騰達(dá)辦公樓建筑結(jié)構(gòu)設(shè)計(jì)

騰達(dá)辦公樓建筑結(jié)構(gòu)設(shè)計(jì)TengdabuildingStructuredesign學(xué)院名稱：土木與建筑工程學(xué)院專業(yè)班級(jí)：土木工程（專升本）11-12013年5月目錄摘要…………………=1\*ROMANIAbstract……………=2\*ROMANII引言…………………1第1章建筑說(shuō)明…………………21.1工程概況……………………21.2設(shè)計(jì)資料……………………21.3總平面設(shè)計(jì)…………………21.4主要房間設(shè)計(jì)………………21.5輔助房間設(shè)計(jì)………………21.6交通聯(lián)系空間的平面設(shè)計(jì)…………………31.7剖面設(shè)計(jì)……………………31.8立面設(shè)計(jì)……………………41.9構(gòu)造設(shè)計(jì)……………………4第2章框架結(jié)構(gòu)布置……………62.1框架截面尺寸………………6框架梁柱的線剛度計(jì)算……………………8第3章荷載計(jì)算…………………9第4章豎向荷載內(nèi)力計(jì)算……………………11 4.1恒荷載作用計(jì)算…………11 4.2節(jié)點(diǎn)分配系數(shù)μ計(jì)算………13 4.3恒荷載作用下內(nèi)力分析…………………14 4.4活荷載作用計(jì)算…………16 4.5固端彎矩計(jì)算……………16第5章恒活載作用下軸力、剪力圖………20 5.1軸力計(jì)算…………………20 5.2剪力計(jì)算…………………23第6章水平地震作用計(jì)算……………………28 6.1結(jié)構(gòu)各層的總重力荷載代表值計(jì)算……28 6.2水平地震力作用下框架的側(cè)移驗(yàn)算……33 6.柱線剛度………………33 6.框架自振周期…………34 6.地震作用計(jì)算…………34 6.3水平地震作用下框架內(nèi)力計(jì)算…………35 6.框架柱剪力和柱端彎矩計(jì)算…………35 6.梁端彎矩、剪力及軸力計(jì)算……………37第7章內(nèi)力組合計(jì)算…………38 7.1框架結(jié)構(gòu)梁內(nèi)力組合……………………38 7.2框架結(jié)構(gòu)柱內(nèi)力組合……………………53第8章截面設(shè)計(jì)…………………63 8.1框架柱正、斜截面配筋計(jì)算……………63 8.2框架梁正、斜截面配筋計(jì)算……………67第9章板配筋計(jì)算……………72 9.1樓面板設(shè)計(jì)………………72 9.2屋面板設(shè)計(jì)………………75第10章樓梯設(shè)計(jì)………………78 10.1梯段板設(shè)計(jì)………………78 10.2平臺(tái)板設(shè)計(jì)………………79 10.3平臺(tái)梁設(shè)計(jì)………………80第11章基礎(chǔ)設(shè)計(jì)………………81 11.1對(duì)A柱基礎(chǔ)配筋計(jì)算……………………81 11.2對(duì)B柱基礎(chǔ)配筋計(jì)算……………………82結(jié)論…………………84致謝…………………85參考文獻(xiàn)…………86騰達(dá)辦公樓建筑結(jié)構(gòu)設(shè)計(jì)摘要：本工程是位于安陽(yáng)市騰達(dá)辦公樓建筑結(jié)構(gòu)設(shè)計(jì)，該樓為六層框架結(jié)構(gòu)，總建筑面積m2，建筑總高度為m，抗震設(shè)防烈度為8度。建筑上，本樓擁有完善的功能。本設(shè)計(jì)的主要工作為該工程的結(jié)構(gòu)設(shè)計(jì)。內(nèi)容主要包括荷載計(jì)算、內(nèi)力分析及構(gòu)件配筋計(jì)算等。設(shè)計(jì)成果的主要表現(xiàn)形式為結(jié)構(gòu)施工圖。本設(shè)計(jì)進(jìn)行了框架布局之后，進(jìn)行了各種荷載、作用的計(jì)算，分析了結(jié)構(gòu)的內(nèi)力，找出了最不利的內(nèi)力組合，進(jìn)行了配筋計(jì)算。此外還進(jìn)行了結(jié)構(gòu)方案中的樓梯的設(shè)計(jì)，并完成了梁、板及基礎(chǔ)等構(gòu)件的內(nèi)力和配筋計(jì)算及施工圖繪制。本設(shè)計(jì)書(shū)主要包括如下部分：（1）結(jié)構(gòu)方案與結(jié)構(gòu)布置（2）荷載計(jì)算（3）框架受力分析與截面設(shè)計(jì)（4）梁設(shè)計(jì)（5）樓板設(shè)計(jì)（6）樓梯設(shè)計(jì)（7）基礎(chǔ)設(shè)計(jì)關(guān)鍵詞：框架抗震配筋結(jié)構(gòu)設(shè)計(jì)TengdabuildingStructuredesignAbstract：Thesubjectofthispaperis“TengdabuildingStructuredesign”whichislocatedinCityofAnyang.Itisasixstoriesreinforcedconcreteframewithatotalconstructio2.Theheightofthebuildingis19.2meters.Theseismicfortificationintensityis8.Themainworkofthestructuraldesignoftheproject.Loadincludesstatistics,analysisandinternalforcecomponents,suchasreinforcementcalculation.Designresultsisworkingdrawings.Asconvenientofthehandcount,theuseoftheentirestructureofatypicalframestructuredesigncalculation.Indeterminingthelayoutoftheframework,thevariousloads,theroleofthecalculation,ananalysisoftheinternalforcestructuretoidentifythemostadversecombinationofinternalforces,areinforcementcalculation.Inaddition,thedesignofthestairs,thebeam,theplateandothercomponentsoftheinternalforcesandtheconstructiondrawingarefinished.Thispaperhasthefollowingchapters:1. Structuralschemeandstructuralarrangement2. Theloadscalculation3. Theframestructureloadcombinationandsectiondesign4 TheBeamdesign5. TheSlabdesign6. TheStairdesign7. TheFoundationdesignKeywords：Frame;seismic;reinforcement;structuredesign引言本設(shè)計(jì)題目為“騰達(dá)辦公樓建筑結(jié)構(gòu)設(shè)計(jì)”。主要研究多層框架的建筑設(shè)計(jì)、地震作用下的框架結(jié)構(gòu)設(shè)計(jì)及其基礎(chǔ)設(shè)計(jì)，了解結(jié)構(gòu)計(jì)算過(guò)程。內(nèi)容包括建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)兩部份。在建筑設(shè)計(jì)方面考慮，要滿足建筑物的功能實(shí)用要求，為人們生產(chǎn)和生活營(yíng)造良好的環(huán)境，這也是建筑設(shè)計(jì)的首要任務(wù)。在設(shè)計(jì)中，要采用合理的技術(shù)措施，正確選用建筑材料，根據(jù)建筑空間的特點(diǎn)，現(xiàn)則合理的結(jié)構(gòu)、施工方案，使房屋堅(jiān)固耐久、建造方便。框架結(jié)構(gòu)的研究，對(duì)于建筑的荷載情況，分析其受力，采用不同的方法分別計(jì)算出各種荷載作用下的彎矩、剪力、軸力，然后進(jìn)行內(nèi)力組合，挑選出最不利的內(nèi)力組合進(jìn)行截面的承載力計(jì)算，保證結(jié)構(gòu)有足夠的強(qiáng)度和穩(wěn)定性。在對(duì)豎向荷載的計(jì)算種采用了彎矩分配法，對(duì)水平荷載采用了D值法，對(duì)鋼筋混凝土構(gòu)件的受力性能，受彎構(gòu)件的正截面和斜截面計(jì)算都有應(yīng)用。本設(shè)計(jì)主要通過(guò)工程實(shí)例來(lái)強(qiáng)化大學(xué)期間所學(xué)的知識(shí)，建立一個(gè)完整的設(shè)計(jì)知識(shí)體系，了解設(shè)計(jì)總過(guò)程，通過(guò)查閱大量的相關(guān)設(shè)計(jì)資料，提高自己的動(dòng)手能力。

