萬象匯購物中心三層框架建筑結構設計摘要本次畢業設計的題目為“貴陽市萬象匯購物中心”，一個三層框架結構的建筑物，采用柱下獨立基礎，首層、標準層和頂層都為4.5米，建筑總高度為13.5米，占地面積為1740平米，總面積為5220平米。主要內容分為三個部分：第一部分為根據任務指導書設計建筑平面圖；第二部分是對一榀框架的選取、計算和驗算；第三部分為結構圖的設計繪制。建筑采用的是混凝土框架結構。項目工程是復雜的工程體系，在控制成本的前提下，還要設計出合理、安全的結構以及計算。計算步驟依次為尺寸確定、一榀框架的內力計算，既是恒荷載與活荷載計算，彎矩圖、剪力圖和軸力圖，然后是風荷載與地震荷載作用下內力計算，再由內力組合的數值進行配筋、基礎設計及驗算。這次畢業設計是我們大學中最復雜，也是最重要的必修課程，所以要嚴格按照要求對待，其中包括混凝土、抗震、基礎工程等專業課程，本次畢設就是將這些課程串聯起來，其中包括了上述各個課程的課設內容，也會讓我們溫習之前的知識并且進行加固，也為以后的工作打好基礎。關鍵詞：獨立基礎，框架結構，內力計算目錄TOC\o"1-2"\h\u2380前言 1214711建筑設計 2228471.1課題背景 2285461.2材料選用 2308481.3自然條件 2320991.4建筑功能 2178162結構設計 312912.1計算準備 3267332.2結構布置 4233652.3梁柱相對線剛度的計算 5259032.4荷載計算 5132612.5豎向受荷總圖 719972.6豎向荷載下的內力計算 11321102.7水平荷載作用下的內力計算 23297222.8內力組合 36174332.9截面設計與配筋計算 49184362.10基礎配筋計算 568357結論 6029274參考文獻 62前言畢業設計是大學本科培養目標實現的重要階段，也是大學課程的綜合學習階段，是對我們這大學四年課程的全面總結。本畢業設計的課題為“貴陽市萬象匯購物中心”。在畢業設計前期，我還溫習了前面學習的《混凝土結構設計》、《工程抗震》、《地基基礎》等課本知識，也查閱了《抗震規范》、《荷載規范》等規范。在設計中期，我們通過之前所學的基本理論與專業知識進行對結構的設計與計算。在畢業設計后期，主要是對計算書手稿的電子排版與講師審批指導，最后才完成了本次設計的全部內容。由于商場框架結構設計的設計與計算工作量很大，在計算過程中主要還是以手算為主，并且輔以一些計算器進行計算。但自己的個人水平有限，避免不了有一些疏漏之處，敬請老師的批評與指點。1建筑設計1.1課題背景1.1.1工程名稱貴陽市萬象匯購物中心1.1.2工程位置貴州省貴陽市1.1.3建筑性質商場1.1.4設計概況本商場造型為矩型結構，占地面積為1740平米，總建筑面積為5220平米，設計使用年限為50年。每層設有1個自動扶梯、3個電梯、一個貨梯和兩個電梯，防護等級為二級，門與玻璃都具有防火性。1.1.5交通運輸條件本商場靠北側為城市主干道，運輸工具主要為汽車。1.2材料選用（1）梁、柱、樓板的鋼筋等級為HRB400，混凝土強度等級為C35。（2）墻體均為200mm厚的加氣混凝土砌塊，并輔以玻璃幕墻。1.3自然條件（1）室外平均氣溫：冬季10℃，夏季24℃。（2）主導風向：夏季西南風，冬季東北風。1.4建筑功能本商場東南西北各有玻璃大門，結構共三層，商場每層都具有經營區、庫房區、輔助區等，走廊寬敞，提供更多空間以便大量顧客走動。樓梯與電梯分別在商場的東北角和西南角，自動扶梯在商場中央，并且營業區也都是采用矩形門洞設計，使顧客更方便的購物。2結構設計2.1計算準備2.2.1基本數據上人屋面，由《建筑結構荷載規范》（GB500009-2015）取2.0kN/㎡。抗震設防烈度為6度，設計基本地震加速度0.05g，設計地震分組第一組，場地類別Ⅱ類。（3）基本風壓。（4）基本雪壓。2.2結構布置2.2.1梁、柱、板截面尺寸確定（1）梁截面尺寸①橫向主梁l=6m,h=（1/8-1/12)l=750-500mm,取h=600mmb=(1/2-1/3)h=300-200mm,取b=300mm②橫向次梁l=6m,h=（1/18-1/12)l=334-500mm,取h=450mmb=(1/2-1/3)h=150-225mm,取b=200mm③縱向主梁l=9m,h=（1/8-1/12)l=1125-750mm,取h=950mmb=(1/2-1/3)h=475-317mm,取b=400mm（2）柱截面尺寸抗震等級為四級，查表得軸壓比限值為0.9，混凝土強度等級C35,=16.7N/。N=1.3×15××3=2984kN/mA≧=2984×1000/0.9/16.7=198537b=h===446mm,取b=h=600mm即柱截面尺寸為600mm×600mm（3）板截面尺寸6/4.5＜2，按雙向板計算4500/40=112mm,板厚取120mm2.2.2確定計算簡圖一榀框架選取的是5號軸線圖2.1框架計算簡圖（mm）2.3梁柱相對線剛度的計算2.3.1梁柱截面特征中框架梁I=2.0I0，梁柱采用的混凝土等級為C35，EC=3.15×，i=左跨梁AB=KN·m中跨梁BC、CD、DE=KN·m右跨梁EF=KN·m底層柱=KN·m標準層柱=KN·m2.3.2相對線剛度令i標準層柱1.0，經計算則其余各柱的相對線剛度為梁i=0.75柱i=0.875圖2.2梁柱相對線剛度2.4荷載計算2.4.1恒載標準值(1)上人屋面恒載：40mm厚C30細石混凝土：20kN/m3×0.04m=0.8kN/㎡25mm厚擠塑保溫板：0.17kN/m3×0.025m=0.004kN/㎡SBS防水卷材一道：0.35kN/㎡20mm厚1：25水泥砂漿分層找平：20kN/m3×0.02m=0.4kN/㎡60mm厚膨脹珍珠巖芯板：17kN/m3×0.06m=1.02kN/㎡20mm厚1：3水泥砂漿找平：20kN/m3×0.02m=0.4kN/㎡結構層：現澆鋼筋混凝土板120mm25kN/m3×0.12m=3.00kN/㎡板底粉刷：17kN/m3×0.02m=0.34KN/㎡總計:6.31kN/㎡(2)標準層樓面10mm厚1：3水泥砂漿找平：20kN/m3×0.01m=0.2kN/㎡100mm單層架空地板面層：7.8kN/m3×0.1m=0.78kN/㎡結合層：現澆鋼筋混凝土板120mm25kN/m3×0.12m=0.3kN/㎡抹灰層：10mm厚的混合砂漿17kN/m3×0.01m=0.17kN/㎡總計:4.17kN/㎡(3)主梁、次梁自重①橫向主梁截面尺寸：b×h=300mm×600mm梁自重：25KN/㎡×0.3m×(0.6m-0.12m)=3.6kN/m10mm厚混合砂漿抹灰：17kN/m3×0.01