.2.5活載梁柱剪力的計(jì)算活載作用下梁簡支狀態(tài)下的支座反力計(jì)算：頂層AB跨梯形荷載：R左=-R右=q(l-a)/2=9.0×(6.32-2.25)/2=18.32kN頂層BC跨三角形荷載：R左=-R右=ql/4=6.6×3.6/4=5.94kN頂層CD跨梯形荷載：R左=-R右=q(l-a)/2=9.0×(6.32-2.25)/2=18.32kN標(biāo)準(zhǔn)層AB跨梯形荷載：R左=-R右=q(l-a)/2=11.25×(6.32-2.25)/2=22.89kN標(biāo)準(zhǔn)層BC跨三角形荷載：R左=-R右=ql/4=8.25×3.60/4=7.43kN標(biāo)準(zhǔn)層CD跨梯形荷載：R左=-R右=q(l-a)/2=11.25×(6.32-2.25)/2=22.89kN表3-12活載作用下AB框架梁剪力(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=18.32-(-15.34+20.10)/6.32=17.56V右=-18.32-(-15.34+20.10)/6.32=-19.073V左=22.89-(-24.58+27.75)/6.32=22.39V右=-22.89-(-24.58+27.75)/6.32=-23.402V左=22.89-(-24.48+27.74)/6.32=22.38V右=-22.89-(-24.48+27.74)/6.32=-23.411V左=22.89-(-21.84+26.36)/6.32=22.18V右=-22.89-(-21.84+26.36)/6.32=-23.61表3-13活載作用下BC框架梁剪力(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=5.94-(-6.93+6.93)/3.60=5.94V右=-5.94-(-6.93+6.93)/3.60=5.943V左=7.43-(-7.13+7.13)/3.60=7.43V右=-7.43-(-7.13+7.13)/3.60=7.432V左=7.43-(-7.13+7.13)/3.60=7.43V右=-7.43-(-7.13+7.13)/3.60=7.431V左=7.43-(-7.79+7.79)/3.60=7.43V右=-7.43-(-7.79+7.79)/3.60=7.43表3-14活載作用下CD框架梁剪力(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=18.32-(-20.10+15.34)/6.32=19.07V右=-18.32-(-20.10+15.34)/6.32=-17.563V左=18.32-(-27.75+24.58)/6.32=23.40V右=-18.32-(-27.75+24.58)/6.32=-22.392V左=18.32-(-27.74+24.48)/6.32=3.41V右=-18.32-(-27.74+24.48)/6.32=-22.381V左=18.32-(-26.36+21.84)/6.32=23.61V右=-18.32-(-26.36+21.84)/6.32=-22.18表3-15活載作用下A軸、B軸柱剪力(kN)層次A軸柱V=(M上+M下)/lB軸柱V=(M上+M下)/l4V=-(15.34+11.80)/3.6=-7.54V=-(-13.17-8.85)/3.6=6.123V=-(12.78+11.21)/3.6=-6.66V=-(-11.77-8.61)/3.6=5.662V=-(13.26+13.54)/3.6=-7.45V=-(-12.00-10.11)/3.6=6.141V=-(8.30+4.15)/5.0=2.49V=-(-8.46-4.23)/5.0=2.54表3-16活載作用下C軸、D軸柱剪力(kN)層次C軸柱V=(M上+M下)/lD軸柱V=(M上+M下)/l4V=-(13.17+8.85)/3.6=-6.12V=-(-15.34-11.80)/3.6=7.543V=-(11.77+8.61)/3.6=-5.66V=-(-12.78-11.12)/3.6=6.662V=-(12.00+10.11)/3.6=-6.14V=-(-13.26-13.54)/3.6=7.451V=-(8.46+4.23)/5.0=-2.54V=-(-8.30-4.15)/5.0=2.49圖3-7活載剪力圖(kN)3.2.6活載柱子軸力計(jì)算柱軸力：N頂=上層柱底軸力+F-V左+V右F為框架柱節(jié)點(diǎn)集中荷載；V左為柱子左端梁剪力；V右為柱子右端梁剪力。