W市郵政總公司職工宿舍樓設(shè)計(jì)摘要本工程是西安市郵政總公司職工宿舍樓設(shè)計(jì)，包括建筑布置和結(jié)構(gòu)設(shè)計(jì)兩部分。本建筑為五層鋼筋混凝土框架結(jié)構(gòu)，總建筑面積為5159.7m2，總建筑高度為18.900m。其中完成了建筑的平面設(shè)計(jì)、立面設(shè)計(jì)和剖面設(shè)計(jì)。本宿舍樓的建筑形狀采用的是比較常規(guī)的矩形。結(jié)構(gòu)計(jì)算中考慮了豎向荷載中的恒荷載、活荷載和水平方向荷載中的地震作用，并將水平荷載分配到結(jié)構(gòu)框架上，分別用D值法和彎矩二次分配法計(jì)算活荷載和恒荷載作用下構(gòu)件的內(nèi)力，并進(jìn)行了一榀框架的內(nèi)力組合、截面設(shè)計(jì)及配筋。最后，繪出各樓層梁、板、柱、基礎(chǔ)、樓梯的結(jié)構(gòu)施工圖。關(guān)鍵詞：宿舍樓；框架結(jié)構(gòu)；建筑設(shè)計(jì)；結(jié)構(gòu)設(shè)計(jì)目錄TOC\o"1-3"\h\u17572摘要 114950Abstract 2278571.緒論 6278821.1工程概況 6284811.1.2建筑構(gòu)造做法 6179921.2建筑設(shè)計(jì) 7136271.2.1建筑平面設(shè)計(jì) 786391.2.2建筑立面設(shè)計(jì) 71223612.3建筑剖面設(shè)計(jì) 7193951.3使用荷載標(biāo)準(zhǔn)值 888861.3.1樓面活荷載 8260551.3.2自然條件 8111441.3.3抗震設(shè)防 8146851.3.4地質(zhì)勘探資料 837781.4材料 9320852.結(jié)構(gòu)方案選型與結(jié)構(gòu)布置 9253462.1框架柱 9257892.2框架梁 10129212.3計(jì)算簡(jiǎn)圖 11202053.梁柱線剛度計(jì)算 12115903.1結(jié)構(gòu)剛度計(jì)算 12268953.1.1框架梁的慣性矩及線剛度 1270133.1.2框架柱的慣性矩及線剛度 12216943.2計(jì)算柱的側(cè)移剛度 14295224.荷載計(jì)算 18252374.1荷載分類計(jì)算 18182854.2墻、梁、柱、門荷載計(jì)算 18163314.2.1梁柱線荷載計(jì)算 18312164.2.2計(jì)算框架梁柱重力荷載標(biāo)準(zhǔn)值 18230244.3重力荷載代表值計(jì)算 19261325.地震作用力的計(jì)算 23304475.1地震作用周期的計(jì)算 23141985.2多遇地震作用下位移驗(yàn)算 2591615.3水平地震作用下框架內(nèi)力計(jì)算 26326515.3.1根據(jù)柱剪力及反彎點(diǎn)高度計(jì)算柱端彎矩 26191475.3.2計(jì)算梁端彎矩及梁剪力 27193025.3根據(jù)梁端剪力計(jì)算柱軸力 28268035.4繪制內(nèi)力圖 2984226.豎向荷載作用下框架內(nèi)力計(jì)算 31163026.1豎向恒荷載作用力計(jì)算 31261456.1.1以AB梁為例計(jì)算固端彎矩 3571706.2豎向活載作用下框架內(nèi)力計(jì)算 43252696.2.1計(jì)算活荷載梁柱上作用力 43305246.2.2活荷載固端彎矩計(jì)算 45222128.荷載作用效應(yīng)組合 5142768.1一般規(guī)定及計(jì)算方法 5156298.1.1梁端負(fù)彎矩調(diào)幅 51304048.2內(nèi)力組合 5293999.截面設(shè)計(jì) 638879.1框架梁 63248609.1.1框架梁正截面設(shè)計(jì) 63326249.1.2框架梁斜截面設(shè)計(jì) 68204459.2框架柱配筋計(jì)算 71104449.2.1抗震組合下柱子正截面配筋計(jì)算 7166679.2.4斜截面配筋計(jì)算 8154010.樓面構(gòu)件及樓梯設(shè)計(jì) 851809410.1樓板配筋計(jì)算 851282310.2荷載計(jì)算 853025110.3板內(nèi)力計(jì)算 861688711.樓梯設(shè)計(jì) 872193611.1斜板計(jì)算 881423411.2平臺(tái)板計(jì)算 892951411.3計(jì)算平臺(tái)梁 9012772結(jié)論 918008參考文獻(xiàn) 92

緒論1.1工程概況工程名稱：西安市郵政總公司職工宿舍樓設(shè)計(jì)；室內(nèi)內(nèi)外高差：為450mm；建筑總高：18.9米；建筑層數(shù)：5層；1.2建筑構(gòu)造做法外墻厚300mm，內(nèi)墻厚200mm，容重7.5kN/m3。門窗采用塑鋼窗（0.40kN/m2）、木門（0.25kN/m2）表1.1樓面及屋面構(gòu)造做法名稱用料做法厚度（mm）使用部位鋪地磚樓面（厚30mm）05J1-樓1010厚地磚鋪平拍實(shí)，水泥漿擦縫10一般樓面20厚1:4干硬性水泥砂漿結(jié)合層20素水泥漿結(jié)合層一遍30厚1:4干硬性水泥砂漿結(jié)合層30素水泥漿結(jié)合層一遍鋪地磚防水樓面（厚102mm）05J1-樓2710厚地磚鋪平拍實(shí)，水泥漿擦縫10衛(wèi)生間25厚1:4干硬性水泥砂漿結(jié)合層251.5厚聚胺脂防水涂料刷基層處理劑一遍15厚水泥砂漿找平層1550厚C15細(xì)石砼找坡，最薄處不小于3050非上人屋面05J1-屋6涂料或粒料非上人屋面高聚物改性瀝青防水卷材31:3水泥砂漿找平層20聚苯保溫板1001:8水泥膨脹珍珠巖找2%坡，最薄處不小于201001:3水泥砂漿找平層201.2建筑設(shè)計(jì)1.1.2建筑平面設(shè)計(jì)建筑長(zhǎng)54.6米，建筑寬18.9米。一層建筑占地面積1031.94平米，建筑進(jìn)深設(shè)計(jì)為7.8米，建筑開間為3.9米，因?yàn)槭撬奚針侨肆髁勘容^大，所以過道設(shè)計(jì)寬度為3.3m，具體設(shè)計(jì)見下圖1-1圖1-1建筑平面設(shè)計(jì)1.1.3建筑立面設(shè)計(jì)建筑層高均為3.6米，按照宿舍樓模數(shù)設(shè)計(jì)，層高按照3.6米二層站起來也得滿足高度要求生活起居要求，建筑總高18.9米，窗子按照采光要求選擇1.8×2.4米的長(zhǎng)寬布置，具體設(shè)計(jì)見圖1-2圖1-2建筑立面1.1.4建筑剖面設(shè)計(jì)建筑剖面設(shè)計(jì)是描述內(nèi)部結(jié)構(gòu)建筑的設(shè)計(jì)，本次設(shè)計(jì)剖面圖沿樓梯部分剖開，樓梯踏面寬300mm，樓梯踢面高150mm，具體設(shè)計(jì)見圖1-3圖1-3建筑剖面1.2使用荷載標(biāo)準(zhǔn)值 1.2.1樓面活荷載屋面：非上人屋面0.5kN/m2；樓面：宿舍、賓館2.0kN/m2；走廊、門廳、樓梯、廁所2.5kN/m2。1.2.2自然條件基本風(fēng)壓w0=0.35KN/㎡；基本雪壓:0.25KN/㎡；1.2.3抗震設(shè)防抗震設(shè)防烈度為8度（0.2g）；設(shè)計(jì)地震分組為第二組，場(chǎng)地類別為Ⅱ類。1.2.4地質(zhì)勘探資料地質(zhì)條件良好，地基承載力標(biāo)準(zhǔn)值fak=150kpa。