柱梁板現澆辦公樓的機構設計摘要本次論文為辦公樓設計，位于長沙市芙蓉商務區。主要分為了三個部分，分別為建筑圖的設計、一榀框架的計算書、結構圖設計。辦公樓整體采用柱梁板現澆結構體系，柱子下面設置獨立基礎，主體為四層，首層3.3m，其余各層均為3m，占地面積938.1m2，總面積為3752.4m2。首先通過計算確定梁板柱的尺寸，進行荷載計算。其次進行恒活載的計算，用天正按比例作出對應的圖?？拐鸷惋L荷載的計算數據嚴格按規范取值計算。配筋需滿足相對應的條件，最后是基礎設計。在平面圖的設計中，應當按照論文任務書給出的辦公樓總建筑面積計算出建筑物的占地面積，分配各樓層建筑面積，合理布置房間功能分區、樓梯及電梯的位置。通過完成整篇計算書掌握荷載計算、內力組合計算、抗震和風荷載等基本方法。能夠獨立完成計算機各專業軟件作圖。夯實自己的動手實踐能力。為將來走上工作崗位打好牢固的基礎。關鍵詞：荷載計算，內力組合，基礎設計目錄 緒論 11建筑設計 21.1工程概況 21.2自然氣候條件 21.3設計計算資料 22結構設計 42.1結構選型 42.2梁柱線剛度計算 52.3豎向荷載計算 82.4豎向受荷總圖 92.5豎向荷載下的內力計算 132.6水平地震作用 272.7風荷載計算 372.8內力組合 422.9梁、柱配筋計算 592.10基礎配筋計算 70參考文獻 78緒論這篇論文，一開始想著設計的新穎一些但忽略了實用性，轉而定草圖為這個中規中矩的矩形辦公樓，方正簡單，實用舒適，正面中間一部分設計玻璃幕墻，簡單卻不失大氣。樓內房間布置充分考慮了使用者在使用時的感受，設置了休息區，茶室，供閑時休息。二樓還設有專門的黨員活動室，方便定期開展一些活動。此次論文的題目是“長沙市芙蓉商務區辦公樓”。主要內容包括以下部分：從論文的正式計算之前就開始學習一些相關材料，回顧了一下以前學到的一些相關專業知識，例如《混凝土結構設計》、《工程抗震》、《荷載與結構設計方法》、《土木工程CAD》、《PKPM》等。最開始的建筑設計時，查閱了《辦公建筑設計標準JGJ/T67-2019》、《建筑設計防火規范GB50016-2014》、《建筑采光設計標準GBT50033-2001》等規范。其次，在設計過程中，根據論文任務書的內容要求，結合老師的建議，不斷審查相關規范，同時使用相關的專業軟件知識來完成整體的結構設計體系。設計圖紙的內容，然后選擇框架結構后進行手動計算。最后，經過了設計計算手稿的電腦電子排版、匯總整理后等工作，再加上指導老師的耐心指導和嚴格審批后，該論文的所有內容均已完成。此次論文在指導老師的耐心指導下完成，由于個人知識水平以及經驗、和以及知識儲備的不足，本次論文中的缺點和疏漏之處在所難免，敬請各位老師給予批評指正。1建筑設計1.1工程概況1.1.1工程名稱長沙芙蓉商務區4號辦公樓設計1.1.2施工地點長沙市芙蓉區1.1.3建筑物概況建筑面積3752.40㎡，建筑總高度為13.50m，共4層，標準層層高3m，一層層高3.3m，四層層高3m，室內外高差-0.45m。1.1.4建筑功能分區一樓：辦公室、會議室、廚房、餐廳、配電室、儲藏室、傳達室。二樓：辦公室、會議室、茶室、黨員活動室。三樓：辦公室、健身區、會議室。四樓：董事長辦公室、大會議室。1.1.5建筑性質商務辦公樓1.1.6電梯及樓梯設置設置3部電梯位于中間，2部載人，1部貨梯，有專業人員定期進行安全檢查。樓梯結構均采用現澆鋼筋混凝土肋形樓蓋。中間為雙跑樓梯，燈光常亮。兩邊各設單跑樓梯，樓梯間均設聲控燈，樓道內均有安全出口引導標志燈，消防裝置。1.2自然氣候條件1.2.1氣溫夏季室外最高氣溫38℃。1.2.2室內環境類別室內正常環境為一類，與水或土壤接觸的環境（主要是基礎）為二b類。1.2.3建筑安全等級結構安全等級為二級，設計使用年限為50年，耐久等級為二級，耐火等級為二級，地基基礎設計等級為乙級。1.3設計計算資料1.3.1基本風壓1.3.2基本雪壓2結構設計2.1結構選型2.1.1梁、柱、板截面尺寸確定（1）梁截面尺寸①橫向主梁l=7.5m，h=（1/12-1/15）l=625mm-500mm，取h=550mm。b=（1/2-1/3）h=275mm-183mm，取b=250mm。②橫向次梁l=7.5m，h=（1/15-1/18）l=500mm-416mm，取h=450mm。b=（1/2-1/3）h=225mm-141mm，取b=200mm。③縱向主梁l=8.5m，h=（1/8-1/12）l=1062mm-708mm，取h=750mm。b=（1/2-1/3）h=375mm-250mm，取b=300mm。（2）柱截面尺寸查規范抗震等級為四級，軸壓比限值0.9，混凝土強度等級C35，。N=1.3Ab=h===404mm,取b=h=450mm即柱截面尺寸為450mm×450mm。（3）板截面尺寸（a為短邊，b為長邊）b/a＜3雙向板板厚=（1/35～1/40）I短b/a≥3單向板板厚=（1/25～1/35）I短樓梯板厚（1/25-1/28）I短，取120mm，房間板厚取100mm。2.1.2確定計算簡圖框架的計算簡圖布置見圖2.1，這里?、咻S上的一榀框架計算。假定框架柱嵌固于基礎頂面，框架梁與基礎剛接。底層柱高從基礎頂面至二層樓面，基頂標高設定為-1.0m，室內標高為-0.45m，二層樓面標高為3.3m，底層柱高4.75m，其余樓層柱高均為3m。圖2.1框架計算簡圖（mm）2.2梁柱相對線剛度的計算2.2.1梁的計算查規范得，對于中框架梁取I=2I0。左跨梁AB：中跨梁BC:右跨梁CD：底層柱：標準層柱:：2.2.2相對線剛度令i標準層柱=1.0,經計算則其余各桿件的相對線剛度為：左跨梁AB：i=0.27右跨梁CD：i=0.26中跨梁BC：i=0.64底層柱：i=0.63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）上人屋面恒載40mm厚C20細石混凝土保護層23KN/m3×0.04m=0.92KN/m210mm厚低強度等級砂漿隔離層15KN/m3×0.01m=0.15KN/m2SBS改性瀝青防水卷材10KN/m3×0.005m=0.05KN/m220mm厚1：3水泥砂漿找平層21KN/m3×0.02m=0.42KN/m2膨脹珍珠巖保溫層4KN/m3×0.08m=0.32KN/m230mm厚LC5.0輕集料混凝土2％找坡層12KN/m3×0.03m=0.36KN/m220mm聚合物砂漿鋪臥18KN/m3×0.02m=0.36KN/m2鋼筋混凝土屋面板25KN/m3×0.12m=3.00KN/m2合計5.58KN/m2（2）標準層樓面10mm厚水磨石地面0.6KN/m220mm厚1：2干硬性水泥砂漿結合層20KN/m3×0.02m=0.40KN