m×[0.48×2＋0.3m]=0.21kN/m總計：3.81kN/m②縱向主梁截面尺寸：b×h=400mm×950mm梁自重：25KN/㎡×0.4m×(0.95m-0.12m)=8.3kN/m10mm厚混合砂漿抹灰：17kN/m3×0.01m×[0.83×2＋0.4m]=0.35kN/m總計：8.65kN/m③次梁截面尺寸：b×h=200mm×450mm梁自重：25KN/㎡×0.2m×(0.45m-0.12m)=1.65kN/m10mm厚混合砂漿抹灰：17kN/m3×0.01m×[0.33×2＋0.2m]=0.15kN/m總計：1.8kN/m(4)基礎梁截面尺寸：b×h=250mm×400mm梁自重：25KN/㎡×0.25m×0.4m=2.5KN/m總計：2.5kN/m(5)柱截面尺寸：b×h=600mm×600mm柱自重：25KN/m3×0.6m×0.6m=9kN/m10mm厚混合砂漿抹灰：17kN/m3×0.01m×0.6m×4=0.41kN/m總計:9.41kN/m(6)墻A.外縱墻自重①標準層縱墻：5.5kN/m3×m×0.2m=3.91kN/m10mm厚混合砂漿抹灰：17kN/m3×m×0.01m×2=1.21kN/m總計:5.21kN/m②底層縱墻:（4.5-0.95）m×0.2m×5.5kN/m3=3.91kN/m10mm厚混合砂漿抹灰：17kN/m3×m×0.01m×2=1.21kN/m總計:5.21kN/mB.橫墻自重①標準層橫墻:（4.5-0.6）m×0.2m×5.5kN/m3=4.29kN/m10mm厚混合砂漿抹灰：17kN/m3×m×0.01m×2=1.33kN/m總計:5.62kN/m②底層橫墻:（4.5-0.6）m×0.2m×5.5kN/m3=4.29kN/m10mm厚混合砂漿抹灰：17kN/m3×m×0.01m×2=1.33kN/m總計:5.62kN/m(7)女兒墻（做法：墻高1100mm，混凝土壓頂100mm）女兒墻：5.5kN/m3×0.2m×1.1m=1.21kN/m混凝土壓頂：25KN/m3×0.2m×0.1m=0.5kN/m10mm厚混合砂漿抹灰：17kN/m3×0.01m×1.1m×2=0.41kN/m總計：2.12kN/m2.4.2活荷載標準值計算（1）商場樓面:3.5kN/㎡上人屋面：2.0kN/㎡（2）雪荷載：0.2kN/㎡2.5豎向受荷總圖2.5.1荷載傳遞圖2.3板傳荷載圖（mm）等效轉換公式：三角形：梯形：（1）A-B軸間框架梁（B-C、C-D、D-E、E-F軸間的梁與其相同）①頂層板傳荷載=1500/6000=0.25=2250/6000=0.375恒載：6.31kN/㎡×1.5m×+6.31kN/㎡×2.25m×=19.38KN/m活載：2kN/㎡×1.5m×+2kN/㎡×2.25m×=6.14KN/m②樓面板傳荷載：恒載：4.17kN/㎡×1.5m×+4.17kN/㎡×2.25m×=12.81KN/m活載：3.5kN/㎡×1.5m×+3.5kN/㎡×2.25m×=10.75KN/m③梁自重：3.81KN/m所以頂層梁所受恒荷載=梁自重+板傳荷載=3.81KN/m+19.38KN/m=23.19KN/m活載=6.14KN/m標準層樓面梁所受恒荷載=梁自重+內橫墻自重+板傳荷=3.81KN/m+5.62KN/m+12.81KN/m=22.24KN/m活載=10.75KN/m（3）A（F）軸柱所受集中荷載女兒墻自重：（墻高1100mm，混凝土壓頂100mm）5.5kN/m3×0.2m×1.1m+25kN/m3×0.2m×0.1m+17kN/m3×0.01m×1.2m×2=2.12KN/m頂層柱恒載=2.12KN/m×7.5m+8.65KN/m×（7.5m-0.6m）+6.31kN/㎡×5/8×1.5m×3m+6.31kN/㎡×5/8×2.25m×4.5m+19.38KN/m×6m/4+1.8KN/m×6m×2/4=167.73KN頂層柱活載=2.0kN/㎡×5/8×1.5m×3m+2.0kN/㎡×5/8×2.25m×4.5m+6.14KN/m×6m/4=27.49KN標準層柱恒載=5.12KN/m×（7.5-0.6）m+8.65KN/m×（7.5m-0.6m）+4.17kN/㎡×5/8×1.5m×3m+4.17kN/㎡×5/8×2.25m×4.5m+12.81KN/m×6m/4+1.8KN/m×6m×2/4+5.62KN/m×6×2/4=174.61KN標準層柱活載=3.5kN/㎡×5/8×1.5m×3m+3.5kN/㎡×5/8×2.25m×4.5m+10.75KN/m×6m/4=48.12KN（4）B（C、D、E）軸柱所受集中荷載頂層柱恒載=8.65KN/m×（7.5m-0.6m）+6.31kN/㎡×5/8×1.5m×3m+6.31kN/㎡×5/8×2.25m×4.5m+19.38KN/m×6m/4+1.8KN/m×6m×2/4+6.31KN/m×6/2m××7.5m=240.57KN頂層柱活載=2.0kN/㎡×5/8×1.5m×3m+2.0kN/㎡×5/8×2.25m×4.5m+6.14KN/m×6m/4+2.0KN/m×6/2m××7.5m=45.62KN標準層柱恒載=8.65KN/m×（7.5m-0.6m）+5.12KN/m×（7.5-0.6）m+4.17kN/㎡×5/8×1.5m×3m+4.17kN/㎡×5/8×2.25m×4.5m+12.8KN/m×6m/4+1.8KN/m×6m×2/4+5.62KN/m×6m×2/4+4.17KN/m×6/2m××7.5m=209.79KN標準層柱活載=3.5kN/㎡×5/8×1.5m×3m+3.5kN/㎡×5/8×2.25m×4.5m+10.75KN/m×6m/4+3.5KN/m×6/2m××7.5m=97.33KN2.5.2豎向受荷總圖圖2.4豎向受荷總圖（線荷載：KN/m，集中力：KN）2.6豎向荷載下的內力計算2.6.1恒載(1)彎矩：梁端：M=q/12跨中：M=q/8表2.1恒載彎矩計算（二次分配法,KN·M)（半對稱）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0.570.430.30.40.30.30.40.30.3偏心距偏心距偏心距0.00-69.5769.570.00-69.5769.570-69.5769.5739.6529.920.000.000.000.000.000.000.0012.010.0014.960.000.000.000.000.000.00-6.85-5.16-4.49-5.98-4.490.000.000.000.0044.82-44.8280.04-5.98