計(jì)算書一四一

目錄TOC\o"1-5"\h\z\uHYPERLINK\l"_Toc177359685"摘要4HYPERLINK\l"_Toc177359686"ABSTRACT5HYPERLINK\l"_Toc177359687"結(jié)構(gòu)計(jì)算書6HYPERLINK\l"_Toc177359688"1、結(jié)構(gòu)布置方案及結(jié)構(gòu)選型6HYPERLINK\l"_Toc177359689"1.1、結(jié)構(gòu)承重方案選擇6HYPERLINK\l"_Toc177359690"1.2、主要構(gòu)件選型及尺寸初步估算6HYPERLINK\l"_Toc177359691"、主要構(gòu)件選型6HYPERLINK\l"_Toc177359692"、梁、柱截面尺寸估算6HYPERLINK\l"_Toc177359693"1.3、框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖8HYPERLINK\l"_Toc177359694"1.4、框架結(jié)構(gòu)側(cè)移剛度計(jì)算8HYPERLINK\l"_Toc177359695"、框架梁的線剛度計(jì)算：8HYPERLINK\l"_Toc177359696"2、板的配筋11HYPERLINK\l"_Toc177359697"2．1、荷載計(jì)算11HYPERLINK\l"_Toc177359698"2．2、彎矩計(jì)算12HYPERLINK\l"_Toc177359699"3、次梁的設(shè)計(jì)16HYPERLINK\l"_Toc177359700"3．1、計(jì)算跨度16HYPERLINK\l"_Toc177359701"3．2、荷載計(jì)算16HYPERLINK\l"_Toc177359702"3．3、內(nèi)力及配筋計(jì)算17HYPERLINK\l"_Toc177359703"4、樓梯設(shè)計(jì)20HYPERLINK\l"_Toc177359704"4．1、梯段板設(shè)計(jì)20HYPERLINK\l"_Toc177359705"4．1．1、荷載計(jì)算21HYPERLINK\l"_Toc177359706"4．1．2、截面設(shè)計(jì)21HYPERLINK\l"_Toc177359707"4．2、平臺(tái)板設(shè)計(jì)22HYPERLINK\l"_Toc177359708"4．2．1、荷載計(jì)算22HYPERLINK\l"_Toc177359709"4．2．2、截面設(shè)計(jì)22HYPERLINK\l"_Toc177359710"4．3、平臺(tái)梁設(shè)計(jì)23HYPERLINK\l"_Toc177359711"4．3．1、荷載計(jì)算23HYPERLINK\l"_Toc177359712"4．3．2、截面設(shè)計(jì)23HYPERLINK\l"_Toc177359713"5、重力荷載代表值25HYPERLINK\l"_Toc177359714"5．1、屋面恒載：25HYPERLINK\l"_Toc177359715"5．2、屋面活載：25HYPERLINK\l"_Toc177359716"5．3、標(biāo)準(zhǔn)層樓面恒載：25HYPERLINK\l"_Toc177359717"5．4、標(biāo)準(zhǔn)層樓面活載：26HYPERLINK\l"_Toc177359718"5．5、樓板重：26HYPERLINK\l"_Toc177359719"5．6、梁自重：26HYPERLINK\l"_Toc177359720"5．7、柱自重：26HYPERLINK\l"_Toc177359721"5．8、墻自重27HYPERLINK\l"_Toc177359722"5．9、重力荷載代表值（KN）：30HYPERLINK\l"_Toc177359723"6、橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算31HYPERLINK\l"_Toc177359724"6.1、橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算31HYPERLINK\l"_Toc177359725"、橫向自振周期計(jì)算31HYPERLINK\l"_Toc177359726"、水平地震作用及樓層地震剪力計(jì)算（底部剪力法）32HYPERLINK\l"_Toc177359727"、水平地震作用下的位移驗(yàn)算33HYPERLINK\l"_Toc177359728"、水平地震作用下框架內(nèi)力計(jì)算34HYPERLINK\l"_Toc177359729"6.2、橫向風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力的側(cè)移計(jì)算39HYPERLINK\l"_Toc177359730"6．2．1、風(fēng)荷載標(biāo)準(zhǔn)值39HYPERLINK\l"_Toc177359731"、風(fēng)荷載作用下得水平位移驗(yàn)算40HYPERLINK\l"_Toc177359732"、風(fēng)荷載作用下的框架結(jié)構(gòu)內(nèi)力計(jì)算41HYPERLINK\l"_Toc177359733"7、豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算45HYPERLINK\l"_Toc177359734"7．1、橫向框架計(jì)算單元45HYPERLINK\l"_Toc177359735"7．2、荷載計(jì)算46HYPERLINK\l"_Toc177359736"7．2．1、恒載計(jì)算46HYPERLINK\l"_Toc177359737"7．3、內(nèi)力計(jì)算49HYPERLINK\l"_Toc177359738"7．3．1、恒載作用下梁端彎矩、剪力計(jì)算49HYPERLINK\l"_Toc177359739"7．3．3、活載作用下梁端彎矩、剪力計(jì)算54HYPERLINK\l"_Toc177359740"8、內(nèi)力組合58HYPERLINK\l"_Toc177359741"8．1、結(jié)構(gòu)抗震等級(jí)58HYPERLINK\l"_Toc177359742"8．2、框架梁的內(nèi)力組合58HYPERLINK\l"_Toc177359743"9、截面設(shè)計(jì)64HYPERLINK\l"_Toc177359744"9．1、框架梁64HYPERLINK\l"_Toc177359745"9．1．1、梁的正截面受彎承載力計(jì)算64HYPERLINK\l"_Toc177359746"9．1．2、梁的的斜截面受剪承載力計(jì)算66HYPERLINK\l"_Toc177359747"9．2、框架柱70HYPERLINK\l"_Toc177359748"9．2．1、框架柱截面設(shè)計(jì)70HYPERLINK\l"_Toc177359749"9．2．1．1、軸壓比驗(yàn)算70HYPERLINK\l"_Toc177359750"9．2．2、正截面受彎承載力計(jì)算70HYPERLINK\l"_Toc177359751"9．2．3、柱的斜截面受剪承載力72HYPERLINK\l"_Toc177359752"9．3、框架梁柱節(jié)點(diǎn)核芯區(qū)截面抗震驗(yàn)算82HYPERLINK\l"_Toc177359753"10.