五層框架結(jié)構(gòu)辦公樓畢業(yè)設(shè)計計算書

摘要本設(shè)計為沈陽市萬寶塑膠有限公司辦公樓建筑，框架結(jié)構(gòu)。建筑物建筑面積1211.89×5=6059.45m2，本設(shè)計設(shè)有會議室、辦公室、資料室、檔案室、計算機(jī)室、經(jīng)理辦公室等。本辦公樓有1個主要入口，2個次要出入口。設(shè)有3個樓梯。本建筑屬于現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，地震設(shè)防烈度為7度，建筑場地為Ⅱ類土，地下6米內(nèi)未見地下水。本設(shè)計一層層高4.2m；二層～頂層層高3.6m。室內(nèi)外高差為600mm。外墻厚370mm,內(nèi)墻厚240mm。本建筑采用鋼筋混凝土框架結(jié)構(gòu)形式，主梁高度取柱間距的1/12，主梁尺寸為300mm×650mm；次梁高度取跨度的1/15，尺寸為250×500mm；板厚為100mm?？蚣芰褐呐浣?，根據(jù)橫梁控制截面力設(shè)計原則利用受彎構(gòu)件正截面承載力和荷載計算公式，計算出所需縱筋及箍筋并進(jìn)行配筋，考慮到塑性內(nèi)力重分布，現(xiàn)澆框架梁的支座調(diào)幅系數(shù)取0.8，柱配筋采用正截面對稱配筋。本工程樓梯采用現(xiàn)澆板式樓梯，另由于此工程層數(shù)不多，地基土質(zhì)均勻可靠，可以選擇人工挖孔灌注樁。關(guān)鍵詞：AbstractKeywords:引言1建筑方案設(shè)計1.1工程概況1.1.1建筑設(shè)計指標(biāo)(1)依據(jù)建筑工程專業(yè)2008屆畢業(yè)設(shè)計任務(wù)書。(2)遵照國家規(guī)定的現(xiàn)行各種設(shè)計規(guī)范、有關(guān)授課教材、建筑設(shè)計資料集、建筑結(jié)構(gòu)構(gòu)造上資料集等相關(guān)資料。1.1.2建筑設(shè)計思路(1)本次設(shè)計的題目為萬寶塑膠有限公司辦公樓建筑結(jié)構(gòu)設(shè)計，一～五層均為辦公用房。(2)建筑面積：6059.45m2，場地面積：150m×220m，層數(shù)為五層，一層層高為4.2m；二層～頂層的層高為3.6m。(3)室內(nèi)外高差0.600m，室外地面標(biāo)高為-0.600m。(4)本工程為鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)。外墻370mm厚空心磚墻，內(nèi)墻為240mm厚普通磚墻。(5)本工程抗震設(shè)防基本烈度為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。1.2建筑構(gòu)造設(shè)計1.2.1非上人屋面構(gòu)造設(shè)計［1］(1)涂料保護(hù)層(2)4mm厚SBS改性瀝青防水卷材(3)20mm厚1：3水泥砂漿找平層(4)1：6水泥焦渣找坡層最薄處30mm厚(5)100mm厚阻燃型聚苯乙烯板保溫層(6)100mm厚現(xiàn)澆鋼筋混凝土屋面板(7)20mm厚板下混合砂漿抹灰1.2.2樓面構(gòu)造設(shè)計［1］(1)20mm厚水磨石地面(2)20mm厚1：3水泥砂漿結(jié)合層(3)100mm厚現(xiàn)澆鋼筋混凝土板(4)20mm厚板下混合砂漿抹灰1.2.3外墻體構(gòu)造設(shè)計(1)刮大白(2)20mm厚混合砂漿(3)墻體基層(4)外貼50mm厚阻燃型擠塑聚苯乙烯板(5)20mm厚1:3水泥砂漿(6)刷涂料2荷載計算2.1截面尺寸的選取2.1.1截面尺寸選取框架柱：根據(jù)軸壓比公式初步估定柱截面尺寸：［2］（三級框架）混凝土強(qiáng)度為C30bc=hc=419mm則一～五層取bc×hc=500mm×500mm；框架梁：由撓度、裂度控制h=(1/10～1/18)Lb=(1/3～1/2)h橫向框架梁截面尺寸：bb×hb=300mm×600mm；縱向框架梁考慮代過梁的作用時截面尺寸：bb×hb=300mm×800mm；次梁截面尺寸一般取跨度的1/12～1/15，為了施工方便取次梁截面尺寸：bb×hb=300mm×600mm；走廊橫梁截面尺寸：bb×hb=300mm×600mm樓板：按受力跨度的1/30～1/40估值，并且要滿足《混凝土結(jié)構(gòu)設(shè)計規(guī)范》GB50010-2002中最小板厚的規(guī)定。取板厚：h=100mm2.2荷載匯集2.2.1恒載［3］屋面：涂料保護(hù)層4mm厚SBS改性瀝青防水卷材0.05×2.0=0.1kN/m220mm厚1：3水泥砂漿找平層0.02×20=0.4kN/m21：6水泥焦渣找坡層最薄處30mm厚0.09×14=1.26kN/m2100mm厚阻燃型聚苯乙烯板保溫層［6］0.1×1.5=0.15kN/m2100mm厚現(xiàn)澆鋼筋混凝土屋面板0.10×25=2.5kN/m220mm厚混合砂漿抹灰0.02×17=0.34kN/m2∑=4.75kN/m2樓面：20mm厚水磨石地面0.65kN/m220mm厚1：3水泥砂漿結(jié)合層0.02×20=0.4kN/m2100mm厚現(xiàn)澆鋼筋混凝土板2.5kN/m220mm厚板下混合砂漿抹灰0.34kN/m2∑=3.89kN/m2梁重：縱梁：梁自重：0.3×0.8×25=6.0kN/m粉刷：0.02×（0.8-0.1）×2×17=0.476kN/m∑=6.476kN/m橫梁：梁自重：0.3×0.6×25＝4.5kN/m粉刷：0.02×（0.6-0.1）×2×17=0.34kN/m∑=4.84kN/m次梁：梁自重：0.3×0.6×25＝4.5kN/m粉刷：0.02×（0.6-0.1）×2×17=0.34kN/m∑=4.84kN/m走廊橫梁：梁自重：0.3×0.6×25＝4.5kN/m粉刷：0.02×（0.6-0.1）×2×17=0.34kN/m∑=4.84kN/m墻重：（砌體與抹灰之和）外墻：0.37×11=4.07kN/m2內(nèi)墻：0.24×11=2.64kN/m2女兒墻：0.24×18=4.32kN/m2柱：（考慮到柱子抹灰，取柱子自重27kN/m3）柱自重0.5×0.5×27=6.75kN/m門、窗：門：0.2kN/m2窗：0.45kN/m22.2.2活荷載（不上人屋面）［3］［4］查《建筑結(jié)構(gòu)荷載規(guī)范》ＧＢ50009－2001風(fēng)壓：0.55kN/m2雪壓：0.5kN/m2廁所：2.0kN/m2辦公室：2.0kN/m2走廊、樓梯：2.5kN/m2不上人屋面：0.5kN/m22.3計算簡圖及層數(shù)劃分如圖圖1計算單元選取圖2框架簡圖2.4各層重力荷載代表值計算第五層的重力荷載代表值:五層上半層女兒墻：（71.54+16.94）×2×0.9×0.24×18=688.02kN屋面：71.54×16.94×4.75=5756.47kN縱梁：71.54×6.476×4=1853.17kN橫梁：6.6×4.84×22=702.77kN次梁：6.6×4.84×15=479.16kN走廊橫梁：3×4.84×11=159.72kN柱子：×6.75×44=534.6kN外墻：71.54×2