-74.0669.570.00-69.5769.570.360.360.280.210.290.290.210.210.290.290.210.210.290.00-66.7266.720.00-66.7266.720.00-66.7266.7224.0224.0218.680.000.000.000.000.000.000.000.000.000.0019.8312.680.009.340.000.000.000.000.000.000.000.000.00-11.70-11.70-9.10-1.96-2.71-2.71-1.960.000.000.000.000.000.0032.1524.99-57.1474.10-2.71-2.71-68.6866.720.000.00-66.7266.720.000.380.330.290.220.30.260.220.220.30.260.220.220.30.00-66.7266.720.00-66.7266.720.00-66.7266.7225.3522.0219.350.000.000.000.000.000.000.000.000.000.0012.010.009.670.000.000.000.000.000.000.00-4.56-3.96-3.48-2.13-2.90-2.52-2.130.000.000.000.000.000.0032.8018.05-50.8574.27-2.90-2.52-68.8566.720.000.00-66.7266.720.009.03-1.260.000.00(2)參照公式：-梁上對應的均布荷載所引起的剪力，。-梁端對應的彎矩所引起的剪力，。表2.2恒荷載和彎矩引起的剪力（KN)恒載荷載引起的剪力層次AB跨BC跨CD跨DE跨EF跨369.5769.5769.5769.5769.57266.7266.7266.7266.7266.72166.7266.7266.7266.7266.72恒載彎矩引起的剪力層次AB跨BC跨CD跨DE跨EF跨3-5.875.870.75-0.750.000.00-0.750.755.87-5.872-2.832.830.33-0.330.000.00-0.330.332.83-2.831-3.903.900.36-0.360.000.00-0.360.363.90-3.90表2.3恒載作用下的總剪力(KN)恒載總的剪力層次363.775.4470.3268.8269.5769.5768.8270.3275.4463.7263.8969.5567.0566.3966.7266.7266.3967.0569.5563.89162.8270.6267.0866.3666.7266.7266.3667.0870.6262.82(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E軸F軸3231.43273.78386.33428.68378.96421.31378.96421.31386.33428.68231.43273.782512.28554.63775.07817.42764.21806.56764.21806.56775.07817.42512.28554.631792.06843.341164.911216.191149.431200.711149.431200.711164.911216.19792.06843.34圖2.5恒荷載未調幅彎矩圖（KN·m）圖2.6恒荷載0.85調幅后彎矩圖（KN·m）圖2.7恒荷載作用下剪力圖（KN）圖2.8恒荷載作用下軸力圖（KN)2.6.2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）（半對稱）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0.570.430.30.40.30.30.40.30.3偏心距偏心距偏心距0.00-18.4218.420.00-18.4218.420-18.4218.4210.507.920.000.000.000.000.000.000.005.810.003.960.000.000.000.000.000.00-3.31-2.50-1.19-1.58-1.190.000.000.000.0013.00-13.0021.19-1.58-19.6118.420.00-18.4218.420.360.360.280.210.290.290.210.210.290.290.210.210.290.00-32.2532.250.00-32.2532.250.00-32.2532.2511.6111.619.030.000.000.000.000.000.000.000.000.000.005.256.130.004.520.000.000.000.000.000.000.000.000.00-4.10-4.10-3.19-0.95-1.31-1.31-0.950.000.000.000.000.000.0012.7613.64-26.4135.82-1.31-1.31-33.2032.250.000.00-32.2532.250.000.380.330.290.220.30.260.220.220.30.260.220.220.30.00-32.2532.250.00-32.2532.250.00-32.2532.2512.2610.649.350.000.000.000.000.000.000.000.000.000.005.810.004.680.000.000.000.000.000.000.00-2.21-1.92-1.68-1.03-1.40-1.22-1.030.000.000.000.000.000.0015.858.73-24.5835.90-1.40-1.22-33.2832.250.000.00-32.2532.250.004.36-0.610.000.00（2）梁端剪力-梁上均布荷載所引起的剪力，。-梁端彎矩所引起的剪力，。