基礎(chǔ)設(shè)計(jì)83HYPERLINK\l"_Toc177359754"結(jié)束語(yǔ)85HYPERLINK\l"_Toc177359755"致謝86HYPERLINK\l"_Toc177359756"主要參考文獻(xiàn)：87摘要本次畢業(yè)設(shè)計(jì)是辦公樓，主要進(jìn)行的是結(jié)構(gòu)設(shè)計(jì)部分。結(jié)構(gòu)設(shè)計(jì)簡(jiǎn)而言之就是用結(jié)構(gòu)語(yǔ)言來(lái)表達(dá)工程師所要表達(dá)的東西。結(jié)構(gòu)語(yǔ)言就是結(jié)構(gòu)師從建筑及其它專業(yè)圖紙中所提煉簡(jiǎn)化出來(lái)的結(jié)構(gòu)元素，包括基礎(chǔ)、墻、柱、梁、板、樓梯、大樣細(xì)部圖等等。然后用這些結(jié)構(gòu)元素來(lái)構(gòu)成建筑物或構(gòu)筑物的結(jié)構(gòu)體系，包括豎向和水平的承重及抗力體系，再把各種情況產(chǎn)生的荷載以最簡(jiǎn)潔的方式傳遞至基礎(chǔ)。結(jié)構(gòu)設(shè)計(jì)的階段大體可以分為三個(gè)階段：一結(jié)構(gòu)方案階段：根據(jù)建筑的重要性，建筑所在地的抗震設(shè)防烈度，工程地質(zhì)勘查報(bào)告，建筑場(chǎng)地的類別及建筑的高度和層數(shù)來(lái)確定建筑的結(jié)構(gòu)形式，本工程采用的是框架結(jié)構(gòu)；二結(jié)構(gòu)計(jì)算階段：包括荷載計(jì)算、內(nèi)力計(jì)算和構(gòu)件計(jì)算；三施工圖設(shè)計(jì)階段：根據(jù)上述計(jì)算結(jié)果，來(lái)最終確定構(gòu)件布置和構(gòu)件配筋以及根據(jù)規(guī)范的要求來(lái)確定結(jié)構(gòu)構(gòu)件的構(gòu)造措施。關(guān)鍵詞：辦公樓；結(jié)構(gòu)設(shè)計(jì)；荷載計(jì)算；節(jié)點(diǎn)驗(yàn)算ABSTRACTThisgraduationprojectisanofficebuilding,itwassomeofstructuraldesignthatmainlycarriedon.Thestructuraldesignexpressesthethingthattheengineerwillexpressinstructurallanguageinbrief.Thestructurallanguageisstructuralelementssimplifiedoutrefinedfromthebuildingandotherspecializeddrawingsofstructuralengineer,includingfoundation,wall,column,roofbeam,board,stair,fullproofdetailpicture,etc..Thencometoformthestructuralsystemsofthebuildingorstructureswiththesestructuralelements,includingverticalityandbearingandresiststrengthsystemoflevel,andthenvariousloadthatsituationproduceinamostsuccinctwayfromtransmissiontofoundation.Thestageofthestructuraldesigncanbedividedintothreestagesonthewhole:1.Structuralschemestage:Accordingtotheimportanceofthebuilding,providingfortificationagainstearthquakesintheearthquakeintensity,thegeologicprospectreportoftheprojectofthebuildingsite,classificationandheightandstoreyofthebuildingofthebuildingfieldarecountedtoconfirmthestructuralformofarchitecture,whatthisprojectisadoptedisframestructure;2.Calculatestageinstructure:Includingloadingandcalculating,theinternalforceiscalculatedandcalculatedwiththecomponent;3.Constructiondrawingsdesignphase:Accordingtodescribedaboveresultofcalculation,come,confirmcomponentassignwithcomponentmixingmusclingandcoming,confirmingstructuralstructuremeasuringofcomponentaccordingtotherequestofnormfinally.Keyword:Commerce-residencebuildingStructuraldesign;Loadandcalculate;Nodalcheckingcomputations.結(jié)構(gòu)計(jì)算書1、結(jié)構(gòu)布置方案及結(jié)構(gòu)選型1.1、結(jié)構(gòu)承重方案選擇根據(jù)建筑功能要求以及建筑施工的布置圖，本工程確定采用框架承重方案。1.2、主要構(gòu)件選型及尺寸初步估算1.2.1、主要構(gòu)件選型（1）、梁、板、柱結(jié)構(gòu)形式：現(xiàn)澆混凝土結(jié)構(gòu)（2）、墻體采用：多孔磚，M5砂漿（3）、墻體厚度：外墻190mm，內(nèi)墻也是190mm（4）、基礎(chǔ)采用：獨(dú)立基礎(chǔ)1.2.2、梁、柱截面尺寸估算（1）、框架梁：因?yàn)榭蚣芰旱目缍茸畲笾禐?000mm取L=6000mmH=(1/8～1/12)L＝750~500取h＝600mm==8.674b=()h=300mm200mm?。?50mm要滿足b≥250mm故次梁初步選截面尺寸為：（2）、次梁：因?yàn)榇瘟嚎缍鹊淖畲笾禐椋?000mm取L=6000mmh=（）＝500mm～400mm取h=500mm==11.4>4b=取b=200mm故次梁初選截面尺寸為：（3）、框架柱：其中n為驗(yàn)算截面以上樓層層數(shù)，為折算在單位建筑面積上的重力荷載代表值?？蚣芙Y(jié)構(gòu)近似取14，F(xiàn)為按簡(jiǎn)支狀態(tài)計(jì)算的柱負(fù)荷面，為考慮地震作用組合后柱軸壓力增大系數(shù)，取＝1.3。按軸壓比驗(yàn)算：此建筑抗震等級(jí)為二級(jí)，選C30型混凝土第1～4層：1.3、框架結(jié)結(jié)構(gòu)計(jì)算簡(jiǎn)簡(jiǎn)圖1.4、框架結(jié)結(jié)構(gòu)側(cè)移剛剛度計(jì)算因?yàn)槭覂?nèi)外高差差為-0.445，基礎(chǔ)頂頂面取-0.555柱混凝土土使用C30梁混凝土用C2251.4.1、框框架梁的線線剛度計(jì)算算：由于樓面板與框框架梁的混混凝土一起起澆筑，對(duì)對(duì)于中框架架梁取。