×（-0.8）×4.07+16.94×2×（-0.6）×4.07=747.81kN內(nèi)縱墻：122.1×（-0.8）×2.64=322.34kN內(nèi)橫墻：（6.6×17）×（-0.6）×2.64=355.45kN外墻窗洞：-(-0.8)×2.4×24×4.07-(-0.8)×2.1×8×4.07-(-0.8)×2.7×4×4.07-(-0.8)×1.8×4.07-(-0.8)×1.5×4×4.07-(-0.8)×3×4×4.07=-427.35kN外墻窗：(-0.8)×2.4×24×0.45+(-0.8)×2.1×8×0.45+(-0.8)×2.7×4×0.45+(-0.8)×1.8×0.45+(-0.8)×1.5×4×0.45+(-0.8)×3×4×0.45=46.80kN內(nèi)門洞：-0.3×0.9×15×2.64-0.3×2.1×1×2.64=-12.36kN內(nèi)門：0.3×0.9×15×0.2+0.3×2.1×1×0.2=0.94kN∑＝11204.54KN五層下半層柱子：×6.75×44=534.6kN外墻：71.54×2××4.07+16.94×2××4.07=1296.41kN內(nèi)縱墻：122.1××2.64=580.22kN內(nèi)橫墻：（6.6×17）××2.64=533.17kN外墻窗洞：-×2.4×24×4.07-×2.1×8×4.07-×2.7×4×4.07--×1.8×4.07-×1.5×4×4.07-×3×4×4.07=-776.56kN外墻窗:×2.4×24×0.45+×2.1×8×0.45+×2.7×4×0.45+×1.8×0.45+×1.5×4×0.45+×3×4×0.45=84.25kN內(nèi)門洞：-0.3×0.9×15×2.64-0.3×2.1×1×2.64=-12.36kN內(nèi)門：0.3×0.9×15×0.2+0.3×2.1×1×0.2=0.94kN∑＝2240.67kN第二～四層的重力荷載代表值:二～四層上半層屋面：71.54×16.94×3.89=4714.24kN縱梁：71.54×6.476×4=1853.17kN橫梁：6.6×4.84×22=702.77kN次梁：6.6×4.84×15=479.16kN走廊橫梁：3×4.84×11=159.72kN柱子：×6.75×44=534.6kN外墻：71.54×2×（-0.8）×4.07+16.94×2×（-0.6）×4.07=747.81kN內(nèi)縱墻：67.8×（-0.8）×2.64=178.99kN內(nèi)橫墻：（6.6×17）×（-0.6）×2.64=355.45kN外墻窗洞：-(-0.8)×2.4×24×4.07-(-0.8)×2.1×8×4.07-(-0.8)×2.7×4×4.07-(-0.8)×1.8×4.07-(-0.8)×1.5×4×4.07-(-0.8)×3×4×4.07=-427.35kN外墻窗：(-0.8)×2.4×24×0.45+(-0.8)×2.1×8×0.45+(-0.8)×2.7×4×0.45+(-0.8)×1.8×0.45+(-0.8)×1.5×4×0.45+(-0.8)×3×4×0.45=46.80kN內(nèi)門洞：-0.3×0.9×14×2.64-0.3×2.1×2×2.64=-13.31kN內(nèi)門：0.3×0.9×14×0.2+0.3×2.1×2×0.2=1.01kN∑＝9333.06KN二～四層下半層柱子：×6.75×44=534.6kN外墻：71.54×2××4.07+16.94×2××4.07=1296.41kN內(nèi)縱墻：67.8××2.64=322.19kN內(nèi)橫墻：（6.6×17）××2.64=533.17kN外墻窗洞：-×2.4×24×4.07-×2.1×8×4.07-×2.7×4×4.07--×1.8×4.07-×1.5×4×4.07-×3×4×4.07=-776.56kN外墻窗：×2.4×24×0.45+×2.1×8×0.45+×2.7×4×0.45+×1.8×0.45+×1.5×4×0.45+×3×4×0.45=84.25kN內(nèi)門洞：-0.3×0.9×14×2.64-0.3×2.1×2×2.64=-13.31kN內(nèi)門：0.3×0.9×14×0.2+0.3×2.1×2×0.2=1.01kN∑＝2181.76kN底層上半層屋面：71.54×16.94×3.89=4714.24kN縱梁：71.54×6.476×4=1853.17kN橫梁：6.6×4.84×22=702.77kN次梁：6.6×4.84×16=511.10kN走廊橫梁：3×4.84×11=159.72kN柱子：×6.75×46=652.05kN外墻：71.54×2×（-0.8）×4.07+16.94×2×（-0.6）×4.07=811.93kN內(nèi)縱墻：71.54×（-0.8）×2.64=245.53kN內(nèi)橫墻：6.6×18×（-0.6）×2.64=470.45kN外墻門窗洞：-(-0.8)×2.4×24×4.07-(-0.8)×2.1×8×4.07-(-0.8)×2.7×4×4.07-(-0.8)×1.8×4.07-(-0.8)×1.5×4×4.07-(-0.8)×4.8×2×4.07=-653.97kN外墻門窗：×2.4×24×0.2+×2.1×8×0.2+×2.7×4×0.2+×1.8×0.2+×1.5×4×0.2+×4.8×2×0.2=70.08kN內(nèi)門洞：-0.3×（0.9×11+1.2×1+2.1×1）×2.64=-10.45kN內(nèi)門：0.3×（0.9×11+1.2×1+2.1×1）×0.2=0.07kN雨篷：9.6×3×0.1×25+9.6×9×0.1×25=288kN∑＝9814.69kN則恒載+0.5活載：=11204.54+0.5×0.5×71.54×16.94=11507.51kN=2240.67+9333.06+0.5×[2.0×（71.54-3.9×3+71.54）×6.6+2.5×(3.9×3×6.6+3×71.54)]=12805.64kN=2181.76+9333.06+0.5×[2.0×（71.54-3.9×3+71.54）×6.6+2.5×(3.9×3×6.6+3×71.54)]=12746.73kN=2181.76+9333.06+0.5×[2.0×（71.54-3.9×3+71.54）×6.6+2.5×(3.9×3×6.6+3×71.54)]=12746.73kN=2181.76+814.69+0.5×[2.0×（71.54-3.9×3+71.54）×6.6+2.5×(3.9×3×6.6+3×71.54)]=13300.63kN3水平荷載作用下的框架內(nèi)力分析3.1層間側(cè)移剛度計算3.1.1梁線剛度在計算梁線剛度時，考慮樓板對梁剛度的有利影響，即板作為翼緣工作。在工程上，為簡化計算，通常梁均先按矩形截面計算某慣性矩I0，然后乘以增大系數(shù):中框架梁I=2.0I0邊框架梁I=1.5I0梁采用C30混凝土，EC=3.0×107kN/m2(m4)(3-1)Kb和Kc單位：kN·m橫向框架：表1框架梁線剛度計算部位截面m2跨度m截面慣性矩邊框架中框架I=1.5I0Kb=EI/LI=2.0I0Kb=EI/L邊跨0.3×0.66.65.4×108.1×103.68×1010.8×104.91×10中跨0.3×0.63.05.4×108.1×108.1×1010.8×1010.8×103.1.2柱線剛度柱采用C30混凝土Ec=3.0×107kN/m2，首層柱高4.2m,2～5層3.6m。