表2.6活荷載和彎矩引起的剪力（KN)恒載荷載引起的剪力層次AB跨BC跨CD跨DE跨EF跨318.4218.4218.4218.4218.42232.2532.2532.2532.2532.25132.2532.2532.2532.2532.25恒載彎矩引起的剪力層次AB跨BC跨CD跨DE跨EF跨3-1.371.370.20-0.2000-0.200.201.37-1.372-1.571.570.16-0.1600-0.160.161.57-1.571-1.891.890.17-0.1700-0.170.171.89-1.89表2.7活載作用下的總剪力(KN)恒載總的剪力層次317.0519.7918.6218.2218.4218.4218.2218.6219.7917.05230.6833.8232.4132.0932.2532.2532.0932.4133.8230.68130.3634.1432.4232.0832.2532.2532.0832.4234.1430.36(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E軸F軸344.5486.8994.03136.3892.26134.6192.26134.6194.03136.3844.5486.892165.69208.04299.94342.29296.28338.63296.28338.63299.94342.29165.69208.041286.52337.80506.18557.46500.29551.57500.29551.57506.18557.46286.52337.80圖2.9活荷載作用下未調幅彎矩圖（KN·m）圖2.10活荷載0.85調幅后彎矩圖（KN·m）圖2.11活荷載作用下剪力圖（KN）圖2.12活荷載作用下軸力圖（KN）2.7水平荷載作用下的內力計算2.7.1水平地震作用（1）重力荷載代表值①女兒墻：2×7.5m×2.12kN/m=31.8kN屋面：6.31kN/m×7.5m×30m=1419.75kN上半層墻自重：1/2×(6m×5.62kN/m×3+7.5m×5.12kN/m×2)=88.98kN橫向主梁自重：30m×3.81kN/m=114.3kN縱向主梁+次梁自重：：6×7.5m×8.65kN/m+1.8kN/m×6m×10=497.25kN半層柱自重：6×4.5/2m×9.41kN/m=127.04kN雪荷載：0.2kN/m2×30m×7.5m=45kN=恒載+0.5雪荷載+梁自重+半層墻自重+半層柱自重=31.8＋1419.75+88.98＋114.3＋497.25＋127.04＋0.5×45＝2301.62kN②第二層重力荷載：樓面：30m×7.5m×4.17kN/m=938.25kN上下半墻自重：88.98kN×2=177.96kN：114.3KN縱向主梁+次梁自重：497.25kN上下柱自重：127.04KN×2=254.08kN：3.5kN/m2×30m×7.5m=787.5kN=恒載+0.5樓面活荷載+梁自重+墻自重+柱自重=938.25＋177.96＋114.3＋497.25＋254.08＋0.5×787.5KN＝2315.32kN③第一層上半部+第二層下半部：樓面：938.25kN上下半墻自重：177.96kN橫向主梁自重：114.3KN縱向主梁+次梁自重：497.25kN上下柱自重：127.04kN+9.41kN/m×6×5.45m/2=280.90kN活載：787.5kN=恒載+梁自重=938.25＋177.96＋144.3＋497.25＋280.90＋0.5×787.5＝2242.14kN：G＝∑G＝6859.08kNG1=2242.14KNG2=2315.32KNG3=2301.62KNG1=2242.14KNG2=2315.32KNG3=2301.62KN圖2.13重力荷載代表值（2）橫向框架側移剛度計算梁的線剛度與柱剛度計算柱的側移剛度按式計算表2.9橫向2—3層D值的計算構件名稱（KN/M)A-F軸柱0.750.2711520表2.10橫向底層D值的計算構件名稱（KN/M)A-F軸柱0.850.4711962（3）橫向框架自振周期表2.11橫向框架自振周期計算=32301.622301.62691200.0330.20022315.324616.94691200.0670.16712242.146859.08717720.1000.100（4）橫向地震作用計算及樓層地震剪力計算（取=0.7）T1=地震作用按6度設計，基本地基加速度0.05g，類場地，設計地震分組為第一組由于T1=0.53s≥1.4=0.49s，故應考慮頂點附加地震作用因為所以故結構總水平地震作用＝0.03×0.85×6859.08＝174.91kN頂部附加地震作用=0.112×174.91=19.59kN表2.12各樓層地震剪力層次（m）(m)34.514.452301.6233258.410.48594.9294.9224.59.952315.3223037.430.33652.19147.1115.455.452242.1412219.660.17827.65174.91圖2.14水平地震作用與層間剪力分布（5）水平地震作用下的位移驗算和分別用公式，=表2.13變形驗算層數層間剪力（N）層間剛度(N/mm)層高（m）394920691201.374.51/32852147110691202.134.51/21131174910717722.445.451/2234由此可見，1/2113＜1/550滿足要求。（6）水平地震作用下的內力計算①柱子的反彎點高度的計算Y為D值法的反彎點高度比；為標準反彎點高度比；為上下梁線剛度比的影響修正值，為上層層高變化影響的修正值；為下層層高h1變化影響的修正值。反彎點的高度按下列公式計算：y=+++表2.14A—F軸框架柱反彎點計算層數h/my/m34.50.270.200000.200.924.50.270.470000.472.1215.450.470.720000.723.92②柱子端部的彎矩以及剪力按下列公式計算：下柱，上柱：各柱子的端部彎矩及剪力計算如下表所示。表2.15各層柱端彎矩及剪力計算（A,F柱）層次h/m1-ymym總彎矩34.594.92691201152015.820.80.245.2211.3045.2224.5147.11691201152024.520.530.4750.6844.9461.9815.45174.91717721196229.150.280.7239.50101.5084.44表2.16各層柱端彎矩及剪力計算（B-E柱）層次h/m1-ymym左彎矩右彎矩34.594.92691201152015.820.80.245.2211.309.136.1224.5147.11691201152024.520.530.4750.6844.9429.1332.8515.45174.91717721196229.150.280.7239.50101.5060.7823.66③梁端剪力及柱軸力計算 