.10790.02550.97491349.68`-95.0885.05800.00760.99241384.4合計(jì)47.29847.1890.5567注：表中LT為預(yù)應(yīng)力筋長度，x為預(yù)應(yīng)力筋水平投影長度5.5.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W5后，計(jì)算達(dá)到設(shè)計(jì)120300.32×1.95×105（δi1+δi2）LTi2E120300.32×1.95×105（δi1+δi2）LTi2Ey5.5.4W5達(dá)到初始張拉力后的308308×4687203124800ΔLw5初==46（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）5.6、一聯(lián)第七跨W6束各段終點(diǎn)應(yīng)力計(jì)算5.65.6.2一聯(lián)第七跨W6束各段線段編號(hào)LT（m）X（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`3.4723.47100.00520.99481197.61`-2`4.0003.9990.02600.01120.98891203.92`-2``1.0511.05100.00160.99841217.42``-3`1.5041.5000.07170.01660.98351219.33`-4`1.5041.5000.07170.01660.98351239.84`-4``23.76923.76900.03570.96501260.6跨中直線段4``-5`1.5041.5000.07170.01660.98351306.35`-6`1.5041.5000.07170.01660.98351328.26`-6``1.2501.25000.00190.99811350.56``-7`2.9992.9980.04730.01400.98611353.17`-7``0.0030.0030011327.27``-8`2.9992.9980.04730.01400.98611327.28`-91.6501.65000.00250.99751391.5合計(jì)47.20947.1890.4074注：表中LT為預(yù)應(yīng)力筋長度，x為預(yù)應(yīng)力筋水平投影長度5.6.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W6后，計(jì)算達(dá)到設(shè)計(jì)121493.92×1.95×105（δi1+δi2）LTi2E121493.92×1.95×105（δi1+δi2）LTi2Ey5.6.4W6達(dá)到初始張拉力后的鋼束312312×4687203124800ΔLw6初==47（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）5.7、一聯(lián)第七跨W20束各段終點(diǎn)應(yīng)力計(jì)算5.7.1計(jì)算簡圖：5.7.2一聯(lián)第七跨W20束各段終點(diǎn)應(yīng)力表：線段編號(hào)LT（m）X（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`1.2611.25400.00190.99811240.01`-2`1.4991.4960.10460.02320.97711242.42`-2``35.06935.06900.05260.94881271.5跨中直線段2``-3`1.9951.9840.17810.03860.96211340.13`-41.0321.01600.00150.99851392.9合計(jì)40.85640.8190.2827注：表中LT為預(yù)應(yīng)力筋長度，x為預(yù)應(yīng)力筋水平投影長度5.7.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W20后，計(jì)算達(dá)到設(shè)計(jì)張拉力后的鋼束伸長值：106814.32×1.95×105（δi1+δi2）LTi2Ey106814.32×1.95×105（δi1+δi2）LTi2Ey5.7.4W20達(dá)到初始張拉力后的274274×2050501367000ΔLw20初==41（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）6、第六跨—第三跨，各束達(dá)到設(shè)計(jì)初始張拉力及張拉力后各鋼束伸長值計(jì)算：6.1第六跨—第三跨W7束各段終點(diǎn)應(yīng)力計(jì)算：6.1.1計(jì)算簡圖： 6.1.2第二跨W7束終點(diǎn)應(yīng)力表：線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`1.5001.50000.00230.99781056.51`-2`2.9902.9460.26920.05830.94341058.92`-3`0.8380.8040.07170.01550.98461122.43`-3``1.9101.83200.00270.99731140.03``-4`3.9723.9180.28680.06320.93871143.04`-4``6.0796.07900.00910.99091217.7跨中直線段4``-5`3.9933.9780.14740.03540.96521228.95`-5``9.6439.53800.01430.98581273.25``-6`2.9952.9840.14740.03400.96661291.56`-6``1.4401.44000.00220.99781336.16``-7`1.7521.7500.02370.00740.99271337.97`-8`1.5041.5000.07170.01660.98351347.78`-9`1.5041.5000.07170.01660.98351370.39`-100.8100.81000.00120.99881393.3合計(jì)40.93040.5791.0896注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。