柱截面：500mm×500mm則I1c==5.21×10-3m4I2c-5c==5.21×10-3m4(3-2)表2柱的線剛度計算層次層高b×hEc/KN/M2Ic(m4)Kc=2～53.6500×5003.0×105.21×104.34×1014.2500×5003.0×105.21×103.72×103.1.3柱的側(cè)移剛度D［6］一般層：=D=（3-3）首層：=D=（3-4）表3邊框架柱子的側(cè)移剛度部位層高m柱子線剛度Kc邊跨梁線剛度中跨梁線剛度邊框架邊柱C1（4根）邊框架中柱C2（4根）K1α1DC1Kα2DC253.64.34×103.68×108.1×100.8480.298119751.8660.483194092-43.64.34×103.68×108.1×100.8480.298119751.8660.4831940914.23.72×103.68×108.1×100.9890.498126022.1770.64116221表4中框架柱子的側(cè)移剛度部位層高m柱子線剛度Kc邊跨梁線剛度中跨梁線剛度中框架邊柱C1（1～5層18根）中框架中柱C2（1～5層18根）K1α1DC3Kα2DC453.64.34×104.91×1010.8×101.1310.361145073.6200.644258792-43.64.34×104.91×1010.8×101.1310.361145073.6200.6442587914.23.72×104.91×1010.8×100.8570.475120204.2230.759192073.1.4層間側(cè)移剛度的計算表5層間側(cè)移剛度部位各層柱子側(cè)移剛度層間剛度∑DC1∑DC2∑DC3∑DC4∑Di547900954802611264658228703282-4479009548026112646582287032815040864884216360345726677378∑D1/∑D2=0.778﹥0.7滿足要求3.2水平地震作用層間地震剪力和彈性位移的計算采用底部剪力法計算水平地震作用由于框架結(jié)構(gòu)，房屋高度小于30m,設(shè)防烈度為7度。所以抗震等級為三級，建筑場地為Ⅱ類。本框架考慮水平橫向地震作用，本工程滿足下列條件：⑴結(jié)構(gòu)的質(zhì)量和剛度沿高度分布比較均勻；⑵房屋總高度不超過40m;⑶建筑結(jié)構(gòu)在地震作用下的變形以剪切為主；⑷建筑結(jié)構(gòu)在地震作用下的扭轉(zhuǎn)可忽略不計。3.2.1框架水平地震作用及水平地震剪力計算［5］［6］自振周期計算L0=0.6T1=1.7×0.6×ΔT0.5(3-5)表6橫向框架頂點位移計算層次Gi(KN)(KN)Di△i-△i-1=∑Gi/D△I(m)511507.5111507.518703280.01320.2341412805.6424314.158703280.02790.2209312746.7337059.888703280.04260.1930212746.7349806.618703280.05720.1504113300.6363107.246773780.09320.0932T1=1.7×0.6×0.23410.5=0.493s橫向地震作用計算:地震作用按7度設(shè)計,基本地震加速度為0.10g,Ⅱ類場地,地震分組按一組則Tg=0.35sαmax=0.08采用底部剪力法計算由于T1=0.493s>1.4×0.35=0.49s故應(yīng)考慮頂點附加地震作用取=0.08×0.493+0.01=0.049FEK=()0.9×αmax×0.85(3-6)=()0.9×0.08×0.85×63107.24=3170.10KN頂點附加地震作用為:=0.049×3170.10=155.33KN(3-7)=(3-8)表7各層地震作用及樓層地震剪力層hiHiGiGiHiGiHi/∑GiHiFiVi53.618.611507.51214039.690.303913.471068.8043.615.012805.64192084.600.272820.011888.8133.611.412746.73145312.720.206621.042509.8523.67.812746.7399424.490.141425.082934.9314.24.213300.6355862.650.079238.173173.10∑GiHi=706724.153.2.2表8層間位移和頂點位移層Vi(kN)hi(m)ΣDi(kN/m)Δuei=Vi/ΣDi(m)Δuei/hi51068.803.68703280.00121/300041888.813.68703280.00221/163632509.853.68703280.00291/124122934.933.68703280.00341/105813173.104.26773780.00471/894根據(jù)《抗震規(guī)范》，考慮填充墻抗側(cè)力作用的框架，各層的層間彈性位移角﹤，所以滿足規(guī)范規(guī)定的彈性位移要求。3.2.3水平地震作用下的剪力圖圖3水平地震作用下的剪力圖3.3水平地震作用下框架柱剪力和柱彎矩（采用D值法）［6］將層間剪力分配到該層的各個柱子，即求出柱子的剪力，再由柱子的剪力和反彎點高度來求柱上、下端的彎矩。柱端剪力按下式來計算：（3-9）柱上、下端彎矩按下式來計算（3-10）（3-11）（3-12）—反彎點到柱下端結(jié)點的距離，即反彎點高度?！獦?biāo)準(zhǔn)反彎點高度比。—上下橫粱線剛度比對標(biāo)準(zhǔn)反彎點高度比的修正系數(shù)?！蠈訉痈咦兓拚怠！聦訉痈咦兓拚?。根據(jù)框架總層數(shù)，該柱所在層數(shù)和梁柱線剛度比查表得。表9邊柱（中框）層h(m)y0y1y2y353.61.1310.360.0000.0000.0001.3043.61.1310.450.0000.0000.0001.6233.61.1310.500.0000.0000.0001.6623.61.1310.500.0000.0000.0001.8014.20.8570.650.0000.0000.0002.73表10中柱（中框）層h(m)y0y1y2y353.63.8960.450.0000.0000.0001.6243.63.8960.500.0000.0000.0001.8033.63.8960.500.0000.0000.0001.8023.63.8960.500.0000.0000.0001.8014.23.5450.550.0000.0000.0002.31表11邊柱（中框）層H(m)∑Di(kN/m)D(kN/mD/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)53.6870328145070.01671068.8017.851.3023.2141.1343.6870328145070.01671888.8131.541.6251.0962.4533.6870328145070.