1.3材料（1）混凝土：現(xiàn)澆，強(qiáng)度等級(jí)為C30；（2）鋼筋：板內(nèi)受力主筋采用HPB300級(jí)鋼筋，直徑大于12時(shí)采用HRB400級(jí)鋼筋,板內(nèi)分布筋采用HPB300級(jí)鋼筋。梁柱內(nèi)受力主筋采用HRB400級(jí)鋼筋，箍筋采用HPB300級(jí)鋼筋。2.結(jié)構(gòu)方案選型與結(jié)構(gòu)布置本建筑高H=18.900m，采用框架結(jié)構(gòu)，現(xiàn)澆梁、板及柱，現(xiàn)澆板式樓梯；框架抗震等級(jí)為三級(jí)。柱網(wǎng)平面布置圖見下圖2-1圖2-1柱網(wǎng)平面布置圖2.1框架柱柱截面尺寸根椐柱的允許軸壓比[c]按下式計(jì)算確定。(4-1)框架抗震等級(jí)為三級(jí)時(shí)柱的軸壓比限值為[c]=0.85。為使結(jié)構(gòu)在兩個(gè)主軸方向的動(dòng)力特性相近，柱截面采用方柱，柱的軸力設(shè)計(jì)值Nc按下式估算。(4-2)最大負(fù)載的柱為4B、4C、5B、5C處，則其最大軸力估算為：邊柱：；中柱：。因此，主樓框架柱截面尺寸確定為：600×600。2.2框架梁根據(jù)《抗震規(guī)范》第631條和第636條，梁的截面寬度不宜小于200mm；截面高寬比小于4；梁凈跨與截面高度之比宜大于4。（1）A~D軸橫向框架梁：h=(1/8~1/14)l=(1/8~1/14)×7800=557~975取h=700mm，b=300mm；（2）1~8軸縱框架梁：h=(1/8~1/14)l=(1/8~1/14)×7800=975~557取h=700mm，b=300mm；（3）1~8軸BC段橫向框架梁按與AB段框架梁線剛度相等計(jì)算，即故取h=500mm，b=250mm。（4）樓面次梁h=(1/12~1/18)l=(1/12~1/18)×7800=650~433取h=600mm；b=250mm。（5）現(xiàn)澆板厚h=(1/30~1/35)l=(1/30~1/35)×3900=111.4~130取h=120mm；表2-1框架梁尺寸梁類別梁跨度（mm）下限系數(shù)值上限系數(shù)值（mm）（mm）（mm）（mm）AB跨78001/81/12650.00975.00700300BC跨33001/81/12275.00412.50500250CD跨78001/81/12650.00975.00700300縱向梁78001/81/12650.00975.00700300AB跨次梁78001/101/18433.33780.00600250CD跨次梁78001/101/18433.33780.006002502.3計(jì)算簡(jiǎn)圖基礎(chǔ)埋深按照2米計(jì)算，基礎(chǔ)高度按照0.5米計(jì)算，則一層柱子高為3.6+2-0.5=5.1米。計(jì)算計(jì)算簡(jiǎn)圖見下圖2-2圖2-2一榀框架計(jì)算簡(jiǎn)圖3.梁柱線剛度計(jì)算3.1結(jié)構(gòu)剛度計(jì)算3.1.1框架梁的慣性矩及線剛度梁的線剛度[5]按下式計(jì)算：式中：梁的線剛度；梁的計(jì)算跨度；梁的截面慣性矩。當(dāng)梁兩側(cè)均有板約束時(shí)可取，為框架梁矩形截面慣性矩。梁的線剛度計(jì)算見表3-1。中間跨梁線剛度表3.1梁的線剛度計(jì)算梁類別梁寬b（mm）梁高h(yuǎn)（mm）彈性模量Ec計(jì)算跨度l（mm）中跨邊跨AB梁30070030000780085750000006596153846249471153846BC梁25050030000330026041666674734848484835511363636CD梁300700300007800857500000065961538462494711538463.1.2框架柱的慣性矩及線剛度柱的線剛度按下式計(jì)算：式中：柱的線剛度；柱的高度；柱的截面慣性矩。一層柱慣性矩表3.2柱的線剛度計(jì)算層別柱跨b（mm）柱跨h（mm）計(jì)算高度h（mm）彈性模量Ec柱子線剛度5600600360030000108000000009000000000046006003600300001080000000090000000000360060036003000010800000000900000000002600600360030000108000000009000000000016006005100300001080000000063529411765圖3-1中間跨相線剛度圖3-2邊跨相線剛度3.2計(jì)算柱的側(cè)移剛度計(jì)算柱的側(cè)移剛度采用D值法柱的側(cè)移剛度D計(jì)算公式：（3.1）式中：——節(jié)點(diǎn)轉(zhuǎn)動(dòng)影響系數(shù)（梁對(duì)柱的約束）；——柱的線剛度；——層高。表3.3的取值樓層邊柱中柱一般層底層表3.4計(jì)算中間跨一層一榀框架柱子側(cè)移剛度柱子類別計(jì)算簡(jiǎn)圖h(mm)A柱1.040.515100.0014839.661.000.96B柱1.780.605100.0017690.061.000.720.96C柱1.780.605100.0017690.060.721.000.96D柱1.040.515100.0014839.661.000.96中跨一層總側(cè)移剛度為65059.43表3.5計(jì)算中間跨2-5層一榀框架柱子側(cè)移剛度柱子類別計(jì)算簡(jiǎn)圖h(mm)A柱0.730.273600.0022348.191.001.361.00B柱1.260.393600.0032192.911.000.721.361.000.72C柱1.260.393600.0032192.910.721.001.360.721.00D柱0.730.273600.0022348.191.001.361.00中跨一層總側(cè)移剛度為109082.19表3.6計(jì)算邊跨一層邊榀框架柱子側(cè)移剛度柱子類別計(jì)算簡(jiǎn)圖h(mm)A柱0.780.465100.0013487.921.001.28B柱1.340.555100.0016137.701.000.721.28C柱1.340.555100.0016137.700.721.001.28D柱0.780.465100.0013487.921.001.28中跨一層總側(cè)移剛度為59251.25表3.7計(jì)算邊跨2-5層邊框架柱子側(cè)移剛度柱子類別計(jì)算簡(jiǎn)圖h(mm)A柱0.550.223600.0017965.641.001.821.00B柱0.940.323600.0026725.831.000.721.821.000.72C柱0.940.323600.0026725.830.721.001.820.721.00D柱0.550.223600.0017965.641.001.821.00中跨一層總側(cè)移剛度為89382.93表3.8每一層總側(cè)移剛度層數(shù)中跨跨數(shù)邊跨跨數(shù)5109082.19689382.932833258.994109082.19689382.932833258.993109082.19689382.932833258.992109082.19689382.932833258.99165059.43659251.252508859.094.