6.1.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W7后，計(jì)算達(dá)到設(shè)計(jì)張拉力后的鋼束伸長值：（δ（δi1+δi2）LTi2Ey101851.72×1.95×105ΔLw7=∑==0.261(m)=261(mm)261×46872031248006.1.4W24達(dá)到設(shè)計(jì)初始張拉力后261×4687203124800ΔLw7初==39（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）6.2第六跨—第三跨W8束各段終點(diǎn)應(yīng)力計(jì)算：6.2 6.2.2第二跨W8束線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`1.5161.50800.00230.99771084.41`-2`3.0052.9560.11060.02660.97381086.92`-3`0.8030.7850.07170.01550.98461116.23`-3``0.8160.79700.00120.99881133.73``-4`3.9843.9530.21690.04930.95191135.04`-4``8.0798.07900.01210.98801192.4跨中直線段4``-5`3.9913.9750.15950.03790.96281206.85`-5``8.6548.54400.01280.98721253.55``-6`2.9942.9810.15950.03640.96431269.76``-7`2.9982.9940.09210.02290.97731316.77`-7``0.1970.19600.00030.99971347.37``-8`1.5041.5000.07170.01660.98351347.78`-9`1.5041.5000.07170.01660.98351370.39`-100.8130.81000.00120.99881393.3合計(jì)40.85840.5780.9537注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。6.2.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W8后，計(jì)算達(dá)到設(shè)計(jì)（δ（δi1+δi2）LTi2Ey100652.72×1.95×105ΔLw8=∑==0.258(m)=258(mm)258×46872031248006.2.4W24達(dá)到設(shè)計(jì)258×4687203124800ΔLw8初==39（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）6.3第六跨—第三跨W9束各段終點(diǎn)應(yīng)力計(jì)算：6.3 6.3.2第二跨W9束線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`2.7802.75000.00410.99591108.31`-2`1.5211.5000.07170.01660.98351112.92`-3`1.5211.5000.07170.01660.98351131.53`-3``0.1960.19400.00030.99971150.53``-4`3.9933.9780.14810.03560.96501150.94`-4``9.1579.15700.01370.98641192.6跨中直線段4``-5`3.9903.9700.17370.04070.96011209.15`-5``6.8846.78000.01020.98991259.35``-6`0.7900.7730.07170.01550.98461272.26`-7`3.0002.9770.17370.03920.96161292.07`-8`2.9952.9860.13520.03150.96901343.68`-94.0514.01400.00600.99401386.6合計(jì)40.87840.5790.8458注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。6.3.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W9后，計(jì)算達(dá)到設(shè)計(jì)（δ（δi1+δi2）LTi2Ey101514.12×1.95×105ΔLw9=∑==0.260(m)=260(mm)260×46872031248006.3.4W9達(dá)到設(shè)計(jì)260×4687203124800ΔLw9初==39（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）6.4第六跨—第三跨W10束各段終點(diǎn)應(yīng)力計(jì)算：6.4 6.4.2第二跨W10束線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`5.0475.00500.00750.99251153.01`-2`1.9971.9920.12970.02890.97151161.72`-3`1.2531.2500.07170.01620.98391195.83`-3``11.83211.83200.01770.98241215.3跨中直線段3``-4`3.9943.9820.13520.03300.96751237.14`-4``5.8215.76800.00870.99141278.74``-5`0.7650.7640.07170.01550.98461289.75`-6`2.9952.9860.13520.03150.96901309.96`-7`2.9972.9920.10470.02540.97491351.87`-84.0304.00800.00600.99401386.6合計(jì)40.73140.5790.6482注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。