/m210mm混合砂漿抹灰層17KN/m3×0.01m=0.17KN/m2100mm厚現澆鋼筋混凝土板25KN/m3×0.10m=0.92KN/m2合計3.67KN/m2（3）梁自重（4）主梁①橫向主梁截面尺寸b×h=250mm×550mm梁自重25KN/m3×0.25m×（0.55-0.12）m=2.69KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×（0.55-0.12）m=0.15KN/m總計2.84KN/m②縱向主梁截面尺寸b×h=300mm×750mm梁自重25KN/m3×0.30m×（0.75-0.12）m=4.73KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×（0.75-0.12）m=0.21KN/m總計4.94KN/m（5）次梁次梁截面尺寸b×h=200mm×450mm梁自重25KN/m3×0.20m×（0.45-0.12）m=1.65KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×（0.45-0.12）m=0.12KN/m總計1.77KN/m（6）基礎梁基礎梁截面尺寸b×h=250mm×400mm梁自重25KN/m3×0.25m×0.4m=2.5KN/m總計2.5KN/m（7）柱柱截面尺寸b×h=450mm×450mm柱自重25KN/m3×0.45m×0.45m=5.06KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×0.45×4=0.31KN/m總計5.37KN/m（8）墻①縱墻標準層墻自重7.5KN/m3×0.20m×（3-0.75）m=3.38KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×（3-0.75）m=0.77KN/m總計4.15KN/m②縱墻底層墻自重7.5KN/m3×0.20m×（3.3-0.75）m=3.83KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×（3.3-0.75）m=0.87KN/m總計4.70KN/m③橫墻標準層墻自重7.5KN/m3×0.20m×（3-0.55）m=2.48KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×（3-0.55）m=0.83KN/m總計3.31KN/m④橫墻底層墻自重7.5KN/m3×0.20m×（3.3-0.75）m=3.83KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×（3.3-0.75）m=0.87KN/m總計4.70KN/m⑤女兒墻（屋面為上人屋面，做法：墻高1100mm，100mm的混凝土壓頂）墻自重7.5KN/m3×1.1m×0.2m=1.65KN/m100mm混凝土壓頂25KN/m3×0.01m×0.2m=0.50KN/m10mm厚混合砂漿抹灰17KN/m3×0.01m×2×1.2m=0.41KN/m總計2.55KN/m2.3.2活載標準值計算（1）辦公樓面:2.0kN/㎡走廊：2.5kN/㎡上人屋面：2.0kN/㎡（2）雪荷載：0.45kN/㎡（屋面活荷載和雪荷載不同時考慮，設計時取較大值。）2.4豎向受荷總圖2.4.1荷載傳遞圖2.3板傳荷載圖（mm）荷載傳遞三角形荷載：q=5梯形荷載：q=（1?2α2（1）A-B軸間框架梁①頂層板傳荷載恒載5.58KN/m2×1.5m×1?1.5活載2.0KN/m2×1.5m×1?1.5②樓面板傳荷載恒載3.67KN/m2×1.5m×1?1.5活載2.5KN/m2×1.5m×1?1.5梁自重：2.84KN/m墻自重：3.31KN/m頂層梁受到的恒荷載=2.84KN/m+15.44KN/m=18.28KN/m活荷載=5.53KN/m標準層樓面受到的恒荷載=2.84KN/m+3.31KN/m+10.15KN/m=16.3KN/m活荷載=6.92KN/m（2）B-C軸間框架梁①頂層板傳荷載恒載5.58KN/m2×3.02活載2.0KN/m2×3.02②樓面板傳荷載恒載3.67KN/m2×3.02活載2.5KN/m2×3.02梁自重：2.84KN/m頂層梁受到的恒荷載=2.84KN/m+10.46KN/m=13.3KN/m活荷載=3.75KN/m標準層樓面受到的恒荷載=2.84KN/m+6.88KN/m=9.72KN/m活荷載=4.69KN/m（3）C-D軸間框架梁①頂層板傳荷載恒載5.58KN/m2×1.5m×1?1.5活載2.0KN/m2×1.5m×1?1.5②樓面板傳荷載恒載3.67KN/m2×1.5m×1?1.5活載2.5KN/m2×1.5m×1?1.5梁自重：2.84KN/m墻自重：3.31KN/m頂層梁受到的恒荷載=2.84KN/m+15.53KN/m=18.47KN/m活荷載=5.57KN/m標準層樓面受到的恒荷載=2.84KN/m+3.31KN/m+10.22KN/m=16.37KN/m活荷載=6.96KN/m(4)A軸柱所受集中荷載女兒墻自重：2.55KN/m頂層柱荷載：2.55KN/m×6m+2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×頂層柱活載：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×內橫墻自重：3.31KN/m標準層柱荷載：4.94KN/m×（6-0.45）m+1.77KN/m×7.2m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×標準層柱活載：2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×(5)B軸柱所受集中荷載頂層柱荷載：2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×1?1.57.22頂層柱活載：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×1?1.57.22標準層柱荷載：4.94KN/m×（6-0.45）m+1.77KN/m×7.2m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×1?1.57.22標準層柱活載2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×1?1.57.