荷載計(jì)算4.1荷載分類計(jì)算（1）屋面構(gòu)造20mm水泥砂漿面層：0.02×1.5=0.3kN/㎡40mm混凝土防水層：0.04×24=0.96kN/㎡干油氈隔離層：0.05kN/㎡15mm水泥砂漿找平層：0.015×20=0.3kN/㎡鋼筋混凝土現(xiàn)澆屋面板：0.12×25=3kN/㎡10mm抹灰層：0.01×18=0.18kN/㎡合計(jì)：4.79kN/㎡(2)樓面構(gòu)造10mm水磨石面層：0.65kN/㎡20mm水泥砂漿找平層：0.02×20=0.96kN/㎡鋼筋混凝土現(xiàn)澆板：0.12×25=3kN/㎡10mm抹灰層：0.01×18=0.18kN/㎡合計(jì)：4.23kN/㎡4.2墻、梁、柱、門荷載計(jì)算4.2.1梁柱線荷載計(jì)算AB梁：0.3×（0.7-0.12)×25+(0.7-0.12)×0.02×18×2=4.77（）BC梁：0.25×（0.5-0.12)×25+(0.5-0.12)×0.02×18×2=2.65（）CD梁：0.3×（0.7-0.12)×25+(0.7-0.12)×0.02×18×2=4.77（）縱向梁：0.3×（0.7-0.12)×25+(0.7-0.12)×0.02×18×2=4.77（）AB跨次梁：0.25×（0.6-0.12)×25+(0.6-0.12)×0.02×18×2=3.35（）CD跨次梁：0.25×（0.6-0.12)×25+(0.6-0.12)×0.02×18×2=3.35（）柱子：0.6×0.6×25+0.6×0.02×18×4=9.86（）4.2.2計(jì)算框架梁柱重力荷載標(biāo)準(zhǔn)值A(chǔ)B梁：4.7676×(7.8-0.6)=34.33（）BC梁：2.6486×(3.3-0.6)=7.15（）CD梁：4.7676×(7.8-0.6)=34.33（）縱向梁：4.7676×(7.8-0.6)=34.33（）AB跨次梁：3.3456×(7.8-0.6)=24.09（）CD跨次梁：3.3456×(7.8-0.6)=24.09（）2-5層柱子：9.864×(3.6-0.12)=34.33（）底層柱子：9.864×(5.1-0.12)=49.12（）每一層次梁荷載（KN）1-5層梁荷載：34.32672×8+34.32672×8+7.15122×8=606.44（）2-5層柱荷載：32×34.32672=1098.46（）1層柱荷載：32×49.12272=1571.93（）4.3重力荷載代表值計(jì)算首層重力荷載代表值G1恒載： 首層板重：54.6×18.9×4.23=4365.1062（） 首層框架梁重：34.32672×8+34.32672×8+7.15122×8=606.43728（） 首層次梁重：24.08832×7+24.08832×7=337.23648（） 首層框架柱重：32×49.12272=1571.92704（） 二層框架柱重：32×34.32672=1098.45504（） 一層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×12×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1771.3224（） 一層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-31.6×2.4×1.8×(2.52-0.4)=697.17456（） 二層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744（） 二層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-30×2.4×1.8×(2.52-0.4)=711.828（）活荷載： 樓面活荷載：54.6×(7.8+7.8)×2+54.6×3.3×2.5=2153.97（）G1=4365.1062+606.43728+337.23648+(1571.92704+1098.45504)×1/2+(1771.3224+1819.2744)×1/2+(697.17456+711.828)×1/2+2153.97×1/2=10220.75568（）首層重力荷載代表值G2恒載： 2層板重：54.6×18.9×4.23=4365.1062 2層框架梁重：34.32672×8+34.32672×8+7.15122×8=606.43728 2層次梁重：24.08832×7+24.08832×7=337.23648 2層框架柱重：32×34.32672=1098.45504 3層框架柱重：32×34.32672=1098.45504 2層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744 2層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-30×2.4×1.8×(2.52-0.4)=711.828 3層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744 3層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-30×2.4×1.8×(2.52-0.4)=711.828活荷載： 樓面活荷載：54.6×(7.8+7.8)×2+54.6×3.3×2.5=2153.97G2=4365.1062+606.43728+337.23648+(1098.45504+1098.45504)×1/2+(1819.2744+1819.2744)×1/2+(711.828+711.828)×1/2+2153.97×1/2= 10015.3224首層重力荷載代表值G3恒載： 3層板重：54.6×18.9×4.23=4365.1062 3層框架梁重：34.32672×8+34.32672×8+7.15122×8=606.43728 3層次梁重：24.08832×7+24.08832×7=337.23648 3層框架柱重：32×34.32672=1098.45504 4層框架柱重：32×34.32672=1098.45504 3層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744 3層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-30×2.4×1.8×(2.52-0.4)=711.828 4層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744 4層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-30×2.4×1.8×(2.52-0.4)=711.828活荷載：樓面活荷載：54.6×(7.8+7.8)×2+54.6×3.3×2.5=2153.97G3=4365.1062+606.43728+337.23648+(1098.45504+1098.45504)×1/2+(1819.2744+1819.2744)×1/2+(711.828+711.828)×1/2+2153.97×1/2=10015.3224首層重力荷載代表值G4恒載： 4層板重：54.6×18.9×4.23=4365.1062 4層框架梁重：34.32672×8+34.32672×8+7.15122×8=606.43728 4層次梁重：24.08832×7+24.08832×7=337.23648 4層框架柱重：32×34.32672=1098.45504 5層框架柱重：32×34.32672=1098.45504 4層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744 4層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-30×2.4×1.8×(2.52-0.4)=711.828 5層內(nèi)墻和門重：54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744 