6.4.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W10后，計(jì)算達(dá)到設(shè)計(jì)（δ（δi1+δi2）LTi2Ey102804.22×1.95×105ΔLw10=∑==0.264(m)=264(mm)264×46872031248006.4.4W10達(dá)到設(shè)計(jì)264×4687203124800ΔLw10初==40（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）6.5第六跨—第三跨W11束各段終點(diǎn)應(yīng)力計(jì)算：6.5 6.5.2第二跨W11束線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`4.0314.00800.00600.99401180.21`-2`1.7551.7440.10790.02420.97611187.42`-3`1.5041.5000.07170.01660.98351216.43`-3``13.82713.82700.02070.97951236.9跨中直線段3``-4`3.9963.9890.10400.02680.97361262.74`-4``4.7914.76500.00710.99291297.04``-5`0.7540.7540.07170.01550.98461306.35`-6`3.0052.9920.10400.02530.97501326.76`-7`2.9992.9960.07210.01890.98131360.77`-84.0144.00400.00600.99401386.6合計(jì)40.67640.5790.5314注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。6.5.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W11后，計(jì)算達(dá)到設(shè)計(jì)（δ（δi1+δi2）LTi2Ey104180.62×1.95×105ΔLw11=∑==0.267(m)=267(mm)267×46872031248006.5.4W11達(dá)到設(shè)計(jì)267×4687203124800ΔLw11初==40（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）6.6第六跨—第三跨W12束各段終點(diǎn)應(yīng)力計(jì)算：6.6 6.6.2第二跨W12束線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`2.2502.25000.00340.99661217.21`-2`1.5101.5000.09440.02110.97911221.32`-3`1.5101.5000.09440.02110.97911247.43`-3``27.57927.57900.04140.95951274.0跨中直線段3``-4`1.5101.5000.09440.02110.97911327.84`-5`1.5101.5000.09440.02110.97911356.15`-64.7504.75000.00710.99291385.1合計(jì)40.61940.5790.3776注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。6.6.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W12后，計(jì)算達(dá)到設(shè)計(jì)（δ（δi1+δi2）LTi2Ey106174.12×1.95×105ΔLw12=∑==0.272(m)=272(mm)272×46872031248006.6.4W12達(dá)到設(shè)計(jì)272×4687203124800ΔLw12初==41（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）6.7第六跨—第三跨W21束各段終點(diǎn)應(yīng)力計(jì)算：6.7 6.7.2第二跨W21束線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-1`1.5591.55300.00230.99771240.71`-2`1.4991.4970.09110.02050.97971243.62`-2``36.12936.12900.05420.94721269.4跨中直線段2``-3`1.9951.9840.17810.03860.96211340.13`-41.0321.01600.00150.99851392.9合計(jì)42.21442.1790.2692注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。6.7.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W21后，計(jì)算達(dá)到設(shè)計(jì)110248.12×1.95×105（δi1+δi2）LTi2Ey110248.12×1.95×105（δi1+δi2）LTi2Ey283×20505013670006.7.4W21達(dá)到設(shè)計(jì)283×2050501367000ΔLw21初==42（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）7、第二跨各束達(dá)到設(shè)計(jì)初始張拉力及張拉力后各鋼束伸長值計(jì)算：7.1第二跨W13束各段終點(diǎn)應(yīng)力計(jì)算：7.1.1計(jì)算簡圖：7.1.2W13束各段終點(diǎn)應(yīng)力表：線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-22.2352.21700.00330.99671103.12-31.5171.5460.15170.03270.96791106.83-42.6012.52400.00380.99621143.54-52.4392.4660.24390.05250.94891147.85-63.1223.12200.00470.99531209.6跨中直線段6-72.1122.0970.21120.04540.95561215.47-87.0846.92700.01040.98971271.88-92.1122.0970.21120.04540.95561285.19-101.2181.21800.00180.99821344.810-111.4261.4360.14260.03070.96981347.211-122.8152.78600.00420.99581389.1合計(jì)28.68128.4360.9606注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。