杭州市某4層行政樓的框架結(jié)構(gòu)設(shè)計摘要

本次畢業(yè)設(shè)計是杭州市杭州某行政樓，框架結(jié)構(gòu)。根據(jù)當?shù)氐厝〉慕?jīng)濟條件，結(jié)合規(guī)范設(shè)計滿足大眾要求的經(jīng)濟、適用的行政樓?？偨ㄖ娣e是3599m2

，總建筑高度13.8m，本工程主體是框架結(jié)構(gòu)，抗震設(shè)防烈度等級是7度，其使用年限是50年。

該設(shè)計分是兩部分：

第一部分是建筑部分，總平面設(shè)計，建筑的平面、立面、剖面設(shè)計。主要解決建筑的平面布局和立面設(shè)計。

第二部分是結(jié)構(gòu)設(shè)計，確定梁、板、柱的截面尺寸。計算各樓層集中風荷載標準值；計算柱的抗側(cè)剛度，計算地震作用下結(jié)構(gòu)的水平內(nèi)力；計算豎向荷載作用下結(jié)構(gòu)的內(nèi)力，并與水平力進行內(nèi)力組合；由內(nèi)力組合得出的結(jié)構(gòu)各構(gòu)件的最不利內(nèi)力，對結(jié)構(gòu)各構(gòu)件進行截面和配筋設(shè)計；根據(jù)建筑結(jié)構(gòu)及場地地質(zhì)條件確定采用樁基礎(chǔ)，并對一榀框架進行樁基礎(chǔ)設(shè)計。關(guān)鍵詞：矩形結(jié)構(gòu)，彎矩分配，板傳荷載目錄前言 11建筑設(shè)計 22結(jié)構(gòu)設(shè)計 32.1計算前準備 32.2框架計算簡圖及梁柱線剛度 32.3豎向荷載計算 62.4抗震計算 412.5風荷載計算 572.6內(nèi)力組合 712.7梁、柱截面設(shè)計與配筋計算 892.8基礎(chǔ)設(shè)計 96結(jié)論 100參考文獻 1021建筑設(shè)計題目：杭州某行政樓設(shè)計根據(jù)建筑方案，設(shè)計建筑總面積約是3599m2，建筑總高度是13.8m。采用鋼筋混凝土框架結(jié)構(gòu)，建筑層數(shù)是四層，建筑主體長度是50.8m，寬度是13.6m。1.氣象資料(1)基本風壓值：0.45kN/m2(2)基本雪壓值：0.45kNN/m22.工程地質(zhì)資料地質(zhì)報告:各巖土層力學(xué)指標見下表1。表1各巖土層力學(xué)指標匯總表層號巖土層名稱fak（kPa）模量（Mpa）γ（kN/m3）Ck（Kpa）Φk（度）厚度（m）素填土//16*101.8②粉質(zhì)粘土1806.19/Es1-219.026.012.54.95②-1細砂17015/E0223.55②-2粉質(zhì)粘土1203.89/Es1-219.524.912.21.17③粗礫砂26020/E0302.54③-1細砂19015/E0252.66④礫砂28025/E0354.77④-1粘土2008.09/Es1-219.141.412.11.25⑤強風化安山巖50025/E02226.3*251.63⑥中等風化安山巖fa（kpa）18001.0×104/E22.5*402、建設(shè)地點的地理情況：地形較平坦，無障礙物影響施工，周圍空地可供施工使用，地下無埋設(shè)物，場地類別為Ⅱ類。3、4.抗震設(shè)防烈度本工程抗震設(shè)防烈度是7度，設(shè)計基本地震加速度值是0.10g。場地類別：I類場地。設(shè)計地震分組：第一組。5.荷載資料(1)行政樓樓面活載，查《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2011)，確定樓面活載標準值是:辦公室:2.0KN/㎡;會議室:2.0KN/㎡;檔案室:2.5KN/㎡;儲藏室:5.0KN/㎡;廁所:2.0KN/㎡;陳列室:3.5KN/㎡;微機房:3.0KN/㎡;屋面:0.5KN/㎡;走廊樓梯:2.5KN/㎡(2)屋面構(gòu)造35厚490mm×490mm的C40預(yù)制鋼筋混凝土架空板、防水層、20mm厚1:3水泥砂漿找平層，現(xiàn)澆鋼筋混凝土屋面板、12mm厚紙筋石灰粉平頂。(3)樓面構(gòu)造水泥樓面：10mm厚1:2水泥砂漿面層壓實抹光、15mm厚1:3水泥砂漿找平層、現(xiàn)澆鋼筋混凝土樓面板、12mm厚紙筋石灰粉平頂；(4)圍護墻：圍護墻采用200mm厚非承重空心磚(190mm×190mm×190mm,重度3.6KN/㎡),M5混合砂漿砌筑，雙面粉刷(重度3.6KN/㎡)。2結(jié)構(gòu)設(shè)計2.1基本資料2.1.1相關(guān)數(shù)據(jù)1、本工程為不上人屋面，根據(jù)相關(guān)規(guī)范查得，荷載取0.5kN/m2、抗震設(shè)防烈度為7度，設(shè)計地震分組為第一組，設(shè)計基本地震加速度值為0.10g。3、根據(jù)規(guī)范及相關(guān)要求，柱、梁、樓板的鋼筋強度等級小于C40，鋼筋強度等級采用HRB400。4基本風壓為0.45kN/m5、基本雪壓為0.45kN/m2.1.2結(jié)構(gòu)選型及布置估算構(gòu)件尺寸：1.結(jié)構(gòu)體系選型：整體采用鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)體系2.屋面結(jié)構(gòu)：采用現(xiàn)澆鋼筋混凝土肋形屋蓋，剛?cè)嵝韵嘟Y(jié)合的屋面，板厚120㎜。4.樓梯結(jié)構(gòu)：采用鋼筋混凝土板式樓梯5.估算構(gòu)件尺寸：框架梁高度取值范圍為?b=1/12~1/18l0，框架柱長邊?c=1/12~1/6H0，梁截面高度h=(1/12-1/18)×7200=400㎜-600㎜,取h=500㎜。梁截面寬度b=（1/3-1/2）×700=233㎜-350㎜,取b=250㎜。滿足軸向壓力比要求的柱截面尺寸如下：Ac≥1.3×7.2×3.9×2.2結(jié)構(gòu)選型及布置2.2.1確定框架計算簡圖H高差=0.45m，H埋深=1m，h=3.3m，H總=H高差+H埋深+h=4.75m,H2-5=3.3m,一榀框架面積190.08㎡圖2.1一榀框架導(dǎo)荷圖2.2.2框架梁，柱的線剛度計算（1）、柱子的計算I=bH3/12i=EI/L底層柱：L=3.3m+0.45m+1m=4.75mi=EI/L=(3.15×107KN/㎡×0.54/12)/4.75m=3.454×104KN·m其余層柱：L=3.3mi=EI/L=（3.15×107KN/㎡×0.54/12）/3.3m=4.972×104KN·m（2）、梁的計算對于中框架梁，取I=2I0AB跨梁：L=6mi=EI/L=（3.15×107KN/㎡×2×0.25×0.53/12)/6m=2.734×104KN·mBC跨梁：L=1.8mi=EI/L=（3.15×107KN/㎡×2×0.25×0.53/12)/1.8m=9.115×104KN·mCD跨梁：L=5.4mi=EI/L=（3.15×107KN/㎡×2×0.25×0.53/12)/5.4m=3.038×104KN·m令其余各層柱i=1.0，其余各桿件按照比例可求得相對線剛度，如下：AB跨梁：i=2.734×104/4.972×104=0.550BC跨梁：i=9.115×104/4.972×104=1.833CD跨梁：i=3.038×104/4.972×104=0.611底層柱：i=1.329×105/4.972×104=0.267圖2.2梁柱相對線剛度圖2.3豎向荷載計算2.3.1恒載標準值計算（1）屋面保護層：40厚彩色水泥磚0.040m×19.8KN/m3=0.792KN/㎡隔離層：3厚c20水泥砂漿0.003m×20KN/m3=0.06KN/m3防水層：油氈防水層三氈四油上鋪小石子0.45KN/㎡基層處理劑一道0.2KN/㎡找平層：20厚1：3水泥砂漿抹平0.020m×20KN/m3=0.4KN/㎡保溫層：80厚新型合成材料聚氨酯泡沫板0.080m×15.9KN/m3=1.272KN/㎡找坡層：60厚水泥珍珠巖找坡層2%，1：80.06m×15KN/m3=0.90KN/㎡結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土屋面板0.12m×25KN/m3=3.0KN/㎡考慮二次裝修0.5KN/㎡合計：7.574KN/㎡（2）標準層樓面磨光25mm花崗巖石板，后板刮水泥泥漿，薄水泥泥漿抹接縫0.025m×28kN/m3=0.7kN/㎡30厚1：3干硬性水泥砂漿粘結(jié)層0.030m×20kN/m3=0.60kN/m23厚高分子防水凃料0.003×25kN/m3=0.075kN/m2基層處理劑0.2kN/㎡40厚C20細石砼找坡抹平0.040m×25kN/m3=1.00kN/㎡5mm厚素水泥漿0.005m×22kN/m3=0.11kN/㎡120厚現(xiàn)澆鋼筋砼樓板0.120m×25kN/m3=3.0kN/㎡抹灰層：20m混合砂漿0.020m×17kN/m3=0.340kN/m2合計：6.025kN/m2（3）梁自重截面①：b×h=250㎜×500㎜（主梁）屋面梁25kN/m3×0.25m×0.5m=3.125kN/m抹灰ん=25mm混合砂漿0.025m×17kN/m3×（0.5m×2+0.25m）=0.531kN/m合計：3.656kN/m樓面梁25kN/m3×0.25m×0.5=3.125kN/m抹灰層ん=25mm混合砂漿0.025m×17kN/m3×（0.5m×2+0.25m）=0.531kN/m合計：3.656kN/m截面②：b×h=200㎜×400㎜（次梁）屋面梁25kN/m3×0.2m×0.4=2.00kN/m抹灰層ん=25mm混合砂0.025m×17kN/m3×（0.4m×2+0.2m）=0.425kN/m合計：2.425kN/m樓面梁25kN/m3×0.2m×0.4=2.00kN/m抹灰層ん=25mm混合砂0.025m×17kN/m3×（0.4m×2+0.2m）=0.425kN/m合計：2.425kN/m（4）基礎(chǔ)梁:b×h=200㎜×400㎜梁自重25kN/m3×0.2m×0.4m=2.000kN/m（5）柱:b×h=500㎜×500㎜柱自重25kN/m3×0.50m×0.50m=6.250kN/m抹灰層：ん=25mm混合砂漿0.025m×17kN/m3×0.50m×4=0.850kN/m合計：7.100kN/m（6）外縱墻自重①標準層：面磚h=10mm0.01m×20kN/m3×4.8m=0.96kN/m5厚1：0.2：2.5砂漿為水泥石灰膏的材料進行找平0.005m×12kN/m2=0.06kN/m10厚1:1:6砂漿為水泥膏體材料刷底或劃線0.010m×12kN/m2=0.12kN/m5厚特殊砂漿基層，粗糙表面0.005m×20kN/m2=0.1kN/m加氣混凝土砌塊墻0.2m×3.3m×7.5kN/m3=4.950kN/m合計：6.190kN/m②底層：外墻彈性涂料0.2m×（5.1-0.65-2.1）m×1.1kN/m3=0.517kN/m5厚抗裂砂漿復(fù)合耐堿玻纖網(wǎng)格布0.005KN/m10厚粘貼型膠粉聚苯顆粒找平層0.5kN/m2×（4.2-2.1）m=1.05kN/m刷專用界面砂漿0.5kN/m2×（5.1-0.65-2.1）m=1.175kN/m塑鋼窗0.35KN/m2×2.1m=0.735kN/m加氣混凝土砌塊墻0.2m×7.5kN/m2×（5.1-0.65-2.1）m=3.525kN/m合計：7.007kN/m（7）內(nèi)縱墻自重10厚面磚，擦縫材料擦縫0.010m×20kN/m3×3.6m=0.720kN/m粘劑選用5mm厚的瓷磚膠，擠壓揉實0.005m×9.3kN/m2=0.047kN/m5厚聚合物水泥防水涂料0.005m×23kN/㎡=0.115kN/mh=5mm專用砂漿打底，表面刮糙或甩毛0.005m×20kN/m2=0.100kN/m加氣混凝土砌塊墻0.2m×3.3m×7.5kN/m3=4.950kN/m墻面是用水泥粉刷0.36kN/m2×5.0m×2=3.60kN/m合計：9.532kN/m2.3.2活載標準值計算屋面和樓面活荷載標準值《建筑結(jié)構(gòu)荷載規(guī)范》查得：不上人屋面、樓梯標準值分別為0.5kN/m2、3.5kN/m2；（2）屋面活荷載與雪荷載不同時考慮，兩者中取較大值0.5kN/m2。2.3.3豎向荷載作用下框架內(nèi)力計算取③軸橫向框架為計算單元,計算單元寬度b=7.2m一、框架梁1.AB軸間框架梁(1).屋面板傳荷載：恒載：{7.574kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=23.095KN/m活載：{0.50kN/m×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=1.525KN/m屋面梁自重：=3.656KN/m=2\*GB2⑵.樓面板傳荷載：恒載：{6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=18.371KN/m活載：{2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=10.672KN/m樓面梁自重：=3.656KN/m所以，AB軸間框架梁均布荷載為：屋面梁：3.656KN/m+23.095KN/m=26.751KN/m活荷載=板傳荷載=1.525KN/m樓面梁：3.656KN/m+18.371KN/m=22.027KN/m活荷載=板傳荷載=10.672KN/m2.BC軸間框架梁=1\*GB2⑴.屋面板傳荷載：板傳至梁上的三角形或梯形荷載等效為均布荷載恒載：7.574kN/m2×0.9m=6.817KN/m活載：0.5kN/m2×0.9m=0.450KN/m屋面梁自重：=3.656KN/m=2\*GB2⑵.