5層外墻和窗重：[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-29.5×2.4×1.8×(2.52-0.4)=716.4072活荷載：樓面活荷載：54.6×(7.8+7.8)×2+54.6×3.3×2.5=2153.97G4=4365.1062+606.43728+337.23648+(1098.45504+1098.45504)×1/2+(1819.2744+1819.2744)×1/2+(711.828+716.4072)×1/2+2153.97×1/2=10017.612首層重力荷載代表值G5恒載： 5層板重：54.6×18.9×4.79=4942.9926 5層框架梁重：34.32672×8+34.32672×8+7.15122×8=606.43728 5層次梁重：24.08832×7+24.08832×7=337.23648 5層框架柱重：32×34.32672=1098.45504 5層內(nèi)墻和門重54.6×(3.6-0.7)×2.22×2+(7.8-0.6)×(3.6-0.6)×13×2.22+(7.8-0.6)×(3.6-0.6)×2.22×12-2.1×0.9×24×(2.22-0.4)=1819.2744 5層外墻和窗重[(54.6+18.9)×2-0.6×20]×(3.6-0.7)×2.52-29.5×2.4×1.8×(2.52-0.4)=716.4072 女兒墻重(54.6+18.9)×2×0.9×2.52=333.396活荷載：樓面活荷載：54.6×18.9×0.5=515.97G5=4942.9926+606.43728+337.23648+(1098.45504+1819.2744+716.4072)×0.5+333.396+515.97×0.5=8295.11568圖4.1重力荷載代表值計(jì)算簡(jiǎn)圖 5.地震作用力的計(jì)算5.1地震作用周期的計(jì)算結(jié)構(gòu)基本自振周期按下式計(jì)算：式中：——結(jié)構(gòu)基本自振周期；——考慮填充墻對(duì)結(jié)構(gòu)剛度影響的自振周期的影響系數(shù)，取值0.6~0.7取0.65；——假設(shè)將集中在各層樓板標(biāo)高處的重力荷載代表值視作水平荷載，在其作用下按彈性方法求得的結(jié)構(gòu)頂點(diǎn)位移（m）,可用D值法求解。表5-1地震作用周期的計(jì)算樓層58295.128295.12833258.990.01000.2074410017.6118312.73833258.990.02200.1974310015.3228328.05833258.990.03400.1755210015.3238343.37833258.990.04600.1415110220.7648564.13508859.090.09540.0954最終選擇，根據(jù)本工程抗震設(shè)防烈度為8度地震加速度為0.2g，設(shè)計(jì)地震分組為第一組。二類場(chǎng)地,結(jié)構(gòu)等效重力值框架水平地震作用標(biāo)準(zhǔn)值需要考慮頂部附加水平地震作用則地震作用力下樓層剪力見下表表5-2地震作用力下樓層剪力樓層層高

h(m)高度附加505.14重力附加到頂層53.6019.508295.12161754.760.27721095.361600.5043.6015.9010017.61159280.030.27301078.602679.1033.6012.3010015.32123188.470.2111834.203513.2923.608.7010015.3287133.300.1493590.044103.3415.105.1010220.7652125.850.0893352.984456.32總和48564.13583482.411.00004456.32圖5.2地震作用力下樓層剪力計(jì)算簡(jiǎn)圖5.2多遇地震作用下位移驗(yàn)算層間彈性位移應(yīng)符合下式要求：式中：——層間相對(duì)位移；——各層D值總和。層間彈性位移按下式計(jì)算：式中：——多遇地震作用標(biāo)準(zhǔn)值產(chǎn)生的層間最大彈性位移；——層高；——層間彈性位移角限值。該結(jié)構(gòu)類型為鋼筋混凝土框架結(jié)構(gòu)，查彈性位移角限值表得。表5-3橫向水平地震作用下位移角驗(yàn)算樓層H層高（mm）判斷是否滿足要求51600.50833258.991.9236000.00051/1874滿足要求42679.10833258.993.2236000.00091/1119滿足要求33513.29833258.994.2236000.00121/853滿足要求24103.34833258.994.9236000.00141/731滿足要求14456.32508859.098.7651000.00171/582滿足要求從表中可以看到最大的層間彈性位移發(fā)生在第一層，其值小于，滿足要求5.3水平地震作用下框架內(nèi)力計(jì)算以橫向6軸框架為例，采用D值法進(jìn)行計(jì)算。其計(jì)算步驟如下：5.3.1根據(jù)柱剪力及反彎點(diǎn)高度計(jì)算柱端彎矩柱反彎點(diǎn)距柱下端的高度yh按公式計(jì)算即：yh=(y0+y1+y2+y3)h(5-1)柱端彎矩按公式計(jì)算。柱下端彎矩：Mb=Vij·yh(5-2)柱上端彎矩：Mt=Vij·(1-y)h(5-3)而本次設(shè)計(jì)的反彎點(diǎn)高度，標(biāo)準(zhǔn)層按照0.5h進(jìn)行計(jì)算，底層底部按照2/3h。上部反彎點(diǎn)按照1/3H進(jìn)行計(jì)算。計(jì)算結(jié)果見表22。表5-4水平地震作用下的柱端剪力層數(shù)A柱B柱C柱D柱522348.1932192.9132192.9122348.19833258.991600.5042.9361.8461.8442.93422348.1932192.9132192.9122348.19833258.992679.1071.85103.51103.5171.85322348.1932192.9132192.9122348.19833258.993513.2994.23135.74135.7494.23222348.1932192.9132192.9122348.19833258.994103.34110.05158.53158.53110.05114839.6617690.0617690.0614839.66508859.094456.32129.96154.92154.92129.96表5-5水平地震作用下柱端彎矩計(jì)算層數(shù)53.6042.93-77.27-77.2761.84-111.30-111.3061.84-111.30-111.3042.93-77.27-77.2743.6071.85-129.34-129.34103.51-186.31-186.31103.51-186.31-186.3171.85-129.34-129.3433.6094.23-169.61-169.61135.74-244.32-244.32135.74-244.32-244.3294.23-169.61-169.6123.60110.05-198.09-198.09158.53-285.36-285.36158.53-285.36-285.36110.05-198.09-198.0915.10129.96-220.93-441.86154.92-263.36-526.73154.92-263.36-526.73129.96-220.93-441.86圖5.3水平地震作用下柱端剪力計(jì)算簡(jiǎn)圖5.3.2計(jì)算梁端彎矩及梁剪力柱端彎矩按下式計(jì)算：左端：右端：式中：——節(jié)點(diǎn)左側(cè)梁端彎矩；——節(jié)點(diǎn)右側(cè)梁端彎矩；——節(jié)點(diǎn)處上下柱端彎矩之和；——節(jié)點(diǎn)左側(cè)梁線剛度；——節(jié)點(diǎn)右側(cè)梁線剛度。