7.1.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W13后，計(jì)算達(dá)到設(shè)計(jì)張拉力后的鋼束伸長值：（（δi1+δi2）LTi2Ey71571.52×1.95×105ΔLw13=∑==0.18471571.52×1.95×1057.1.4W13達(dá)到設(shè)計(jì)初始張拉力后的伸長值計(jì)算：184184×468723124800ΔLw13初==28（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）7.2第二跨W14束各段終點(diǎn)應(yīng)力計(jì)算：7.2.1計(jì)算簡圖：7.2.2W14各段終點(diǎn)應(yīng)力表：線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-22.8522.82600.00420.99581106.92-30.3520.3480.03520.00760.99251111.63-43.5363.48500.00520.99481120.04-51.7021.6950.17020.03660.96411125.85-64.3914.39100.00660.99341167.8跨中直線段6-72.3672.3450.23670.05090.95041175.57-85.8515.68800.00850.99151236.98-92.3672.3450.23670.05090.95041247.59-100.4800.48000.00070.99931312.610-112.6482.6140.26480.05690.94471313.511-122.2962.21600.00330.99671390.4合計(jì)28.81528.4330.9436注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。7.2.3根據(jù)設(shè)計(jì)圖給定的曲線坐標(biāo)要素，列表計(jì)算W14后，計(jì)算達(dá)到設(shè)計(jì)張力后的鋼束伸長值：（δ（δi1+δi2）LTi2Ey70368.82×1.95×105ΔLw14=∑==0.180（m）=180(mm)7.2.4W14達(dá)到設(shè)計(jì)初始張拉力后的伸長值計(jì)算：180×4687203124800ΔLw14初==180×4687203124800（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）7.3、第二跨W15束各段終點(diǎn)應(yīng)力計(jì)算：7.3.1計(jì)算簡圖：7.3.2W15束各段終點(diǎn)應(yīng)力表：線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-22.6172.60300.00390.99611130.52-30.8000.7900.05160.01150.98861135.03-41.2131.19800.00180.99821148.14-51.5651.8350.15650.03410.96651150.15-67.5467.54600.01130.98871190.0跨中直線段6-71.9211.9070.19210.04130.95961203.67-85.2065.11000.00770.99241254.38-91.9211.9070.19210.04130.95961263.99-100.8020.80200.00120.99881317.110-112.462.4330.24600.05280.94851318.711-122.3732.30200.00350.99661390.3合計(jì)28.42428.4330.8383注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。70444.42×1.95×105（δi1+δi270444.42×1.95×105（δi1+δi2）LTi2EyΔLw15=∑==0.181(m)=181(mm)7.3.4達(dá)到初應(yīng)力時(shí)的伸長值計(jì)算：181181×4687203124800ΔLw15初==27（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）7.4、第二跨W16束各段終點(diǎn)應(yīng)力計(jì)算：7.4.1計(jì)算簡圖：7.4.2W16束各段終點(diǎn)應(yīng)力表：線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-22.5282.52800.00380.99621238.02-30.9610.9420.09610.02060.97961242.83-40.5630.56000.00080.99921268.64-50.9610.9420.09610.02060.97961269.75-615.98915.98900.02400.97631296.1跨中直線段6-70.9610.9420.09610.02060.97961327.67-80.5630.56000.00080.99921355.28-90.9610.9420.09610.02060.97961356.39-105.0285.02800.00750.99251384.5合計(jì)28.51528.4870.3844注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。