01672509.8541.911.6669.5781.4723.6870328145070.01672934.9349.011.8088.2188.2214.2677378120200.01773173.1056.162.73161.0782.56表12中柱（中框）層H(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)53.6870328258790.02971068.8031.741.6251.4162.8543.6870328258790.02971888.8156.101.80100.98100.9833.6870328258790.02972509.8574.541.80134.17134.1723.6870328258790.02972934.9387.171.80156.91156.9114.2677378192070.02843173.1090.122.31208.18170.333.4水平地震作用下梁端彎矩按下式計算根據(jù)節(jié)點平衡由柱端彎矩求得梁軸線處彎矩［6］μB1=KB1/(KB1+KB2)（3-13）MB1=(MC上+MC下)×μB1（3-14）μB2=KB2/(KB1+KB2)（3-15）MB2=(MC上+MC下)×μB2（3-16）表13水平地震作用下梁端彎矩層A軸B軸MC上MC下μB1MABMC上MC下μB1μB2MBAMBC5041.13141.13062.850.310.6919.4843.37423.2162.45185.6651.41100.980.310.6947.24105.15351.0981.471132.56100.98134.170.310.6972.90162.25269.5788.221157.79134.17156.910.310.6990.23200.85188.2182.561170.77156.91170.330.310.69101.44225.803.5水平地震作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值（3-17）（3-18）表14水平地震作用下梁端剪力和柱軸力層AB跨梁端剪力BC跨梁端剪力柱軸力LL邊柱(KN)中柱(KN)56.641.1319.489.18343.3743.3728.919.1819.7346.685.6647.2420.143105.15105.1570.1029.3269.6936.6132.5672.9031.133162.25162.25108.1760.45146.7326.6157.7990.2337.583200.85200.85133.9098.03243.0516.6170.77101.4441.243225.80225.80150.53139.27352.343.6水平地震作用下的框架內(nèi)力圖圖4水平地震作用下的框架內(nèi)力圖3.7橫向風(fēng)荷載計算自然情況：地區(qū)基本風(fēng)壓W0=0.55kN/m2，地面粗糙程度C類。3.7.1風(fēng)荷載計算風(fēng)荷載標(biāo)準(zhǔn)值：（3-19）表15風(fēng)荷載作用下的剪力層βZμSμZiW0WkiFWkiVi51.01.30.840.550.6017.5017.5040.740.5331.0248.5230.740.5331.0279.5420.740.5331.02110.5610.740.5333.61144.17注：（1）在實際工程中，對于高度不大于30M，高寬比小于1.5的高層建筑，取風(fēng)振系數(shù)βZ=1.0。［3］（2）（3-20）3.7.2風(fēng)荷載作用分布圖圖5風(fēng)荷載作用分布圖3.8風(fēng)荷載作用下框架柱剪力和柱彎矩（D值法）表16邊柱（中框）層H(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)53.676914145070.188617.503.301.625.356.5343.676914145070.188648.529.151.8016.4716.4733.676914145070.188679.5415.001.8027.0027.0023.676914145070.1886110.5620.851.8037.5337.5314.258904120200.2041144.1729.432.3167.9955.62表17中柱（中框）層H(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)53.676914265620.345317.506.041.629.7811.9643.676914265620.345348.5216.751.8030.1530.1533.676914265620.345379.5427.471.8049.4549.4523.676914265620.3453110.5638.181.8068.7268.7214.258904190270.3230144.1746.572.31107.5888.023.9風(fēng)荷載作用下梁端彎矩按下式計算表18風(fēng)荷載作用下梁端彎矩層A軸B軸MC上MC下μB1MABMC上MC下μB1μB2MBAMBC506.5316.53011.960.310.693.718.2545.3516.47121.829.7830.150.310.6912.3827.55316.4727.00143.4730.1549.450.310.6924.6854.92227.0037.53164.5349.4568.720.310.6936.6381.54137.5355.62193.1568.7288.020.310.6948.59108.153.10風(fēng)荷載作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值表19風(fēng)荷載作用下的梁端剪力和柱軸力層AB跨梁端剪力BC跨梁端剪力柱軸力LL邊柱(KN)中柱(KN)56.66.533.711.5538.258.255.501.553.9546.621.8212.385.18327.5527.5518.376.7317.1436.643.4724.6810.33354.9254.9236.6117.0643.4226.664.5336.6315.33381.5481.5454.3632.3960.4816.693.1548.5921.483108.15108.1572.1053.87111.13.11風(fēng)荷載作用下的框架內(nèi)力圖圖6風(fēng)荷載作用下的框架內(nèi)力圖4豎向荷載作用下的內(nèi)力分析圖7荷載傳遞路線計算單元寬度為7.8m和7.8m，由于房間內(nèi)布置有次梁（b×h=300mm×600mm），故直接傳給該框架的樓面荷載如圖中所示。計算單元范圍內(nèi)的其余樓面荷載則通過次梁和縱向框架梁以集中力的形式傳給橫向框架，作用于各節(jié)點上。