第一章建筑說(shuō)明本建筑為六層框架結(jié)構(gòu)，，首層層高3.6米，其余層高3米?？傞L(zhǎng)58.2米，寬16.2米，高19.2米?？偨ㄖ娣e約5657.4平方米。1)本建筑設(shè)計(jì)使用年限為50年.2)耐火等級(jí)為2級(jí).24)建筑結(jié)構(gòu)抗震等級(jí)為二級(jí)；抗震設(shè)防烈度為8度；建筑場(chǎng)地類別為2類，建筑抗震設(shè)防類別為丙類.總平面布置的基本原則：1)應(yīng)根據(jù)一棟樓或一個(gè)建筑群的組成和使用功能，結(jié)合所處位置和用地條件、有關(guān)技術(shù)要求，充分利用土地，合理進(jìn)行總體布局，使場(chǎng)地內(nèi)各組成部分成為有機(jī)的整體，并與周圍環(huán)境相協(xié)調(diào)而進(jìn)行的設(shè)計(jì)。2)應(yīng)結(jié)合地形、地質(zhì)、氣象條件等自然條件布置，有效組織地面排水，進(jìn)行用地范圍內(nèi)的豎向布置。3)建筑物的布置應(yīng)符合防火、衛(wèi)生等規(guī)范及各種安全要求，并應(yīng)滿足交通要求。4)建筑物周圍布置應(yīng)與城市主干道及周圍環(huán)境相協(xié)調(diào)，合理組織場(chǎng)地內(nèi)的各種交通流線，并安排好道路、出入口，并考慮風(fēng)向及人員出入的便利。主要房間是各類建筑的主要部分，設(shè)計(jì)應(yīng)考慮的基本因素即要求有適宜的尺寸，足夠的使用面積，適用的形狀，良好的采光和通風(fēng)條件，方便的內(nèi)外交通聯(lián)系，合理的結(jié)構(gòu)布置和便于施工等?！羗.1)水平交通空間的平面設(shè)計(jì)走廊起著聯(lián)系各個(gè)房間的作用，走廊寬度的確定，應(yīng)符合防火、疏散和人流暢通的要求，本建筑走廊軸線尺寸為3000mm。走廊要求有良好的采光，本建筑設(shè)計(jì)采用內(nèi)廊式，為便于有充足的采光，采?。阂揽孔呃缺M端的開(kāi)窗（尺寸1800×1800mm）；利用門廳采光；燈光照明。2)垂直交通空間的平面設(shè)計(jì)樓梯是多層房屋的垂直聯(lián)系和人流疏散的主要措施。由于該建筑物是辦公樓，按防火要求和疏散人流，該建筑物設(shè)一個(gè)主樓梯，一個(gè)輔助樓梯。3)交通樞紐空間門廳作為交通樞紐，其主要作用是集散人流，轉(zhuǎn)換人流方向，室內(nèi)外空間的過(guò)渡或水平與垂直交通空間的銜接等。門廳一般應(yīng)面向主干道，使人流出入方便，有明確的向?qū)?，同時(shí)交通流線組織應(yīng)間明醒目。本設(shè)計(jì)中大廳取6000mm×6600mm，門是雙開(kāi)門，所有的窗戶均采用鋁合金窗，門為木門（大門除外）。1)層高的確定m，其余為3m。2)室內(nèi)外高差的確定m。3)屋面排水設(shè)計(jì)本建筑設(shè)計(jì)中屋面利用材料找坡（2％），采用有組織排水（女兒墻外排水），為了滿足各個(gè)落水管的排水面積不大于200m2,公設(shè)6個(gè)落水管。因2％<1/12，故為平屋頂。4)樓梯剖面設(shè)計(jì)所有樓梯均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，其具有整體性好，堅(jiān)固耐久，剛度好等特點(diǎn)。樓梯踏步面層要求耐磨、美觀、防滑，便于清掃，首層踏步高為150mm,寬為280mm.本結(jié)構(gòu)是框架結(jié)構(gòu)，具有明快、開(kāi)朗、輕巧的外觀形象，立面開(kāi)窗自由。1)體型本建筑根據(jù)場(chǎng)地和周圍環(huán)境的限制，整棟建筑物采用“一”字型，結(jié)構(gòu)和經(jīng)濟(jì)方面都容易滿足。2)墻體外墻做法：采用240厚灰砂磚（18KN/m3）加一面貼瓷磚，一面水泥粉刷內(nèi)墻做法：采用240厚灰砂磚（18KN/m3）加雙面水泥粉刷3），墻高600mm3）加雙面水泥粉刷3)門廳門廳為建筑物的主要出入口，門廳的裝飾要能體現(xiàn)建筑物的性質(zhì)及氣勢(shì)。構(gòu)造設(shè)計(jì)主要包括樓地面設(shè)計(jì)、屋面設(shè)計(jì)、女兒墻設(shè)計(jì)等。1)樓面做法20mm厚大理石塊面（水泥砂漿檫縫）20mm厚1:4干硬水泥砂漿水泥漿結(jié)合層一道現(xiàn)澆樓板（100mm）抹灰（15mm）2)衛(wèi)生間樓面做法4-5mm厚陶瓷錦磚鋪實(shí)；拍平，水泥砂漿擦縫20mm厚1:4干硬性水泥砂漿15mm厚水泥砂漿找平50mm厚混凝土5‰找坡現(xiàn)澆樓板（100mm）抹灰（15mm）3)屋面做法三氈四油鋪小石子15mm厚水泥砂漿找平60mm厚礦渣水泥保溫40mm厚水泥石灰砂漿3‰找坡100mm厚現(xiàn)澆鋼筋混凝土板抹灰（15mm）4)散水做法100mm厚1：2：3細(xì)實(shí)混凝土撒1：1水泥沙子壓實(shí)抹光150mm厚3：7灰土1000mm寬，素土夯實(shí)向外坡度5％5)屋面泛水做法圖2.1屋面泛水