22(6)C軸柱所受集中荷載頂層柱荷載：2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×1?1.57.52頂層柱活載：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×1?1.57.52標準層柱荷載：4.94KN/m×（6-0.45）m+1.77KN/m×7.2m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×1?1.57.52標準層柱活載2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×1?1.57.52(7)A軸柱所受集中荷載女兒墻自重：2.55KN/m頂層柱荷載：2.55KN/m×6m+2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×頂層柱活載：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×內橫墻自重：3.31KN/m標準層柱荷載：4.94KN/m×（6-0.45）m+1.77KN/m×7.5m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×標準層柱活載：2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×2.4.2豎向受荷總圖圖2.4豎向受荷總圖(線荷載：KN/m，集中力：KN)2.5豎向荷載下的內力計算2.5.1恒載表2.1恒載彎矩計算（二次分配法，kN?m)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0.790.210.2080000040.140.340.3460.530.140.210.8偏心矩偏心矩偏心矩偏心矩0.00-79.9779.970.00-14.9614.960-86.5886.58063.1816.79-13.52-9.10-22.1024.7837.9610.03-18.18-69.2615.49-6.768.40-10.1112.39-11.0511.18-9.095.01-16.88-6.90-1.83-2.22-1.49-3.633.104.751.252.499.4971.77-71.7772.62-20.71-28.3031.7953.89-84.3975.90-76.650.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-70.4270.420.00-10.9410.940.00-76.7376.730.0030.9830.988.45-5.35-20.22-20.22-13.095.9222.3722.3714.47-9.21-33.76-33.7631.5915.49-2.684.23-4.55-10.112.96-6.5418.9811.18-4.607.24-34.63-16.88-19.54-19.54-5.330.672.542.541.64-1.71-6.47-6.47-4.185.3119.4819.4843.0426.94-69.9769.96-22.23-27.79-19.428.6134.8827.09-71.0480.07-48.91-31.160.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-70.4270.420.00-10.9410.940.00-76.7376.730.0030.9830.988.45-5.35-20.22-20.22-13.095.9222.3722.3714.47-9.21-33.76-33.7615.4918.66-2.684.23-10.11-11.602.96-6.5411.1813.16-4.607.24-16.88-20.33-13.85-13.85-3.781.314.944.943.20-1.19-4.49-4.49-2.903.6013.1913.1932.6335.80-68.4270.60-25.40-26.88-17.879.1329.0731.04-69.7678.36-37.45-40.900.530.140.330.110.390.250.250.250.40.110.250.140.530.330.00-70.4270.420.00-10.9410.940.00-76.7376.730.0037.329.8623.24-6.54-23.20-14.87-14.8716.4526.327.2416.45-10.74-40.67-25.3215.49-3.2711.62-10.118.22-7.4411.18-5.378.22-16.88-6.48-1.71-4.03-1.07-3.80-2.43-2.430.410.650.180.411.214.592.8646.348.15-54.4974.43-37.10-17.30-20.0220.3638.157.42-65.2575.42-52.96-22.464.08-8.653.71-11.23表2.2恒荷載和彎矩引起的剪力（kN)恒載荷載引起的剪力彎矩引起的剪力層次AB跨BC跨CD跨AB跨BC跨CD跨465.8119.9566.49-0.190.19-1.161.160.13-0.13358.6814.5858.93-0.0010.001-1.51.51.2-1.2258.6814.5858.93-0.30.3-2.912.911.15-1.15158.6814.5858.93-2.772.77-0.110.111.36-1.36表2.3恒載作用下的總剪力(kN)恒載層次465.6266.018.7921.1169.3969.13358.6858.6813.0816.0862.5960.19258.3858.9811.6717.4962.5460.24155.9161.4517.4714.6962.7560.03(3)柱軸力：梁端剪力，P-節點集中力及柱自重表2.4恒載作用下的柱軸力(kN)恒載N=V+PA軸B軸C軸D軸4162.23178.34210.8226.91217.85233.96183.71167.63146.37162.48196.9213.01202.55218.66175.59159.482146.07162.18195.79211.9204.01220.12178.54162.431153.6171.32204.06221.78201.0218.72177.36159