Vb=(/lN=表2.17水平地震作用下框架柱軸力與梁端剪力DE跨EF跨39.057.547.547.5413.56215.1910.3310.3310.3315.81124.2014.0714.0714.0718.02軸力/（KN）A軸B軸C軸D軸E軸F軸3-9.051.511.510000-6.02-6.0213.562-24.144.866.370000-5.48-11.529.371-48.3410.1316.50000-3.95-15.4547.39注：軸力壓力為-，拉力為+圖2.15地震荷載作用下彎矩圖（KN·m）圖2.16地震荷載作用下剪力圖（KN）圖2.17地震荷載作用下軸力圖（KN）2.7.2風荷載計算（1）風荷載標準值計算由公式計算,B=7.5m查表得，=0.3，地面粗糙度為C類，H＜30m，故=1.0表2.18集中風荷載標準值層次313.50.651.31.00.34.53.357.4629.00.651.31.00.34.54.58.5614.50.651.31.00.35.454.59.45（2）風荷載的位移驗算①橫向D值的計算表2.19橫向2—3層D值的計算構件名稱（KN/M)A-F軸柱0.750.2711520表2.20橫向底層D值的計算構件名稱（KN/M)A-F軸柱0.850.4711962②風荷載作用下框架側移計算表2.21風荷載作用下框架側移計算層數/KN/KN/(KN/m)/m/h37.467.46691200.0001081/925928.5616.02691200.0002321/431019.4525.47717720.0003551/2817側移驗算：層間側移最大值1/2817＜1/550（滿足要求）（3）風荷載的內力計算①反彎點的高度按下列公式計算：y=y0+y1+y2+y3表2.22A—F軸框架柱反彎點計算層數h/my0y1y2 y3y/m34.50.270.200000.200.924.50.270.470000.472.1215.450.470.720000.723.92表2.23各層柱端彎矩及剪力計算（A,F柱）層次h/m1-ymym總彎矩34.57.4669120115201.250.80.24.51.134.524.516.0269120115202.670.530.476.375.657.515.4525.4771772119624.250.280.726.4916.6812.14表2.24各層柱端彎矩及剪力計算（B-E柱）層次h/m1-ymym左彎矩右彎矩34.57.4669120115201.250.80.24.51.130.93.624.516.0269120115202.670.530.476.375.653.533.9715.4525.4771772119624.250.280.726.4916.688.743.4②梁端剪力及柱軸力計算Vb=(/lN=表2.25風荷載作用下框架柱軸力與梁端剪力DE跨EF跨30.90.750.750.751.3521.831.251.251.251.9113.482.022.022.022.59層次軸力/（KN）A軸B軸C軸D軸E軸F軸3-0.90.150.150000-0.6-0.61.352-2.730.580.730000-0.66-1.263.261-6.211.462.190000-0.57-1.835.85注：軸力壓力為-，拉力為+圖2.18風荷載作用下彎矩圖（KN·m）圖2.19風荷載作用下剪力圖（KN）圖2.20風荷載作用下軸力圖（KN）2.8內力組合2.8.1各柱邊緣處內力計算表2.26各柱邊緣處內力計算表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MVMVMVMVMVMVMVMV均布恒載均布活載柱寬3A38.163.7-0.1249.7911.0517.050.8213.3745.229.0539.799.054.50.93.960.923.196.140.6Bl68.0375.4422.7761.5318.0119.756.1616.079.19.053.679.050.90.90.360.923.196.140.6Br62.9570.3220.7656.4116.6718.625.5014.9436.127.5431.607.543.60.753.150.7523.196.140.6Cl59.1368.8217.8454.9115.6618.224.7314.549.17.544.587.540.90.750.450.7523.196.140.6Cr59.1369.5717.3955.6615.6618.424.6114.7436.127.5431.607.543.60.753.150.7523.196.140.659.1369.5717.3955.6615.6618.424.6114.749.17.544.587.540.90.750.450.7523.196.140.6Dr59.1368.8217.8454.9115.6618.224.7314.5436.127.5431.607.543.60.753.150.7523.196.140.662.9570.3220.7656.4116.6718.625.5014.949.17.544.587.540.90.750.450.7523.196.140.6Er68.0375.4422.7761.5318.0119.796.1416.1136.1213.5627.9813.563.61.352.791.3523.196.140.6F38.163.7-0.1249.7911.0517.050.8213.3745.2213.5637.0813.564.51.353.691.3523.196.140.62A48.5763.8910.2450.5522.4530.684.0424.2361.9815.1952.8715.197.51.836.401.8322.2410.750.6Bl62.9969.5521.2656.2130.4433.8210.1527.3729.1315.1920.0215.193.531.832.431.8322.2410.750.6Br53.3867.0513.1553.7128.2232.418.7725.9632.8510.3326.6510.333.971.253.221.2522.2410.750.6Cl56.7166.3516.9053.0127.4132.098.1625.6429.1310.3322.9310.333.531.252.781.2522.2410.750.6Cr56.7166.7216.6853.3827.4132.258.0625.8032.8510.3326.6510.333.971.253.221.2522