建筑設(shè)計(jì)1.1總平面設(shè)計(jì)擬建xx賓館位于xx市，屬于亞熱帶濕潤(rùn)季風(fēng)氣候區(qū)，氣候溫和、四季分明、無霜期長(zhǎng)、雨量充沛、日照較少。年平均氣溫為16.2度，年極端最高氣溫為37.3度，年極端最低氣溫為-5.9度，最熱月出現(xiàn)在7~8月，月平均氣溫為25，4和25.0度，最冷月出現(xiàn)在1月，月平均氣溫為5.6度；年總降水量為918.2毫米，雨量主要集中在7~8月，月降雨量分別為225和229毫米，降雨最少月份為12和1月，月降雨量分別為6毫米左右，年總?cè)照諘r(shí)數(shù)為1148.9小時(shí)；最多風(fēng)向?yàn)殪o風(fēng)，風(fēng)向頻率為39％，次多風(fēng)向?yàn)楸憋L(fēng)，風(fēng)向頻率為14％。擬建xx賓館處主干道，坐北朝南，交通方便；同時(shí)有其他幾棟擬建公寓，形成建筑群；周圍有一定的現(xiàn)代建筑物及商業(yè)區(qū)，考慮周圍環(huán)境，與周圍環(huán)境相協(xié)調(diào)，城市管網(wǎng)供水供電。建成后的公寓將有完善的配套設(shè)施、運(yùn)動(dòng)場(chǎng)所以及一定的綠化面積，滿足建筑各項(xiàng)技術(shù)。1.2平面設(shè)計(jì)設(shè)計(jì)思路是從建筑功能上出發(fā)，從總體布局到局部的原則去把握整個(gè)設(shè)計(jì)。建筑平面是表示建筑物在水平方向各部分組合關(guān)系以及各部分房間的具體設(shè)計(jì)。a、平面組合基本采用對(duì)稱組合，滿足賓館的設(shè)計(jì)要求，消防樓梯和電梯布置滿足了客流和物流要求，賓館采用內(nèi)廊式，走廊的寬度采用3.6m。防煙樓梯、電梯遵照《高層民用建筑設(shè)計(jì)防火規(guī)范》的要求。b、交通組織及防火設(shè)計(jì)，本建筑總高度為48.865m<50m,建筑類別為二類高層建筑，每層的建筑面積〈1000m耐火等級(jí)二類高層建筑耐火等級(jí)為二類。防火分區(qū)根據(jù)規(guī)范二類建筑每個(gè)防火區(qū)的最大建筑面積為1500m2本設(shè)計(jì)將建筑在平面上將樓梯同走廊分開，用防火墻或防火門隔開，豎向上用鋼筋混凝土樓板和防火門分隔。防火區(qū)設(shè)置疏散樓梯一個(gè)，設(shè)置防火門及樓梯前室，前室面積為8.98mc、柱網(wǎng)的布置。按照每間公寓的布置以及走廊的布置確定，開間為3.9m，進(jìn)深為8.1該高層三至十一層均為豪華公寓，一、二層為商場(chǎng)和輔助娛樂場(chǎng)所。1.3剖面設(shè)計(jì)剖面設(shè)計(jì)目的是確定建筑物豎向各空間的組合關(guān)系、空間的形狀和尺寸、建筑層數(shù)等?？紤]結(jié)構(gòu)的統(tǒng)一、功能的要求，以及施工的方便，首層建筑層高為5.4m，室內(nèi)外高差為0.45m，電梯機(jī)房的空間高度及其相對(duì)高程應(yīng)根據(jù)所選電梯型號(hào)的說明書確定，二層的層高為4.5m，其余各層為3.6m。門窗的高度滿足《高規(guī)》的要求，門的高度均為2.1m，窗臺(tái)的高度取0.9m1.4立面設(shè)計(jì)立面設(shè)計(jì)目的是在緊密結(jié)合平面、剖面的內(nèi)部空間組合、外部環(huán)境及在滿足建筑使用要求和技術(shù)經(jīng)濟(jì)條件下，運(yùn)用建筑造型和立面構(gòu)圖的規(guī)律進(jìn)行的。1.5建筑構(gòu)造設(shè)計(jì)建筑構(gòu)造設(shè)計(jì)是建筑設(shè)計(jì)的重要組成部分，是建筑平、立、剖設(shè)計(jì)的繼續(xù)和深入，也是結(jié)構(gòu)設(shè)計(jì)和建筑施工的重要依據(jù)。外墻：高層建筑結(jié)構(gòu)多為框架和剪力墻承重，外墻只起圍護(hù)的作用。各種輕質(zhì)砌塊（蒸壓粉煤灰加氣混凝土砌塊，240mm）——目的：輕質(zhì)、保溫、隔熱。外側(cè)加砌瓷磚墻面——目的：為避免墻體受水，影響墻體隔熱、保溫性能。內(nèi)墻：（除剪力墻外）根據(jù)使用要求，樓梯間、防煙前室、電梯間墻應(yīng)又足夠的防火性能；宿舍墻具有必要的隔聲性能；衛(wèi)生局應(yīng)有放水防潮性能等。初選：蒸壓粉煤灰加氣混凝土砌塊（240mm）；輕質(zhì)內(nèi)隔墻：蒸壓粉煤灰加氣混凝土砌塊（100mm）。高層建筑女兒墻一般為較高（1.2m），為了保證其穩(wěn)定，需在上端設(shè)鋼筋混凝土圈梁且與主體結(jié)構(gòu)有可靠的拉結(jié)。樓梯的設(shè)計(jì)也要滿足《高層民用建筑設(shè)計(jì)防火規(guī)范》的要求，采用。樓梯的寬度、平臺(tái)梁的跨度也滿足要求。以下表2-1為建筑構(gòu)造的用法：建筑裝修做法表2-1地面做法屋面做法停車場(chǎng)做法輕質(zhì)隔熱板水磨石面層40mm厚C20級(jí)細(xì)石混凝土防水層：內(nèi)配雙向φ6@200鋼筋網(wǎng)3~4厚水泥膠結(jié)合層縱橫每6米分縫，分縫處用防水油膏填縫20mm厚1：2.5水泥砂漿10mm厚紙筋灰隔離層100mm厚C15混凝土墊層20mm厚1：3水泥砂漿找平大廳做法120mm厚鋼筋混凝土板大理石面層15mm厚混合水泥石灰漿粉刷3~4厚水泥膠結(jié)合層墻面裝修做法20mm厚1：2.5水泥砂漿外圍護(hù)墻做法100mm厚C15混凝土墊層75*75外墻面瓷磚（聚合物水泥漿溝縫）標(biāo)準(zhǔn)層做法5mm厚聚合物水泥砂漿粘貼面層（瓷磚）20mm厚聚合物水泥砂漿找平20mm厚1：2水泥砂漿找平掃聚合物水泥漿一道素水泥漿結(jié)合層一道內(nèi)墻1做法100m混合砂漿批檔：用于所有房間、客廳、梯間1200mm以上墻面`15mm厚混合水泥石灰漿粉刷15mm厚1：1：6水泥砂漿打底衛(wèi)生間、廚房、陽臺(tái)做法5mm厚1：1：3水泥沙漿過面面層（?；娲u）掃乳膠漆一道15mm1:2水泥砂漿保護(hù)層內(nèi)墻2做法2mm厚水泥基防水涂料耐磨拋光磚：用于候梯廳，梯間1200以下墻面20mm1：2水泥砂漿找平15mm厚1：1.25水泥砂漿膠合層素水泥漿結(jié)合層一道300*300mm耐磨拋光磚面，純白水泥漿擦縫100mm厚鋼筋混凝土樓內(nèi)墻3做法15mm厚混合水泥石灰漿粉刷瓷磚面（用于廚房、衛(wèi)生間）樓梯間做法15mm厚1：1.25水泥砂漿打底、純水泥磨平樓梯耐磨專用地磚（素白水泥漿擦縫）3~4mm厚水泥膠結(jié)合層3~4厚水泥膠結(jié)合層5mm厚彩花瓷片白水泥擦縫20mm厚1：2.5水泥砂漿找平層100mm厚鋼筋混凝土樓板門窗做法15mm厚混合水泥石灰漿粉刷采用鋁合金窗、木門、鋁合門說明：外圍護(hù)墻、分戶墻采用180墻，隔墻采用120墻結(jié)構(gòu)設(shè)計(jì)（手算）一結(jié)構(gòu)設(shè)計(jì)基本資料1）、工程名稱：12層高級(jí)賓館。2）、建設(shè)地點(diǎn)：xx地區(qū)。3）、工程概況：總建筑高度為48.865m,共12層，一層層高為5.4m，二層層高為4.5m，其余各層層高為3.6m4）、主導(dǎo)風(fēng)向：全年為多為靜風(fēng)，次多風(fēng)向?yàn)楸憋L(fēng)，基本風(fēng)壓為W0=0.3KN/m2。5）、雨雪條件：無。