樓面板傳荷載：恒載：6.025kN/m2×0.9=5.423KN/m活載：2.5kN/m2×0.9=2.250KN/m樓面梁自重：=3.656KN/m所以，BC軸間框架梁均布荷載為：屋面梁：恒載=屋面梁自重+板傳荷載3.656KN/m+6.817KN/m=10.473KN/m活載=板傳荷載=0.450KN/m樓面梁：恒載=樓面梁自重+板傳荷載3.656KN/m+5.423KN/m=9.079KN/m活載=板傳荷載=2.250KN/m3.CD軸間框架梁=1\*GB2⑴.屋面板傳荷載：恒載：{7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=22.217KN/m活載：{0.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=1.467KN/m屋面梁自重：=3.656KN/m=2\*GB2⑵.樓面板傳荷載：恒載：{6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=17.673KN/m活載：{2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=7.333KN/m樓面梁自重：=3.656KN/m所以，CD軸間框架梁均布荷載為：屋面梁：恒載=屋面梁自重+板傳荷載3.656KN/m+22.217KN/m=25.873KN/m活載=板傳荷載=1.467KN/m樓面梁：恒載=樓面梁自重+板傳荷載3.656KN/m+17.673KN/m=21.329KN/m活載=板傳荷載=7.333KN/m（二）柱1.A軸柱縱向集中荷載的計算①頂層柱：女兒墻本身的重量：0.2m×1m×8kN/m3+(0.20m+0.6m×2)×0.5kN/m2=2.3kN/m頂層柱恒荷載=女兒墻自重+梁自重+板傳荷載2.3kN/m×(3.6+3.6)m+3.656kN/m×(7.2-0.5)m+2.425kN/m×(6/2)m+(7.574kN/m2×5/8×3m×1.8m)×2+7.574kN/m2×[1-2(1.8/6)2+(1.8/6)3]×1.8m×3m×2=168.739kN頂層柱活荷載=板傳荷載(0.5kN/m2×5/8×3.6m×1.8m)×2+0.5/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m×3m×2=8.624KN②標準層柱：二至三樓柱恒載值=墻自重+梁自重+板傳荷載6.190kN/m×(7.2-0.5)m+3.656kN/m×(7.2-0.5)+2.425kN/m×(6÷2)+6.025kN/m2×5/8×3.6m×1.8m×2+6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m=128.743KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×3.6m×1.8m×2+2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3m×1.8m=43.119KN③基礎(chǔ)頂面恒載=底層外縱墻自重+基礎(chǔ)梁自重7.007kN/m×(3.6+3.6-0.5)m+2.000kN/m×(3.6+3.6-0.5)=60.347KN2.B軸柱縱向集中荷載計算①頂層柱：頂層柱恒荷載=梁自重+板傳荷載2.425kN/m×(3.6+3.9)+3.656kN/m×(3.6×2-0.5)+7.574kN/m2×5/8×1.8m×2×3.6m+7.574kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+7.574kN/m2×0.9m×7.2m=236.252KN頂層柱活荷載=板傳荷載0.5kN/m2×5/8×1.8m×2×3.6m+0.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+0.5kN/m2×0.9m×7.2m=12.779KN②標準層柱：二至三樓柱恒載=梁自重+板傳荷載3.656kN/m×(3.6×2-0.5)+2.425kN/m×(3.6+3.9)+6.025kN/m2×5/8×1.8m×2×3.6m+6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+6.025kN/m2×0.9m×7.2m=196.664KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×1.8m×2×3.6m+2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+2.5kN/m2×0.9m×7.2m=63.893KN③基礎(chǔ)頂面恒載=基礎(chǔ)梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KN3.C軸柱縱向集中荷載計算①頂層柱：頂層柱恒載=梁自重+板傳荷載2.425kN/m×(3.6+3.9)+3.656kN/m×(3.6×2-0.5)+7.574kN/m2×5/8×1.8m×2×3.6m+7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+7.574kN/m2×0.9m×7.2m=233.093KN頂層柱活荷載=板傳荷載0.5kN/m2×5/8×1.8m×2×3.6m+0.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+0.5kN/m2×0.9m×7.2m=12.570KN②標準層柱：二至三樓柱恒載=梁自重+板傳荷載3.656kN/m×(3.6×2-0.5)+2.425kN/m×(3.6+3.9)+6.025kN/m2×5/8×1.8m×2×3.6m+6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+6.025kN/m2×0.9m×7.2m=194.151KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×1.8m×2×3.6m+2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+2.5kN/m2×0.9m×7.2m=62.85KN③基礎(chǔ)頂面恒載=基礎(chǔ)梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KND軸柱縱向集中荷載計算①頂層柱：女兒墻本身的重量：0.2m×1m×8kN/m3+(0.20m+0.6m×2)×0.5kN/m2=2.3kN/m頂層柱恒荷載=女兒墻自重+梁自重+板傳荷載2.3kN/m×(3.6+3.6)m+3