.64內力圖如下圖2.5恒載未調幅彎矩圖（KN·m）圖2.6恒載0.85調幅后彎矩圖（KN·m）圖2.7恒載作用下剪力圖（KN）圖2.8恒載作用下軸力圖（KN）2.5.2活載(1)彎矩：彎矩：M=ql2/12跨中：M=ql2/8表2.5活載彎矩計算（二次分配法，kN?m)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0.790.210.2080000040.140.340.3460.530.140.210.8偏心矩偏心矩偏心矩偏心矩0.00-23.8923.890.00-4.224.220-26.1126.11018.875.02-4.09-2.75-6.697.5711.603.06-5.48-20.896.58-2.052.51-4.183.79-3.344.65-2.741.53-7.18-3.58-0.95-0.44-0.30-0.720.500.760.201.194.5221.87-21.8721.87-7.23-7.848.9517.01-25.5923.34-23.550.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-29.8929.890.00-5.285.280.00-32.6332.630.0013.1513.153.59-2.21-8.37-8.37-5.412.469.309.306.02-3.92-14.36-14.369.446.58-1.111.79-1.38-4.181.23-2.715.804.65-1.963.01-10.44-7.18-6.56-6.56-1.790.230.860.860.56-0.52-1.97-1.97-1.271.756.436.4316.0313.17-29.2029.70-8.88-11.69-8.914.5113.1311.98-29.8433.48-18.37-15.110.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-29.8929.890.00-5.285.280.00-32.6332.630.0013.1513.153.59-2.21-8.37-8.37-5.412.469.309.306.02-3.92-14.36-14.366.587.92-1.111.79-4.18-4.801.23-2.714.655.47-1.963.01-7.18-8.65-5.89-5.89-1.610.542.032.031.31-0.49-1.85-1.85-1.201.545.645.6413.8415.18-29.0230.00-10.53-11.14-8.154.5412.0912.91-29.7733.26-15.90-17.360.530.140.330.110.390.250.250.250.40.110.250.140.530.330.00-29.8929.890.00-5.285.280.00-32.6332.630.0015.844.189.86-2.71-9.60-6.15-6.156.8410.943.016.84-4.57-17.29-10.776.58-1.354.93-4.183.42-3.084.65-2.283.42-7.18-2.77-0.73-1.72-0.46-1.63-1.04-1.040.180.280.080.180.531.991.2419.653.45-23.1031.66-15.41-7.19-9.069.2215.873.09-27.9032.01-22.48-9.531.73-3.601.54-4.76表2.6活荷載和彎矩引起的剪力（kN)恒載荷載引起的剪力彎矩引起的剪力層次AB跨BC跨CD跨AB跨BC跨CD跨419.915.6320.8900-0.370.370.3-0.3324.917.0426.1-0.070.07-1.471.470.53-0.53224.917.0426.1-0.140.14-1.21.20.47-0.47124.917.0426.1-1.191.19-0.050.050.55-0.55表2.7活載作用下的總剪力(kN)恒載層次419.9119.915.266.0021.1920.59324.8424.985.578.5126.6325.57224.7725.055.848.2426.5725.63123.7226.106.997.0926.6525.55(3)柱軸力：梁端剪力，P-節點集中力及柱自重表2.8活載作用下的柱軸力(kN)恒載N=V+PA軸B軸C軸D軸441.1257.2362.7778.8864.9081.1058.3942.28350.9967.1073.0993.2082.2898.3968.7952.68250.9267.0377.4393.5481.9598.0668.8552.74149.8767.5979.6397.3580.8898.6070.3852.66內力圖如下圖2.9活載未調幅彎矩圖（KN·m）圖2.10活載0.85調幅后彎矩圖（KN·m）圖2.11活載作用下剪力圖（KN）圖2.12活載作用下軸力圖（KN）2.6水平地震作用2.6.1重力荷載代表值（1）頂層重力荷載女兒墻2×6m×2.55KN/m=30.6KN屋面恒載5.58KN/m×17.7m×6m=592.6KN50%雪荷載0.5×0.45KN/m2×17.7m×6m=24.9KN縱梁自重4.94KN/m×6m×4=118.56KN橫向主梁2.84KN/m×（7.5+7.2）m+1.77KN/m×7.5m×2=68.94KN橫向次梁1.77KN/m×7.2m×2=25.49KN半層墻0.5×3.31KN/m（7.2+7.5）m+4.15KN/m×6m×2=49.23KN半層柱5.37KN/m×3/2m×4=40.28KN合計949.6KN（2）第三層重力荷載樓面恒載3.67KN/m×17.7m×6m=389.75KN50%樓面活載0.5×2.0KN/m2×17.7m×6m=106.2KN縱梁自重118.56KN橫梁自重93.43KN上下半墻自重49.23KN×2=98.46KN上下半柱自重40.28KN×2=80.56KN合計886.96KN（3）第二層重力荷載樓面恒載389.75KN50%樓面活載106.2KN縱梁自重118.56KN橫梁自重93.43KN上下半墻自重49.23KN×2=98.46KN上下半柱自重40.28KN+5.37KN/m×4.75/2m×4=91.30KN合計897.70KN（4）第一層重力荷載樓面恒載389.75KN50%樓面活載106.2KN縱梁自重118.56KN橫