左跨度：右跨度：1.4.2、柱柱子線剛度度計(jì)算：一層柱子：二~三層柱子：四層柱子：令則其余各桿件線線剛度為：線剛度計(jì)算表層次A軸B軸C軸D軸11.0520.50916088.00574.1950.75823976.77714.1950.75823976.77711.0520.50916088.005720.8100.28820024.11993.2300.61842901.99763.2300.61819538.77710.8100.28820024.119930.8100.28820024.11993.2300.61842901.99763.2300.61819538.77710.8100.28820024.119941.2090.3777747.15564.8210.70714533.66534.8210.70722360.77051.2090.3777747.552210248911.4511310248911.45114603951..573故該框架為規(guī)則則框架。2、板的配筋每一層的板的布布置圖為一一個(gè)樣，故故取第四層板配筋計(jì)計(jì)算第二層層板配筋計(jì)計(jì)算2．1、荷載計(jì)算B1與B9取板厚都取為為112100㎜B7取板厚為1400㎜其余的板厚度為為100㎜板的做法：大理石面層，水水泥砂漿擦擦縫30㎜厚1：3干硬性水泥砂漿漿，面上撒撒2㎜厚素混混凝土水泥砂漿結(jié)合層層一道結(jié)構(gòu)層：1B1與B912000㎜厚現(xiàn)澆澆混凝土板板B91440㎜厚現(xiàn)澆澆混凝土板板其余的板1000㎜厚現(xiàn)澆澆混凝土板板抹灰層110㎜厚混合合砂漿B1與B9恒荷載標(biāo)準(zhǔn)值：：恒荷載設(shè)計(jì)值：活荷載標(biāo)準(zhǔn)值：：活荷載設(shè)計(jì)值：：荷載設(shè)計(jì)值：B7恒荷載標(biāo)準(zhǔn)值：：恒荷載設(shè)計(jì)值：：活荷載標(biāo)準(zhǔn)值：：活荷載設(shè)計(jì)值：：荷載設(shè)計(jì)值：其余的板恒荷載標(biāo)準(zhǔn)值：：恒荷載設(shè)計(jì)值：：活荷載標(biāo)準(zhǔn)值：：活荷載設(shè)計(jì)值：：荷載設(shè)計(jì)值：2．2、彎矩計(jì)算①計(jì)算各區(qū)格板跨跨內(nèi)正彎矩矩，按恒荷荷載均布及及活荷載棋棋盤式布置置計(jì)算，則則取荷載B1與B9B7其余的板在作用下，各內(nèi)支支座均可視視為固定，某某些區(qū)棋逢逢對(duì)手板跨跨內(nèi)最大正正彎矩并不不在板中心心點(diǎn)處。在在作用下，各各區(qū)棋逢對(duì)對(duì)手板四邊邊均可視作作簡(jiǎn)支，跨跨內(nèi)最大正正彎矩則在在中心點(diǎn)處處。計(jì)算時(shí)時(shí)，可近似似取二者這這和作為跨跨內(nèi)最大正正彎矩值。②求各中間支座最最大負(fù)彎矩矩（絕對(duì)值值）按恒荷載及活荷荷載均布各各區(qū)格板計(jì)計(jì)算，則取取荷載B1與B9B7其余的各個(gè)板塊塊計(jì)算簡(jiǎn)圖及計(jì)算算結(jié)果見下下表區(qū)格1區(qū)格2區(qū)格34區(qū)格跨內(nèi)計(jì)算簡(jiǎn)圖++++支座計(jì)算簡(jiǎn)圖區(qū)格4區(qū)格5區(qū)格7區(qū)格跨內(nèi)計(jì)算簡(jiǎn)圖+++支座計(jì)算簡(jiǎn)圖區(qū)格8區(qū)格9區(qū)格3區(qū)格跨內(nèi)計(jì)算簡(jiǎn)圖+++支座計(jì)算簡(jiǎn)圖板的跨中配筋截面選配鋼筋實(shí)配鋼筋跨中15.663.6638*00.98010020684A8@18011502793353.391.5520*00.9709098189A8@18055027933521.6176××0.980924A8@1802790.8216776×0..9704453A8@180279433.294.444780216207A8@1802793.5522..7570255197A8@180279板的支座配筋截面選配鋼筋實(shí)配鋼筋支座10．245.565510080349514A10@15002005243933.7877．．5480100238378A10A8@220018803932797．725.565580100338749A10@20003932．6551.688380167106A8@1802792．3612.477380148155A8@1802792．684.096680257168A8@18027943．774.019980223752A8@1802794．9457.100080310445A8A10@11505243352.3626..50880148408A8@18027957.03.444480100353342A10@20003933號(hào)板B6板按塑性理論方方法計(jì)算，取1M寬的板帶為計(jì)算單元板跨如下：邊跨中間跨板的荷載同前結(jié)結(jié)構(gòu)層為100㎜厚的現(xiàn)現(xiàn)澆混凝土土板一樣板只有一跨，取取，板的彎矩及配筋筋如下表截面位置計(jì)算跨度彎矩系數(shù)彎矩選用鋼筋實(shí)際配筋邊區(qū)格板B6邊跨跨中1380501.142.33010.01302270.993988665131A8@180279離端第二支座130018550-1.252.55310.01502290.992988571144A8@1802793、次梁的設(shè)計(jì)次梁按塑性理論論計(jì)算，截截面尺寸全全部取。3．1、計(jì)算跨度①、邊跨取較小值：②、邊跨取較小值：③、邊跨取較小值：④、邊跨取較小值：另一跨邊跨取較小值：3．2、荷載計(jì)算①、由板傳來(lái)的恒恒載；次梁自重次梁側(cè)抹灰內(nèi)墻體重量恒荷載標(biāo)準(zhǔn)值活荷載標(biāo)準(zhǔn)值荷載設(shè)計(jì)值②、由板傳來(lái)的恒恒載次梁自重次梁側(cè)抹灰內(nèi)墻體重量恒荷載標(biāo)準(zhǔn)值活荷載標(biāo)準(zhǔn)值荷載設(shè)計(jì)值③、由板傳來(lái)的恒恒載次梁自重次梁側(cè)抹灰內(nèi)墻體重量恒荷載標(biāo)準(zhǔn)值活荷載標(biāo)準(zhǔn)值荷載設(shè)計(jì)值④、由板傳來(lái)的恒恒載次梁自重次梁側(cè)抹灰內(nèi)墻體重量恒荷載標(biāo)準(zhǔn)值活荷載標(biāo)準(zhǔn)值荷載設(shè)計(jì)值3．3、內(nèi)力及配筋計(jì)計(jì)算進(jìn)行次梁正截面面計(jì)算時(shí)，支支座截面采采用矩形，跨跨中用T形截面，計(jì)計(jì)算其翼緣緣高度①、?、?、取③、?、?、邊跨：取另一跨：取,取.則次梁正截面承承載力計(jì)算算見表截面位置一跨跨中離端第二支座（B支座）邊跨跨中支座計(jì)算跨度322958775322958775574038444574038444彎矩系數(shù)彎矩31．66169.990--34．81886.899189.87552.866-208.85558.155107619558250191312881250435．359966.996—189.876632.662—（支座載面）或或（跨中截截面）0．0110340．2910540.0390..0160.3250..0900．0110350．3530560.0160440.094411（支座截面）或或（跨中截面）218．3211265258．23116281411379918914344250250250250先配鋼筋32B142542B142532B251643B2516實(shí)配鋼筋30814733308196441473402219646033截面位置一跨跨中離端第二支座（B支座）二跨跨中支座C計(jì)算跨度3229322942004200彎矩系數(shù)彎矩38．