.656kN/m×(7.2-0.5)m+2.425kN/m×(5.4/2)m+(7.574kN/m2×5/8×2.7m×1.8m)×2+7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m×2.7m×2=153.601KN頂層柱活荷載=板傳荷載(0.5kN/m2×5/8×3.6m×1.8m)×2+0.5/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m×2.7m×2=8.010KN②標準層柱：二至三樓柱恒載值=墻自重+梁自重+板傳荷載6.190kN/m×(7.2-0.5)m+3.656kN/m×(7.2-0.5)+2.425kN/m×(5.4/2)+6.025kN/m2×5/8×2.7m×1.8m×2+6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×2.7m×1.8m=156.836KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×3.6m×1.8m×2+2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×2.7m×1.8m=40.05KN③基礎(chǔ)頂面恒載=基礎(chǔ)梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KN7.007kN/m×(3.6+3.6-0.5)m+2.000kN/m×(3.6+3.6-0.5)=60.347KN圖2.3豎向受荷總圖圖2.4一榀框架梁受荷圖（括號為活載）2.3.4用彎矩二次分配法計算框架彎矩框架彎矩的計算采用彎矩二次分配法，計算結(jié)果如下:表2.1恒荷載的彎矩二次分配法計算表層數(shù)ABCD上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱40.6450.3550.1630.2960.5420.5320.2900.1770.3790.6210.000-80.25380.2530.000-0.9870.9870.000-62.87162.8710.00051.76328.490-12.920-23.463-42.96232.92217.94610.953-23.828-39.04312.957-6.46014.245-4.68016.461-21.4813.656-11.9145.477-7.538-4.190-2.306-4.242-7.704-14.10615.8218.6245.2640.7811.28060.530-60.53077.335-35.847-41.59428.25030.226-58.56845.301-45.3013上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00025.91425.91414.253-13.461-9.361-9.361-32.89925.6967.3117.31110.513-21.678-15.075-15.07525.88212.957-6.7307.126-11.731-4.68012.848-16.4508.9733.656-10.8395.257-19.521-7.538-12.592-12.592-6.925-0.737-0.512-0.512-1.8017.4092.1082.1083.0319.1196.3426.34239.20426.280-65.48459.010-21.604-14.553-22.83917.64318.39213.075-49.12344.527-28.255-16.2712上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00025.91425.91414.253-13.461-9.361-9.361-32.89925.6967.3117.31110.513-21.678-15.075-15.07512.95718.184-6.7307.126-4.680-4.93412.848-16.4503.6563.853-10.8395.257-7.538-8.408-9.573-9.573-5.265-2.142-1.490-1.490-5.2369.9972.8442.8444.0904.4713.1093.10929.29834.525-63.82457.604-15.531-15.784-26.27420.23013.81114.009-48.06439.878-19.504-20.3751上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5500.1470.3030.2180.1520.0970.5330.5330.1520.0970.2180.4670.3240.2090.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00036.3689.71020.003-14.189-9.867-6.314-34.69327.0977.7074.93211.082-24.190-16.817-10.81712.957-7.09510.001-4.68013.549-17.3473.656-12.0955.541-7.538-3.226-0.861-1.775-4.113-2.860-1.830-10.05713.7433.9092.5015.6210.9320.6480.41746.0998.849-54.94857.780-17.408-8.144-32.18824.48115.2717.433-47.22134.112-23.707-10.4004.424-4.0723.716-5.200得到恒載最終彎矩圖如下：圖2.5恒荷載未調(diào)幅框架彎矩圖（單位kN/m）圖2.6恒荷載調(diào)幅0.85后框架彎矩圖（單位kN/m）表2.1活荷載的彎矩二次分配法計算表層數(shù)ABCD上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱40.6450.3550.1630.2960.5420.5320.2900.1770.3790.6210.000-4.5754.5750.0000.0000.0000.000-3.5653.5650.0002.9511.624-0.746-1.354-2.4801.8971.0340.631-1.351-2.2146.278-0.3730.812-2.3020.948-1.2401.281-0.6760.316-2.591-3.809-2.0960.0880.1600.2940.3370.1840.1120.8631.4135.420-5.4204.730-3.496-1.2380.9942