6）、地震條件：該工程所在地區(qū)抗震設(shè)防烈度為7度，場(chǎng)地土為Ⅱ類土，設(shè)計(jì)地震分組為第二組，粗糙度為B類，三級(jí)抗震。7）、材料選用：8）、地質(zhì)報(bào)告：根據(jù)xx市城市規(guī)劃勘測(cè)設(shè)計(jì)研究院提供的《xx市某賓館巖土工程勘察報(bào)告》的工程地質(zhì)資料?；炷粒毫褐鶋捎肅35.鋼筋：縱向受力鋼筋采用熱軋HRB400，其余采用熱軋鋼筋HPB335。墻體：外墻采用180墻、隔墻采用120墻，具體構(gòu)造要求參照表2-1門、窗：鋁合門窗、木門。9）、設(shè)計(jì)年限：50年。二結(jié)構(gòu)選型與布置經(jīng)過對(duì)該建筑的建筑高度、建筑造型、抗震要求等因素綜合考慮后，采用鋼筋混凝土框架-剪力墻結(jié)構(gòu)。結(jié)構(gòu)體系選型：采用鋼筋混凝土現(xiàn)澆框架-剪力墻結(jié)構(gòu)，平面布置如圖3-1所示：圖3-1標(biāo)準(zhǔn)層結(jié)構(gòu)平面布置1)、屋面結(jié)構(gòu)：采用現(xiàn)澆鋼筋混凝土肋形屋蓋，剛性屋面。2)、樓面結(jié)構(gòu)：全部采用現(xiàn)澆鋼筋混凝土肋形樓蓋。3)、樓梯結(jié)構(gòu)：采用現(xiàn)澆鋼筋混凝土板式樓梯。4)、電梯間：采用剪力墻結(jié)構(gòu)。結(jié)構(gòu)布置：柱采用小柱網(wǎng)，小開間布置，滿足住宅功能及其布置。三結(jié)構(gòu)基本截面尺寸估算及截面幾何特征3.1結(jié)構(gòu)基本截面尺寸估算3.1.1框架柱截面尺寸估算1）、中柱xx地震烈度為7度、框剪結(jié)構(gòu)、結(jié)構(gòu)總高度為48.865m<60m。查的抗震等級(jí)框架三級(jí)，剪力墻二級(jí)。按以首層中柱樓層數(shù)為N=12，取按最大負(fù)荷面積：則柱估算的面積為：?。旱谖鍖樱喝。旱诰艑樱喝。?）、邊柱首層邊柱按最大負(fù)荷面積取：第五層：?。旱诰艑樱喝。?）、角柱首層按最大負(fù)荷面積?。嚎紤]其截面比較小，故各層均取3.1.2框架梁截面尺寸估算1）、橫縱向框架梁按經(jīng)驗(yàn)公式估算：最大計(jì)算跨度：梁截面高度：梁寬度：?。喊春?jiǎn)支梁荷載估算：按簡(jiǎn)支梁荷載時(shí)：選用HRB400級(jí)，混凝土C35<C50 滿足要求。2）、次梁截面尺寸:按經(jīng)驗(yàn)公式估算：最大計(jì)算跨度：梁截面高度：梁寬度：取：按簡(jiǎn)支梁荷載估算：按簡(jiǎn)支梁荷載時(shí)：選用HRB400級(jí)，混凝土C35<C50 滿足要求。3.1.3剪力墻截面估算縱橫剪力墻數(shù)量按（1%~1.5%）=AW/樓面建筑面積，得AW=（1%~1.5%）*樓面建筑面積，由前求得建筑面積為702m2,得AW=7.02~10.5根據(jù)建筑平面布置確定W1、W2、W3、W4的截面厚度為250mm，滿足要求。3.1.4板截面估算根據(jù)《高規(guī)》按經(jīng)驗(yàn)公式得：按單向板的厚度取短邊的1/45考慮，板厚h≥l/45=3600/45=80mm考慮到保證結(jié)構(gòu)的整體性以及防水要求，初取樓面厚度為100mm,屋面厚度為120mm。3.2各截面幾何特征的計(jì)算3.2.1剪力墻幾何特征及剛度計(jì)算1）、剪力墻類型的判別橫向剪力墻W1、W2、W3、W4均無洞口，為整體墻;2）、橫向剪力墻等效剛度的計(jì)算橫向剪力墻等效抗彎剛度計(jì)算表列表3-1墻編號(hào)層次系數(shù)Ｈ131.519.8871.21.95311.441.06294.855.401592.21W1231.519.8871.21.95311.441.06294.854.501326.84３～１２31.519.8871.21.95311.441.06294.8532.409553.2742.3012472.33294.85131.5133.371.263.551051.161.11947.415.405116.01W２231.5133.371.263.551051.161.11947.414.504263.34３～１２31.5133.371.263.551051.161.11947.4132.4030696.0742.3040075.42947.41131.512.3041.231.512572.581.0271.345.40385.24W3231.512.3041.231.512572.581.0271.344.50321.03３～１２31.512.3041.231.512572.581.0271.3432.402311.4242.303017.6971.34131.512.3041.231.82572.581.0171.555.40386.36W4231.512.3041.231.82572.581.0171.554.50321.97３～１２31.512.3041.231.82572.581.0171.5532.402318.1842.303026.5171.55注：1、-剪切應(yīng)力不均勻系數(shù)矩形截面取1.2，工字形截面取全截面/腹板面積。2、單肢體實(shí)體墻、整截面墻和整體小開口墻的等效剛度公式：。3、當(dāng)各層層高及慣性矩不同時(shí)取加權(quán)平值：。4、無洞口實(shí)體墻的截面面積，對(duì)整體截面墻折算截面積：5、對(duì)整體小開口墻取墻肢截面面積之和：得總剪力墻等效抗彎剛度：3.2.2總框架的抗推剛度計(jì)算1）、框架梁線剛度計(jì)算，如表3-2?？蚣芰河?jì)算跨度計(jì)算：框架梁按彈性計(jì)算，按《高規(guī)》確定，取兩柱中心線間距離作為計(jì)算跨度。橫向框架梁線剛度表表3-2位置跨度(m)截面(m×m)邊跨中跨AB、CD跨7.80.3×0.750.00860.01295.19450.01726.9260BC跨3.60.3×0.750.00860.012911.25470.017215.0063注：C35混凝土2）、框架柱線剛度計(jì)算框架柱線剛度計(jì)算表表3-3柱號(hào)層號(hào)截面(m×m)層高中柱9~120.60.63.60.0108009.4505~80.70.73.60.02000817.5073~40.80.83.60.03413329.86720.80.84.50.03413323.89310.80.85.40.03413319.911邊柱9~120.50.53.60.0052084.5575~80.60.63.60.0108009.4503~40.70.73.60.02000817.50720.70.74.50.02000814.00610.70.75.40.02000811.672角柱9~120.40.43.60.0021331.8675~80.50.53.60.0052084.5573~40.60.63.60.0108009.45020.60.64.50.0108007.56010.60.65.40.0108006.300注：C35混凝土3）、橫向框架柱抗推剛度計(jì)算如表3-4。