4.1恒載4.1.1梁重：橫梁:邊跨4.84kN/m,中跨4.84kN/m屋面板荷載：按雙向板計算4.1.2屋面板及樓面板的折減系數(shù)邊跨為梯形荷載:中跨為梯形荷載:5/8=0.6254.1.3屋面梁上線荷載標(biāo)準(zhǔn)值邊跨：g1=(4.75×3.9×0.85+4.84)/2+(4.75×3.9×0.85+4.84)/2=20.58kN/m中跨：g2=4.75×3×0.625+4.84=13.75kN/m4.1.4樓面梁上線荷載標(biāo)準(zhǔn)值邊跨：g1=(3.89×3.9×0.85+3.89×3.9×0.85)/2+4.84+2.2×(3.6/2-0.6)×8=38.85kN/m中跨：g2=3.89×3×0.625+4.84=12.13kN/m4.2活載屋面:邊跨q1=0.5×3.9×0.85=1.66kN/m中跨q2=0.5×3×0.625=0.94kN/m樓面:邊跨q1=2.0×3.9×0.85=6.63kN/m中跨q2=2.5×3×0.625=4.69kN/m4.3框架計算簡圖圖8框架計算簡圖4.4梁固端彎矩梁端彎矩以繞桿端順時針為正，反之為負(fù)M固=（4-1）表20豎向荷載作用下框架的固端彎矩荷載部位邊跨中跨跨度均布荷載固端彎矩跨度均布荷載固端彎矩左右左右恒載頂層6.620.58-74.7174.71313.75-10.3110.31其他層6.638.85-141.03141.03312.13-9.109.10活載頂層6.61.66-6.036.0330.94-0.710.71其他層6.66.63-24.0724.0734.69-3.523.524.5內(nèi)力分配系數(shù)計算表21轉(zhuǎn)動剛度S及相對轉(zhuǎn)動剛度計算構(gòu)件名稱轉(zhuǎn)動剛度S（KNm）相對轉(zhuǎn)動剛度框架梁邊跨0.91中跨1.00框架柱頂層0.80一般層0.80底層0.69

分配系數(shù)計算：（4-2）表22各桿件分配系數(shù)表點層()()節(jié)點50.80+0.91=1.73—0.46—0.5440.91+0.80+0.80=2.51—0.360.320.3230.91+0.80+0.80=2.51—0.360.320.3220.91+0.80+0.80=2.51—0.360.320.3210.91+0.69+0.80=2.40—0.380.290.33間節(jié)點51.00+0.91+0.80=2.710.330.37—0.3041.00+0.91+0.80+0.80=3.510.260.280.230.2331.00+0.91+0.80+0.80=3.510.260.280.230.2321.00+0.91+0.80+0.80=3.510.260.280.230.2311.00+0.91+0.69+0.80=3.40.270.290.200.244.6彎矩分配與傳遞方法：首先將各點的分配系數(shù)填在相應(yīng)方框內(nèi)，將梁的固端彎矩填寫框架橫梁相應(yīng)位置上，然后將節(jié)點放松，把各節(jié)點不平衡彎矩同時進(jìn)行分配。假定遠(yuǎn)端固定進(jìn)行傳遞（不向滑動端傳遞），右（左）梁分配彎矩向左（右）梁傳遞，上（下）分配彎矩向下（上）柱傳遞（傳遞系數(shù)均為0.5）。第一次分配彎矩傳遞后，再進(jìn)行第二次彎矩分配。恒載作用下的力矩分配圖9恒荷載作用下的力矩分配活載作用下的力矩分配圖10活荷載作用下的力矩分配恒荷載作用下的彎矩圖圖12恒荷載作用下的彎矩圖活荷載作用下彎矩圖圖13活荷載作用下的彎矩圖重力荷載作用下的彎矩圖注：重力荷載作用下的彎矩=恒荷載作用下的彎矩+0.5X活荷載作用下的彎矩圖14重力荷載作用下的彎矩圖表23恒載作用下的彎矩樓層ABBC跨左端中間右端-左端=右端中間MMMMM5-56.0750.8166.0227.43-11.964-110.6589.81126.8131.93-26.653-117.4688.51128.6131.35-26.072-116.7188.89128.6031.36-26.081-107.0696.07123.8837.14-31.89表24活載作用下的彎矩樓層AB跨BC跨左端中間右端-左端=右端中間MMMMM5-5.533.445.670.27-0.794-19.0915.5522.027.53-2.253-19.8814.9522.437.08-1.802-19.7515.0122.437.08-1.801-18.1116.5021.168.58-3.30表25重力荷載作用下的彎矩樓層AB跨BC跨左端中間右端-左端=右端中間MMMMM5-58.8452.5368.8627.57-12.364-120.2097.59137.8235.70-27.783-127.4095.99139.8334.89-26.972-126.5996.40139.8234.90-26.981-116.12104.32134.4641.43-33.54注:彎矩符號逆時針為正4.7梁端剪力均布荷載下:(4-3)(4-4)V’=V—q×(4-5)表26恒載作用下梁端剪力(AB跨)AB跨梁端剪力層qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)520.586.667.911.4566.4669.3661.3164.21438.856.6128.211.54126.67129.75116.96120.04338.856.6128.211.69126.52129.90116.81120.19238.856.6128.211.80126.52130.01116.70120.30138.856.6128.212.55125.66130.76115.95121.05表27恒載作用下梁端剪力(BC跨)BC跨梁端剪力層qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)513.75320.63020.6320.6317.1917.19412.13318.20018.2018.2015.1715.17312.13318.20018.2018.2015.1715.17212.13318.20018.2018.2015.1715.17112.13318.20018.2018.2015.1715.17表28活載作用下梁端剪力(AB跨)AB跨梁端剪力層qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)51.666.65.480.025.465.505.047.1646.636.621.880.9021.0022.8019.3424.4636.636.621.880.3921.5122.2919.8523.9526.636.621.880.4121.4922.3119.8323.9716.636.621.880.4621.4422.3619.7824.02表29活載作用下梁端剪力(BC跨)BC跨梁端剪力層qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)50.9431.4101.411.411.181.1844.6937.0407.047.045.875.8734.6937.0407.047.045.875.8724.6937.0407.047.045.875.8714.6937.0407.047.045.875.874.8柱軸力和剪力表30荷載作用下的柱軸力剪力(邊柱)邊柱(單位:KN