.499-3.4973.392-3.3923上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00012.55512.5556.905-6.621-4.604-4.604-16.1819.0062.5622.5623.685-7.453-5.183-5.1831.4756.278-3.3103.453-0.677-2.3024.503-8.0910.5171.281-3.7271.842-1.107-2.591-1.742-1.742-0.958-1.029-0.716-0.716-2.5155.0641.4411.4412.0720.7760.5400.54012.28817.091-29.37927.819-5.997-7.621-14.1935.9794.5205.284-15.78912.985-5.750-7.2352上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00012.55512.5556.905-6.621-4.604-4.604-16.1819.0062.5622.5623.685-7.453-5.183-5.1836.2788.810-3.3103.453-2.302-2.4274.503-8.0911.2811.351-3.7271.842-2.591-2.891-4.619-4.619-2.540-0.667-0.464-0.464-1.6314.6421.3211.3211.8991.5221.0591.05914.21416.747-30.96128.181-7.370-7.495-13.3095.5585.1645.234-15.96113.731-6.716-7.0151上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5500.1470.3030.2180.1520.0970.5330.5330.1520.0970.2180.4670.3240.2090.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00017.6204.7059.691-6.979-4.853-3.106-17.0649.4972.7011.7283.884-8.317-5.782-3.7196.278-3.4894.846-2.3024.748-8.5321.281-4.1581.942-2.591-1.535-0.410-0.844-1.590-1.105-0.707-3.8866.0811.7291.1072.4870.3030.2110.13622.3634.295-26.65828.293-8.260-3.813-16.2027.0465.7122.835-15.60611.747-8.162-3.5832.147-1.9061.418-1.792得到活載最終彎矩圖如下：圖2.7活荷載未調(diào)幅框架彎矩圖（單位kN/m）圖2.8活荷載調(diào)幅0.85后框架彎矩圖（單位kN/m）（二）1、梁端剪力：四層：VA右=-(-60.530+77.335)/6+26.751×6/2=77.452kNVB左=-(-60.530+77.335)/6-26.751×6/2=-83.054kNVB右=-(-41.594+28.250)1.8+3.656×1.8/2=10.704kNVC左=-(-41.594+28.250)1.8-3.656×1.8/2=4.123kNVC右=-(-58.568+45.301)/5.4+25.873×5.4/2=72.314kNVD左=-(-58.568+45.301)/5.4-25.873×5.4/2=-67.400kN三層：VA右=-(-65.484+59.010)/6+22.027×6/2=67.160kNVB左=-(-65.484+59.010)/6-22.027×6/2=-65.002kNVB右=-(-22.839+17.643)1.8+3.656×1.8/2=6.177kNVC左=-(-22.839+17.643)1.8-3.656×1.8/2=-0.404kNVC右=-(-49.123+44.527)/5.4+21.329×5.4/2=58.439kNVD左=-(-49.123+44.527)/5.4-21.329×5.4/2=-56.737kN二層：VA右=-(-63.824+57.604)/6+22.027×6/2=67.118kNVB左=-(-63.824+57.604)/6-22.027×6/2=-65.044kNVB右=-(-26.274+20.230)/1.8+3.656×1.8/2=6.648kNVC左=-(-26.274+20.230)/1.8-3.656×1.8/2=0.067kNVC右=-(-48.064+39.878)/5.4+21.329×5.4/2=59.104kNVD左=-(-48.064+39.878)/5.4-21.329×5.4/2=-56.072kN首層：VA右=-(-54.948+57.780)/6+22.027×6/2=65.609kNVB左=-(-54.948+57.780)/6-22.027×6/2=-66.553kNVB右=-(-32.188+24.481)/1.8+3.656×1.8/2=7.572kNVC左=-(-32.188+24.481)/1.8-3.656×1.8/2=0.991kNVC右=-(-47.221+34.112)/5.4+21.329×5.4/2=60.016kNVD左=-(-47.221+34.112)/5.4-21.329×5.4/2=-55.161kN柱軸力四層：NA上=172.195+77.452=249.647kNNA下=249.647+20.625=270.272kNNB上=236.252+83.054+10.704=330.010kNNB下=330.010+20.625=350.635kNNC上=236.252+1.546+72.215=310.013kNNC下=310.013+20.625=330.638kNND上=172.195+67.400=239.595kNND下=239.595+20.625=260.220kN三層：NA上=128.743+67.160+270.272=466.175kNNA下=466.175+20.625=486.800kNNB上=196.664+65.002+6.177+350.635=618.478kNNB下=618.478+20.625=639.103kNNC上=196.664+0.426+57.765+330.638=585.493kNNC下=585.493+20.625=606.118kNND上=128.743+56.737+260.220=445.700kNND下=445.700+20.625=466.325kN二層：NA上=128.743+67.118+486