75244.02×1.95×105（δi1+δi2）L75244.02×1.95×105（δi1+δi2）LTi2EyΔLw16=∑==0.193(m)=193(mm)7.4193193×4687203124800ΔLw16初==29（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）8、第一跨各束達(dá)到設(shè)計(jì)初始張拉力及張拉力后各鋼束伸長值計(jì)算：8.1第一跨W17束各段終點(diǎn)應(yīng)力計(jì)算：8.8.1.2W線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-22.4252.34100.00350.99651225.32-32.6452.6140.26450.05680.94481229.63-42.2562.25600.00340.99661301.5跨中直線段4-52.7162.6820.27160.05830.94331305.95-65.2785.08400.00760.99241384.4合計(jì)15.32014.9770.5361注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。40506.72×1.95×105（δi1+δi2）LTi240506.72×1.95×105（δi1+δi2）LTi2EyΔLw17=∑==0.104(m)=104(mm)8.104104×4687203124800ΔLw17初==16（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）8.2第一跨W18束各段終點(diǎn)應(yīng)力計(jì)算：8.28.2.2W18線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-20.7450.72300.00110.99891250.72-32.4532.4330.24530.05270.94871252.03-45.7275.72700.00890.99141319.7跨中直線段4-51.8841.8730.18840.04050.96031331.25-64.2984.22200.00630.99371386.2合計(jì)15.10714.9780.4227注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。8.2.3根據(jù)設(shè)計(jì)圖紙給定的曲線坐標(biāo)要素，列表計(jì)算W18后，計(jì)算達(dá)到設(shè)計(jì)40402.72×1.95×105（δi1+δi2）LTi2Ey40402.72×1.95×105（δi1+δi2）LTi2Ey8.2104104×4687203124800ΔLw18初==16（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）8.3第一跨W19束各段終點(diǎn)應(yīng)力計(jì)算：8.38.3.2W19線段編號(hào)LT（m）χ（m）θ(rgd)κχ+μθe-（κχ+μθ）終點(diǎn)應(yīng)力（MPa）備注1-20.5280.52800.00080.99921283.22-30.9610.9420.09610.02060.97961284.33-40.5630.56000.00080.99921311.04-50.9610.9420.09610.02060.97961312.15-68.4388.43800.01270.98741339.4跨中直線段6-71.1371.1330.11370.02440.97591356.57-82.4512.43500.00370.99641390.0合計(jì)15.03914.9780.3059注：表中LT為預(yù)應(yīng)力筋長度，χ為預(yù)應(yīng)力筋水平投影長度。8.3.3根據(jù)設(shè)計(jì)圖紙給定的曲線坐標(biāo)要素，列表計(jì)算W19后，計(jì)算達(dá)到設(shè)計(jì)40571.42×1.95×105（δi1+δi2）LTi2E40571.42×1.95×105（δi1+δi2）LTi2Ey8.3104104×4687203124800ΔLw19初==16（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）9、頂板負(fù)彎矩鋼束伸長值計(jì)算：9.1頂板負(fù)彎矩W22束按平均張拉力計(jì)算：Ρ22=0.75Ryb×A=1860×0.75×140×7=1367100N=1367.1KN9.1.1頂板負(fù)彎矩W22束（L=14.0米1367100×1367100×140001.95×105×140×7PLEyAΔLw22====0.100（m）=100（mm）100×20506513671009.1.2頂板負(fù)彎矩W22束（L=100×2050651367100ΔLw22初==15（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）9.2頂板負(fù)彎矩W23束按平均張拉力計(jì)算：Ρ23=0.75Ryb×A=1860×0.75×140×7=1367100N=1367.1KN9.2.1頂板負(fù)彎矩W23束（L=11367100×1367100×100001.95×105×140×7PLEyAΔL23====0.072（m）=72（mm）72×20506513671009.2.2頂板負(fù)彎矩W22束（L=72×2050651367100ΔLw23初==11（mm）（或采用實(shí)際張拉過程中相鄰級(jí)的伸長值，作為初應(yīng)力伸長值，即應(yīng)力增加15%的伸長值）10、橋面橫向鋼束伸長值計(jì)算：10.1橋面橫向鋼束WH束