)層截面樓屋蓋恒荷樓屋蓋活荷墻重梁自重柱自重恒荷引起軸力活荷引起軸力恒荷引起剪力活荷引起剪力5頂122.2712.8714.9647.9224.3170.1912.8731.543.88底194.494頂122.2751.4814.9647.9224.3379.6464.3532.885.70底403.943頂122.2751.4814.9647.9224.3589.09115.8332.235.56底613.392頂122.2751.4814.9647.9224.3798.54167.3129.005.59底822.841頂122.2751.4814.9647.9224.31007.99218.7920.142.71底1032.29表31荷載作用下的柱軸力剪力(中柱)中柱(單位:KN)層截面樓屋蓋恒荷樓屋蓋活荷墻重梁自重柱自重恒荷引起軸力活荷引起軸力恒荷引起剪力活荷引起剪力5頂177.8418.729.88110.3524.3288.1918.7223.152.90底312.494頂177.8474.889.88110.3524.3610.5693.6025.924.26底634.863頂177.8474.889.88110.3524.3932.93168.4827.014.06底957.232頂177.8474.889.8110.3524.31255.30243.3628.564.23底1277.601頂177.8474.880110.3524.31577.67318.2412.392.38底1846.645內(nèi)力組合5.1豎向荷載作用下梁端彎矩的調(diào)幅由于鋼筋混凝土結(jié)構(gòu)具有塑性內(nèi)力重分布性質(zhì)，為了減少負(fù)彎矩鋼筋的擁擠現(xiàn)象，因此在重力荷載作用下對梁端彎矩進(jìn)行調(diào)幅，取調(diào)幅系數(shù)為0.8。表32梁端彎矩的調(diào)幅表AB跨層數(shù)梁左端MGKMGK，，MQKMQK，，M1MGE556.0744.865.534.4258.8447.074110.6588.5219.0915.27120.2096.163117.4693.9719.8815.90127.40101.922116.7193.3719.7515.80126.59101.271107.0685.6518.1114.49116.1290.90BC跨527.4321.940.270.2227.5722.06431.9325.547.536.0235.7028.56331.3525.087.085.6634.8927.91231.3625.097.085.6634.9027.92137.1429.718.586.8641.4333.14表33梁跨中彎矩的調(diào)幅表AB跨層數(shù)梁跨中MGKMGK，，MQKMQK，，M1MGE550.8140.653.442.7552.5341.78489.8171.8415.5512.4497.5976.47388.5170.8114.9511.9695.9976.79288.8970.6215.0112.0196.4077.12196.0776.8616.5013.20104.3283.46BC跨5-11.96-9.57-0.79-0.63-12.36-9.894-22.65-21.32-2.25-1.80-27.78-22.223-26.07-20.86-1.80-1.44-26.97-21.582-26.08-20.86-1.80-1.44-26.98-21.581-31.89-25.51-3.30-2.64-33.54-26.83表34梁端彎矩的調(diào)幅表ＡＢ跨層數(shù)梁右端MGKMGK，，MQKMQK，，M1MGE566.0252.825.674.5468.8655.094126.81101.4522.0217.62137.82110.263128.61102.8922.4317.94139.83111.862128.60102.8822.4317.94139.82111.861123.8899.1021.1616.93134.46107.57BC跨527.4321.940.270.2227.5722.06431.9325.547.536.0235.7028.56331.3525.087.085.6634.8927.91231.3625.097.085.6634.9027.92137.1429.717.246.8641.4333.14注：①；(5-1)②=(5-2)(5-3)③；(5-4)；(5-5)④5.2控制截面及其內(nèi)力組合5.2.1控制截面梁：梁端及跨中柱：上下柱端截面5.2.2豎向荷載作用下梁控制截面處剪力表35控制截面處剪力表(梁左端)AB跨層b梁左端50.561.315.0463.8347.0731.1140.5116.9619.34126.6396.1664.5030.5116.8119.85126.74101.9270.2420.5116.2019.83126.62101.2761.4410.5115.9519.78125.8492.9061.44BC跨50.517.191.1817.7822.0617.6240.515.175.8718.1127.9123.3830.515.175.8718.1127.123.3820.515.175.8718.1127.9223.3910.515.175.8718.1133.1428.61表36控制截面處剪力表(梁右端)層b梁右端AB跨50.564.217.1666.0055.0971.5940.5120.0424.46126.16110.20141.7430.5120.1923.95126.18111.86143.4120.5120.3023.97126.29111.86143.4310.5121.0524.02127.06107.57139.34BC跨50.517.191.1817.7822.0617.6240.515.175.8718.1127.9123.3830.515.175.8718.1127.123.3820.515.175.8718.1127.9223.3910.515.175.8718.1133.1428.61注：；(5-6)(5-7)5.2.3梁控制截面處彎矩表37梁控制截面處彎矩表(梁左端)層b梁左端AB跨50.544.8661.3129.534.425.043.1640.588.52116.9659.2815.2719.3410.4430.593.97116.8164.7715.9019.8510.9420.593.37116.7064.2015.8019.8310.8410.585.65115.9556.6614.4919.789.55BC跨50.521.9417.1917.640.221.41-0.1340.525.5415.1721.756.027.044.2630.525.0815.1721.295.667.043.9030.525.0912.5421.965.387.043.6210.529.7115.1723.926.867.045.10表38梁控制截面處彎矩表(梁右端)層b梁右端AB跨50.552.8264.2136.774.547.162.7540.5101.45120.0471.4417.6224.6611.5130.5101.29