2框架結(jié)構(gòu)布置2.1框架截面尺寸橫向框架梁L1h=(1/8～1/12)L=（1/8～1/12）b=（1/2～1/3）h=（1/2～1/3）0.6m=0.2～0.3m取b=0.25m中間框架梁L2縱向框架梁L3（軸7-8梁同L1）h=(1/8～1/12)L=（1/8～1/12）b=（1/2～1/3）h=（1/2～1/3）框架柱由計(jì)算簡(jiǎn)圖2－1可知邊柱和中柱的負(fù)載面積可知：中柱：（6.6＋6.6）/2××4.8㎡邊柱：（6.6＋6.6）/2××3.3㎡Ac≥×××××1000××根據(jù)上述計(jì)算結(jié)果，并綜合考慮其他因素，取柱截面為正方形，初步估計(jì)柱的尺寸為600㎜×600㎜＝360000，為計(jì)算簡(jiǎn)便中柱和邊柱的尺寸相同，均為600㎜×600㎜。樓板厚度板厚為100mm：mm表2.1估算梁的截面尺寸（㎜）及各層混凝土強(qiáng)度等級(jí)層數(shù)混凝土強(qiáng)度等級(jí)橫向梁（b×h）縱向梁（b×h）柱L1L2L3600×6001～6C30250×600250×450250×500

o（Io為梁的截面慣性矩）中框架取I=2Io梁采用C30混凝土 由于左跨梁＝右跨梁：i邊框邊梁＝Ec107kN/m2(0.6m)3/(126.6)m104kN·mi邊框中跨梁＝Ec107kN/m2(0.45m)3/(123)m104kN·mi中框邊梁＝Ec107kN/m2×2×(0.6m)3/(126.6)m104kN·mi中框中跨梁＝Ec107kN/m2×2×(0.45m)3/(123)m104kN·mi底柱＝Ec107kN/m2(0.6m)4/(124.55)m104kN·mi余柱＝Ec107kN/m2(0.6m)4/(123)m104kN·m令i余柱=1.0,則其余各桿件的相對(duì)線剛度為：

第三章荷載計(jì)算三氈四油上鋪小石子0.4KN/M215mm厚水泥沙漿找平15KN/M30.02M=0.3KN/M2240厚水泥石灰砂漿3‰14KN/M3=0.56KN/M215mm厚水泥沙漿找平2現(xiàn)澆樓板（100mm）25KN/M3=2.5KN/M2抹灰（15mm）17KN/M3=0.26KN/M2KN/M228KN/M3224KN/M3225KN/M3217KN/M3224-5mm厚陶瓷錦磚鋪實(shí)；拍平，水泥砂漿擦縫20mm厚1:4干硬性水泥砂漿250mm厚混凝土5‰20KN/M3=1KN/M225KN/M3=2.5KN/M217KN/M3=0.26KN/M2225KN/M325KN/M325KN/M325KN/M325KN/M33M=27KN6.墻自重外縱墻重：18KN/M3×2×M18KN/M3×2×內(nèi)縱墻重:18KN/M3×2×18KN/M3×2×（3-0.6）M=12KN/M內(nèi)隔墻重：3×（2標(biāo)準(zhǔn)層3×（2×22

第四章豎向荷載內(nèi)力計(jì)算因?yàn)闃前鍨檎w現(xiàn)澆，本板選用雙向板；短向分配荷載：5/8aq，長(zhǎng)向分配荷載:[1-2a2+a3]aq屋面梁上線荷載：eq\o\ac(○,1)頂層兩邊梁：恒載＝梁自重＋板傳荷載×[1-2(2.1/6.6)2+(2.1/6.6)3]××eq\o\ac(○,2)頂層中間梁：恒載＝梁自重＋板傳荷載××5/8×樓面梁上線荷載：eq\o\ac(○,1)1-5層兩邊梁：恒載＝梁自重＋板傳荷載×[1-2(2.1/6.6)2+(2.1/6.6)3]××Meq\o\ac(○,2)1-5層中間梁：恒載＝梁自重＋板傳荷載××5/8×邊跨框架梁中間框架梁頂層1/126.62M2=1/1232M2=底層及標(biāo)準(zhǔn)層1/126.62M2=1/1232M2=恒荷載作用分布圖

μ計(jì)算根據(jù)梁，柱相對(duì)線剛度，算出各節(jié)點(diǎn)的彎矩分配系數(shù):A柱：底層：i下柱i上柱i左梁標(biāo)準(zhǔn)層：i下柱i上柱i左梁頂層：i下柱=1.0/(0i左梁B柱：底層：i下柱i上柱i右梁i左梁標(biāo)準(zhǔn)層：i下柱i上柱=1.0/(1.0+0.28+1.0+0.35)i右梁i左梁頂層：i下柱i右梁i左梁恒荷載作用下內(nèi)力分析采用力矩二次分配法跨中彎矩計(jì)算過(guò)程如下：（KM/M)6層MAB=1/8××2-1/2(73.17+76.19)=44.46=MCDMBC=1/8××325層MAB=1/8××2-1/2(62.35+65.66)=33.24=MCDMBC=1/8××324層MAB=1/8××2-1/2(63.89+64.58)=33.01=MCDMBC=1/8××32-1/3層MAB=1/8××2-1/2(63.89+64.58)=33.01=MCDMBC=1/8××322層MAB=1/8××2-1/2(64.12+64.75)=32.81=MCDMBC=1/8××321層MAB=1/8××2-1/2(62.06+63.44)=34.50=MCDMBC=1/8××32-2屋面梁上線荷載：eq\o\ac(○,1)頂層兩邊梁：活載＝板傳荷載＝2×[1-2(2.1/6.6)2+(2.1/6.6)3]××eq\o\ac(○,2)××5/8×2樓面梁上線荷載：eq\o\ac(○,1)1-5層兩邊梁：活載＝板傳荷載=2×[1-2(2.1/6.6)2+(2.1/6.6)3]××2=6.97KM/Meq\o\ac(○,2)1-5層中間梁：恒載＝板傳荷載＝2××5/8×邊跨框架梁中間框架梁頂層1/126.62M2=1/1232M2=底層及標(biāo)準(zhǔn)層1/126.62M2=1/1232M2=