梁自重93.43KN上半層墻自重49.23KN上半層柱自重5.37KN/m×4.75/2m×4=91.30KN合計808.19KN圖2.13重力荷載代表值2.6.2橫向框架側移剛度的計算各梁柱的線剛度如下：梁AB線剛度梁BC線剛度梁CD線剛度2-4層柱線剛度==3.42×1010，1層=2.16×1010表2.9A、B、C、D柱側移剛度D計算表柱層數截面b×h層高H(m)線剛度A2-40.45×0.453.003.420.270.120.547B1.460.421.915C1.450.421.915D0.260.120.547A14.752.160.430.180.518B1.440.421.210C1.430.421.210D0.410.170.490表2.10柱側移剛度D總計算表層柱∑2-45470191501915054705470+19150+19150+5470=4924015180121001210049005180+12100+12100+4900=342802.6.3橫向水平作用下框架結構的內力和側移計算（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2.11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)4949.60949.60492400.0190.1723889.961839.560.0370.1692897.702737.260.0560.1431808.193545.45342800.1030.103按式T1=1.7××=1.7×0.7×0.1721/2=0.494s（2）橫向地震作用及樓層地震V計算已知：場地Ⅱ類，設防烈度6度，設計地震分組第一組，基本地震加速度0.05g,特征周期，最大影響系數。本工程建筑物高度不超過40m,質量和剛度沿高度變化均勻，變形以剪切變形為主，故采用底部剪力法計算水平地震作用。結構總水平地震作用標準值按公式即=0.85×3545.45kN=3013.63kN.<=0.494s<5，選取阻尼調整系數=1.0，γ=0.9，所以=(0.35/0.494)0.9×1.0×0.04=0.0291.4=1.40.35s=0.49s<=0.494s,考慮頂部附加地震影響。=0.08T1+0.07=0.08×0.494+0.07=0.109結構總水平地震作用標準值頂部附加地震作用=0.109×87.41kN=9.53kN用V計算公式：各層橫向地震作用及樓層地震V如下表：表2.12樓層/43.013.75949.6013057.000.39139.9839.9833.010.75886.969567.070.28622.2762.2523.07.75897.706957.180.20816.2078.4514.754.75808.193838.900.1158.9687.4113.75—3545.4537259.05187.41—各質點水平地震作用及各樓層地震剪力沿屋不同高度的分布圖圖2.14圖2.15（3）水平地震作用下框架位移計算：表2.13層樓層剪力樓層側移剛度層間側移絕對側移439.98492400.484.0830001/6250362.25492400.823.6630001/3658278.45492401.082.8430001/2777187.41342801.761.7647501/2698表中為各層的層間彈性位移角由表得，最大的位移在首層，為1/2698<1/550。=1/550滿足要求。2.6.4地震荷載下的彎矩、剪力及軸力計算各柱V值（1）計算柱的反彎點高度本設計用的的是改進的反彎點法-D值法進行計算表2.14反彎點位置A軸框架柱層號h/mΥ/m43.000.270.1200.120.3630.300.300.9020.51500.5151.54514.750.430.6000.602.85B軸框架柱層號h/mΥ/m43.001.460.37300.37251.11930.450.451.3520.422500.42251.26814.751.440.57200.5722.717C軸框架柱層號h/mΥ/m43.001.450.372500.37251.11830.450.451.3520.472500.47251.41814.751.430.571500.57152.458D軸框架柱層號h/mΥ/m43.000.260.1100.110.3330.300.300.9020.5300.531.5914.750.410.74500.7453.539（2）計算柱端彎矩、剪力表2.15各層柱端彎矩、剪力計算層次柱4層3.0A2.610.120.360.93962.646.89B9.140.37255.4049.3561.88317.21C9.140.37255.4049.3561.88317.21D2.610.110.330.86132.676.973層3.0A4.530.300.904.0772.109.51B15.840.451.3521.3841.6526.14C15.840.451.3521.3841.6526.14D4.530.300.904.0772.109.512層3.0A5.920.5151.5459.14641.4558.61B20.730.42251.267526.2751.73325.93C20.730.47251.417529.3851.58332.82D5.920.531.599.41281.418.351層4.75A10.000.602.8528.501.9019.0B21.250.5722.71757.7362.03343.20C21.250.57152.71557.7362.03543.24D8.610.7453.53930.471.21110.43（3）計算梁端彎矩、剪力和軸力：公式：中間軸軸力公式：表2.16各層梁端彎矩、剪力計算層次梁4層AB6.893.66-1.47BC5.775.79-3.85CD3.556.97-1.413層AB1.248.06-1.29BC16.6016.66-11.09CD6.761.19-1.062層AB1.5110.41-1.66BC10.4111.92-7.44CD4.861.43-0.8411層AB4.007.39-1.58BC17.5118.37-11.96CD7.872.73-1.41表2.17軸力計算層次梁4層AB6.893.66-1.47-1.472.38-2.441.41BC5.775.79-3.85CD3.556.97-1.413層AB1.248.06-1.29-2.7612.18-12.472.47BC16.6016.66-11.09CD6.761.19