表3-17活載作用下B、C軸柱軸力(kN)層次A柱軸力B柱軸力6N=10.13-0+17.56=27.69N=19.53--19.07+5.94=44.545N=27.69+12.66-0+22.39=62.73N=44.54+24.41--23.40+7.43=99.774N=62.73+12.66-0+22.38=97.77N=99.77+24.41--23.41+7.43=155.023N=97.77+12.66-0+22.18=132.60N=155.02+24.11--23.61+7.43=210.47表3-18活載作用下C、D軸柱軸力(kN)層次C柱軸力E柱軸力6N=19.53--5.94+19.07=44.54N=10.13+0--17.56=27.695N=44.54+24.11--7.43+23.40=99.77N=27.69+12.66+0--22.39=62.734N=99.77+24.11--7.43+23.41=155.02N=62.73+12.66+0--22.38=97.773N=155.02+24.11--7.43+23.61=210.47N=97.77+12.66+0--22.18=132.60圖3-8活載軸力圖(kN)3.3風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算3.3.1風(fēng)荷載標(biāo)準(zhǔn)值作用在外墻面上的風(fēng)荷載可以用作用在框架節(jié)點(diǎn)外置的集中荷載替代，集中荷載的大小等于基本風(fēng)壓與受風(fēng)面積的乘積，計(jì)算公式為Fi=βzμsμzω0AEQβz為風(fēng)陣系數(shù)，βz=1.0EQμs為風(fēng)荷載體型系數(shù)，根據(jù)建筑物的體型查得μs=1.3EQμz風(fēng)壓高度變化系數(shù)，查表并使用線插法計(jì)算EQω0為基本風(fēng)壓F4=1×1.3×0.65×0.30×2.4×4.5=2.74kNF3=1×1.3×0.65×0.30×3.6×4.5=4.11kNF2=1×1.3×0.65×0.30×3.6×4.5=4.11kNF1=1×1.3×0.65×0.30×4.05×4.5=4.56kN圖3-9風(fēng)荷載作用圖（單位：kN）3.3.2風(fēng)荷載作用下框架側(cè)移計(jì)算風(fēng)荷載作用下的水平層間側(cè)移計(jì)算公式Δui=Vi/∑DiEQVi為第i層的總剪力EQ∑Di為第i層的側(cè)移剛度和EQΔui為第i層的層間側(cè)移Δui/hi為層間位移角，層間最大位移角1/17218﹤1/550(滿足要求)。表3-19風(fēng)荷載作用下的框架側(cè)移計(jì)算層次Wk(kN)V(kN)∑D/(kN/m)Δui(mm)h(mm)Δui/hi42.742.74685980.04036009020134.116.84685980.10036003608024.1110.95685980.16036002255014.5615.51378480.4105000121983.3.3風(fēng)荷載柱子剪力計(jì)算風(fēng)荷載內(nèi)力計(jì)算采用D值法，將對應(yīng)層的層間剪力根據(jù)抗側(cè)剛度分配每根柱子，剪力分配公式，Vi為某根柱子的剪力，Di為對應(yīng)柱子的抗側(cè)剛度，∑Di為某層柱子抗側(cè)剛度總和，F(xiàn)為水平風(fēng)荷載作用下的層間剪力。表3-20風(fēng)荷載作用下的柱子剪力層次柱軸號(hào)∑D(kN/m)D(kN/m)F(kN)V(kN)4A685981546874.1816.73B685981883174.1820.36C685981883174.1820.36D685981546874.1816.733A6859815468138.2231.17B6859818831138.2237.94C6859818831138.2237.94D6859815468138.2231.172A6859815468183.3641.35B6859818831183.3650.34C6859818831183.3650.34D6859815468183.3641.351A378488981212.0050.30B378489943212.0055.69C378489943212.0055.69D378488981212.0050.303.3.4風(fēng)荷載柱子彎矩計(jì)算柱的反彎點(diǎn)高度比計(jì)算式：y=y0+y1+y2+y3，計(jì)算查表結(jié)果見下表。EQy0為標(biāo)準(zhǔn)反彎點(diǎn)高度EQy2為因上層層高變化的修正值EQy3為因下層層高變化的修正值柱下端彎矩：M下=-Vhy，上端彎矩：M上=-Vh(1-y)M下、M下分別為柱上、下端彎矩；為柱子剪力；為反彎點(diǎn)高度比表3-21風(fēng)荷載作用下反彎點(diǎn)高度比y計(jì)算表層號(hào)A柱軸線邊柱B柱軸線中柱C柱軸線中柱D柱軸線邊柱4k=1.25y0=0.41a1=1y1=0a2=0y2=0a3=1y3=0y=0.41k=1.76y0=0.44a1=1y1=0a2=0y2=0a3=1y3=0y=0.44k=1.76y0=0.44a1=1y1=0a2=0y2=0a3=1y3=0y=0.44k=1.25y0=0.41a1=1y1=0a2=0y2=0a3=1y3=0y=0.413k=1.25y