利用節(jié)點(diǎn)平衡條件，梁端彎矩按公式計(jì)算，梁剪力由梁兩端的彎矩之和除以梁跨度求得。計(jì)算結(jié)果見表5-6。表5-6水平地震作用下梁端彎矩計(jì)算層數(shù)AB跨梁端彎矩KNBC跨梁端彎矩KNCD跨梁端彎矩KNAB跨梁跨中彎矩KNBC跨梁跨中彎矩KNCD跨梁跨中彎矩KN51.000.721.0077.2764.7946.5146.5164.7977.27-6.240.006.2441.000.721.00206.60173.25124.36124.36173.25206.60-16.680.0016.6831.000.721.00298.95250.69179.95179.95250.69298.95-24.130.0024.1321.000.721.00367.70308.35221.34221.34308.35367.70-29.680.0029.6811.000.721.00419.02319.43229.29229.29319.43419.02-49.800.0049.805.3根據(jù)梁端剪力計(jì)算柱軸力邊柱軸力(8-4)中柱軸力(8-5)計(jì)算結(jié)果見表7-3。表5-7水平地震作用下梁端剪力計(jì)算層數(shù)AB跨梁端彎矩KNBC跨梁端彎矩KNCD跨梁端彎矩KN跨度（m）V（KN）AB梁（m）BC（m）CD（m）AB梁剪力（KN）BC梁剪力（KN）CD梁剪力（KN）577.2764.7946.5146.5164.7977.277.803.307.80-18.21-28.19-18.214206.60173.25124.36124.36173.25206.607.803.307.80-48.70-75.37-48.703298.95250.69179.95179.95250.69298.957.803.307.80-70.47-109.06-70.472367.70308.35221.34221.34308.35367.707.803.307.80-86.67-134.14-86.671419.02319.43229.29229.29319.43419.027.803.307.80-94.67-138.97-94.67表5-8水平地震下柱端軸力計(jì)算層數(shù)V（KN）柱子軸力（KN）AB梁剪力（KN）BC梁剪力（KN）CD梁剪力（KN）A柱子軸力（KN）B柱子軸力（KN）C柱子軸力（KN）D柱子軸力（KN）5-18.21-28.19-18.21-18.219.98-9.9818.214-48.70-75.37-48.70-66.9136.65-36.6566.913-70.47-109.06-70.47-137.3875.24-75.24137.382-86.67-134.14-86.67-224.05122.71-122.71224.051-94.67-138.97-94.67-318.72167.00-167.00318.725.4繪制內(nèi)力圖左震作用下，橫向4軸框架的內(nèi)力圖見下圖。右震作用下，內(nèi)力相同，方向相反。圖5.4水平地震作用力下的彎矩計(jì)算簡(jiǎn)圖圖5.5水平地震作用下梁端剪力簡(jiǎn)圖（KN）圖5.6水平地震作用下柱子軸力簡(jiǎn)圖（KN）6.豎向荷載作用下框架內(nèi)力計(jì)算6.1豎向恒荷載作用力計(jì)算2-4層梁上均布荷載計(jì)算AB跨梁線荷載：4.77(kN/m)AB跨梁上墻體線荷載：2.22×(3.6-0.7)=6.44(kN/m)梯形板的峰值：4.23×3.9=16.50(kN/m)梯形板的峰值轉(zhuǎn)換成均布荷載：(1-2×0.5^2+0.5^3)×16.497=10.31(kN/m)AB梁上均布荷載為：4.7676+6.438+10.310625=21.52(kN/m)BC跨梁線荷載：2.65(kN/m)三角形板的峰值：4.23×(1.65+1.65)=13.96(kN/m)三角形的峰值轉(zhuǎn)換成均布荷載：5/8×13.959=88.72(kN/m)BC梁上均布荷載為：2.6486+8.724375=11.37(kN/m)CD跨梁線荷載：4.77(kN/m)CD跨梁上墻體線荷載：2.22×(3.6-0.7)=6.44(kN/m)梯形板的峰值：4.23×3.9=16.50(kN/m)梯形板的峰值轉(zhuǎn)換成均布荷載：(1-2×0.5^2+0.5^3)×16.497=10.31(kN/m)CD梁上均布荷載為：4.7676+6.438+10.310625=21.52(kN/m)5層梁上均布荷載計(jì)算AB跨梁線荷載：4.77(kN/m)梯形板的峰值：3.9×4.79=18.68(kN/m)梯形板的峰值轉(zhuǎn)換成均布荷載：(1-2×0.5^2+0.5^3)×18.681=11.68(kN/m)AB梁上均布荷載為：4.7676+11.675625=116.44(kN/m)BC跨梁線荷載：2.65(kN/m)三角形板的峰值：4.79×(1.65+1.65)=15.81(kN/m)三角形的峰值轉(zhuǎn)換成均布荷載：5/8×15.807=9.88(kN/m)BC梁上均布荷載為：2.6486+9.879375=12.53(kN/m)CD跨梁線荷載：4.77(kN/m)梯形板的峰值：3.9×4.79=18.68(kN/m)梯形板的峰值轉(zhuǎn)換成均布荷載：(1-2×0.5^2+0.5^3)×18.681=11.68(kN/m)CD梁上均布荷載為：4.7676+11.675625=116.44(kN/m)柱端集中荷載2-4層柱端集中荷載A柱集中荷載柱子重力荷載：34.33(kN)外縱墻重力荷載：2.52×(3.9+3.9)×(3.6-0.7)=57.00(kN)三角形板傳遞荷載：3.9×1.95÷2×4.23=16.08(kN)梯形板傳遞荷載：(3.9+7.8)×1.95÷2×4.23=48.25(kN)縱向梁重力荷載：(3.9+3.9)×4.7676=337.19(kN)橫向次梁：7.8×3.3456×1/2=113.05(kN)A柱集中荷載：34.32672+57.0024+16.084575+48.253725+37.18728+13.04784=2205.90(kN)B柱集中荷載：柱子重力荷載：34.33(kN)內(nèi)縱墻重力荷載：2.22×(3.9+3.9)×(3.6-0.7)=50.22(kN)三角形板傳遞荷載：3.9×1.95÷2×4.23=16.08(kN)梯形板傳遞荷載：(4.5+3.9+3.9)×1.65÷2×4.23+(3.9+7.8)×1.95÷2×4.23=91.18(kN)縱向梁重力荷載：4.7676×(3.9+3.9)=37.19(kN)橫向次梁：7.8×0.5×3.3456=13.05(kN)B柱集中荷載：34.32672+50.2164+16.084575+91.17765+37.18728+13.04784=242.04(kN)C柱集中荷載柱子重力荷載：34.33(kN)內(nèi)縱墻重力荷載：2.22×(3.9+3.9)×(3.6-0.7)=50.22(kN)三角形板傳遞荷載：3.9×1.95÷2×4.23=16.08(kN)梯形板傳遞荷載：(4.5+3.9+3.9)×1.65÷2×4.23+(3.9+7.8)×1.95÷2×4.23=91.18(kN)縱