69-42．5665．46-72．0110762501400250435．35—101．15—（支座載面）或或（跨中截截面）0．0140．0660．0180．110．0140．0680．0180．12（支座截面）或或（跨中截面）277．86313．57464．80553．35250250250250先配鋼筋2B162B162B202B20實(shí)配鋼筋402402628628截面位置邊支座邊支座凈跨58755875剪力系數(shù)0．500．50剪力159.05159.05滿足要求需計(jì)算配箍選用箍筋肢數(shù)、直直徑雙肢A82×50.3==100..6198198計(jì)劃配箍筋間距距/㎜構(gòu)造配箍200構(gòu)造配箍200實(shí)配箍筋間距//㎜150150截面位置一跨跨中離端第二支座（B支座）二跨跨中支座C計(jì)算跨度3229322942004200彎矩系數(shù)彎矩38．69-42．5665．46-72．0110762501400250435．35—101．15—（支座載面）或或（跨中截截面）0．0140．0660．0180．110．0140．0680．0180．12（支座截面）或或（跨中截面）277．86313．57464．80553．35250250250250先配鋼筋2B162B162B202B20實(shí)配鋼筋402402628628截面位置邊支座邊支座凈跨38443844剪力系數(shù)0．500．50剪力75.6475.64滿足要求不需計(jì)算配箍選用箍筋肢數(shù)、直直徑雙肢A82×50.3==100..6計(jì)劃配箍筋間距距/㎜構(gòu)造配箍200構(gòu)造配箍200實(shí)配箍筋間距//㎜150150注:表中箍筋配置應(yīng)滿足足最小配筋筋率要求,即要求。表中采用調(diào)幅法計(jì)算算時(shí)4、樓梯設(shè)計(jì)4．1、梯段板設(shè)計(jì)取板厚h=10000㎜，板傾傾斜角，，取1M寬板計(jì)算算4．1．1、荷載計(jì)算恒載分項(xiàng)系數(shù)，活活荷載分項(xiàng)項(xiàng)系數(shù)總荷載設(shè)計(jì)值荷載種類荷載標(biāo)準(zhǔn)值恒荷載面層三角形踏步混凝土斜板板底抹灰小計(jì)7．527活荷載3．54．1．2、截面設(shè)計(jì)板水平計(jì)算跨度度彎矩設(shè)計(jì)值板的有效高度先配鋼筋A(yù)114@1000，分布筋A(yù)8@11504．2、平臺(tái)板設(shè)計(jì)設(shè)平臺(tái)板厚，取取1M寬板帶計(jì)計(jì)算4．2．1、荷載計(jì)算總荷載設(shè)計(jì)值荷載種類荷載標(biāo)準(zhǔn)值恒荷載面層混凝土斜板板底抹灰小計(jì)3．6活荷載3．54．2．2、截面設(shè)計(jì)平臺(tái)板的計(jì)算跨跨度彎矩設(shè)計(jì)值板的有效高度先配鋼筋A(yù)8@@150，分布筋A(yù)8@22004．3、平臺(tái)梁設(shè)計(jì)設(shè)平臺(tái)梁截面尺尺寸為4．3．1、荷載計(jì)算總荷載設(shè)計(jì)值荷載種類荷載標(biāo)準(zhǔn)值恒荷載梁自重梁側(cè)粉刷平臺(tái)板傳來(lái)樓梯段傳來(lái)小計(jì)24.4活荷載3．5×（3.8/2+44.2/22）=144．3．2、截面設(shè)計(jì)平臺(tái)板的計(jì)算跨跨度彎矩設(shè)計(jì)值剪力設(shè)計(jì)值截面按倒L形計(jì)計(jì)算梁的有效高度屬于第一類T形形截面先配鋼筋2A225，分布筋A(yù)8@2200箍筋筋，則斜截面面受剪承載載力滿足要求5、重力荷載代表表值5．1、屋面恒載：找平平層：115mm厚水泥砂砂漿防水水層（剛性性）：40mm厚C20的細(xì)石混混凝土防水水防水水層（柔性性）：三氈四四油鋪小石石子找坡坡層：40mmm厚水泥石石灰焦渣砂砂漿找平保溫溫層：80mmm厚礦渣水水泥結(jié)構(gòu)構(gòu)層：1200mm厚現(xiàn)澆混混凝土板抹灰灰層：10mmm厚混合砂砂漿合計(jì)：按77.00計(jì)計(jì)算。5．2、屋面活載：5．3、標(biāo)準(zhǔn)層樓面恒恒載：大理理石面層、水水泥砂漿擦擦縫300mm厚1：3干硬性水水泥砂漿面面上撒2mm厚素水泥水泥泥漿結(jié)合層層一道結(jié)構(gòu)層：1000mm厚現(xiàn)澆混混凝土板抹灰灰層：10mm厚混合砂砂漿：合計(jì)：5．4、標(biāo)準(zhǔn)層樓面活載載：樓面活荷載的組組合系數(shù)為為0.55．5、樓板重：第一層～第三層層：第四層：5．6、梁自重：梁線荷載：b(m)h(m)g(KN/m))l(m)nG(KN)0.600.254.0955048190.600.254.0951410573.30.500.202.73614229.320.500.202.734221.84第1層1643.466第2層1643.466第3層1643.466第4層1758.1225．7、柱自重：柱線荷載：b(m)h(m)g(KN/m))h(m)層高nG（KN)0.500.507.153.9401115.4第1層1115.40.500.507.15340858第2層858第3層8580.500.507.15324514.80.500.507.154.512386.1第4層900.45．8、墻自重外墻采用承重黏黏土磚空斗斗砌體內(nèi)墻體采用不承承重黏土磚磚空斗砌體體梁高主梁梁為600mmm、次梁為500mmm第一層外墻體重重量為：按計(jì)算內(nèi)墻體重量為：：按計(jì)算有窗時(shí)：外墻體重量為：：按計(jì)算內(nèi)墻體重量為：：有門的時(shí)候：外墻體重量為：：內(nèi)墻體重量為：：玻璃幕墻：第二～三層外墻體重量為：：內(nèi)墻體重量為：：有窗時(shí)：外墻體重量為：：內(nèi)墻體重量為：：玻璃幕墻：有門時(shí)外墻體重量為：：內(nèi)墻體重量為：：按2.144KN/MM計(jì)算第四層：外墻體重量為：：內(nèi)墻體重量為：：層高為4.5米米的時(shí)候外墻體重量為：：內(nèi)墻體重量為：：有窗時(shí)：外墻體重量為：：內(nèi)墻體重量為：：有門的時(shí)候3米高的內(nèi)墻重量量為：4.5米高的內(nèi)內(nèi)墻重量為為：梁高為500mmm時(shí)內(nèi)墻重量為：按計(jì)算欄桿：樓梯：，2個(gè)集中力g（KN/M）l(m)nG(KN)9.501.826444.69.50642289.501.6460.82.31.22671.762.32.4211.042.3229.25.137135.914.280.930115.568.0062813448.000.32867.28.003.1499.211.20360第1層2791.2776.8464164.166.841.6443.7766.841.826320.11222.28229.122.282.4210.9442.281.22671.1365.7622752.45.70.32644.465.73.1470.681.91.22454.722.140.93057.7854360第2層2013.299第3層2013.2996.8464164.166.841.6443.7766.841.616175.10442.28229.122.282.4421.8882.281.21643.7765.7614478.85.70.31220.525.73.1470.6811.122.86186.81662.283.2643.7761.91.8620.529.261.8466.6725.72.4454.72360第4層1760.3335．