橫向框架柱抗推剛度計(jì)算表3-4軸號(hào)層號(hào)左梁右梁A/D9~1269.2645.571.5200.4323.6018.21965.5905~869.2694.500.7330.2683.6023.46684.4763~469.26175.070.3960.1653.6026.77096.371269.26140.060.4950.1984.5016.45374.040169.26116.720.5930.4225.4020.251109.355B/C9~12150.06369.2694.502.3210.5373.6046.999169.1965~8150.06369.26175.071.2530.3853.6062.432224.7553~4150.06369.26298.670.7340.2693.6074.269267.3692150.06369.26238.930.9180.3154.5044.541200.4361150.06369.26199.111.1020.5165.4042.310228.4754）、橫向總框架柱抗推剛度計(jì)算匯總?cè)绫?-5。橫向總框架柱抗推剛度計(jì)算表3-5層次軸號(hào)數(shù)量9~12A.D8.00065.590524.718B.C8.000169.1961353.5701878.2885~8A.D8.00084.476675.812B.C8.000224.7551798.0392473.8513~4A.D8.00096.371770.965B.C8.000267.3692138.9552909.9202A.D8.00074.040592.321B.C8.000200.4361603.4922195.8131A.D8.000109.355874.841B.C8.000228.4751827.7972702.638橫向總框架抗推剛度3.3體系的剛度特征值主體結(jié)構(gòu)剛度特征值的計(jì)算，按剛結(jié)體系計(jì)算。計(jì)算體系基本周期時(shí)，視體系完全處于彈性階段工作，則按下式計(jì)算：四荷載計(jì)算4.1豎向荷載標(biāo)準(zhǔn)值計(jì)算4.1.1板豎向荷載計(jì)算屋面及摟面的永久荷載標(biāo)準(zhǔn)值：屋面：40厚隔熱板：0.04×25=1KN/m2油氈防水層（二氈三油鋪石子）：0.35KN/m220厚水泥砂漿找平：0.02×20=0.4KN/m2爐渣找坡層：8×0.1=0.8KN/m240厚整澆層：25×0.04=1KN/m2120厚鋼筋砼板：25×0.12=3KN/m2V型輕鋼龍骨吊頂：0.25KN/m2合計(jì)：6.8KN/㎡樓面：30mm厚水磨石地面：0.6540mm厚整澆層：0.04×25=1N/m2100厚鋼筋砼板：25×0.10=2.5KN/m2V型輕鋼龍骨吊頂：0.25KN/m2合計(jì)：4.4KN/m2屋面及樓面可變荷栽標(biāo)準(zhǔn)值：上人屋面均布活荷栽標(biāo)準(zhǔn)值：2.0KN/m2樓面活荷載標(biāo)準(zhǔn)值：2.0KN/m2屋面雪荷載標(biāo)準(zhǔn)值：SK=UrS0=1×0.2=0.2KN/m23.電梯機(jī)房地面：活載：恒載：120mm混凝土板恒載合計(jì)：4.樓梯間樓面恒載樓梯耐磨面磚（7~8mm）3~4mm20mm厚水泥沙漿找平素水泥漿結(jié)合層一道100mm現(xiàn)澆混凝土樓板15mm白灰砂漿天花抹灰恒載合計(jì)：4.1.2梁、柱、剪力墻的自重=1\*GB3①梁的自重：梁的自重由構(gòu)件的幾何尺寸和材料單位體積的自重計(jì)算。梁構(gòu)件表面粉刷層重平均為，按墻面混合砂漿裝飾計(jì)算。梁高應(yīng)由梁截面高度中減去板厚（設(shè)計(jì)連梁與其它框架梁完全相同），為了方便計(jì)算，屋面梁同標(biāo)準(zhǔn)層?？v向框架梁的自重b×h=300mm×70橫向框架梁的自重b×h=300mm×70次梁的自重：截面b×h=250mm=2\*GB3②柱的自重：各層柱凈高減去板厚，柱面粉刷層的重量同墻裝飾。1——4層柱的自重：中柱：邊柱：5——8層柱的自重：中柱：邊柱：9——12層柱的自重：中柱：邊柱：=3\*GB3③剪力墻的自重：每層每片剪力墻自重為剪力墻體積與材料單位體積自重的乘積。（本設(shè)計(jì)全剪力墻為無洞相同的墻體）W1、W3、為無洞口厚度25首層：二層：其它層：4.1.3內(nèi)外圍護(hù)墻自重=1\*GB3①外圍護(hù)墻（每單位面積自重）75mm×75mm外墻面瓷磚、聚合物水泥漿溝縫5mm厚聚合物水泥漿粘貼20mm厚聚合物水泥砂漿找平掃聚合物水泥漿一道180mm厚水泥空心磚15mm厚1：1：6水泥石灰漿打底5mm厚1：1：3水泥石灰漿過面掃乳膠漆合計(jì)：=2\*GB3②120mm內(nèi)隔墻（每單位面積自重）120mm15mm厚1：1：6水泥石灰漿打底5mm厚1：1：3水泥石灰漿過面掃乳膠漆合計(jì)：內(nèi)墻裝飾（用于底層大堂）30mm厚1：2水泥砂漿分層澆20mm厚磨光花崗巖石板內(nèi)墻裝飾（用于候梯廳，樓梯間1200mm以下墻面）15mm厚1：2.5水泥砂漿找平純水泥漿磨平，5mm厚水泥膠結(jié)合層300mm×300mm耐磨拋光磚面，純白水泥漿擦縫=3\*GB3③門窗（每單位面積自重）鋁合金玻璃門窗木門4.2水平荷載計(jì)算4.2.1橫向風(fēng)荷載標(biāo)準(zhǔn)值作用下荷載及內(nèi)力計(jì)算xx地區(qū)基本風(fēng)壓值，計(jì)算高層房屋時(shí)《規(guī)范》規(guī)定應(yīng)在《建筑結(jié)構(gòu)規(guī)范》基本風(fēng)壓值的基礎(chǔ)上提高10%，故基本風(fēng)壓應(yīng)按計(jì)算。風(fēng)荷載體型系數(shù)近似按矩形平面取，則：H/Bmax=45.9/39=1.18<4,所以=1.3（參見高規(guī)3.2.5）風(fēng)壓高度系數(shù)按B類粗糙度查?。后w系的自振周期T按《規(guī)范》建議公式：由，查《混凝土結(jié)構(gòu)規(guī)范》(高規(guī)3.2.6)得：脈動(dòng)增大系數(shù)，。則可以按求得各樓層標(biāo)高處的風(fēng)振系數(shù)。具體風(fēng)振系數(shù)同風(fēng)荷載計(jì)算如下表4-1、4-2風(fēng)振計(jì)算表列表4-1層次131.349.51.660.4671.3031.367121.345.91.630.4671.3031.346111.342.31.590.4671.3031.327101.338.71.540.4671.3031.30991.335.11.490.4671.3031.29081.331.51.440.4671.3031.26971.327.91.380.4671.3031.24961.324.31.260.4671.3031.23751.320.71.420.4671.3031.17941.317.11.870.4671.3031.11231.313.51.100.4671.3031.15121.39.91.000.4671.3031.122橫向風(fēng)荷載計(jì)算表列表4-2層次1349.51.661.3671.33.6011.720.4950.0001.0151245.91.631.3461.33.63.639132.16320.4956.0661142.31.591.3271.33.63.639127.088152.6585.3761038.71.541.3091.33.63.639121.411279.7464.699935.11.491.2901.33.63.639115.734401.1584.062831.51.441.2691.33.63.639110.057516.8923.467727.91.381.2491.33.63.639103.777626.9482.895624.31.261.2371.33.63.63993.884730.7262.281520.71.421.1791.33.63.639100.856824.6102.088417.11.871.1121.33.63.639125.294925.4662.143313.51.101.1511.33.63.63976.1301050.7601.02829.91.001.1221.34.53.63976.0071126.8900.75215.41.001.0661.35.44.53988.3161202.8970.47701291.21329.268風(fēng)荷載轉(zhuǎn)換：在框架—剪力墻結(jié)構(gòu)的協(xié)同內(nèi)力計(jì)算時(shí)，需將實(shí)際作用于結(jié)構(gòu)上的荷載改造為典型的荷載（頂點(diǎn)集中荷載、均布荷載和倒三角荷載），以適應(yīng)現(xiàn)有的協(xié)同內(nèi)力計(jì)算圖表。