向梁重力荷載：4.7676×(3.9+3.9)=37.19(kN)橫向次梁：7.8×0.5×3.3456=13.05(kN)C柱集中荷載：34.32672+50.2164+16.084575+91.17765+37.18728+13.04784=242.04(kN)D柱集中荷載柱子重力荷載：34.33(kN)外縱墻重力荷載：2.52×(3.9+3.9)×(3.6-0.7)=57.00(kN)三角形板傳遞荷載：3.9×1.95÷2×4.23=16.08(kN)梯形板傳遞荷載：(3.9+7.8)×1.95÷2×4.23=48.25(kN)縱向梁重力荷載：(3.9+3.9)×4.7676=337.19(kN)橫向次梁：7.8×3.3456×1/2=113.05(kN)D柱集中荷載：34.32672+57.0024+16.084575+48.253725+37.18728+13.04784=2205.90(kN)5層柱端集中荷載A柱集中荷載柱子重力荷載：34.33(kN)外縱墻重力荷載：2.52×(3.9+3.9)×1.2=23.59(kN)三角形板傳遞荷載：3.9×1.95÷2×4.79=18.21(kN)梯形板傳遞荷載：(3.9+7.8)×1.95÷2×4.79=554.64(kN)縱向梁重力荷載：(3.9+3.9)×4.7676=37.19(kN)橫向次梁：7.8×3.3456×1/2=13.05(kN)A柱集中荷載：34.32672+23.5872+18.213975+54.641925+37.18728+13.04784= 181.00(kN)B柱集中荷載柱子重力荷載：34.33(kN)三角形板傳遞荷載3.9×1.95÷2×4.79=18.21(kN)梯形板傳遞荷載：(4.5+3.9+3.9)×1.65÷2×4.79+(3.9+7.8)×1.95÷2×4.79=103.25(kN)縱向梁重力荷載：4.7676×(3.9+3.9)=37.19(kN)橫向次梁：7.8×0.5×3.3456=13.05(kN)B柱集中荷載：34.32672+18.213975+103.24845+37.18728+13.04784=206.02(kN)C柱集中荷載柱子重力荷載：34.33(kN)三角形板傳遞荷載：3.9×1.95÷2×4.79=18.21(kN)梯形板傳遞荷載：(4.5+3.9+3.9)×1.65÷2×4.79+(3.9+7.8)×1.95÷2×4.79=103.25(kN)縱向梁重力荷載：4.7676×(3.9+3.9)=37.19(kN)橫向次梁：7.8×0.5×3.3456=13.05(kN)C柱集中荷載：34.32672+18.213975+103.24845+37.18728+13.04784=206.02(kN)D柱集中荷載柱子重力荷載：34.33(kN)外縱墻重力荷載：2.52×(3.9+3.9)×1.2=23.59(kN)三角形板傳遞荷載：3.9×1.95÷2×4.79=18.21(kN)梯形板傳遞荷載：(3.9+7.8)×1.95÷2×4.79=554.64(kN)縱向梁重力荷載：(3.9+3.9)×4.7676=37.19(kN)橫向次梁：7.8×3.3456×1/2=13.05(kN)D柱集中荷載：34.32672+23.5872+18.213975+54.641925+37.18728+13.04784=181.00(kN)圖6-1恒荷載作用下計(jì)算簡(jiǎn)圖6.1.1以AB梁為例計(jì)算固端彎矩5層AB梁固端彎矩：-1/12×16.443225×7.8^2=-83.361-4層AB梁固端彎矩：-1/12×21.516225×7.8^2=-109.08采用二次彎矩分配法。計(jì)算步驟如下：1．計(jì)算豎向恒荷載作用下各層梁端固端彎矩（表6-1）。表6-1恒載作用下橫向4軸框架梁端固端彎矩（kN·m）層數(shù)梁上均布荷載(kN/m)梁跨度AB梁(m)AB梁端彎矩(kN.m)BC梁端彎矩(kN.m)CD梁端彎矩(kN.m)AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)M左M右M左M右M左M右516.4412.5316.447.803.307.80-83.3783.37-11.3711.37-83.3783.37421.5211.3721.527.803.307.80-109.09109.09-10.3210.32-109.09109.09321.5211.3721.527.803.307.80-109.09109.09-10.3210.32-109.09109.09221.5211.3721.527.803.307.80-109.09109.09-10.3210.32-109.09109.09121.5211.3721.527.803.307.80-109.09109.09-10.3210.32-109.09109.092．根據(jù)梁柱線剛度求梁柱轉(zhuǎn)動(dòng)剛度，并確定各節(jié)點(diǎn)處的分配系數(shù)，詳見圖12。具體計(jì)算過程見表6-2。表6-2各桿端的分配系數(shù)層數(shù)A點(diǎn)分配系數(shù)B點(diǎn)分配系數(shù)C點(diǎn)分配系數(shù)D點(diǎn)分配系數(shù)5AB梁左0.42AB梁右0.32BC梁右0.23CD梁右0.42柱上端0.58柱上端0.44柱上端0.44柱上端0.58BC梁左0.23CD梁左0.324A點(diǎn)分配系數(shù)B點(diǎn)分配系數(shù)C點(diǎn)分配系數(shù)D點(diǎn)分配系數(shù)AB梁左0.27AB梁右0.22BC梁右0.16CD梁右0.275層柱底0.375層柱底0.315層柱底0.315層柱底0.374層柱頂0.374層柱頂0.314層柱頂0.314層柱頂0.37BC梁左0.16CD梁左0.223A點(diǎn)分配系數(shù)B點(diǎn)分配系數(shù)C點(diǎn)分配系數(shù)D點(diǎn)分配系數(shù)AB梁左0.27AB梁右0.22BC梁右0.16CD梁右0.274層柱底0.374層柱底0.314層柱底0.314層柱底0.373層柱頂0.373層柱頂0.313層柱頂0.313層柱頂0.37BC梁左0.16CD梁左0.222A點(diǎn)分配系數(shù)B點(diǎn)分配系數(shù)C點(diǎn)分配系數(shù)D點(diǎn)分配系數(shù)AB梁左0.27AB梁右0.22BC梁右0.16CD梁右0.273層柱底0.373層柱底0.313層柱底0.313層柱底0.372層柱頂0.372層柱頂0.312層柱頂0.312層柱頂0.37BC梁左0.16CD梁左0.221A點(diǎn)分配系數(shù)B點(diǎn)分配系數(shù)C點(diǎn)分配系數(shù)D點(diǎn)分配系數(shù)AB梁左0.30AB梁右0.25BC梁右0.18CD梁右0.302層柱底0.412層柱底0.342層柱底0.342層柱底0.411層柱頂0.291層柱頂0.241層柱頂0.241層柱頂0.29BC梁左0.18CD梁左0.25表6-3用二次彎矩分配法計(jì)算豎向恒載作用下框架彎矩-83.3783.37-11.3711.37-83.3783.375層A柱頂5層AB梁左5層AB梁右5層B柱頂5層BC梁左5層BC梁右5層C柱頂5層CD梁左5層CD梁右5層D柱頂0.580.420.320.440.230.230.440.320.420.5848.1135.26-23.36-31.87-16.7716.7731.8723.36-35.26-48.1119.96-11.6817.63-15.158.38-8.3815.94-17.6311.68-19.96-4.78-3.50-3.52-4.81-2.532.354.463.273