120.1971.2417.9423.9511.9520.5102.88120.3072.8117.9423.9711.9510.599.10121.0568.8416.9324.0210.93BC跨50.521.9417.1917.640.221.41-0.1340.525.5415.1721.756.027.044.2630.525.0815.1721.295.667.043.9030.525.0912.5421.965.387.043.6210.529.7115.1723.926.867.045.10注：(5-8)(5-9)5.2.4水平地震作用下梁控制截面處的內(nèi)力表39水平地震作用下梁控制截面處的內(nèi)力表層V（kNb(m)梁左端梁右端跨中AB跨59.180.541.1338.8419.4817.1810.83420.140.585.6680.6319.4814.4533.09331.130.5132.56124.7847.2439.4642.66237.580.5157.79148.3972.9063.5142.45141.240.5170.77160.4690.2379.9240.27BC跨528.910.543.3736.1443.3736.140470.100.5105.1587.58105.1587.5803108.170.5162.25133.21162.25132.2102133.900.5200.85167.38200.85167.3801150.530.5225.80188.17225.80188.170注：(5-10)5.3基本組合公式5.3.1框架梁內(nèi)力組合(1)梁端負(fù)彎矩組合公式:①(5-11)②(5-12)③(5-13)(2)梁端正彎矩組合公式:④(5-14)(3)梁跨中正彎矩組合公式:⑤(5-15)⑥(5-16)⑦(5-17)(4)梁端剪力組合公式:⑧(5-18)⑨(5-19)⑩(5-20)表40梁的內(nèi)力組合表(邊跨5層)位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨梁5永久荷載-29.5361.3140.65-1.45-36.7764.21可變荷載-4.425.042.75-0.02-2.757.16重力荷載代表值-31.7463.8342.03-1.46-38.1567.79地震作用左來38.84-9.1810.83-9.18-17.189.18右來-38.849.18-10.839.1817.18-9.18-MMAX(梁端)①-41.6280.63-47.9787.08②-44.2087.71-52.3393.70③-66.4466.40-51.0869.96+MMAX(梁端)④14.06-38.92-11.86-41.89+MMAX(跨中)⑤52.63-1.77⑥57.57-1.98⑦48.39-10.26VMAX(梁端)⑧-41.6280.63-47.9787.08⑨-44.2087.71-52.3393.70⑩-73.2975.25-57.9079.29表41梁的內(nèi)力組合表(邊跨4層)位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨梁4永久荷載-59.28116.9671.84-1.54-71.44120.04可變荷載-15.2719.3412.44-0.90-11.5124.46重力荷載代表值-66.92126.6378.06-1.99-77.20132.27地震作用左來80.63-20.1433.09-20.14-14.4520.14右來-80.6320.14-33.0920.1414.45-20.14-MMAX(梁端)①-92.51167.43-101.84178.29②-94.99176.85-107.72186.02③-138.84133.60-83.57138.68+MMAX(梁端)④45.20-75.34-43.81-79.57+MMAX(跨中)⑤103.62-3.11⑥109.18-2.96⑦102.52-21.28VMAX(梁端)⑧-92.51167.43-101.84178.29⑨-94.99176.85-107.72186.02⑩-157.35150.80-94.71157.17表42梁的內(nèi)力組合表(邊跨3層)位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨梁3永久荷載-64.77116.8170.81-1.69-71.24120.19可變荷載-15.9019.8511.96-0.39-11.9523.95重力荷載代表值-72.72126.7476.79-1.88-77.22132.17地震作用左來124.78-31.1342.66-31.13-39.4631.13右來-124.7831.13-42.6631.1339.46-31.13-MMAX(梁端)①-99.98167.96-102.22177.76②-103.02171.31-104.32185.73③-187.11136.95-98.50141.83+MMAX(梁端)④67.12-64.7019.44-68.78+MMAX(跨中)⑤101.71-2.57⑥107.31-2.66⑦110.70-32.04VMAX(梁端)⑧-99.98167.96-102.22177.76⑨-103.02177.15-107.89185.73⑩-212.06163.67-122.36169.21表43梁的內(nèi)力組合表(邊跨2層)位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨梁2永久荷載-64.20116.7070.62-1.80-72.81120.30可變荷載-15.8019.8312.01-0.41-11.9523.97重力荷載代表值-72.10126.6276.63-2.01-78.79132.29地震作用左來148.39-37.5842.45-37.58-63.5137.58右來-148.3937.58-42.4537.5863.51-37.58-MMAX(梁端)①-99.16167.80-104.10177.92②-102.15176.98-110.00185.90③-209.57150.60-132.83155.70+MMAX(梁端)④90.61-58.322.83-62.58+MMAX(跨中)⑤101.56-2.73⑥107.11-2.83⑦105.86-38.45VMAX(梁端)⑧-99.16167.80-101.10177.92⑨-112.15176.98-110.00185.90⑩-237.51170.68-150.54176.46表44梁的內(nèi)力組合表(邊跨1層)位置樓層內(nèi)力及組合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)邊跨梁1永久荷載-56.66115.9576.86-2.55-68.84121.05可變荷載-14.4919.7813.20-0.46-10.9324.02重力荷載代表值-63.91125.5983.46-2.78-74.31133.06地震作用左來160.46-41.2440.27-41.24-79.9241.24右來-160.4641.24