圖4.4活荷載作用分布圖

跨中彎矩計(jì)算過(guò)程如下：（KM/M)6層MAB=1/8××2-1/2(6.56+6.58)=2.90=MCDMBC=1/8××325層MAB=1/8××2-1/2(6.01+24.94)=22.48=MCDMBC=1/8××324層MAB=1/8××2-1/2(24.90+25.15)=12.93=MCDMBC=1/8××323層MAB=1/8××2-1/2(24.90+25.15)=12.93=MCDMBC=1/8××322層MAB=1/8××2-1/2(24.99+25.22)=12.85=MCDMBC=1/8××321層MAB=1/8××2-1/2(24.19+24.70)=13.51=MCDMBC=1/8××32

第五章恒活載作用下軸力、剪力圖EQ\o\ac(○,1)A軸柱縱向集中荷載計(jì)算：6層：女兒墻自重（做法：墻高600mm，100mm的混凝土壓頂）：××18KN/M3××25KN/M3+×2+0.24m）×2恒載=女兒墻+梁自重+板傳荷載××××5/8××2.1×5/8×2-5層：恒載=墻自重+梁自重+板傳荷載××××5/8×××5/8××EQ\o\ac(○,2)B軸柱縱向集中荷載計(jì)算：6層：恒載=梁自重+板傳荷載××(2.1+1.5)×5/8××(2.1+1.5)×5/8×2-5層：恒載=內(nèi)墻自重+梁自重+板傳荷載=12××××5/8××(2.1+1.5)×5/8××EQ\o\ac(○,3)恒荷載作用下的邊跨框架的軸力計(jì)算:N6×N5=N6×N4=N5×N3=N4×N2=N3×N1=N2×6EQ\o\ac(○,4)恒荷載作用下的中跨框架的軸力計(jì)算：N6×N5=N6×N4=N5×N3=N4×N2=N3×N1=N2×EQ\o\ac(○,5)活荷載作用下的邊跨框架的軸力計(jì)算:N6×N5=N6×N4=N5×N3=N4×N2=N3×N1=N2×EQ\o\ac(○,6)活荷載作用下的中跨框架的軸力計(jì)算：N6×N5=N6×N4=N5×N3=N4×N2=N3×NN1=N2×

EQ\o\ac(○,1)恒荷載作用下的邊跨框架的剪力計(jì)算:QA6=(73.17-76.19)/6.6+1/2××QB6××QA5=(62.35-65.66)/6.6+1/2××QB5/2××QA4=(63.89-64.58)/6.6+1/2××QB4××QA3=(63.89-64.58)/6.6+1/2××QB3××QA2=(64.12-64.75)/6.6+1/2××QB2××QA1=(62.06-63.44)/6.6+1/2××QB1××EQ\o\ac(○,2)恒荷載作用下的中跨框架的剪力計(jì)算：QA6=1/2××QB6=-1/2××QA5=1/2××QB5=-1/2××QA4=QA3=QA2=QA1QB4=QB3=QB2=QB1EQ\o\ac(○,3)柱端剪力：A軸：Q6Q5=-(23.47+31Q4Q3Q2Q1B軸：Q6Q5Q4Q3Q2Q1EQ\o\ac(○,4)活荷載作用下的邊跨框架的剪力計(jì)算:QA6=(6.56-6.58)/6.6+1/2××QB6××QA5=(6.01-24.94)/6.6+1/2×7×QB5××QA4=(24.90-25.15)/6.6+1/2××QB4××QA3=(24.90-25.15)/6.6+1/2××QB3××QA2=(24.99-25.22)/6.6+1/2××QB2××QA1=(24.19-24.70)/6.6+1/2××QB1××EQ\o\ac(○,5)活荷載作用下的中跨框架的剪力計(jì)算：QA6=1/2××QB6=-1/2××QA5=1/2××QB5=-1/2××QA4=QA3=QA2=QA1QB4=QB3=QB2=QB1EQ\o\ac(○,6)柱端剪力：A軸：Q6Q5Q4Q3Q2Q1B軸：Q6Q5Q4MQ3Q2Q1