.504.7863.29-63.2974.11-51.83-22.2822.1052.27-74.3763.29-63.29-109.09109.09-10.3210.32-109.09109.095層A柱底4層A柱頂4層AB梁左4層AB梁右4層B柱頂5層B柱底4層BC梁左4層BC梁右5層C柱底4層C柱頂4層CD梁左4層CD梁右4層D柱頂5層D柱底0.370.370.270.220.310.310.160.160.310.310.220.270.370.3739.9239.9229.25-22.21-30.31-30.31-15.9415.9430.3130.3122.21-29.25-39.92-39.9224.0519.96-11.1114.63-15.15-15.947.97-7.9715.9415.15-14.6311.11-19.96-24.05-12.04-12.04-8.821.912.602.601.37-1.37-2.60-2.60-1.918.8212.0412.0451.9347.83-99.76103.41-42.85-43.64-16.9216.9243.6442.85-103.4199.76-47.83-51.93-109.09109.09-10.3210.32-109.09109.094層A柱底3層A柱頂3層AB梁左3層AB梁右3層B柱頂4層B柱底3層BC梁左3層BC梁右4層C柱底3層C柱頂3層CD梁左3層CD梁右3層D柱頂4層D柱底0.370.370.270.220.310.310.160.160.310.310.220.270.370.3739.9239.9229.25-22.21-30.31-30.31-15.9415.9430.3130.3122.21-29.25-39.92-39.9219.9619.96-11.1114.63-15.15-15.157.97-7.9715.1515.15-14.6311.11-19.96-19.96-10.54-10.54-7.731.732.362.361.24-1.24-2.36-2.36-1.737.7310.5410.5449.3349.33-98.66103.24-43.09-43.09-17.0517.0543.0943.09-103.2498.66-49.33-49.33-109.09109.09-10.3210.32-109.09109.093層A柱底2層A柱頂2層AB梁左2層AB梁右2層B柱頂3層B柱底2層BC梁左2層BC梁右3層C柱底2層C柱頂2層CD梁左2層CD梁右2層D柱頂3層D柱底0.370.370.270.220.310.310.160.160.310.310.220.270.370.3739.9239.9229.25-22.21-30.31-30.31-15.9415.9430.3130.3122.21-29.25-39.92-39.9219.9622.37-11.1114.63-16.66-15.157.97-7.9715.1516.66-14.6311.11-22.37-19.96-11.42-11.42-8.372.072.832.831.49-1.49-2.83-2.83-2.078.3711.4211.4248.4550.86-99.31103.57-44.14-42.63-16.8116.8142.6344.14-103.5799.31-50.86-48.45-109.09109.09-10.3210.32-109.09109.092層A柱底1層A柱頂1層AB梁左1層AB梁右1層B柱頂2層B柱底1層BC梁左1層BC梁右2層C柱底1層C柱頂1層CD梁左1層CD梁右1層D柱頂2層D柱底0.410.290.300.250.240.340.180.180.340.240.250.300.290.4144.7331.5732.78-24.41-23.51-33.31-17.5317.5333.3123.5124.41-32.78-31.57-44.7319.960.00-12.2116.390.00-15.158.76-8.7615.150.00-16.3912.210.00-19.96-3.18-2.24-2.33-2.47-2.38-3.37-1.771.773.372.382.472.332.243.1861.5129.33-90.8498.59-25.90-51.84-20.8620.8651.8425.90-98.5990.84-29.33-61.511層A柱低15.79-11.761層B柱低1層C柱低11.76-15.791層D柱低ABCD4．根據(jù)靜力平衡條件計(jì)算各梁跨中彎矩。在圖12所示荷載作用下，距離A端x處的跨中彎矩為：（1）對(duì)上式求導(dǎo)，并令，可求得跨中最大彎矩的位置x如下：（2）代回到式（1）中，即可求得跨中最大彎矩Mxmax。表6-4恒荷載作用下跨中彎矩計(jì)算層數(shù)梁跨度(m)梁上均布荷載（kN/m）AB梁左右端彎矩(kN.m)BC梁左右端彎矩(kN.m)CD梁左右端彎矩(kN.m)跨中彎矩(kN.m)AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)AB跨梁（kN/m）BC跨梁（kN/m）CD跨梁（kN/m）M左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）AB梁(kN.m)BC梁(kN.m)CD梁(kN.m)57.803.307.8016.4412.5316.4463.2974.1122.2822.1074.3763.2956.35-5.1456.2247.803.307.8021.5211.3721.5299.76103.4116.9216.92103.4199.7662.04-1.4462.0437.803.307.8021.5211.3721.5298.66103.2417.0517.05103.2498.6662.68-1.5762.6827.803.307.8021.5211.3721.5299.31103.5716.8116.81103.5799.3162.19-1.3262.1917.803.307.8021.5211.3721.5290.8498.5920.8620.8698.5990.8468.91-5.3868.91圖6.1豎向恒載作用下框架彎矩圖5．根據(jù)各梁、柱彎矩計(jì)算各梁、柱的剪力。梁柱剪力按照平衡條件進(jìn)行計(jì)算，結(jié)果見表28及表296．柱軸力計(jì)算柱軸力按節(jié)點(diǎn)處平衡條件進(jìn)行計(jì)算，如圖14。柱頂截面軸力：圖14柱剪力計(jì)算簡(jiǎn)圖（3a）圖14柱剪力計(jì)算簡(jiǎn)圖柱底截面軸力：（3b）式中g(shù)i——各層柱自重；Gi——各層由縱向框架傳來的豎向荷載；VL、VR——分別為節(jié)點(diǎn)左側(cè)、右側(cè)梁剪力；列表計(jì)算，結(jié)果見表30。