-1.062層AB1.5110.41-1.66-4.4217.96-19.073.31BC10.4111.92-7.44CD4.861.43-0.8411層AB4.007.39-1.58-6.0028.34-29.624.72BC17.5118.37-11.96CD7.872.73-1.41圖2.16地震荷載作用下框架梁柱彎矩圖圖2.17地震作用下的剪力圖圖2.18地震作用下的軸力圖2.7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2.18集中風荷載標準值離地高度13.750.651.01.30.353.02.75.0610.7535.327.7535.324.754.753.39.542.7.1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移計算按規范見下表表2.19風荷載作用下框架側移的計算層45.065.06492400.000111/2727235.3210.380.000321/937525.3215.700.000541/555519.5425.24342800.001191/3991=0.00216m：1/3991<1/550滿足要求2.7.2風荷載下的彎矩、剪力及軸力（1）表2.20反彎點位置A軸框架柱層號h/mΥ/m43.000.270.1200.120.3630.300.300.9020.51500.5151.54514.750.430.6000.602.85B軸框架柱層號h/mΥ/m43.001.460.37300.37251.11930.450.451.3520.422500.42251.26814.751.440.57200.5722.717C軸框架柱層號h/mΥ/m43.001.450.372500.37251.11830.450.451.3520.472500.47251.41814.751.430.571500.57152.458D軸框架柱層號h/mΥ/m43.000.260.1100.110.3330.300.300.9020.5300.531.5914.750.410.74500.7453.539（2）計算柱端彎矩、剪力表2.21風荷載作用下A軸框架柱剪力和梁柱端彎矩的計算層號Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KNMa總45.064924054700.1110.5620.361.480.201.4835.320.5910.901.240.531.4425.320.5911.5450.860.911.3919.543428051800.1511.4222.852.704.053.61表2.22風荷載作用下B軸框架柱剪力和梁柱端彎矩的計算層號Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KN45.0649240191500.3891.9681.1193.702.200.5221.24035.322.0691.353.412.790.5221.23425.322.0691.2683.272.930.5641.33319.5434280121000.3533.3682.7176.869.141.0412.477表2.23風荷載作用下C軸框架柱剪力和梁柱端彎矩的計算層號Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KN45.0649240191500.3891.9681.1183.702.201.2470.50735.322.0691.353.412.791.2400.50525.322.0691.4183.272.931.3390.54519.5434280121000.3533.3682.4586.869.142.4671.006表2.24風荷載作用下D軸框架柱剪力和梁柱端彎矩的計算層號Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KN45.064924054700.1110.5620.331.500.191.5035.320.5910.901.240.531.4325.320.5911.590.830.941.3619.543428049000.1431.3643.5391.654.832.59表2.25各層梁端彎矩、剪力計算層次梁4層AB1.480.522-0.278BC1.2401.247-0.829CD0.5071.50-0.2683準層AB1.440.522-0.273BC1.2341.240-0.825CD0.5051.43-0.2582層AB1.390.564-0.271BC1.3331.339-0.891CD0.5451.36-0.0931層AB3.611.041-0.646BC2.4772.467-1.648CD1.0062.59-0.479表2.26軸力計算層次梁4層AB1.480.522-0.278-0.2780.551-0.5610.268BC1.2401.247-0.829CD0.5071.50-0.2683層AB1.440.522-0.273-0.5511.103-1.1280.526BC1.2341.240-0.825CD0.5051.43-0.2582層AB1.390.564-0.271-0.8221.723-1.9260.619BC1.3331.339-0.891CD0.5451.36-0.0931層AB3.611.041-0.646-1.4682.725-3.0951.098BC2.4772.467-1.648CD1.0062.59-0.479圖2.19風荷載下框架梁柱彎矩圖圖2.20風荷載下的剪力圖圖2.21風荷載下的軸力圖2.8內力組合2.8.1各柱邊緣處內力計算在豎向荷載作用下：，在地震、風作用下：，表2.27各柱邊緣處軸力計算表各柱邊緣處軸力計算柱寬0.45米層次截面恒載內力活載內力地震內力風載內力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處均布恒載均布活載MVMVMVMVMVMVMVMV4A61.0065.6231.4757.3918.5919.919.6317.426.891.476.231.471.480.2781.350.27818.285.53Bl61.7366.631.7658.3718.5920.289.4617.793.661.473.001.470.5220.2780.400.27818.285.53Br24.0519.9515.0713.977.845.265.473.575.773.