第六章水平地震作用計(jì)算結(jié)構(gòu)各層的總重力荷載代表值計(jì)算EQ\o\ac(○,1)墻自重1.外墻：采用240厚灰砂磚（18KN/m3）加一面貼瓷磚，一面水泥粉刷單位面積重力荷載=18KM/M3×022底層：A軸=(4.55-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2+×××2D軸=(4.55-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2+×××20.6)×[(6.6-0.6)×4+(3-0.6)×2]-××222222×2標(biāo)準(zhǔn)層：A軸=(3-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2+××2D軸=(3-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2+×××21-14軸=(3-0.6)×[(6.6-0.6)×4+(3-0.6)×2]-××222222×2頂層：A軸=(3-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2+××2D軸=(3-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2+×××21-14軸=(3-0.6)×[(6.6-0.6)×4+(3-0.6)×2]-××222222×22.內(nèi)墻：采用240厚灰砂磚（18KN/m3）加雙面水泥粉刷單位面積重力荷載=18KM/M3×22底層：B軸=(4.55-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2]××2C軸=(4.55-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2-1.8]××22-13軸=(4.55-0.6)×[(6.6-0.6)×222222×2標(biāo)準(zhǔn)層：B軸=(3-0.6)×.6)×10+(5.1-0.6)×2+(6-0.6)]×××2C軸=(3-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2-1.8]××22-13軸=(3-0.6)×[(6.6-0.6)×222222×2頂層：B軸=(3-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2+(6-0.6)]×××2C軸=(3-0.6)×[(4.2-0.6)×10+(5.1-0.6)×2-1.8]××22-13軸=(3-0.6)×[(6.6-0.6)×20]=288M222+288M222×23）加雙面水泥粉刷3×22底層=(4.55-0.6)×[(4.2-0.6)×××22×23），墻高600mm，100mm的混凝土壓頂。3×0.24M+25KM/M3×2××22×2=EQ\o\ac(○,2)梁，柱，板，門窗重力荷載標(biāo)準(zhǔn)值匯總1.梁：∑構(gòu)件層次b/mh/mg/KNLi/mGi×LinGi/KN橫梁(邊跨）1～624594（中跨）1～6312縱梁1～612012601～6243062.門：(22)底層：∑=22.66KN門標(biāo)號(hào)尺寸數(shù)量荷載標(biāo)準(zhǔn)值M1821×22個(gè)G×××M1521×2個(gè)G×××ZM3624×1個(gè)G=××mZM2121×1個(gè)G=××m標(biāo)準(zhǔn)層：∑=18.85KN門標(biāo)號(hào)尺寸數(shù)量荷載標(biāo)準(zhǔn)值M1821×22個(gè)G×××M1521×2個(gè)G×××ZM2121×2個(gè)G=××m×頂層：∑門標(biāo)號(hào)尺寸數(shù)量荷載標(biāo)準(zhǔn)值M1821×19個(gè)G×××M1521×2個(gè)G×××ZM2121×2個(gè)G=××m×2)底層：窗標(biāo)號(hào)尺寸數(shù)量荷載標(biāo)準(zhǔn)值C1818×26個(gè)G×××標(biāo)準(zhǔn)層：窗標(biāo)號(hào)尺寸數(shù)量荷載標(biāo)準(zhǔn)值C1818×27個(gè)G×××頂層：窗標(biāo)號(hào)尺寸數(shù)量荷載標(biāo)準(zhǔn)值C1818×27個(gè)G×××EQ\o\ac(○,3)集中于各樓層標(biāo)高處的重力荷載代表值根據(jù)《抗震規(guī)范》（GB50011—2001）第5.1.3條：，頂層的荷載代表值包括：屋面荷載、50%的屋面雪荷載、頂層縱墻框架自重、頂層半層墻柱自重。其它層重力荷載代表值包括：樓面恒載、50%樓面均布荷載、該層縱墻框架橫梁自重、該層上下各半層柱及墻體自重。柱G=承重柱/2+構(gòu)造柱/2=27×48/2+27×2/2=675KN墻G=女兒墻+外墻/2+內(nèi)墻/2+內(nèi)隔墻/2=381.23+1135.2/2+21××合計(jì)：∑柱G=承重柱/2+構(gòu)造柱/2=27×56/2+27×2/2=783KN墻G=外墻/2+內(nèi)墻/2+內(nèi)隔墻/2××合計(jì)：∑×5×墻G=外墻/2+內(nèi)墻/2+內(nèi)隔墻/2××合計(jì)：∑圖6.1結(jié)構(gòu)質(zhì)點(diǎn)重力荷載（單位：KN）水平地震力作用下框架的側(cè)移驗(yàn)算6.2.1柱線剛度：底柱×104KN·m×104KN·m柱類項(xiàng)型底層根數(shù)邊框架邊柱4邊框架中柱4中框架邊柱24中框架中柱23∑柱類項(xiàng)型2-5層根數(shù)邊框架邊柱489604邊框架中柱590404中框架邊柱5328024中框架中柱6480023∑D=3201120KN/M柱類項(xiàng)型頂層根數(shù)邊框架邊柱489604邊框架中柱590404中框架邊柱5328022中框架中柱6480020∑D=2900160KN/M自振周期為：其中為考慮結(jié)構(gòu)非承重磚墻影響的折減系數(shù)，對(duì)于框架取0.6；為框架頂點(diǎn)假想水平位移。層總位移6290016053201120432011203320112023201120110178965454在Ⅱ類場(chǎng)地，8度設(shè)防區(qū)，設(shè)計(jì)地震分組為第二組情況下，由《建筑設(shè)計(jì)抗震規(guī)范》（GB50011———2可查得：結(jié)構(gòu)的特征周期和水平地震影響系數(shù)最大值為：=0.35s,=0.16由于T1＝0.49，所以可以忽略頂點(diǎn)附加地震作用。所以對(duì)于多質(zhì)點(diǎn)體系，結(jié)構(gòu)底部縱向水平地震作用標(biāo)準(zhǔn)值：×××則各層橫向地震剪力計(jì)算如下表

表6.8樓層地震作用和地震剪力及層間位移計(jì)算表層次層次樓層剪力629001605320112043201120310.5532011202320112011017896最大位移發(fā)生在第一層，其樓層最大位移與樓層高之比：，小于《建筑設(shè)計(jì)抗震規(guī)范》（GB50011—2001）第5.5.1條規(guī)定的位移極限值[]=1/550滿足位移要求。水平地震作用下框架內(nèi)力計(jì)算6.3.1框架柱剪力和柱端彎矩計(jì)算：采用D值法確定反彎高度，各層反彎點(diǎn)高度比y,由于K值界于二者之間，則可以由插值取值。y值由查表得，具體計(jì)算結(jié)果如下。層A柱B柱C柱D柱kykykyky654321計(jì)算結(jié)果如下表：表6.10A、D柱端彎矩及剪力計(jì)算層hi/mVi/KNDi/KN/mDij/KN/mDij/DiVik/KNKyMijb/KN·mMijt/KN·m63290016048960533201120489604332011204896033320112048960233201120489601101789611867表6.11B、C柱端彎矩及剪力計(jì)算層hi/mVi/KNDi/KN/mDij/KN/mDij/DiVik/KNKyMijb/KN·mMijt/KN·m63290016059040533201120590404332011205904033320112059040233201120590401101789619119

6.3.2梁端彎矩，剪力及軸力計(jì)算：計(jì)算公式如下：其中分別表示節(jié)點(diǎn)在右梁的彎矩單位為KN.m；表6.12梁端彎矩，剪力及柱軸力的計(jì)算層邊梁走道梁柱軸力LL邊柱中柱6353423332313（注：柱軸力中的負(fù)號(hào)表示拉力，當(dāng)為地震作用時(shí)候，兩側(cè)兩根柱為拉力，對(duì)應(yīng)的右側(cè)兩根柱為壓力）

第七章內(nèi)力組合計(jì)算框架結(jié)構(gòu)梁內(nèi)力組合橫梁彎矩調(diào)幅：在豎向荷載作用下，可以考慮梁端塑性變形內(nèi)力重分布而對(duì)梁端負(fù)彎距進(jìn)行調(diào)幅，調(diào)幅系數(shù)為現(xiàn)澆框架：，本設(shè)計(jì)取。橫梁彎距調(diào)幅橫梁彎距調(diào)幅(單位:KN.M)荷載類型恒荷載層號(hào)左梁右梁跨度荷載跨中彎距左調(diào)幅右調(diào)幅跨中調(diào)幅644.46-62.19-64.7655.6630.27-11.76-11.762.3444.46-64.76-62.1955.66533.24-53.00-55.8142.8434.21-6.35-6.355.3333.24-55.81-53.0042.84433.01-54.31-54.8942.6533.19-7.22-7.224.4633.01-54.89-54.3142.65333.01-54.31-54.8942.6533.19-7.22-7.224.4633.01-54.89-54.3142.65232.81-54.50-55.0442.4833.34-7.09-7.094.5932.81-55.04-54.5042.48134.50-52.75-53.9243.9131.91-8.30-8.303.3734.50-53.92-52.7543.91