9、重力荷載代表表值（KN）：層次梁柱墻板G1層1643.4661115.4986.72791.2772402.28833818413.4442層1643.4668588582013.2992013.29933817895.7553層1643.466858879.22013.2991886.833533817790.5004層1758.122900.4450.21760.388880.1950758163.511重力荷載代表簡(jiǎn)簡(jiǎn)圖6、橫向水平荷載載作用下框框架結(jié)構(gòu)的的內(nèi)力和側(cè)側(cè)移計(jì)算6.1、橫向水水平地震作作用下框架架結(jié)構(gòu)的內(nèi)內(nèi)力和側(cè)移移計(jì)算6.1.1、橫橫向自振周周期計(jì)算結(jié)構(gòu)頂點(diǎn)的假想想側(cè)移計(jì)算算層次1層8413.44432263.22801296..55240.2640.262層7895.75523849.77610248911.451123.2763.533層7790.515954.00110248911.451115.5779.104層8163.5118163.511603951..57313.5292.61計(jì)算基本周期，其其中的量綱綱為m，取，則6.1.2、水水平地震作作用及樓層層地震剪力力計(jì)算（底底部剪力法法）抗震設(shè)防烈度77度設(shè)計(jì)基本地震加加速度值為為，設(shè)計(jì)地地震分組為為第二組，場(chǎng)場(chǎng)地類別為為Ⅱ類。故因，所以不考慮頂頂部附加水水平地震作作用。各質(zhì)點(diǎn)的水平地地震作用：：各質(zhì)點(diǎn)橫向水平平地震作用用及樓層地地震剪力計(jì)計(jì)算層次1層3.98413.44432812.4420.1216550400.33333290.86602層6.97895.75554480.6680.2019884664.69992890.52273層9.97790.577125.9950.2859339940.98662225.82284層12.98163.511105309..30.39042271284.84411284.8441各質(zhì)點(diǎn)水平地震震及樓層地地震剪力沿沿房屋高度度的分布圖圖水平地震作用分分布層間間剪力分布布6.1.3、水水平地震作作用下的位位移驗(yàn)算層間位移：頂點(diǎn)位移：層次1層3290.866801296..5524.1074.10739001/9502層2890.522710248911.45112.8206.92730001/10643層2225.822810248911.45112.1729.09930001/13814層1284.8441603951..5732.12711.22630001/1410最大層間彈性位位移角發(fā)生生在第1層，其值1/9550<1//550，滿足6.1.4、水水平地震作作用下框架架內(nèi)力計(jì)算算I層j柱分配到的剪力力該柱下端的彎矩矩該柱上端端的彎矩反彎點(diǎn)高度上下橫梁梁線剛度由由于都一樣樣，故上下下橫梁線剛剛度對(duì)反彎彎點(diǎn)的影響響為零：即即為標(biāo)準(zhǔn)反彎點(diǎn)高高度比?？煽梢圆楸砬笄蟮谩?duì)于層高變化所所引起的反反彎點(diǎn)的變變化，主要要是底下三三層會(huì)有不不同。其它它各層的層層高一樣。由表可以查出、值。各層柱端彎矩及及剪力計(jì)算算層次hA軸B軸yy13.93290.8660801296..55216088.005766.0721.0520.597153.8366103.846623976.777198.4714.1950.550211.2200172.8166232890.522710248911.451120024.119956.4750.8100.45076.24193.18342901.9976120.99883.2300.500181.4966181.4966332225.822810248911.451120024.119943.4880.8100.40052.18678.27842901.997693.1733.2300.500139.7600139.7600431284.8441603951..5737747.155616.4811.2090.36017.80031.64414533.665330.9194.8210.45041.74051.016梁端彎矩：梁端剪力：柱軸力：層次1層4.212.616.80.2500.750354.31222層4.212.616.80.2500.750321.25663層4.212.616.80.2500.750181.50004層4.212.616.80.2500.75041.740梁端彎矩、剪力力及柱軸力力層次AB梁BC梁CD梁柱軸力1180.087788.578644.778265.7344265.73442265.734488.578180.0877644.778-110.6773563.4333-563.4333110.67332145.369980.314637.614240.9422240.94222240.942280.314145.3699637.614-65.8955342.4777-342.477765.895396.07845.375623.576136.1255136.12552136.125545.37596.078623.576-28.2811139.1499-139.144928.281417.80010.43564.70631.30531.305231.30510.43517.80064.706-4.70626.599-26.59994.706左地震作用下框框架彎矩圖圖梁端柱軸力圖梁端剪力圖6.2、橫向風(fēng)風(fēng)荷載作用用下框架結(jié)結(jié)構(gòu)內(nèi)力的的側(cè)移計(jì)算算6．2．1、風(fēng)荷載標(biāo)準(zhǔn)值值基本風(fēng)壓辦公樓位于市區(qū)區(qū)里面面，屬屬于C類地區(qū)，查得高寬比1.0229>1..5，故可不不要要考慮慮風(fēng)振影響響。建筑物為四方形形。故它的的的體型系系數(shù)、。序號(hào)150×0.8××0.3550.7079.89825247.452-14×0.66×0.3350.707-2.079714.553350×-0.55×0.335-0.7076.18625154.654-14×0.66×0.335-0.7072.079714.55316.084431.2066風(fēng)合力作用點(diǎn)沿房屋高度分布布風(fēng)荷載標(biāo)標(biāo)準(zhǔn)值層高1層3.90.7411.9022層6.90.7411.9023層9.90.7411.9024層12.90.7411.902按靜力等效原理理，將分布布的風(fēng)荷載載轉(zhuǎn)化為節(jié)節(jié)點(diǎn)集中荷荷載：等效節(jié)點(diǎn)集中風(fēng)風(fēng)荷載6.2.2、風(fēng)風(fēng)荷載作用用下得水平平位移驗(yàn)算算風(fēng)荷載作用下框框架層間剪剪力及側(cè)移移驗(yàn)算層次1層41.062148.1880129.66561.8491.84939001/21092層35.706107.1188125852..3500.8512.70030001/35253層35.70671.412125852..3500.5673.26830001/52874層35.70635.70644561.66180.8014.06930001/3744風(fēng)荷載作用下框框架最大的的層間位移移為，滿足足。