854.043.851.240.8290.870.82913.33.75Cl27.0262.59-1.1556.618.956.006.254.315.793.854.063.851.2470.8290.870.82913.33.75Cr71.7369.3940.5061.0825.5921.1916.0518.683.551.412.921.410.5070.2680.390.26818.475.57D64.5269.1333.4160.8223.3426.6311.3624.126.971.416.341.411.500.2681.380.26818.475.573A59.4758.6833.0651.3529.2024.8418.0221.731.241.290.661.291.440.2731.320.27316.36.92Bl59.4758.6833.0651.3529.7024.9818.4621.878.061.297.481.290.5220.2730.400.27316.36.92Br16.5114.589.9510.218.915.576.403.4616.6011.0911.6111.091.2340.8250.860.8259.724.69Cl7.3262.54-20.8258.174.518.510.686.4016.6611.0911.6711.091.240.8250.870.8259.724.69Cr60.3865.6230.8558.2529.8426.6317.8623.506.761.066.281.060.5050.2580.390.25816.376.96D68.0660.1940.9752.8233.4825.5721.9722.441.191.060.711.061.430.2581.310.25816.376.962A58.1658.3831.8951.0529.0224.7717.8721.661.511.660.761.661.390.2711.270.27116.306.92Bl60.0158.9833.4751.653025.0518.7321.9410.411.669.661.660.5640.2710.440.27116.306.92Br15.1914.588.6310.218.155.845.523.7310.417.447.067.441.3330.8910.930.8919.724.69Cl7.7662.54-20.3858.174.548.240.836.1311.927.448.577.441.3390.8910.940.8919.724.69Cr59.3065.6229.7758.2529.7726.5717.8123.444.860.844.480.840.5450.0930.500.09316.376.96D66.6160.2439.5052.8733.2625.6321.7322.501.430.841.050.841.360.0931.320.09316.376.961A46.3255.9121.1648.5823.1023.7212.4320.614.01.583.291.583.610.6463.320.64616.306.92Bl63.2761.4535.6254.1231.6626.1019.9222.997.391.586.681.581.0410.6460.750.64616.306.92Br25.414.5818.8410.219.066.995.914.8817.5111.0912.5211.092.4771.6481.741.6489.724.69Cl31.0465.621.5161.259.227.096.034.9818.3711.0913.3811.092.4671.6481.731.6489.724.69Cr55.4665.6225.9358.2527.926.6515.9123.527.871.417.241.411.0060.4790.790.47916.376.96D64.1160.0337.1052.6632.0125.5520.5122.422.731.412.101.412.590.4792.370.47916.376.96表2.28AB梁內力組合層次截面位置內力恒載活載左風右風左震右震活載起控制作用考慮地震荷載作用左震右震

左風右風4層左M-31.47-10.591.35-1.356.23-6.23-51.46-53.72-27.01-39.160.75V57.3919.16-0.280.28-1.471.4795.4695.9366.6969.930.85中M44.2613.220.48-0.481.62-1.6234.2035.0132.3135.460.75V0.000.000.000.000.000.000.000.000.000.000.85右M-31.76-10.410.40-0.403.00-3.0023.87-23.20-26.8220.970.75V-58.3719.57-0.280.28-1.471.47-42.88-42.41-47.93-51.180.853層左M-33.06-19.821.32-1.320.66-0.66-66.31-68.53-38.03-39.320.75V51.3523.90-0.270.27-1.291.2994.8595.3163.1465.990.85中M35.6616.930.46-0.463.41-3.4118.7019.4821.1527.800.75V0.000.000.000.000.000.000.000.000.000.000.85右M-33.06-20.310.40-0.407.48-7.48-11.57-10.90-27.9113.320.75V-51.3524.06-0.270.27-1.291.29-28.16-27.71-41.53-38.680.852層左M-31.89-19.661.27-1.270.76-0.76-64.73-66.86-36.81-38.290.75V51.0523.83-0.270.27-1.661.6694.4094.8562.3966.060.85中M36.5616.860.41-0.414.45-4.4519.9220.6120.9829.660.75V0.000.000.000.000.000.000.000.000.000.000.85右M-33.47-20.600.44-0.449.66-9.66-11.69-10.95-30.2711.430.75V-51.6524.13-0.270.27-1.661.66-28.42-27.97-42.21-38.540.851層左M-21.16-13.673.32-3.323.29-3.29-41.74-47.32-21.99-28.400.75V48.5822.67-0.650.65-1.581.5889.4990.5859.3762.860.85中M41.0419.212.57-2.571.70-1.70-20.2024.51-26.63-29.950.75V0.000.000.000.000.000.000.000.000.000.000.85右M-35.62-21.910.75-0.756.68-6.6812.7011.44-28.7115.690.75V-54.1225.29-0.650.65-1.581.58-30.08-28.99-44.05-40.560.85注;為考慮活載不利布置，表中梁跨中彎矩為調幅后跨中彎矩乘以增大系數1.1之后所得表2.29BC梁內力組合層次截面位置內力恒載活載左風右風左震右震活載起控制作用考慮地震荷載作用左震右震