橫梁彎距調(diào)幅荷載類型活載層號(hào)左梁右梁跨度荷載跨中彎距左調(diào)幅右調(diào)幅跨中調(diào)幅61.742.90-5.58-5.593.8930.940.49-0.48-0.480.571.742.90-5.59-5.583.8956.9722.48-5.11-21.2024.8033.750.93-2.80-2.801.426.9722.48-21.20-5.1124.8046.9712.93-21.17-21.3816.6833.751.13-2.63-2.631.596.9712.93-21.38-21.1716.6836.9712.93-21.17-21.3816.6833.751.13-2.63-2.631.596.9712.93-21.38-21.1716.6826.9712.85-21.24-21.4416.6133.751.19-2.58-2.581.646.9712.85-21.44-21.2416.6116.9713.51-20.56-21.0017.1733.750.63-3.05-3.051.176.9713.51-21.00-20.5617.17

表7.31-6層橫梁內(nèi)力組合橫梁內(nèi)力組合(底層)層號(hào)桿件截面內(nèi)力荷載類別內(nèi)力組合恒①活②地震左③地震右④1.2①+1.35①+1.2×(①+0.5②)+1.4②0.98②1.3×③1.3×④1層A1B1A1M-52.75-20.56294.54-294.54-92.08-91.36307.27-458.54V57.5622.92-65.3765.37101.16100.17-2.16167.81跨中M43.9117.1778.81-78.8176.7376.11165.45-39.46B1左M-53.92-21.00-136.93136.93-94.10-93.37-255.31100.71V-60.32-23.08-65.3765.37-104.70-104.05-171.21-1.25B1C1B1右M-8.30-3.05200.85-200.85-14.23-14.19249.32-272.90V15.575.63-133.90133.9026.5726.54-152.01196.13跨中M3.371.170.000.005.685.704.754.75C1左M-8.30-3.05-200.85200.85-14.23-14.19-272.90249.32V-15.57-5.630133.90-26.57-26.54-196.13152.01C1D1C1右M-53.92-21.00136.93-136.93-94.10-93.37100.71-255.31V60.3223.08-65.3765.37104.70104.051.25171.21跨中M43.9117.17-78.8178.8176.7376.11-39.46165.45D1左M-52.75-20.56-294.54294.54-92.08-91.36-458.54307.27V-57.56-22.92-65.3765.37-101.16-100.17-167.812.16橫梁內(nèi)力組合(二層)層號(hào)桿件截面內(nèi)力荷載類別內(nèi)力組合恒①活②地震左③地震右④1.2①+1.35①+1.2×(①+0.5②)+1.4②0.98②1.3×③1.3×④2層A2B2A2M-54.50-21.24324.64-324.64-95.14-94.39343.89-500.18V58.3122.97-72.8972.89102.13101.23-11.00178.51跨中M42.4816.6184.10-84.1074.2373.63170.27-48.39B2左M-55.04-21.44-156.45156.45-96.06-95.32-282.30124.47V-59.57-23.04-72.8972.89-103.74-103.00-180.079.45B2C2B2右M-7.09-2.58209.82-209.82-12.12-12.10262.71-282.82V15.575.63-139.88139.8826.5726.54-159.78203.91跨中M4.591.640.000.007.807.806.496.49C2左M-7.09-2.58-209.82209.82-12.12-12.10-282.82262.71V-15.57-5.63-139.88139.88-26.57-26.54-203.91159.78C2D2C2右M-55.04-21.44156.45-156.45-96.06124.47-282.30V59.5723.04-72.8972.89103.74103.00-9.45180.07跨中M42.4816.61-84.1084.1074.2373.63-48.39170.27D2左M-54.50-21.24-324.64324.64-95.14-94.39-500.18343.89V-58.31-22.97-72.8972.89-102.13-101.23-178.5111.00橫梁內(nèi)力組合(三層)層號(hào)桿件截面內(nèi)力荷載類別內(nèi)力組合恒①活②地震左③地震右④1.2①+1.35①+1.2×(①+0.5②)+1.4②0.98②1.3×③1.3×④3層A3B3A3M-54.31-21.17319.98-319.98-94.81-94.07338.10-493.85V58.256-72.1572.15102.04101.14-10.12177.47跨中M42.6516.6882.89-82.8974.5373.92168.95-46.57B3左M-54.89-21.38-154.21154.21-95.80-95.05-279.17121.78V-59.63-23.04-72.1572.15-103.81-103.08-179.188.42B3C3B3右M-7.22-2.63189.27-189.27-12.35-12.32235.81-256.29V15.575.63-126.18126.1826.5726.54-141.97186.10跨中M4.461.590.000.007.587.586.316.31C3左M-7.22-2.63-189.27189.27-12.35-12.32-256.29235.81V-15.57-5.63-126.18126.18-26.57-26.54-186.10141.97C3D3C3右M-54.89-21.38154.21-154.21-95.80-95.05121.78-279.17V59.6323.04-72.1572.15103.81103.08-8.42179.18跨中M42.6516.68-82.8982.8974.5373.92-46.57168.95D3左M-54.31-21.17-319.98319.98-94.81-94.07-493.85338.10V-58.25-22.96-72.1572.15-102.04-101.14-177.4710.12橫梁內(nèi)力組合(四層)層號(hào)桿件截面內(nèi)力荷載類別內(nèi)力組合恒①活②地震左③地震右④1.2①+1.35①+1.2×(①+0.5②)+1.4②0.98②1.3×③1.3×④4層A4B4A4M-54.31-21.17250.83-250.83-94.81-94.07248.21-403.95V58.2522.96-56.3256.32102.04101.1410.46156.89跨中M42.6516.68-64.9874.5373.92145.66-23.29B4左M-54.89-21.38-120.88120.88-95.80-95.05-235.8478.45V-59.63-23.04-56.3256.32-103.81-103.08-158.60-12.16B4C4B4右M-7.22-2.63154.25-154.25-12.35-12.32190.28-210.77V15.575.63-102.83102.8326.5726.54-111.62155.74跨中M4.461.590.000.007.587.586.316.31C4左M-7.22-2.63-154.25154.25-12.35-12.32-210.77190.28V-15.57-5.63-102.83102.83-26.57-26.54-155.74111.62C4D4C4右M-54.89-21.38120.88-120.88-95.80-95.0578.45-235.84V59.6323.