-40.2741.241179.92-41.24-MMAX(梁端)①-88.28166.13-97.91178.89②-90.69175.43-144.80159.96③-213.97153.24-144.80159.96+MMAX(梁端)④81.39-53.9822.19-59.59+MMAX(跨中)⑤110.71-3.70⑥90.82-2.99⑦114.38-42.71VMAX(梁端)⑧-88.28166.73-97.91178.99⑨-90.69175.43-103.65186.96⑩-242.49173.67-164.11181.29注：角標(biāo)K表示內(nèi)力標(biāo)準(zhǔn)值表45梁的內(nèi)力組合表(中跨5層)位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁5永久荷載-17.6417.19-9.570.00可變荷載-0.131.41-0.630.00重力荷載代表值-17.7017.90-9.890.00地震作用左來36.14-28.910.00-28.91右來-36.1428.910.0028.91-MMAX(梁端)①-21.3522.60②-23.9424.59③-51.1744.29+MMAX(梁端)④39.04-14.76+MMAX(跨中)⑤-12.370.00⑥-13.540.00⑦-8.90-28.18VMAX(梁端)⑧-21.3522.60⑨-23.9424.59⑩-57.9950.20表46梁的內(nèi)力組合表(中跨4層)位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁4永久荷載-21.7515.17-21.320.00可變荷載-5.677.04-1.800.00重力荷載代表值-24.5918.69-22.220.00地震作用左來87.58-70.100.00-70.10右來-87.5870.100.0070.10-MMAX(梁端)①-34.0428.06②-34.9227.38③-107.5285.17+MMAX(梁端)④66.95-54.33+MMAX(跨中)⑤-28.100.00⑥-30.550.00⑦-20.00-91.13VMAX(梁端)⑧-34.0428.06⑨-34.9227.38⑩-121.8696.52表47梁的內(nèi)力組合表(中跨3層)位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁3永久荷載-21.2915.17-20.860.00可變荷載-5.317.04-1.440.00重力荷載代表值-23.9518.69-21.580.00地震作用左來135.95-108.170.00-108.17右來-135.21108.170.00108.17-MMAX(梁端)①-32.9828.06②-33.9527.38③-155.38122.87+MMAX(梁端)④113.87-91.45+MMAX(跨中)⑤-27.050.00⑥-29.570.00⑦-19.42-105.47VMAX(梁端)⑧-32.9828.06⑨-33.9527.38⑩-173.84138.59表48梁的內(nèi)力組合表(中跨2層)位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁2永久荷載-21.3015.17-20.860.00可變荷載-5.377.04-1.440.00重力荷載代表值-23.9618.69-21.580.00地震作用左來167.38-133.900.00-133.90右來-167.38133.900.00133.90-MMAX(梁端)①-32.9928.06②-33.9627.38③-184.76147.37+MMAX(梁端)④145.23-116.54+MMAX(跨中)⑤-27.050.00⑥-29.570.00⑦-19.42-130.55VMAX(梁端)⑧-32.9928.06⑨-33.9627.38⑩-209.39167.02表49梁的內(nèi)力組合表(中跨1層)位置樓層內(nèi)力及組合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁1永久荷載-23.9215.17-25.510.00可變荷載-6.517.04-2.640.00重力荷載代表值-27.1818.69-26.830.00地震作用左來188.17-150.530.00-150.53右來-188.17150.530.00150.53-MMAX(梁端)①-37.8228.06②-38.6727.38③-207.92163.59+MMAX(梁端)④163.08-132.36+MMAX(跨中)⑤-34.310.00⑥-37.030.00⑦-24.18-146.77VMAX(梁端)⑧-37.8228.06⑨-38.6727.38⑩-235.65185.405.3.2框架柱內(nèi)力組合［7］考慮地震作用時：①1.3×地+1.2×(恒+0.5×活)不考慮地震作用時：②γ0(1.35×恒+0.7×1.4×活)③γ0(1.2×恒+1.4×活)表50柱的內(nèi)力組合表樓層截面位置內(nèi)力種類內(nèi)力值組合結(jié)果恒載活載代表值地震作用|Mmax|NmaxNmin左來右來①②③5邊柱上端M56.475.5359.24-41.1341.13124.5681.6575.51N170.1912.87176.63-9.189.18223.89242.37222.25V-31.54-3.88-33.4817.85-17.85-63.38-46.38-43.28下端M57.068.4361.28-23.2123.21103.7189.2980.27N194.4912.87200.93-9.189.18253.05274.90251.41V-31.541-3.88-33.4817.84-17.84-63.38-46.38-43.28中柱上端M38.673.9740.65-62.8562.85130.4956.1051.92N288.1918.72292.55-19.7319.73382.71407.40372.04V23.152.8924.6031.74-31.7470.7834.0831.83下端M44.685.6747.52-51.4151.41123.8665.8761.55N312.4918.72321.85-19.7319.73411.87440.21411.99V23.152.8924.6031.74-31.7470.7834.0831.834邊柱上端M59.6110.5964.91-62.4562.45159.0890.8586.36N379.6464.35411.82-29.3229.32532.30575.58545.66V-32.88-5.79-35.7831.54-31.54-83.22-50.06-47.56下端M58.749.9464.91-51.0951.09108.6384.9747.56N403.9464.11436.00-29.3229.32561.32608.15574.48V-32.88-5.70-35.7831.54-31.54-83.22-50.06-47.56中柱上端M44.688.0348.70-100.