.800=682.661kNNA下=682.661+20.625=703.286kNNB上=196.664+65.044+6.648+639.103=907.459kNNB下=907.459+20.625=928.084kNNC上=196.664+0.300+58.109+606.118=861.191kNNC下=861.191+20.625=881.816kNND上=128.743+56.072+466.325=651.140kNND下=651.140+20.625=671.765kN一層：NA上=128.743+65.609+703.286=897.638kNNA下=897.638+29.688=927.326kNNB上=196.664+66.553+7.572+928.084=1198.873kNNB下=1198.873+29.688=1228.561kNNC上=196.664+0.991+60.016+881.816=1142.769kNNC下=1142.769+29.688=1172.457kNND上=128.743+55.161+671.765=855.669kNND下=855.669+29.688=885.357kN柱剪力四層：VA=-(39.204+60.530)/3.3=-30.222KNVB=-(-21.604-35.847)/3.3=17.409KNVC=-(18.392+30.226)/3.3=-14.733KNVD=-(-28.255-45.301)/3.3=22.290KN三層：VA=-(26.28+29.298)/3.3=-16.842KNVB=-(-15.531-14.553)/3.3=9.116KNVC=-(13.811+13.075)/3.3=-8.147KNVD=-(-19.504-16.271)/3.3=10.841KN二層：VA=-(46.099+34.525)/3.3=-24.432KNVB=-(-17.408-15.784)/3.3=10.058KNVC=-(15.271+14.009)/3.3=-8.873KNVD=-(-23.707-20.375)/3.3=13.358KN一層：VA=-(4.424+8.849)/4.75=-2.794KNVB=-(-4.072-8.144)/4.75=2.572KNVC=-(43.716+7.433)/4.75=-10.768KNVD=-(-5.200-10.400)/4.75=3.284KN圖2.9恒荷載作用下的最終剪力圖（kN）圖2.10恒荷載作用下的最終軸力圖(kN)（三）梁剪力四層：VA右=-(-5.420+4.730)/6+1.525×6/2=4.690kNVB左=-(-5.420+4.730)/6-1.525×6/2=-4.460kNVB右=-(-1.238+0.994)/1.8=-0.136kNVC左=-(-1.238+0.994)/1.8=-0.136kNVC右=-(-3.497+3.392)/5.4+1.467×5.4/2=3.980kNVD左=-(-3.497+3.392)/5.4-1.467×5.4/2=-3.941kN三層：VA右=-(-29.379+27.819)/6+10.672×6/2=32.276kNVB左=-(-29.379+27.819)/6-10.672×6/2=-31.756kNVB右=-(-14.193+5.979)/1.8=4.563VC左=-(-14.193+5.979)/1.8=4.563VC右=-(-15.789+12.985)/5.4+7.333×5.4/2=20.318kNVD左=-(-15.789+12.985)/5.4-7.333×5.4/2=-19.280kN二層：VA右=-(-30.961+28.181)/6+10.672×6/2=32.479kNVB左=-(-30.961+28.181)/6-10.672×6/2=-31.553kNVB右=-(-13.309+5.558)/1.8=4.306kNVC左=-(-13.309+5.558)/1.8=4.306kNVC右=-(-15.961+13.731)/5.4+7.333×5.4/2=20.212kNVD左=-(-15.961+13.731)/5.4-7.333×5.4/2=-19.386kN首層：VA右=-(-26.658+28.293)/6+10.672×6/2=31.744kNVB左=-(-26.658+28.293)/6-10.672×6/2=-32.289kNVB右=-(-16.202+7.046)/1.8=5.087kNVC左=-(-16.202+7.046))/1.8=5.087kNVC右=-(-15.606+11.747)/5.4+7.333×5.4/2=20.514kNVD左=-(-15.606+11.747)/5.4-7.333×5.4/2=-19.084kN柱剪力四層：VA=-(5.420+12.288)/3.3=-5.366KNVB=-(-3.496-5.997)/3.3=-2.877KNVC=-(2.499+4.520)/3.3=-2.127KNVD=-(-3.392-5.750)/3.3=-2.770KN三層：VA=-(17.091+14.214)/3.3=-9.486KNVB=-(-7.621-7.370)/3.3=-4.543KNVC=-(5.284+5.164)/3.3=-3.166KNVD=-(-7.235-6.716)/3.3=-4.228KN二層：VA=-(16.747+22.363)/3.3=-11.852KNVB=-(-7.495-8.260)/3.3=-4.774KNVC=-(5.234+5.712)/3.3=-3.317KNVD=-(-7.015-8.162)/3.3=-4.599KN一層：VA=-(4.295+2.147)/4.75=-1.356KNVB=-(-3.813-1.906)/4.75=-1.204KNVC=-(2.835+1.418)/4.75=-0.895KNVD=-(-3.583-1.792)/4.75=-1.132KN軸力四層：NA=8.624+4.690=13.314kNNB=12.779+4.460+0.136=17.375kNNC=12.570+0.136+3.980=16.686kNND=8.010+3.941=11.951kN三層：NA=13.314+43.119+32.276=88.709kNNB=17.375+63.893+37.756+4.563=117.587kNNC=16.686+62.850+4.563+20.318=104.417kNND=11.951+40.050+19.280=71.281kN二層：NA=88.709+43.119+32.479=164.307kNNB=117.587+63.893+31.553+4.306=217.339kNNC=104.417+62.850++4.306+20.212=191.785kNND=71.281+40.050+19.386=130.717kN一層：NA=164.307+43.119+31.744=239.170kNNB=217.339+63.893+32.289+5.087=318.608kNNC=191.785+62.850+5.084+20.514=280.236kNND=130.717+40.050+19.084=189.851kN圖2.11活荷載作用下的最終剪力圖（kN）圖2.12活荷載作用下的最終軸力圖（kN）2.4抗震計算2.4.1重力荷載代表值計算集中于樓層標高處的計算。