04-56.3256.32103.81103.0812.16158.60跨中M42.6516.68-64.9864.9874.5373.92-23.29145.66D4左M-54.31-21.17-250.83250.83-94.81-94.07-403.95248.21V-58.25-22.96-56.3256.32-102.04-101.14-156.89-10.46橫梁內(nèi)力組合(五層)層號(hào)桿件截面內(nèi)力荷載類別內(nèi)力組合恒①活②地震左③地震右④1.2①+1.35①+1.2×(①+0.5②)+1.4②0.98②1.3×③1.3×④5層A5B5A5M-53.00-5.11179.41-179.41-70.75-76.56166.57-299.90V58.9420.13-40.2340.2398.9199.3030.51135.11跨中M42.8424.8046.48-46.4886.1382.14126.715.86B5左M-55.81-21.20-86.4686.46-96.65-96.12-192.0932.71V-62.25-25.87-40.2340.23-110.92-109.39-142.52-37.92B5C5B5右M-6.35-2.80108.40-108.40-11.54-11.32131.62-150.22V15.575.63-72.2772.2726.5726.54-71.89116.01跨中M5.331.420.000.008.388.597.257.25C5左M-6.35-2.80-108.40108.40-11.54-11.32-150.22131.62V-15.57-5.63-72.2772.27-26.57-26.54-116.0171.89C5D5C5右M-55.81-21.2086.46-86.46-96.65-96.1232.71-192.09V62.2525.87-40.2340.23110.92937.92142.52跨中M42.8424.80-46.4846.4886.1382.145.86126.71D5左M-53.00-5.11-179.41179.41-70.75-76.56-299.90166.57V-58.94-20.13-40.2340.23-98.91-99.30-135.11-30.51橫梁內(nèi)力組合(六層)層號(hào)桿件截面內(nèi)力荷載類別內(nèi)力組合恒①活②地震左③地震右④1.2①+1.35①+1.2×(①+0.5②)+1.4②0.98②1.3×③1.3×④6層A6B6A6M-62.19-5.58122.51-122.51-82.44-89.4281.29-237.24V71.755.74-27.3727.3794.14102.4953.96125.13跨中M55.663.89-32.1972.2478.95110.9727.28B6左M-64.76-5.59-58.1358.13-85.54-92.90-156.64-5.50V-72.66-5.75-27.3727.37-95.24-103.73-126.22-55.06B6C6B6右M-11.76-0.4868.99-68.99-14.78-16.3575.29-104.09V18.811.41-68.9968.9924.5526.78-66.27113.11跨中M2.340.570.000.003.613.723.153.15C6左M-11.76-0.48-31.2031.20-14.78-16.35-54.9626.16V-18.81-1.41-68.9968.99-24.55-26.78-113.1166.27C6D6C6右M-64.76-5.5958.13-58.13-85.54-92.90-5.50-156.64V72.665.75-27.3727.3795.24103.7355.06126.22跨中M55.663.89-32.1932.1972.2478.9527.28110.97D6左M-62.19-5.58-122.51122.51-82.44-89.42-237.2481.29V-71.75-5.74-27.3727.37-94.14-102.49-125.13-53.96(2)梁端彎矩控制值梁的支座截面考慮了柱支撐寬度的影響，按支座邊緣截面的彎矩計(jì)算，即：式中：M為梁內(nèi)力組合表中支座軸線的彎矩值；V為相應(yīng)的支座剪力；b為相應(yīng)的柱的寬度；計(jì)算結(jié)果如下表:層次位置截面荷載M(KN*m)V(KN)b(mm)M1=M-V*b/26左邊跨A6右恒①-62.1971.75600-40.67活②-5.585.74-3.86地震左③122.51-27.37114.30地震右④-122.5127.37-114.301.2×（①+0.5②）+1.3×③81.2953.9697.481.2×（①+0.5②）+1.3×④-237.24125.13-199.70B6左恒①-64.76-72.66600-42.96活②-5.59-5.75-3.87地震左③-58.13-27.37-49.92地震右④58.1327.3749.921.2×（①+0.5②）+1.3×③-156.64-126.22-118.771.2×（①+0.5②）+1.3×④-55.06-27.28-46.88中跨B6右恒①-11.7618.81600-6.12活②-0.481.41-0.06地震左③68.99-68.9948.29地震右④-68.9968.99-48.291.2×（①+0.5②）+1.3×③75.2966.2795.171.2×（①+0.5②）+1.3×④-104.09113.11-70.16C6左恒①-11.76-18.81600-6.12活②-0.48-1.41-0.06地震左③-68.99-68.99-48.29地震右④68.9968.9948.291.2×（①+0.5②）+1.3×③-104.09-113.11-70.161.2×（①+0.5②）+1.3×④75.29-66.2795.17右邊跨C6右恒①-64.7672.66600-42.96活②-5.595.75-3.87地震左③58.13-27.3749.92地震右④-58.1327.37-49.921.2×（①+0.5②）+1.3×③-55.0627.28-46.881.2×（①+0.5②）+1.3×④-156.64126.22-118.77D6左恒①-62.19-71.75600-40.67活②-5.58-5.74-3.86地震左③1-27.37-114.30地震右④122.5127.37114.301.2×（①+0.5②）+1.3×③-237.24-125.13-199.701.2×（①+0.5②）+1.3×④81.29-53.9697.485左邊跨A5右恒①-5358.94600-35.32活②-5.1120.130.93地震左③179.41-40.23167.34地震右④-179.4140.23-167.341.2×（①+0.5②）+1.3×③166.5730.51175.721.2×（①+0.5②）+1.3×④-299.90135.11-259.37B5左恒①-55.81-62.25600-37.14活②-21.20-25.87-13.44地震左③-86.46-40.23-74.39地震右④86.4640.2374.391.2×（①+0.5②）+1.3×③-192.09-142.52-149.331.2×（①+0.5②）+1.3×④32.71-37.9244.09中跨B5右恒①-6.3515.57600-1.68活②-2.805.63-1.11地震左③108.40-72.2786.72地震右④-108.4072.27-86.721.2×（①+0.5②）+1.3×③131.62-71.89110.051.2×（①+0.5②）+1.3×④-150.22116.01-115.42C5左恒①-6.35-15.57600-1.68活②-2.80-5.63-1.11地震左③-108.40-72.27-86.72地震右④108.4072.2786.721.2×（①+0.5②）+1.3×③-150.22-116.01-115.421.2×（①+0.5②）+1.3×④131.6271.89110.05右邊跨C5右恒①-55.8162.25600-37.14活②-21.2025.87-13.44地震左③86.46-40.2374.39地震右④-86.4640.23-74.391.2×（①+0.5②）+1.3×③32.7137.9244.091.2×（①+0.5②）+1.3×④-192.09142.52-149.