作用于出屋面小閣摟（電梯機(jī)房、水箱房）的風(fēng)荷載傳至下部框架上按集中力F計(jì)算。然后取一層樓面處風(fēng)荷載集度為均布荷載。至于倒三角形荷載集度則可按剩余荷載對(duì)基礎(chǔ)頂面彎矩等效來確定。轉(zhuǎn)換圖式見圖4-1所示：圖4-1橫向風(fēng)荷載作用下結(jié)構(gòu)位移驗(yàn)算與內(nèi)力計(jì)算如下表4-4，表4-3是規(guī)范限值樓層層間最大位移與層高之比的限值表4-3結(jié)構(gòu)類型△u/h限值結(jié)構(gòu)類型△u/h限值框架1/550筒中筒、剪力墻1/1000框架-剪力墻、框架-核心筒、板柱-剪力墻1/800框支層1/1000風(fēng)荷載作用下的位移按以下公式計(jì)算：倒三角形載作用：集中荷載作用下：均布作用下：水平風(fēng)荷載作用下結(jié)構(gòu)位移計(jì)算表表4-4層號(hào)標(biāo)高z(m)倒三角形分布荷載均布荷載作用下頂點(diǎn)集中荷載層間位移層間相對(duì)位移1245.91.0000.00580.0000100.005801142.30.9220.00470.0000100.00471.118732181038.70.8430.00370.0000000.00370.95733760935.10.7650.00290.0000000.00290.81764403831.50.6860.00220.0000000.00220.69545177727.90.6080.00160.0000000.00160.58736129624.30.5290.00110.0000000.00110.49027344520.70.4510.00070.0000000.00070.40138972417.10.3730.00040.0000000.00040.318011323313.50.2940.00020.0000000.00020.23801512529.90.2160.00000.0000000.0000040.118(0.0001)0.000000(0.0001)0.087351521000.0000.00000.0000000.0000(0.0669)(67271)比較表4-4上的限值均小與表4-3規(guī)范的層間位移限值，位移滿足要求。橫向水平風(fēng)荷載作用下的內(nèi)力計(jì)算總剪力墻、總框架和總連梁的內(nèi)力計(jì)算。風(fēng)荷載作用下的內(nèi)力計(jì)算分為倒三角形荷載、均布荷載作用、集中力作用下的組合?？偧袅Φ目倧澗嘤?jì)算如下表4-5：三角形荷載作用下：集中荷載作用下：均布荷載作用下：風(fēng)荷載作用下總剪力墻彎矩MW(ξ)計(jì)算表表4-5層號(hào)標(biāo)高Z(m)總彎矩倒三角形分布荷載均布荷載作用下頂點(diǎn)集中荷載1245.91.000000.0000.0001142.30.922-284.6743-478.66624.829-738.5111038.70.843-396.2776-734.85450.130-1081.001935.10.765-352.1199-773.4376.383-1049.167831.50.686-166.552-595.129104.088-657.593727.90.608148.76176-196.561133.77085.970624.30.529584.62216429.8436165.9931180.459520.70.4511134.12011295.987201.3702631.477417.10.3731792.50532418.324240.5734451.402313.50.2942557.09633818.177284.3466659.62029.90.2163427.22935522.142333.5219282.89215.40.1184665.558129.669404.02113199.241000.0006382.532912063.63504.67518950.840風(fēng)荷載作用下V＇W計(jì)算如下表4-6：風(fēng)荷載作用下V＇W計(jì)算表4-6層號(hào)標(biāo)高Z(m)總剪力倒三角形分布荷載均布荷載作用下頂點(diǎn)集中荷載1045.91.000-104.940-93.7386.875-191.803942.30.922-54.164-57.9396.941-105.16338.70.843-8.637-23.2417.138-24.74035.10.76532.50611.0177.47050.993831.50.68670.04845.4837.945123.476727.90.608104.70180.8138.571194.085624.30.529137.124117.6799.359264.163520.70.451167.933156.78110.326335.039417.10.373197.713198.86111.488408.061313.50.294227.029244.71912.869484.61729.90.216256.440295.22614.494566.16015.40.118294.187366.37016.917677.474000.000342.414466.31920.495829.228總剪力墻底部總彎矩與水平風(fēng)荷載作用下產(chǎn)生的底部總彎矩之比。由于為鉸結(jié)體系計(jì)算，上表計(jì)算的剪力是剪力墻的總剪力，將其記為總框架的總剪力總剪力墻的總剪力計(jì)算如下4-7.總水平風(fēng)荷載作用下總剪力墻、總連梁、總框架的所分配的內(nèi)力匯總表4-7層次總剪力墻總框架120.000-52.790212.29811-738.511-40.636241.48810-1081.001-25.035272.6829-1049.167-5.691304.3538-657.59317.765335.061785.97045.778363.43161180.45978.880388.12052631.477117.699407.79744451.402162.975421.11536659.620215.565426.68829282.892276.471423.060113199.241366.075403.216018950.840496.937352.537說明：總框架剪力的調(diào)整，對(duì)風(fēng)荷載引起的總框架剪力不給予調(diào)整8軸各根框架柱內(nèi)力計(jì)算本設(shè)計(jì)取8軸縱向進(jìn)行計(jì)算，取8軸進(jìn)行內(nèi)力分配計(jì)算框架柱內(nèi)力計(jì)算剪力分配，如下表4-8進(jìn)行計(jì)算8軸框架柱剪力分配表4-8層號(hào)A軸F軸A軸F軸12521.74418.21946.999212.2987.41319.12411521.74418.21946.999241.4888.43321.75310521.74418.21946.999272.6829.52224.5639521.74418.21946.999304.35310.62827.4168687.18123.46662.432335.06111.44230.4417687.18123.46662.432363.43112.41133.0196687.18123.46662.432388.1213.25435.2625687.18123.46662.432407.79713.92637.0494808.31126.77074.269421.11513.94738.6933808.31126.77074.269426.68814.13139.2052487.95816.45344.541423.0614.26538.6171500.48920.25142.310403.21616.31534.087柱反彎點(diǎn)高度比計(jì)算，倒三角形產(chǎn)生的荷載占集中力產(chǎn)生的荷載為4176.12/（4176.12+654.66）=80%>80%，為方便計(jì)算，反彎點(diǎn)高度取倒三角形荷載的反彎點(diǎn)高度比。根據(jù)梁柱線剛度比，總層數(shù)n進(jìn)行計(jì)算，由《高層建筑結(jié)構(gòu)設(shè)計(jì)規(guī)范》依次查出。列表如下4-9進(jìn)行計(jì)算：風(fēng)荷載作用下反彎點(diǎn)高度系數(shù)計(jì)算表4-9層號(hào)101.154110.408000.40891.1541110.450000.45081.1541110.4580000.45871.1541110.50000.50061.1541110.50000.50050.7581110.4790000.47940.7581110.50000.50030.7581110.50000.50020.758111.40.5210000.52111.06110.7140.647000.6478軸框架柱，柱端彎矩計(jì)算，列表4-10如下計(jì)算框架柱，柱端彎矩計(jì)算梁端彎矩計(jì)算表4-10層次AD軸YBC軸A/D軸B/C軸12上7.4130.40819.12415.79940.757下10.8897.80311上8.4330.50021.75315.17939.156下15.17910.87710上9.5220.50024.56317.13944.214下17.13912.2829上10.6280.45027.41621.04354.284下17.21712.3378上11.4420.45830.44122.32559.397下18.86513.9427上12.4110.50033.01922.33959.433下22.33916.5096上13.2540.50035.26223.85663.471下23.85617.6315上13.9260.47937.04926.11969.490下24.01317.7474上13.9470.50038.69325.10469.647下25.10419.3463上14.1310.50039.20525.43670.569下25.43619.6022上14.2650.52138.61730.74866.591下33.44420.1201上16.3150.64734.08731.10043.318下57.00222.0548軸A框架柱，梁端彎矩計(jì)算如下表4-118軸框架柱，梁端彎矩計(jì)算表4-11層次A/D軸B/C軸12上71.081183.3646926015006315.79912.87127.886下48.98835.10411上58.484150.8686926015006326.06714.82932.130下58.48441.90810上57.189147.5286926015006332.31817.39737.694下57.18940.9809上61.486158.6146926015006338.18321.02145.545下50.30736.0498上57.639153.3506926015006339.54222.65349.081下48.70635.9957上51.244136.3376926015006341.20423.17150.204下51.24437.8716上48.678129.5086926015006346.19525.25754.723下48.67835.9745上47.180125.5256926015006349.97527.51259.609下43.37732.0574上39.627109.9386926015006349.11727.59859.796下39.62730.5383上34.16794.7926926015006350.54028.39461.521下34.16726.3312上33.34572.2166926015006356.18427.21958.975下36.26921.8191上21.51240.6096926015006364.54420.03343.404下39.42820.6758軸框架柱，梁端剪力和柱軸力彎矩計(jì)算表4-12層次12上-3.6763.676-15.492-3.7-11.8下11上-5.2435.243-17.850-8.9-24.4下10上-6.3746.374-20.941-15.3-39.0下9上-7.5907.590-25.303-22.9-56.7下8上-7.9747.974-27.267-30.9-76.0下7上-8.2538.253-27.891-39.1-95.6下6上-9.1619.161-30.402-48.3-116.9下5上-9.9349.934-33.116-58.2-140.1下4上-9.8359.835-33.220-68.0-163.4下3上-10.12010.120-34.178-78.2-187.5下2上-10.69310.693-32.764-88.9-209.6下1上-10.84310.843-24.113-99.7-222.8下4軸W3剪力墻的彎矩和剪力計(jì)算。分配原則如所示：W3為整體截面剪力墻，由于兩端有連梁與其相連，這對(duì)第片剪力墻第層樓方的剪力墻截面彎矩按下試進(jìn)行：式中，為第層第根連梁1端（與剪力墻相連端）在剪力墻軸線處的集中約束彎矩，數(shù)據(jù)參考附表4-4。橫向風(fēng)荷載作用下的內(nèi)力圖見附圖所作出的內(nèi)力圖為左風(fēng)作用下的，右風(fēng)作用下的內(nèi)力同左風(fēng)相同8軸單片W3剪力墻分配(考慮與連梁端的影響）表4－13層次121608.3100.000-52.79071.5490.0440.000-2.348111608.310-738.511-40.63671.5490.044-32.854-1.808101608.310-1081-2571.5490.044-48.091-1.11491608.310-1049.167-5.69171.5490.044-46.674-0.25381608.310-657.59317.76571.5490.044-29.2540.79071608.31085.97045.77871.5490.0443.8252.03761608.3101180.45978.88071.5490.04452.5153.50951608.3102631.477117.69971.5490.044117.0675.23641608.3104451.402162.97571.5490.044198.0307.25031608.3106659.620215.56571.5490.044296.2679.59021608.3109282.892276.47171.5490.044412.96912.29911608.31013199.241366.07571.5490.044587.19616.28601608.31018950.840496.93771.5490.044843.06722.1074.2.2橫向水平地震作用1）重力荷載代表值計(jì)算各層樓面取建筑總面積計(jì)算恒載，取樓板凈面積計(jì)算活荷載；各根梁取梁截面高度減去板厚的尺寸計(jì)算梁自重；各根柱取層高減取板厚計(jì)算柱自重；墻、剪力墻按實(shí)際墻重加上門窗重。