.2410.750.656.7166.7216.6853.3827.4132.258.0625.8029.1310.3322.9310.333.531.252.781.2522.2410.750.6Dr56.7166.3516.9053.0127.4132.098.1625.6432.8510.3326.6510.333.971.253.221.2522.2410.750.653.3867.0513.1553.7128.2232.418.7725.9629.1310.3322.9310.333.531.252.781.2522.2410.750.6Er62.9969.5521.2656.2130.4433.8210.1527.3732.8515.8123.3615.813.971.912.821.9122.2410.750.6F48.5763.8910.2450.5522.4530.684.0424.2361.9815.8152.4915.817.51.916.351.9122.2410.750.61A43.2262.825.5349.4820.8930.362.6723.9184.4424.2069.9224.212.143.4810.053.4822.2410.750.6Bl63.1370.6220.7657.2830.5234.1410.0427.6960.7824.2046.2624.28.743.486.653.4822.2410.750.6Br58.5267.0818.2753.7428.2932.428.8425.9723.6614.0715.2214.073.42.022.192.0222.2410.750.6Cl56.7166.3616.8953.0227.4132.088.1625.6360.7814.0752.3414.078.742.027.532.0222.2410.750.6Cr56.7166.7216.6853.3827.4132.258.0625.8023.6614.0715.2214.073.42.022.192.0222.2410.750.656.7166.7216.6853.3827.4132.258.0625.8060.7814.0752.3414.078.742.027.532.0222.2410.750.6Dr56.7166.3616.8953.0227.4132.088.1625.6323.6614.0715.2214.073.42.022.192.0222.2410.750.658.5267.0818.2753.7428.2932.428.8425.9760.7814.0752.3414.078.742.027.532.0222.2410.750.6Er63.1370.6220.7657.2830.5234.1410.0427.6923.6618.0212.8518.023.42.591.852.5922.2410.750.6F43.2262.825.5349.4820.8930.362.6723.9184.4418.0273.6318.0212.142.5910.592.5922.2410.750.62.8.2各梁的內力組合表2.27內力基本組合表（梁AB）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層左M0.12-0.823.96-3.9639.79-39.792.32-4.3338.53-49.060.75V49.7913.37-0.900.90-9.059.0577.7179.2247.6067.600.85中M51.3014.411.80-1.8018.06-18.0683.2580.2270.2635.050.75V-5.87-1.37-0.900.90-9.059.05-9.72-8.21-16.693.310.85右M-22.77-6.16-0.360.36-3.673.67-36.25-35.65-26.84-19.690.75V-61.53-16.07-0.900.90-9.059.05-97.09-95.58-80.96-60.960.851層左M-5.53-2.6710.05-10.0569.92-69.92-1.932-18.81661.9935-74.35050.75V49.4823.91-3.483.48-24.2024.289.926895.773235.922789.40470.85中M46.9124.951.70-1.711.83-11.8392.6589.79464.9807541.912250.75V-3.9-1.89-3.483.48-24.2024.2-10.2492-4.4028-31.682921.79910.85右M-20.76-10.04-6.656.65-46.2646.26-44.554-33.382-68.305521.90150.75V-57.28-27.69-3.483.48-24.224.2-110.4252-104.5788-99.2885-45.80650.85表2.28內力基本組合表（梁BC）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層左M-20.76-5.503.15-3.1531.60-31.60-29.97-35.269.65-51.970.75V56.4114.94-0.750.75-7.547.5487.9889.2456.8373.490.85中M43.3212.621.35-1.3513.51-13.5170.7968.5257.8431.490.75V0.750.20-0.750.75-7.547.540.551.81-7.469.200.85右M-17.87-4.73-0.450.45-4.584.58-48.44-27.69-22.68-13.750.75V-54.91-14.54-0.750.75-7.547.54-86.88-85.62-71.76-55.090.851層左M-18.27-8.842.19-2.1915.22-15.22-71.4604-70.1396-5.5815-65.26050.75V53.7425.97-2.022.02-14.0714.0799.1492102.542852.5121583.606850.85中M42.4722.79-2.672.67-18.5618.5680.627285.112830.382566.57450.75V0.240.17-2.022.02-14.0714.07-1.17082.2228-15.2158515.878850.85右M-16.89