6.2.3、風(fēng)風(fēng)荷載作用用下的框架架結(jié)構(gòu)內(nèi)力力計(jì)算風(fēng)荷載作用下AA軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層次1層148.1880129.665616088.00570.20129.7513.92.32846.75969.26969.7682層107.1188125852..3520024.11990.15917.0433.01.35028.12223.00941.7563層71.412125852..3520024.11990.15911.3623.01.20020.45213.63527.1564層35.70644561.66187747.15560.1746.2083.01.08011.9196.70411.919風(fēng)荷載作用下BB軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層次1層410.9380129.665623976.77710.299122.96003.92.145215.7966263.7500100.6888302.062292層365.62125852..3542901.99760.341124.63773.01.500186.9555186.955588.240264.720043層324.65125852..3542901.99760.341110.67003.01.500166.0066166.006673.039219.116674層286.5144561.661814533.66530.32693.4443.01.350154.1833126.150038.546115.63775梁端彎矩剪力力及柱軸力力層次AB梁BC梁CD梁柱軸力1層69.768100.6888628.409302.06302.062302.06100.688869.768628.40975.185273.6511-273.6551-75.18552層41.75688.24621.666264.72264.722264.7288.2441.756621.66646.776243.0544-243.0554-46.77663層27.15673.039616.699219.12219.122219.1273.03927.156616.69925.110202.4211-202.4221-25.11004層11.91938.54668.411115.64115.642115.6438.54611.91968.4118.411107.2299-107.2229-8.411左風(fēng)荷載作用下下框架彎矩矩圖梁端柱軸力圖梁端剪力圖7、豎向荷載作用下下框架結(jié)構(gòu)構(gòu)的內(nèi)力計(jì)計(jì)算7．1、橫向框架計(jì)算算單元取中間一榀框架架進(jìn)行計(jì)算算。一～四層橫向框框架計(jì)算單單元7．2、荷載計(jì)算7．2．1、恒載計(jì)算一～三層結(jié)構(gòu)內(nèi)內(nèi)力圖四層結(jié)構(gòu)內(nèi)力圖圖一~三層活荷載分布布圖活荷載作用下框框架結(jié)構(gòu)計(jì)計(jì)算圖恒荷載作用下框框架結(jié)構(gòu)計(jì)計(jì)算圖7．3、內(nèi)力計(jì)算7．3．1、恒載作用下梁梁端彎矩、剪剪力計(jì)算恒載作用下梁端端彎矩層次1層60.4260.424.1034.10360.4260.422層60.4260.424.1034.10360.4260.423層60.4260.424.1034.10360.4260.424層43.3243.322.2032.20343.3243.32恒載彎矩分配上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱40.0000.4370.5730.2110.0000.1570.6320.6320.0000.1570.2110.5730.4370.000-43.3243.32-2.202.20-43.3243.320.0018.9324.82-8.680.00-6.46-25.9925.990.006.468.68-24.82-18.930.007.89-4.3412.41-3.5813.00-13.003.58-12.414.34-7.890.00-1.55-2.03-4.610.00-3.43-13.8013.800.003.434.612.031.550.000.0025.27-24.8742.440.00-13.47-28.9928.990.0013.47-42.4424.87-25.270.00跨中最大彎矩-35.42跨中最大彎矩20.71跨中最大彎矩-35.42梁Qa43.12梁Qa13.25梁Qa-48.98Qb-48.98Qb-13.25Qb43.12柱Qc=Qd-14.12柱Qc=Qd-7.87柱Qc=Qd-7.87柱Qc=Qd-14.1230.2610.3890.3500.1710.1270.1900.5120.5120.1270.1900.1710.3500.3890.261-60.4260.42-4.104.10-60.4260.4215.7723.5021.15-9.63-7.15-10.70-28.8428.847.1510.709.63-21.15-23.50-15.779.4710.42-4.8210.58-3.23-5.0414.42-14.423.235.04-10.584.82-10.42-9.47-3.93-5.86-5.27-2.86-2.12-3.18-8.578.572.123.182.865.275.863.9321.3128.06-49.3658.51-12.50-18.92-27.0927.0912.5018.92-58.5149.36-28.06-21.31跨中最大彎矩-15.14跨中最大彎矩18.81跨中最大彎矩-15.14梁Qa44.53梁Qa13.25梁Qa47.58Qb-47.58Qb-13.25Qb-44.53柱Qc=Qd-16.48柱Qc=Qd-11.08柱Qc=Qd-11.08柱Qc=Qd-16.4820.3450.3450.3100.1610.1790.1790.4810.4810.1790.1790.1610.3100.3450.345-60.4260.42-4.104.10-60.4260.4220.8420.8418.73-9.07-10.08-10.08-27.0927.0910.0810.089.07-18.73-20.84-20.8411.7510.97-4.549.37-5.35-5.1813.55-13.555.355.18-9.374.54-10.97-11.75-6.27-6.27-5.64-1.99-2.22-2.22-5.965.962.222.221.995.646.276.2726.3225.54-51.8758.73-17.65-17.48-23.6023.6017.6517.48-58.7351.87-25.54-26.32跨中最大彎矩-13.78跨中最大彎矩15.32跨中最大彎矩-13.78梁Qa44.91梁Qa13.25梁Qa47.19Qb-47.19Qb-13.25Qb-44.91柱Qc=Qd-16.91柱Qc=Qd-11.01柱Qc=Qd-11.01柱Qc=Qd-16.9110.3630.3100.3270.1650.1840.1570.4940.