最后按各樓面包括梁及上下各半層的墻柱恒載的100%，樓面活荷載的50%相加算得各樓層重力荷載代表。計(jì)算如附表4-14，匯總表如附表4-15。重力荷載計(jì)算表表4-14序號(hào)重力荷載代表值匯總表（KN）說明及位置G1G2G3G4G5G61樓板恒載標(biāo)準(zhǔn)值3294.7203294.7203294.7203294.7203294.7203294.7202樓板活載標(biāo)準(zhǔn)值1640.2101640.2101640.2101640.2101640.2101640.2103柱恒載標(biāo)準(zhǔn)值1476.8001476.8001476.8001476.8001293.8701293.8705梁恒載標(biāo)準(zhǔn)值1268.0701268.0701268.0701268.0701268.0701268.0706剪力墻恒載標(biāo)準(zhǔn)值2505.3102079.8801654.4501654.4501695.0501695.0508墻恒載標(biāo)準(zhǔn)值452.310632.4601184.4001184.4001184.4001184.40010門、窗恒載標(biāo)準(zhǔn)值65.22053.39053.39053.39053.39053.39012欄桿恒載標(biāo)準(zhǔn)值166.320166.320166.320166.320166.320166.3201314女兒墻重15合計(jì)7799.0357670.4807733.7357733.7357662.5707662.570總重力荷載代表值重力荷載代表值匯總表表4-15序號(hào)重力荷載代表值匯總表（KN）說明及位置G7G8G9G10G11G12G131樓板恒載標(biāo)準(zhǔn)值3294.7203294.7203294.7203294.7203294.7203294.720335.2392樓板活載標(biāo)準(zhǔn)值1640.2101640.2101640.2101640.2101640.2101640.21030.4763柱恒載標(biāo)準(zhǔn)值1293.8701293.8701109.1001109.1001109.1001109.100449.2805梁恒載標(biāo)準(zhǔn)值1268.0701268.0701268.0701268.0701268.0701268.07070.0806剪力墻恒載標(biāo)準(zhǔn)值1695.0501695.0501720.4501720.4501720.4501720.450623.1878墻恒載標(biāo)準(zhǔn)值1184.4001184.4001184.4001184.4001184.4001184.400356.37810門、窗恒載標(biāo)準(zhǔn)值53.39053.39053.39053.39053.39053.3900.00012欄桿恒載標(biāo)準(zhǔn)值166.320166.320166.320166.320166.320166.3200.000137582.88514女兒墻重868.32015合計(jì)7662.5707662.5707582.8857582.8857582.8857582.8851134.980總重力荷載代表值77888.0152）橫向水平地震作用計(jì)算橫向水平震作用下的計(jì)算采用低部剪力法。結(jié)構(gòu)等效總重力荷載結(jié)構(gòu)基本自振周期T1計(jì)算結(jié)構(gòu)頂點(diǎn)的假想側(cè)移由式QUOTE和QUOTE，QUOTE計(jì)算。計(jì)算過程見表表4-16頂點(diǎn)假想位移計(jì)算表4-16樓層號(hào)127582.8857582.88552174714.5336437969.0397553117582.88515165.7752174729.0672874954.5061116107582.88522748.65552174743.6009311925.438824297582.88530331.5452174758.1345748881.837893187662.5737994.1168718255.28973402823.703318377662.5745656.6868718266.44044809768.413584267662.5753319.2568718277.59116217701.973136257662.5760981.8268718288.74187624624.38197447733.73568715.55580831185.01128279535.640097737733.73576449.2980831194.57905435450.62881527670.4884119.77487957172.3917681356.049760617799.03591918.805500489183.6579925183.6579925結(jié)構(gòu)基本自震周期各層水平地震作用計(jì)算需要考慮頂點(diǎn)附加水平地震作用的影響頂部附加作用系數(shù)；各質(zhì)點(diǎn)水平地震作用按下式計(jì)算：，其中樓層各質(zhì)點(diǎn)水平地震作用計(jì)算如下表4-17各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表表4-17層次133.60049.5001134.9856181.5100.023259.76412.858123.60045.9007582.885348054.4220.143239.036779.29310.972113.60042.3007582.885320756.0360.132220.288498.8009.318103.60038.7007582.885293457.6500.121201.540719.0887.80093.60035.1007582.885266159.2640.110182.792920.6296.41683.60031.5007662.57241370.9550.099165.7681103.4215.22273.60027.9007662.57213785.7030.088146.8231269.1894.09663.60024.3007662.57186200.4510.077127.8781416.0123.10753.60020.7007662.57158615.1990.065108.9331543.8912.25543.60017.1007733.735132246.8690.05490.8241652.8241.55333.60013.5007733.735104405.4230.04371.7031743.6480.96824.5009.9007670.4875937.7520.03152.1521815.3520.51615.4004.2007799.03532755.9470.01322.4961867.5040.09401890.00049.50093053.7852429927.1781.0001890.00065.176注：當(dāng)建筑物有突出屋面的小塔樓時(shí)，由于結(jié)構(gòu)的剛度突變，受到地震影響時(shí)會(huì)產(chǎn)生所謂的“鞭梢效應(yīng)”，因此按底部剪力法進(jìn)行抗震計(jì)算時(shí)，突出屋面的小塔樓的地震作用效應(yīng)宜乘以增大系數(shù)3，以此增大的地震作用效應(yīng)設(shè)計(jì)設(shè)計(jì)突出屋面的結(jié)構(gòu)及主體結(jié)構(gòu)中與其直接相連的構(gòu)件，此地震作用效應(yīng)增大部分不往下傳遞。