1.頂層屋面恒載縱梁自重橫梁自重下半層柱自重下半層墻自重女兒墻合計：2.標準層二、三樓頂樓面恒載50%樓面活荷載縱梁自重橫梁自重上、下半層柱上、下半層墻合計：3.底層樓面恒載50%樓面活荷載縱梁自重橫梁自重上半層柱下半層柱上半層墻下半層墻合計：圖2.13各層重力荷載代表值2.4.2橫向框架側(cè)移剛度的計算各梁柱的線剛度如下：梁AB線剛度ib=2.734×1010梁BCib=9.115×1010梁CDib=3.038×1010二至四層柱線剛度==4.972×1010一層=1.329×1010表2.3（1）A、B、C、D柱側(cè)移剛度D值計算表柱層數(shù)截面b*h層高H(m)線剛度kN·mD=kN/mA2-40.5*0.53.34.9720.5500.2161.183B2.3830.5442.980C2.4440.5503.013D0.6110.2341.282表2.3（2）A、B、C、D柱側(cè)移剛度D值計算表移剛度D值計算表（1）表2.4A、B、C、D柱側(cè)移剛度D值計算表（1）柱層數(shù)截面b*h層高H(m)線剛度kN·mD=kN/mA10.5*0.54.751.3292.0570.6300.445B8.9160.8630.610C9.1440.8650.611D2.2860.6500.459表2.4柱側(cè)移剛度D值總計算表層柱ΖAΖBΖCΖD∑ΖI2-41183029800301301282011830+29800+30130+12820=84580144506100611045904450+6100+6110+4590=212502.4.3橫向水平作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計算（1）橫向框架自振周期計算：采用頂點位移法計算自振周期。表2.5橫向框架頂點位移的計算層(kN)∑(kN)(kN/m)層間相對位移∑/(m)位移值(m)41079.9101079.910845800.0120.29931170.6212250.5310.0260.28721170.6213421.1520.0400.26111280.0144701.166212500.2210.221橫向地震作用及樓層地震V計算已知：,（4）即=0.85×4701.166kN=3995.991kN.所以1.4=1.40.35s=0.49s=0.557s,δn=0.08T1+0.07=0.08×0.557+0.07=0.115FEK=α1Geq=0.026×3995.991KN=103.896KN頂部附加：Fn=δn×FEK=0.115×103.896KN=11.948KN用公式V計算如下表2.6各層橫向地震作用及樓層地震V樓層/43.314.651079.91015820.6820.35544.59044.59033.311.351170.62113286.5480.29827.40171.99123.38.051170.6219423.4990.21119.40191.39214.754.751280.0146080.0670.13612.505103.89614.65—4701.16644610.7961103.896—圖2.14圖2.15（3）水平地震作用下框架位移計算：表2.7水平地震作用下框架位移層樓層剪力（kN）樓層側(cè)移剛度層間側(cè)移絕對側(cè)移444.590845800.000530.0053533001/6226327.401845800.000850.0048233001/3882219.401845800.001080.0039633001/3055112.505212500.002890.0028947501/1643表中為各層的層間彈性位移角由表得，最大的位移為1/1643<1/550。θē<[θē]=1/550滿足要求2.4.4地震荷載下的彎矩、剪力及軸力計算各柱V值，通常取②軸橫向框架（1）計算柱的反彎點高度表2.8反彎點位置A軸框架柱層號h/mΥ/m43.30.5500.275000.2750.90833.30.5500.37500.3751.23823.30.5500.4500.451.48514.752.0570.550.552.613B軸框架柱層號h/mΥ/m43.32.3830.41900.4191.38333.32.3830.4690.4691.54823.32.3830.5000.501.65014.758.9160.550.552.613C軸框架柱層號h/mΥ/m43.32.4440.42200.4221.39333.32.4440.4720.4721.55823.32.4440.5000.501.65014.759.1440.550.552.613D軸框架柱層號h/mΥ/m43.30.6110.43100.4311.42233.30.6110.4810.4811.58723.30.6110.5000.501.65014.752.2860.550.552.613（2）計算柱端彎矩、剪力表2.9地震荷載作用A軸框架柱V和梁柱M端層號Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Ma總444.59084580118300.1406.2370.90814.9185.66314.918371.99184580118300.14010.0691.23820.76312.46626.426291.39284580118300.14012.7831.48523.20118.98235.6661103.8962125044500.20921.7572.61346.49556.85165.477表2.10地震荷載作用下B軸框架柱V和梁柱M端層號Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右444.59084580298000.35215.7101.38330.11721.7276.94923.168371.99184580298000.35225.3651.54844.43939.26415.26750.899291.39284580298000.35232.2001.65053.13053.13021.31971.0761103.8962125061000.28729.8242.61363.73477.93126.96589.900表2.11地震荷載作用下C軸框架柱V和