-8.16-7.537.53-52.3452.34-38.0172-25.3668-69.904532.15850.75V-53.02-22.63-2.022.02-14.0714.07-97.0028-93.6092-81.16905-50.074350.85表2.29內力基本組合表（梁CD）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層左M-17.39-4.613.15-3.1531.60-31.60-24.68-29.9713.08-48.540.75V55.6614.74-0.750.75-7.547.5486.8088.0655.9672.620.85中M45.2313.291.35-1.3513.51-13.5174.0271.7559.8633.520.75V0.000.00-1.251.25-7.547.54-1.051.05-8.338.330.85右M-17.39-4.61-0.450.45-4.584.58-47.70-26.94-22.19-13.260.75V-55.66-14.74-0.750.75-7.547.54-88.06-86.80-72.62-55.960.851層左M-16.68-8.062.19-2.1915.22-15.22-69.4604-63.1396-3.7995-63.47850.75V53.3825.80-2.022.02-14.0714.0798.4792101.872852.0582583.152950.85中M43.3723.28-2.672.67-18.5618.5682.393286.878831.41367.6050.75V00-2.022.02-14.0714.07-1.69681.6968-15.5473515.547350.85右M-16.68-8.06-7.537.53-52.3452.34-37.6252-24.9748-69.670532.39250.75V-53.38-25.8-2.022.02-14.0714.07-101.8728-98.4792-83.15295-52.058250.85表2.30內力基本組合表（梁DE）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層左M-17.84-4.733.15-3.1531.60-31.60-25.38-30.6812.63-48.990.75V54.9114.54-0.750.75-7.547.5485.6286.8855.0971.760.85中M43.3212.621.35-1.3513.51-13.5170.7968.5257.8431.490.75V-0.75-0.20-0.750.75-7.547.54-1.81-0.55-9.207.460.85右M-20.76-5.50-0.450.45-4.584.58-52.99-32.23-25.62-16.690.75V-56.41-14.94-0.750.75-7.547.54-89.24-87.98-73.49-56.830.851層左M-16.89-8.162.19-2.1915.22-15.22-69.8524-63.5316-4.0335-63.71250.75V53.0225.63-2.022.02-14.0714.0797.8092101.202851.6043582.699050.85中M42.4722.58-2.672.67-18.5618.5680.333284.818830.28866.480.75V-0.36-0.17-2.022.02-14.0714.07-2.36681.0268-16.0012515.093450.85右M-18.27-8.84-7.537.53-52.3452.34-40.6252-27.9748-71.452530.61050.75V-53.74-25.97-2.022.02-14.0714.07-102.5428-99.1492-83.60685-52.512150.85表2.31內力基本組合表（梁EF）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層左M-22.77-6.142.79-2.7927.98-27.98-33.58-38.264.02-50.540.75V61.5316.11-1.351.35-13.5613.5695.2697.5255.9985.960.85中M51.3014.41-0.450.45-4.554.5581.3682.1148.2257.090.75V5.871.37-1.351.35-13.5613.567.8310.10-8.3021.670.85右M-0.12-0.82-3.693.69-37.0837.08-4.391.81-36.6335.680.75V-49.79-13.37-1.351.35-13.5613.56-79.60-77.33-72.59-42.620.851層左M-20.76-10.041.85-1.8512.85-12.85-67.414-60.522-10.67325-65.730750.75V57.2827.69-2.592.59-18.0218.02105.3264109.677652.635492.45960.85中M46.9124.95-4.374.37-30.3930.3987.551292.892823.8162583.076750.75V3.91.89-2.592.59-18.0218.025.15049.5016-14.970224.8540.85右M-5.53-2.67-10.5910.59-73.6373.63-19.2696-1.4784-74.9677565.610750.75V-49.48-23.91-2.592.59-18.0218.02-95.0256-90.6744-82.5758-42.75160.852.8.3各柱內力組合表2.32內力基本組合表（柱A）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層上M38.1011.59-4.504.50-45.2245.2258.1765.73-5.2094.740.85N231.4344.54-0.900.90-9.059.05339.32340.83248.77268.770.85V17.995.721.25-1.2512.56-12.5630.6528.5533.086.950.8下M27.3310.85-1.131.13-11.3011.3047.0448