4940.1840.1570.1650.3270.3100.363-60.4260.42-4.104.10-60.4260.4221.9318.7319.76-9.29-10.36-8.84-27.8227.8210.368.849.29-19.76-18.73-21.9310.42-4.659.88-5.0413.91-13.915.04-9.884.65-10.42-2.09-1.79-1.89-3.09-3.45-2.94-9.269.263.452.943.091.891.792.0930.2616.94-47.2057.92-18.85-11.78-27.2727.2718.8511.78-57.9247.20-16.94-30.26跨中最大彎矩-16.52跨中最大彎矩18.99跨中最大彎矩-16.52梁Qa44.26梁Qa13.25梁Qa-47.84Qb-47.84Qb-13.25Qb44.26柱Qc=Qd-5.13柱Qc=Qd-3.57柱Qc=Qd柱Qc=Qd-5.1310.97-5.185.18-9.37恒荷載作用下內(nèi)內(nèi)力計(jì)算分分析恒載作用下梁端端彎矩層次荷載引起的剪力力彎矩引起的剪力力總剪力AB梁BC梁CD梁AB梁BC梁CD梁AB梁BC梁CD梁160.4260.4212.312.360.4260.4244.26-47.8413.25-13.25-47.8444.26104.6812.5825.5525.5512.58104.68260.4260.4212.312.360.4260.4244.91-47.1913.25-13.25-47.1944.91105.3313.2325.5525.5513.23105.33360.4260.4212.312.360.4260.4244.53-47.5813.25-13.25-47.5844.53104.9512.8425.5525.5512.84104.95443.3243.326.66.643.3243.3243.12-48.9813.25-13.25-48.9843.1286.44-5.6619.8519.85-5.6686.44恒載作用下的柱柱軸力層次節(jié)點(diǎn)集中力每層柱重柱軸力A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D柱1146.08160.45160.45146.0827.88527.88527.88527.885985.721013.611771.29799.18771.29799.18985.721013.6112146.08160.45160.45146.0821.4521.4521.4521.45734.96756.41572.71594.16572.71594.16734.96756.413146.08160.45160.45146.0821.4521.4521.4521.45483.55505.00373.48394.93373.48394.93483.55505.004146.08160.45160.45146.0821.4521.4521.4521.45232.52253.97174.64196.09174.64196.09232.52253.977．3．3、活載作用下梁梁端彎矩、剪剪力計(jì)算四層結(jié)構(gòu)梁端彎彎矩，剪力力計(jì)算活載作用下梁端端彎矩層次1層16.216.20.8330.83316.216.22層16.216.20.8330.83316.216.23層16.216.20.8330.83316.216.24層4.054.050.210.214.054.05活載力矩分配上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱40.0000.4370.5730.2110.0000.1570.6320.6320.0000.1570.2110.5730.4370.000-4.054.05-0.210.21-4.054.050.001.772.32-0.810.00-0.60-2.432.430.000.600.81-2.32-1.770.002.12-0.411.16-0.981.22-1.220.98-1.160.41-2.120.00-0.75-0.98-0.300.00-0.22-0.880.880.000.220.300.980.750.000.003.14-3.124.100.00-1.80-2.302.300.001.80-4.103.12-3.140.00跨中最大彎矩-65.47跨中最大彎矩-5.98跨中最大彎矩-65.47梁Qa45.89梁Qa13.25梁Qa46.21Qb-46.21Qb-13.25Qb-45.89柱Qc=Qd-2.32柱Qc=Qd-1.42柱Qc=Qd-7.87柱Qc=Qd-2.3230.2610.3890.3500.1710.1270.1900.5120.5120.1270.1900.1710.3500.3890.261-16.2016.20-0.830.83-16.2016.204.236.305.67-2.63-1.95-2.92-7.877.871.952.922.63-5.67-6.30-4.230.892.80-1.322.84-0.30-1.383.94-3.940.301.38-2.841.32-2.80-0.89-0.62-0.92-0.83-0.87-0.65-0.97-2.612.610.650.970.870.830.920.624.508.18-12.6815.54-2.90-5.27-7.377.372.905.27-15.5412.68-8.18-4.50跨中最大彎矩-54.97跨中最大彎矩-0.91跨中最大彎矩-54.97梁Qa45.57梁Qa13.25梁Qa46.53Qb-46.53Qb-13.25Qb-45.57柱Qc=Qd-4.62柱Qc=Qd-3.05柱Qc=Qd-3.05柱Qc=Qd-4.6220.3450.3450.3100.1610.1790.1790.4810.4810.1790.1790.1610.3100.3450.345-16.2016.20-0.830.83-16.2016.205.595.595.02-2.47-2.75-2.75-7.397.392.752.752.47-5.02-5.59-5.593.152.94-1.242.51-1.46-1.423.70-3.701.461.42-2.511.24-2.94-3.15-1.67-1.67-1.50-0.54-0.60-0.60-1.601.600.600.600.541.501.671.677.076.86-13.9215.70-4.81-4.77-6.126.124.814.77-15.7013.92-6.86-7.07跨中最大彎矩-54.27跨中最大彎矩-2.16跨中最大彎矩-54.27梁Qa45.75梁Qa13.25梁Qa46.35Qb-46.35Qb-13.25Qb-45.75柱Qc=Qd-4.54柱Qc=Qd-3.00柱Qc=Qd-3.00柱Qc=Qd-4.5410.3630.3100.3270.1650.1840.1570.4940.4940.1840.1570.1650.3270.3100.363-16.2016.20-0.830.83-16.2016.205.885.025.30-2.54-2.83-2.41-7.597.592.832.412.54-5.30-5.02-5.882.80-1.272.65-1.383.80-3.801.38-2.651.27-2.80-0.56-0.47-0.50-0.84-0.93-0.80-2.502.500.930.800.840.500.470.568.124.55-12.6715.47-5.14-3.21-7.127.