梁柱M端層號Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右444.59084580301300.35615.8841.39330.29122.12722.7197.572371.99184580301300.35625.6451.55844.67439.95650.10216.699291.39284580301300.35632.5571.65053.71853.71870.25723.4171103.8962125061100.28829.8732.61363.83978.05988.17029.387表2.12地震荷載作用下D軸框架柱V和梁柱M端層號Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Ma總444.59084580128200.1526.7591.42212.6939.61112.693371.99184580128200.15210.9121.58718.69217.31728.303291.39284580128200.15213.8531.65022.85722.85740.1741103.8962125045900.21622.4422.61347.95858.64070.814⑶梁端彎矩、剪力及柱軸力表2.13各層梁端M、V計算層數(shù)梁/kN·m/kN·mVb/kN4AB14.9186.949-3.645BC23.16822.719-25.493CD7.57212.693-3.7533AB26.42615.267-6.949BC50.89950.102-56.112CD16.69928.303-8.3342AB35.66621.319-9.498BC71.07670.257-78.518CD23.41740.174-11.7761AB65.47726.965-15.407BC89.90088.170-98.928CD29.38770.814-18.556表2.14匯總V、N表格層號梁端剪力/kN柱軸力/kNAB跨VbABBC跨VbBCCD跨VbCDA軸NcAB軸C軸D軸VbAB-VbBCNcBVbBC-VbCDNcCNcD43.64525.4933.753-3.645-21.848-21.84821.74021.7403.75336.94956.1128.334-10.593-49.163-71.01147.77869.51812.08629.49878.51811.776-20.091-69.021-140.03266.742136.26123.862115.40798.92818.556-35.498-83.521-223.55380.372216.63342.418最終得到的M如圖：圖2.16地震荷載作用下框架梁柱M圖(單位：kN·m)梁端柱剪力計算四層：VA=--(-14.918-5.663)/3.3=6.237kNVB=-(-30.117-21.727)/3.3=15.710kNVC=-(-30.291-22.127)/3.3=15.884kNVD=-(-12.693-9.611)/3.3=6.759kN三層：VA=-(-20.763-12.466)/3.3=10.069kNVB=-(-44.439-39.264)/3.3=25.365kNVC=-(-44.674-39.596)/3.3=25.536kNVD=-(-18.692-17.317)/3.3=10.912kN二層：VA=-(-23.201-18.982)/3.3=12.783kNVB=-(-53.130-53.130)/3.3=32.200kNVC=-(-53.718-53.718)/3.3=32.556kNVD=-(-22.857-22.857)/3.3=13.853kN首層：VA=-(-46.495-56.851)/4.75=21.757kNVB=-(-63.734-77.931)/4.75=29.824kNVC=-(-63.839-78.059)/4.75=29.873kNVD=-(-47.958-58.640)/4.75=22.442kN圖2.17地震作用下的V圖(單位：kN)圖2.18地震荷載作用下N圖(單位：kN)2.5風荷載計算風吹到墻上是面荷載要簡化成等效集中荷載，其標準值按:——————表2.15集中風荷載標準值離地高度13.650.651.01.30.453.31.26.16010.350.653.33.39.0357.050.653.33.39.0353.750.653.753.39.6512.圖2.19各質(zhì)點風作用分布圖圖2.20風剪力沿房屋高度分布圖5.1風荷載作用下的位移驗算（1）（2）風荷載作用下框架的層間側(cè)移計算按規(guī)范見下表表2.16風荷載作用下框架側(cè)移的計算層46.1606.160845800.0000731/4520539.03515.1950.0001801/1833329.03524.2300.0002861/1153819.65133.881212500.0015941/2070=0.001119m側(cè)移驗算：層間側(cè)移最大值：1/2070<1/550滿足要求2.5.2風荷載下的彎矩、剪力及軸力（1）計算柱的反彎點高度（同地震一致）（2）框架各柱的桿端彎矩，梁端彎矩如表所示表2.17風荷載作用A軸框架柱V和梁柱M端層號Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Ma總46.16084580118300.1400.8620.9082.0610.7822.061315.19584580118300.1402.1251.2384.3822.6315.165224.23084580118300.1403.3891.4856.1515.0338.782133.8812125044500.2097.0952.61315.16218.53920.195表2.18風荷載作用下B軸框架柱V和梁柱M端層號Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右46.16084580298000.3522.1701.3834.1613.0020.9603.201315.19584580298000.3525.3541.5489.3808.2872.8579.524224.23084580298000.3528.5371.65014.08614.0865.16217.211133.8812125061000.2879.7262.61320.78425.4148.04626.824表2.19風荷載作用下C軸框架柱V和梁柱M端層號Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右46.16084580301300.3562.1941.3934.1853.0573.1391.046315.19584580301300