水平地震作用折算為方便計(jì)算，把各質(zhì)點(diǎn)處水平地震作用和頂點(diǎn)附加水平地震作用折算為倒三角形分布荷載qo和頂點(diǎn)集中荷載F。計(jì)算如下：水平地震作用下主體結(jié)構(gòu)協(xié)同工作計(jì)算簡(jiǎn)圖如下：圖4-2水平位移驗(yàn)算將及各樓層標(biāo)高處代入下式列表4-14進(jìn)行計(jì)算位移均布荷載作用下：集中荷載作用下：橫向地震作用下位移計(jì)算表4-18層號(hào)標(biāo)高z(m)倒三角形分布荷載頂點(diǎn)集中荷載層間位移層間相對(duì)位移1045.91.0000.0000.0032.9690042.30.9220.0000.0032.6360.331080538.70.8430.0000.0022.3060.3310909935.10.7650.0000.0021.9820.3211127831.50.6860.0000.0021.6690.3111476727.90.6080.0000.0011.3680.3011989624.30.5290.0000.0011.0850.2812721520.70.4510.0000.0010.8240.2613764417.10.3730.0000.0010.5880.2415285313.50.2940.0000.0000.3840.201761129.90.2160.0000.0000.2160.172147415.40.1180.0000.0000.0680.1524318000.0000.0000.0000.0000.0752730比較表4-3的規(guī)范相對(duì)位移滿足要求。水平地震作用下的內(nèi)力計(jì)算均布荷載作用下： 集中荷載作用下：地震作用下總剪力墻彎矩MW(ξ)計(jì)算表表4-19層號(hào)標(biāo)高Z(m)總彎矩倒三角形分布荷載頂點(diǎn)集中荷載1045.91.000230.994305.203536.19742.30.922-985.0351040.50155.46538.70.843-1480.7581800.917320.159935.10.765-1328.7092600.1511271.442831.50.686-589.0493452.7262863.677727.90.608689.2804374.2545063.534624.30.5292467.6175381.7197849.337520.70.4514716.8436493.79411210.637417.10.3737416.8167731.18115147.997313.50.29410555.9889117.00019672.98829.90.21614131.17410677.22124808.39615.40.11819221.89712917.75732139.654000.00026283.03116120.55742403.588地震作用下V＇W計(jì)算表4-20層號(hào)標(biāo)高Z(m)總彎矩倒三角形分布荷載頂點(diǎn)集中荷載1045.91.000-644.292169.040-475.25342.30.922-407.116169.042-238.07438.70.843-194.708172.397-22.312935.10.765-3.083179.148176.065831.50.686171.359189.408360.767727.90.608331.896203.354535.250624.30.529481.542221.239702.781520.70.451623.113243.390866.502417.10.373759.269270.2151029.484313.50.294892.574302.2161194.79029.90.2161025.537339.9891365.52615.40.1181195.080396.4161591.495000.0001410.048479.8701889.918總剪力墻底部總彎矩與水平地震作用下產(chǎn)生的底部總彎矩之比。由于為鉸結(jié)體系計(jì)算，上表計(jì)算的剪力為剪力墻的總剪力，總框架的總剪力、總剪力墻的總剪力計(jì)算如下表4-21?？偧袅τ?jì)算表4-21層號(hào)標(biāo)高1045.91.000479.870-475.253955.12342.30.922692.380-238.074930.45438.70.843887.542-22.312909.854935.10.7651065.357176.065889.292831.50.6861225.824360.767865.057727.90.6081368.943535.250833.693624.30.5291494.714702.781791.933520.70.4511603.138866.502736.636417.10.3731694.2141029.484664.729313.50.2941767.9421194.790573.15229.90.2161824.3221365.526458.79515.40.1181870.4021591.495278.906000.0001889.9181889.9180.000橫向地震作用下總剪力墻、總框架所分配的內(nèi)力匯總?cè)缦卤?-22表4-22層次總剪力墻總框架12536.197-475.253955.1231155.465-238.074930.45410320.159-22.312909.85491271.442176.065889.29282863.677360.767865.05775063.534535.250833.69367849.337702.781791.933511210.637866.502736.636415147.9971029.484664.729319672.9881194.790573.152224808.3961365.526458.795132139.6541591.495278.906042403.5881889.9180.000總框架剪力的調(diào)整的樓層，取，分析上表知：，各層總剪力按調(diào)整后的比例放大各柱和梁的剪力和端部彎矩，求柱軸力時(shí)用不調(diào)整的剪力所求出的結(jié)果。