左風右風4層左M-15.07-6.020.87-0.874.04-4.04-25.78-27.24-12.33-20.210.75V13.973.93-0.830.83-3.853.8521.5622.9612.0020.510.85中M15.084.600.000.000.000.0011.6611.6611.5011.500.75V0.000.000.000.000.000.000.000.000.000.000.85右M-1.15-6.880.87-0.874.06-4.06-7.51-8.98-1.90-6.020.75V-56.614.74-0.830.83-3.853.85-61.99-60.60-59.58-51.070.853層左M-9.95-7.040.86-0.8611.61-11.61-21.07-22.52-0.80-23.440.75V10.213.81-0.830.83-11.0911.0916.8918.280.1024.610.85中M3.081.570.000.000.000.001.501.502.072.070.75V0.000.000.000.000.000.000.000.000.000.000.85右M-20.82-0.750.87-0.8711.67-11.67-24.66-23.20-29.787.020.75V-58.177.04-0.830.83-11.0911.09-60.65-59.25-68.00-43.490.852層左M-8.63-6.070.93-0.937.06-7.06-18.07-19.64-3.62-17.380.75V10.214.10-0.900.90-7.447.4417.2418.754.2820.730.85中M2.571.180.000.000.000.001.431.431.781.780.75V0.000.000.000.000.000.000.000.000.000.000.85右M-20.38-0.910.94-0.948.578.57-23.97-22.39-26.299.580.75V-58.176.74-0.900.90-7.447.44-61.12-59.61-47.670.851層左M-18.84-6.501.74-1.7412.52-12.52-30.25-33.17-64.12-32.090.75V10.215.37-1.651.65-11.0911.0918.3821.160.9025.410.85中M9.264.250.000.000.000.005.165.166.426.420.75V0.000.000.000.000.000.000.000.000.000.000.85右M-1.51-6.631.73-1.7313.38-13.38-6.02-8.92-11.42-14.670.75V-61.255.48-1.651.65-11.0911.09-67.21-64.44-71.93-47.430.85注;為考慮活載不利布置，表中梁跨中彎矩為調幅后跨中彎矩乘以增大系數1.1之后所得表2.30CD梁內力組合層次截面位置內力恒載活載左風右風左震右震活載起控制作用考慮地震荷載作用左震右震

左風右風4層左M-40.15-17.660.39-0.392.92-2.92-72.58-73.23-41.24-46.930.75V61.0820.55-0.270.27-1.411.41101.84102.2971.2274.340.85中M33.4116.170.50-0.501.71-1.7117.0317.8721.1324.460.75V60.820.000.000.000.000.0072.9872.9862.0462.040.85右M-49.72-12.501.38-1.386.34-6.34-76.00-78.32-44.19-56.550.75V0.0026.53-0.270.27-1.411.4136.9237.3711.9715.090.853層左M-30.85-19.650.39-0.396.28-6.28-64.20-64.86-30.48-42.730.75V58.2525.85-0.260.26-1.061.06105.87106.3171.4373.770.85中M52.8319.010.46-0.462.79-2.7989.6290.4053.3858.820.75V0.000.000.000.000.000.000.000.000.000.000.85右M-40.97-24.171.31-1.310.71-0.71-16.43-14.23-26.6925.300.75V-52.8224.68-0.260.26-1.061.06-29.05-28.61-42.46-40.120.852層左M-29.77-19.590.50-0.504.48-4.48-62.73-63.57-31.24-39.980.75V58.2525.78-0.090.09-0.840.84105.91106.0771.6373.490.85中M40.5519.160.41-0.411.72-1.7221.4922.1826.2029.550.75V0.000.000.000.000.000.000.000.000.000.000.85右M-39.50-23.901.32-1.321.05-1.0515.05-12.83-25.8223.770.75V-52.8724.75-0.090.09-0.840.84-28.87-28.72-42.23-40.380.851層左M-25.93-17.500.79-0.797.24-7.24-54.95-56.28-24.15-38.270.75V58.2