.9420.9245.900.85N273.7886.89-0.900.90-9.059.05449.43450.94313.57333.570.85V-17.99-5.72-1.251.25-12.5612.56-30.65-28.55-33.08-6.950.82層上M21.2411.59-6.376.37-50.6850.6836.3647.06-28.4383.580.85N512.28165.69-2.732.73-24.1424.14844.41849.00580.35633.700.85V12.846.552.67-2.6721.25-21.2526.8222.3437.57-6.630.8下M27.8813.47-5.655.65-44.9444.9447.5757.06-14.3584.970.85N554.63208.04-2.732.73-24.1424.14954.52959.11645.15698.500.85V-12.84-6.55-2.672.67-21.2521.25-26.82-22.34-37.576.630.81層上M15.348.73-6.496.49-39.5039.525.178436.0816-23.548463.74660.85N792.06286.52-6.216.21-48.3448.341346.38361356.8164900.61071007.44210.85V4.972.44.25-4.2525.87-25.8712.8945.75432.828-20.98160.8下M7.684.36-16.6816.68-101.5101.51.308829.3312-102.1003122.21470.85N843.34337.8-6.216.21-48.3448.341479.71161490.1444979.06911085.90050.85V-4.97-2.4-4.254.25-25.8725.87-12.894-5.754-32.82820.98160.8表2.33內力基本組合表（柱B）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層上M-4.32-1.34-4.504.50-45.2245.22-10.84-3.28-55.0644.880.85N386.3394.03-0.150.15-1.511.51595.11595.36440.34443.680.85V-1.93-0.641.25-1.2512.56-12.56-2.16-4.2610.90-15.220.8下M-2.30-1.11-1.131.13-11.3011.30-5.26-3.36-15.409.570.85N428.68136.38-0.150.15-1.511.51705.22705.47505.14508.480.85V1.930.64-1.251.25-12.5612.562.164.26-10.9015.220.82層上M-2.30-1.11-6.376.37-50.6850.68-9.661.04-58.9153.090.85N775.07299.94-0.730.73-6.376.371349.391350.61936.50950.580.85V-1.25-0.602.67-2.6721.25-21.25-0.10-4.5820.61-23.590.8下M-2.47-1.19-5.655.65-44.9444.94-9.380.12-52.7946.530.85N817.42324.29-0.730.73-6.376.371434.301435.52992.121006.200.85V-1.25-0.60-2.672.67-21.2521.25-4.58-0.10-23.5920.610.81層上M-2.14-1.04-6.496.49-39.539.5-9.47561.4276-46.360740.93430.85N1164.91506.18-2.192.19-16.516.52104.70442108.38361428.12751464.59250.85V-0.69-0.344.25-4.2525.87-25.872.266-4.87426.0792-27.73040.8下M-1.07-0.52-16.6816.68-101.5101.5-16.023211.9992-113.5141110.80090.85N1216.19577.46-2.192.19-16.516.52266.03242269.71161516.78591553.25090.85V0.690.34-4.254.25-25.8725.87-2.2664.874-26.079227.73040.8表2.34內力基本組合表（柱C）層次截面位置內力恒載SGK活載SQK左風右風左震右震考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWK｛1.2(SGK+0.5SQK)+1.3SEhK｝｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風3層上M0.000.00-4.504.50-45.2245.22-3.783.78-49.9749.970.85N378.9692.260.000.000.000.00583.92583.92433.59433.590.85V0.000.001.25-1.2512.56-12.561.05-1.0513.06-13.060.8下M0.000.00-1.131.13-11.3011.30-0.950.95-12.4912.490.85N421.31134.610.000.000.000.00694.03694.03498.39498.390.85V0.000.00-1.251.25-12.5612.56-1.051.05-13.0613.060.82層上M0.000.00-6.376.37-45.2245.22-5.355.35-49.9749.970.85N764.21296.280.000.000.000.001331.841331.84930.60930.600.85V0.000.002.67-2.6712.56-12.562.24-2.2413.06-13.060.8下M0.000.00-5.655.65-11.311.30-4.754.75-12.4912.490.85N806.56338.630.000.000.000.001441.951441.95995.39995.390.85V0.000.00-2.672.67-12.5612.56