33D5左恒①-53-58.94600-35.32活②-5.11-20.130.93地震左③-179.41-40.23-167.34地震右④179.4140.23167.341.2×（①+0.5②）+1.3×③-299.90-135.11-259.371.2×（①+0.5②）+1.3×④166.57-30.51175.724左邊跨A4右恒①-54.3158.25600-36.84活②-21.1722.96-14.28地震左③250.83-56.32233.93地震右④-250.8356.32-233.931.2×（①+0.5②）+1.3×③248.2110.46251.351.2×（①+0.5②）+1.3×④-203.95156.89-256.88B4左恒①-59.63600-37.00活②-21.38-23.04-14.47地震左③-120.88-56.32-103.98地震右④120.8856.32103.981.2×（①+0.5②）+1.3×③-235.84-158.60-188.261.2×（①+0.5②）+1.3×④78.45-12.1682.10中跨B4右恒①-7.2215.57600-2.55活②-2.635.63-0.94地震左③154.25-102.83123.40地震右④-154.25102.83-123.401.2×（①+0.5②）+1.3×③190.28-111.62156.791.2×（①+0.5②）+1.3×④-210.77155.74-164.05C4左恒①-7.22-15.57600-2.55活②-2.63-5.63-0.94地震左③-154.25-102.83-123.40地震右④154.25102.83123.401.2×（①+0.5②）+1.3×③-210.77-155.74-164.051.2×（①+0.5②）+1.3×④190.28111.62156.79右邊跨C4右恒①-54.8959.63600-37.00活②-21.3823.04-14.47地震左③120.88-56.32103.98地震右④-120.8856.32-103.981.2×（①+0.5②）+1.3×③78.4512.1682.101.2×（①+0.5②）+1.3×④-235.84158.60-188.26D4左恒①-54.31-58.25600-36.84活②-21.17-22.96-14.28地震左③-250.83-56.32-233.93地震右④250.8356.32233.931.2×（①+0.5②）+1.3×③-403.95-156.89-356.881.2×（①+0.5②）+1.3×④248.21-10.46251.353左邊跨A3右恒①-54.3158.25600-36.84活②-21.1722.96-14.28地震左③319.98-72.15298.34地震右④-319.9872.15-298.341.2×（①+0.5②）+1.3×③338.10-10.12335.061.2×（①+0.5②）+1.3×④-293.85177.47-240.61B3左恒①-54.89-59.63600-37.00活②-21.38-23.04-14.47地震左③-154.21-72.15-132.57地震右④154.2172.15132.571.2×（①+0.5②）+1.3×③-279.17-179.18-225.421.2×（①+0.5②）+1.3×④121.788.42119.25中跨B3右恒①-7.2215.57600-2.55活②-2.635.63-0.94地震左③189.27-126.18151.42地震右④-189.27126.18-151.421.2×（①+0.5②）+1.3×③235.81-141.971.2×（①+0.5②）+1.3×④-156.29186.10-100.46C3左恒①-7.22-15.57600-2.55活②-2.63-5.63-0.94地震左③-189.27-126.18-151.42地震右④189.27126.18151.421.2×（①+0.5②）+1.3×③-256.290-200.461.2×（①+0.5②）+1.3×④235.81141.97193.22右邊跨C3右恒①-54.8959.63600-37.00活②-21.3823.04-14.47地震左③154.21-72.15132.57地震右④-154.2172.15-132.571.2×（①+0.5②）+1.3×③121.78-8.42119.251.2×（①+0.5②）+1.3×④-279.17179.18-225.42D3左恒①-54.31-58.25600-36.84活②-21.17-22.96-14.28地震左③-319.98-72.15-298.34地震右④319.9872.15298.341.2×（①+0.5②）+1.3×③-493.85-177.47-440.611.2×（①+0.5②）+1.3×④338.1010.12335.062左邊跨A2右恒①-54.5058.31600-37.01活②-21.2422.97-14.35地震左③324.64-72.89302.77地震右④-324.6472.89-302.771.2×（①+0.5②）+1.3×③343.89-11.00340.591.2×（①+0.5②）+1.3×④-400.18178.51-246.63B2左恒①-55.04-59.57600-37.17活②-21.44-23.04-14.53地震左③-156.45-72.89-134.58地震右④156.4572.89134.581.2×（①+0.5②）+1.3×③-282.30-180.07-228.281.2×（①+0.5②）+1.3×④124.479.45121.64中跨B2右恒①-7.0915.57600-2.42活②-2.585.63-0.89地震左③209.83-139.88167.87地震右④-209.83139.88-167.871.2×（①+0.5②）+1.3×③262.71-159.78214.781.2×（①+0.5②）+1.3×④-182.82203.91-121.65C2左恒①-7.09-15.57600-2.42活②-2.58-5.63-0.89地震左③-209.83-139.88-167.87地震右④209.83139.88167.871.2×（①+0.5②）+1.3×③-182.82-203.91-121.651.2×（①+0.5②）+1.3×④262.71159.78214.78右邊跨C2右恒①-55.0459.57600-37.17活②-21.4423.04-14.53地震左③156.45-72.89134.58地震右④-156.4572.89-134.581.2×（①+0.5②）+1.3×③124.47-9.45121.641.2×（①+0.5②）+1.3×④-282.30180.07-228.28D2左恒①-54.50-58.31600-37.01活②-21.24-22.97-14.35地震左③-324.64-72.89-302.77地震右④324.6472.89302.771.2×（①+0.5②）+1.3×③-400.18-178.51-246.631.2×（①+0.5②）+1.3×④343.8911.00340.591左邊跨A1右恒①-52.7557.56600-35.48活②-20.5622.92-13.68地震左③294.54-65.37274.93地震右④-294.5465.37-274.931.2×（①+0.5②）+1.3×③307.27-2.16306.621.2×（①+0.5②）+1.3×④-458.54167.81-408.20B1左恒①-53.92-60.32600-35.82活②-21.00-23.08-14.08地震左③-136.93-65.37-117.32地震右④136.9365.37117.321.2×（①+0.5②）+1.3×③-255.31-171.21-203.951.2×（①+0.5②）+1.3×④100.71-1.25101.09中跨B1右恒①-8.3015.57600-3.63活②-3.055.63-1.36地震左③200.85-133.90160.68地震右④-200.85133.90-160.681.2×（①+0.5②）+1.3×③249.32-152.01203.721.2×（①+0.5②）+1.3×④-272.90196.13-214.06C1左恒①-8.30-15.57600-3.63活②-3.05-5.63-1.36地震左③-200.85-133.90-160.68地震右④200.85133.90160.681.2×（①+0.5②）+1.3×③-272.90