表6-5恒載作用下梁剪力計(jì)算層數(shù)梁跨度長(zhǎng)（m）梁上均布荷載（kN/m）AB梁端彎矩（kN.m）BC梁端彎矩（kN.m）CD梁端彎矩（kN.m）AB梁剪力（kN）BC梁剪力（kN）CD梁剪力（kN）AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)AB梁均布荷載（kN/m）BC梁均布荷載（kN/mCD梁均布荷載（kN/mM左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）V左（kN）V右（kN）V左（kN）V右（kN）V左（kN）V右（kN）57.803.307.8016.4412.5316.44-63.2974.11-22.2822.10-74.3763.2962.7465.5220.7320.6265.5562.7147.803.307.8021.5211.3721.52-99.76103.41-16.9216.92-103.4199.7683.4584.3818.7718.7784.3883.4537.803.307.8021.5211.3721.52-98.66103.24-17.0517.05-103.2498.6683.3384.5018.7718.7784.5083.3327.803.307.8021.5211.3721.52-99.31103.57-16.8116.81-103.5799.3183.3784.4618.7718.7784.4683.3717.803.307.8021.5211.3721.52-90.8498.59-20.8620.86-98.5990.8482.9284.9118.7718.7784.9182.92注：V0為各跨梁在兩端簡(jiǎn)支條件下的剪力，梁端剪力V及V0以使結(jié)點(diǎn)順時(shí)針轉(zhuǎn)動(dòng)為正。表6-6恒載作用下柱端剪力計(jì)算層數(shù)A柱端彎矩（kN.m）B柱端彎矩（kN.m）C柱端彎矩（kN.m）D柱端彎矩（kN.m）層高（m）A柱剪力（kN）B柱剪力（kN）C柱剪力（kN）D柱剪力（kN）Mu（kN.m）Mb（kN.m）Mu（kN.m）Mb（kN.m）Mu（kN.m）Mb（kN.m）Mu（kN.m）Mb（kN.m）Vu（kN）Vb（kN）Vu（kN）Vb（kN）Vu（kN）Vb（kN）Vu（kN）Vb（kN）563.2951.93-51.83-43.6452.2743.64-63.29-51.933.60-32.01-32.0126.5226.52-26.64-26.6432.0132.01447.8349.33-42.85-43.0942.8543.09-47.83-49.333.60-26.99-26.9923.8723.87-23.87-23.8726.9926.99349.3348.45-43.09-42.6343.0942.63-49.33-48.453.60-27.16-27.1623.8123.81-23.81-23.8127.1627.16250.8661.51-44.14-51.8444.1451.84-50.86-61.513.60-31.21-31.2126.6626.66-26.66-26.6631.2131.21129.3315.79-25.90-11.7625.9011.76-29.33-15.795.10-8.85-8.857.387.38-7.38-7.388.858.85表6-7恒載作用下柱軸力計(jì)算層數(shù)柱端集中荷載AB梁剪力（kN）BC梁剪力（kN）CD梁剪力（kN）柱子軸立A柱荷載（kN）B柱荷載（kN）C柱荷載（kN）D柱荷載（kN）V左（kN）V右（kN）V左（kN）V右（kN）V左（kN）V右（kN）NA柱（kN）NB柱（kN）NC柱（kN）ND柱（kN）5181.00206.02206.02181.0062.7465.5220.7320.6265.5562.71243.75292.27292.19243.714205.90242.04242.04205.9083.4584.3818.7718.7784.3883.45533.09637.45637.38533.063205.90242.04242.04205.9083.3384.5018.7718.7784.5083.33822.32982.76982.68822.292205.90242.04242.04205.9083.3784.4618.7718.7784.4683.371111.591328.031327.951111.561205.90242.04242.04205.9082.9284.9118.7718.7784.9182.921400.411673.741673.661400.38圖6.2恒荷載作用下梁、柱端剪力計(jì)算簡(jiǎn)圖圖6.3恒荷載作用下柱子上的軸力計(jì)算簡(jiǎn)圖6.2豎向活載作用下框架內(nèi)力計(jì)算6.2.1計(jì)算活荷載梁柱上作用力2-4層梁上均布荷載AB梁上峰值:3.9×2=7.80kN/m轉(zhuǎn)換成均布荷載:(1-2×0.5^2+0.5^3)×7.8=4.88kN/mBC梁上峰值:(1.65+1.65)×2.5=8.25kN/m轉(zhuǎn)換成均布荷載:5/8×8.25=5.16kN/mCD梁上峰值:3.9×2=7.8kN/m轉(zhuǎn)換成均布荷載:(1-2×0.5^2+0.5^3)×7.8=4.88kN/m5層梁上均布荷載AB梁上峰值:3.9×0.5=1.95kN/m轉(zhuǎn)換成均布荷載:(1-2×0.5^2+0.5^3)×1.95=1.22kN/mBC梁上峰值:(1.65+1.65)×0.5=1.65kN/m轉(zhuǎn)換成均布荷載:5/8×1.65=1.03kN/mCD梁上峰值:3.9×0.5=1.95kN/m轉(zhuǎn)換成均布荷載:(1-2×0.5^2+0.5^3)×1.95=1.22kN/m2-4層柱端集中荷載荷載A柱集中荷載三角形板及梯形板荷載：3.9×1.95÷2×2+(3.9+7.8)×1.95÷2×2=30.42kNB柱集中荷載三角形板及梯形板荷載： 3.9×1.95/2×2+(4.5+3.9+3.9)×1.65/2×2.5+(3.9+7.8)×1.95/2×2=55.79kNC柱集中荷載三角形板及梯形板荷載： 3.9×1.95/2×2+(4.5+3.9+3.9)×1.65/2×2.5+(3.9+7.8)×1.95/2×2=55.79kND柱集中荷載三角形板及梯形板荷載： 3.9×1.95÷2×2+(3.9+7.8)×1.95÷2×2=30.42kN5層柱端集中荷載荷載A柱集中荷載三角形板及梯形板荷載： 3.9×1.95÷2×0.5+(3.9+7.8)×1.95÷2×0.5=7.61kNB柱集中荷載三角形板及梯形板荷載： 3.9×1.95/2×0.5+(3.9+7.8)×1.95/2×0.5+(4.5+3.9+3.9)×1.65/2×0.5=12.68kNC柱集中荷載三角形板及梯形板荷載： 3.9×1.95/2×0.5+(3.9+7.8)×1.95/2×0.5+(4.5+3.9+3.9)×1.65/2×0.5=12.68kND柱集中荷載三角形板及梯形板荷載：3.9×1.95÷2×0.5+(3.9+7.8)×1.95÷2×0.5=7.61kN圖6.4活荷載作用下梁上均布荷載簡(jiǎn)圖6.2.2活荷載固端彎矩計(jì)算表6-8活載作用下梁固端彎矩計(jì)算層數(shù)梁上均布荷載(kN/m)梁跨度AB梁(m)AB梁端彎矩(kN.m)BC梁端彎矩(kN.m)CD梁端彎矩(kN.m)AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)M左M右M左M右M左M右51.221.031.227.803.307.80-6.186.18-0.940.94-6.186.1844.885.164.887.803.307.80-24.7224.72-4.684.68-24.7224.7234.885.164.887.803.307.80-24.7224.72-4.684.68-24.7224.7224.885.164.887.803.307.80-24.7224.72-4.684.68-24.7224.7214.885.164.887.803.307.80-24.7224.72-4.684.68-24.7224.72表6-9用二次彎矩分配法計(jì)算豎向活載作用下框架彎矩-6.186.18-0.940.94-6.186.185層A柱頂5層AB梁左5層AB梁右5層B柱頂5層BC梁左5層BC梁右5層C柱頂5層CD梁左5層CD梁右5層