125.143.21-15.4712.67-4.55-8.12跨中最大彎矩-55.01跨中最大彎矩-1.16跨中最大彎矩-55.01梁Qa45.58梁Qa13.25梁Qa46.52Qb-46.52Qb-13.25Qb-45.58柱Qc=Qd-1.38柱Qc=Qd-0.97柱Qc=Qd-0.97柱Qc=Qd-1.382.94-1.421.42-2.51活荷載作用下內(nèi)內(nèi)力計(jì)算分分析活載作用下梁端端剪力層次荷載引起的剪力力彎矩引起的剪力力總剪力AB梁BC梁CD梁AB梁BC梁CD梁AB梁BC梁CD梁116.216.22.52.516.216.245.58-46.5213.25-13.25-46.5245.5861.78-30.3215.7515.75-30.3261.78216.216.22.52.516.216.245.75-46.3513.25-13.25-46.3545.7561.95-30.1515.7515.75-30.1561.95316.216.22.52.516.216.245.57-46.5313.25-13.25-46.5345.5761.77-30.3315.7515.75-30.3361.7744.054.050.630.634.054.0545.89-46.2113.25-13.25-46.2145.8949.94-42.1613.8813.88-42.1649.94注：V向上為正方向活載作用下柱軸軸力層次節(jié)點(diǎn)集中力柱軸力A柱B柱C柱D柱A柱B柱C柱D柱1146.08160.45160.45146.08819.76819.76569.97569.97569.97569.97819.76819.762146.08160.45160.45146.08611.90611.90424.09424.09424.09424.09611.90611.903146.08160.45160.45146.08403.87403.87278.04278.04278.04278.04403.87403.874146.08160.45160.45146.08196.02196.02132.17132.17132.17132.17196.02196.028、內(nèi)力組合8．1、結(jié)構(gòu)抗震等級(jí)級(jí)可根據(jù)結(jié)構(gòu)類型型、地震烈烈度、房屋屋高度等因因素，由表表可知，本本工程的框框架為二級(jí)級(jí)抗震等級(jí)級(jí)。8．2、框架梁的內(nèi)力力組合框架梁內(nèi)力組合合表7.1梁內(nèi)力力組合計(jì)算算表梁截面位置內(nèi)力①恒荷載②活荷載③風(fēng)荷載(左風(fēng)))④地震作用(左震震)1.2①+1..4②1.35①+11.4×00.7②1.2①+1..4②+1.4③1.2①+1..4②-1.4③0.75[1..2(①+0.5②)+1..3④]0.75[1..2(①+0.5②)-1..3④]MmaxMmin|Vmax|A4B4A4B4M(KN·m))-19.90-2.5069.77180.09-27.38-29.3270.30-125.066156.55-194.622156.55-194.622V(KN)104.6861.78-28.41-44.78212.11201.86172.33251.8878.35165.67251.8878.35251.88跨中M(KN·m))35.4278.561.164.66152.49124.81154.11150.8671.7762.69154.1162.69B4A4M(KN·m))-33.95-3.28-100.699-88.58-45.33-49.05-186.30095.63-118.40054.3395.63-186.300V(KN)12.58-30.32-28.41-44.78-27.35-12.73-67.1312.42-45.9841.3441.34-67.1367.13B4C4B4C4M(KN·m))-23.19-1.84302.06265.73-30.40-33.11392.48-453.299237.39-280.799392.48-453.299V(KN)25.5515.75-302.066-265.73352.7149.93-370.177475.59-229.000289.17475.59-370.177475.59跨中M(KN·m))20.717.18-0.03-0.2434.9034.9934.8634.9521.6422.1034.9921.64C4B4M(KN·m))-23.19-1.84-302.066-265.733-30.40-33.11-453.299392.48-280.799237.39392.48-453.299V(KN)20.5515.75-302.066-265.73346.7143.18-376.177469.59-233.500284.67469.59-376.177469.59C4D4C4D4M(KN·m))-33.95-3.28100.6988.58-45.33-49.0595.63-186.30054.33-118.40095.63-186.300V(KN)12.58-30.32-28.41-44.78-27.35-12.73-67.1312.42-45.9841.3441.34-67.1367.13跨中M(KN·m))35.4278.56-1.21-4.33152.49124.81150.79154.1863.0171.45154.1863.01D4C4M(KN·m))-19.90-2.50-69.77-180.099-27.38-29.32-125.06670.30-194.622156.55156.55-194.622V(KN)104.6861.78-28.41-44.78212.11201.86172.33251.8878.35165.67251.8878.35251.88A3B3A3B3M(KN·m))-39.49-10.1441.76145.37-61.58-63.25-3.12-120.055101.63-181.844101.63-181.844V(KN)105.3361.95-21.67-37.61213.13202.91182.79243.4686.00159.34243.4686.00243.46跨中M(KN·m))15.1465.961.966.44110.5185.08113.26107.7749.5937.03113.2637.03B3A3M(KN·m))-46.81-12.43-88.24-80.31-73.57-75.37-197.11149.96-126.02230.5849.96-197.111V(KN)13.23-30.15-21.67-37.61-26.33-11.69-56.674.00-38.3335.0135.01-56.6756.67B3C3B3C3M(KN·m))-21.67-5.90264.72240.94-34.26-35.04336.34-404.877212.76-257.077336.34-404.877V(KN)25.5515.75-264.722-240.94452.7149.93-317.900423.32-204.833265.00423.32-317.900423.32跨中M(KN·m))18.810.72-0.15-0.7923.5826.1023.3723.7916.4818.0226.1016.48C3B3M(KN·m))-21.67-5.90-264.722-240.944-34.26-35.04-404.877336.34-257.077212.76336.34-404.877V(KN)25.5515.75-264.722-240.94452.7149.93-317.900423.3