取5軸進(jìn)行計(jì)算5軸各根框架柱內(nèi)力計(jì)算框架剪力分配，如下表4-22進(jìn)行計(jì)算框架剪力分配計(jì)算表4-22框架柱剪力分配，總剪力按0.2Vo=0.2*1890=378KN計(jì)算；V`ci為柱剪力未調(diào)整所求層號(hào)A，D軸B,C軸A，D軸B,C軸A，D軸B,C軸10521.74418.21946.999955.12333.35286.03833.35286.038521.74418.21946.999930.45432.49183.81632.49183.816521.74418.21946.999909.85431.77281.96031.77281.9609521.74418.21946.999889.29231.05480.10831.05480.1088687.18123.46662.432865.05729.54078.59229.54078.5927687.18123.46662.432833.69328.46975.74328.46975.7436687.18123.46662.432791.93327.04371.94927.04371.9495687.18123.46662.432736.63625.15566.92525.15566.9254808.31126.77074.269664.72922.01561.07622.01561.0763808.31126.77074.269573.15218.98252.66218.98252.6622487.95816.45344.541458.79515.47041.87915.47041.8791500.48920.25142.310378.00015.29531.95511.28523.578柱反彎點(diǎn)高度比計(jì)算。倒三角形產(chǎn)生的荷載占集中力產(chǎn)生的荷載為4176.12/（4176.12+654.66）=80%>80%，為方便計(jì)算，反彎點(diǎn)高度取倒三角形荷載的反彎點(diǎn)高度比。根據(jù)梁柱線剛度比，總層數(shù)12進(jìn)行計(jì)算，由《高層建筑結(jié)構(gòu)設(shè)計(jì)規(guī)范》依次查出。列表4-23如下進(jìn)行計(jì)算：橫向地震作用下反彎點(diǎn)高度系數(shù)計(jì)算表4-23風(fēng)荷下框架反彎點(diǎn)高度計(jì)算（以倒三角形荷和均布為主）層號(hào)倒三角荷載下均布荷載作用下121.154110.4080.3580.383000.383111.1541110.50.50.50000.500101.1541110.50.50.50000.50091.1541110.450.4080.4290000.42981.1541110.4580.450.4540000.45471.1541110.50.4580.4790000.47961.1541110.50.4580.4790000.47950.7581110.4790.450.46450000.46540.7581110.50.450.4750000.47530.7581110.50.50.50000.50020.758111.40.5210.50.51050000.51111.06110.7140.6470.6470.647000.6478軸框架柱，柱端彎矩計(jì)算，列表4-24如下計(jì)算框架柱，柱端彎矩計(jì)算表4-24層次AD軸YBC軸A/D軸B/C軸12上33.3520.40886.03871.081183.364下48.98835.10411上32.4910.50083.81658.484150.868下58.48441.90810上31.7720.50081.96057.189147.528下57.18940.9809上31.0540.45080.10861.486158.614下50.30736.0498上29.5400.45878.59257.639153.350下48.70635.9957上28.4690.50075.74351.244136.337下51.24437.8716上27.0430.50071.94948.678129.508下48.67835.9745上25.1550.47966.92547.180125.525下43.37732.0574上22.0150.50061.07639.627109.938下39.62730.5383上18.9820.50052.66234.16794.792下34.16726.3312上15.4700.52141.87933.34572.216下36.26921.8191上11.2850.64731.95521.51240.609下39.42820.6758軸框架柱，梁端彎矩計(jì)算表4-25層次A/D軸B/C軸12上71.081183.3646926015006371.08157.905125.460下48.98835.10411上58.484150.86869260150063107.47258.728127.244下58.48441.90810上57.189147.52869260150063115.67259.822129.614下57.18940.9809上61.486158.61469260150063118.67563.030136.564下50.30736.0498上57.639153.35069260150063107.94659.810129.588下48.70635.9957上51.244136.3376926015006399.95054.421117.912下51.24437.8716上48.678129.5086926015006399.92252.857114.523下48.67835.9745上47.180125.5256926015006395.85851.000110.499下43.37732.0574上39.627109.9386926015006383.00444.84197.154下39.62730.5383上34.16794.7926926015006373.79439.57885.752下34.16726.3312上33.34572.2166926015006367.51231.12067.427下36.26921.8191上21.51240.6096926015006357.78119.71442.714下39.42820.6758軸框架柱，梁端剪力和柱軸力彎矩計(jì)算表4-26層次12上-16.53716.537-69.700-16.5-53.2下11上-21.30821.308-70.691-37.8-102.5下10上-22.49922.499-72.008-60.3-152.1下9上-23.29523.295-75.869-83.6-204.6下8上-21.50721.507-71.993-105.1-255.1下7上-19.79119.791-65.507-124.9-300.8下6上-19.58719.587-63.624-144.5-344.9下5上-18.82818.828-61.389-163.4-387.4下4上-16.39016.390-53.975-179.7-425.0下3上-14.53514.535-47.640-194.3-458.1下2上-12.64512.645-37.459-206.9-482.9下1上-10.91510.915-23.730-217.8-495.7下4軸W3剪力墻的彎矩和剪力計(jì)算。分配原則如所示：W3為整體截面剪力墻，由于兩端有連梁與其相連，這對(duì)第片剪力墻第層樓方的剪力墻截面彎矩按下試進(jìn)行：式中，為第層第根連梁1端（與剪力墻相連端）在剪力墻軸線處的集中約束彎矩，數(shù)據(jù)參考附表4-4。橫向水平地震作用下的內(nèi)力圖見附圖。所作出的內(nèi)力圖為左震作用下的，右震作用下的內(nèi)力同左震