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.45k=1.76y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.45k=1.76y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.45k=1.25y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.452k=1.25y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.50k=1.76y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.50k=1.76y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.50k=1.25y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.501k=1.74y0=0.57a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.57k=2.45y0=0.55a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.55k=2.45y0=0.55a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.55k=1.74y0=0.57a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.57表3-22風(fēng)載作用下A柱彎矩(kN.m)層次M下=-VhyM上=-Vh(1-y)4M下=-0.62×3.6×0.41=-0.91M上=-0.62×3.6×(1-0.41)=-1.313M下=-1.54×3.6×0.45=-2.50M上=-1.54×3.6×(1-0.45)=-3.062M下=-4.44×3.6×0.50=-4.44M上=-4.44×3.6×(1-0.50)=-4.441M下=-3.68×5.0×0.57=-10.49M上=-3.68×5.0×(1-0.57)=-7.91表3-23風(fēng)載作用下B柱彎矩(kN.m)層次M下=-VhyM上=-Vh(y-1)4M下=-0.75×3.6×0.44=-1.19M上=-0.75×3.6×(1-0.44)=-1.523M下=-1.88×3.6×0.45=-3.31M上=-1.88×3.6×(1-0.45)=-3.452M下=-3.01×3.6×0.50=-5.41M上=-3.01×3.6×(1-0.50)=-5.411M下=-4.08×5.0×0.55=-11.21M上=-4.08×5.0×(1-0.55)=-9.17表3-24風(fēng)載作用下C柱彎矩(kN.m)層次M下=-VhyM上=-Vh(y-1)4M下=-0.75×3.6×0.44=-1.19M上=-0.75×3.6×(1-0.44)=-1.523M下=-1.88×3.6×0.45=-3.31M上=-1.88×3.6×(1-0.45)=-3.452M下=-3.01×3.6×0.50=-5.41M上=-3.01×3.6×(1-0.50)=-5.411M下=-4.08×5.0×0.55=-11.21M上=-4.08×5.0×(1-0.55)=-9.17表3-25風(fēng)載作用下D柱彎矩(kN.m)層次M下=-VhyM上=-Vh(y-1)4M下=-0.62×3.6×0.41=-0.91M上=-0.62×3.6×(1-0.41)=-1.313M下=-1.54×3.6×0.45=-2.50M上=-1.54×3.6×(1-0.45)=-3.062M下=-4.44×3.6×0.50=-4.44M上=-4.44×3.6×(1-0.50)=-4.441M下=-3.68×5.0×0.57=-10.49M上=-3.68×5.0×(1-0.57)=-7.913.3.5風(fēng)荷載梁端彎矩計(jì)算根據(jù)節(jié)點(diǎn)平衡條件，梁彎矩按照其線剛度大小分配的原則計(jì)算梁端梁左彎矩:；梁右彎矩:，、為節(jié)點(diǎn)左、右梁端彎矩；分別為節(jié)點(diǎn)上下端柱彎矩；為節(jié)點(diǎn)左右梁線剛度。表3-26風(fēng)荷載作用梁端彎矩計(jì)算(kN·m)層次AB梁左AB梁右BC梁左BC梁右CD梁左CD梁右41.311.080.440.441.081.3133.973.291.351.353.293.9726.956.192.532.536.196.95112.3610.354.234.2310.3512.36圖3-10風(fēng)荷載彎矩圖(kN.m)3.3.6風(fēng)荷載梁剪力及柱軸力計(jì)算水平荷載梁剪力計(jì)算：V=-(M左+M右)/lM左、M右分別為梁左、右端彎矩，l為梁計(jì)算跨度柱子軸力：N頂=N底=上層柱底軸力-V左+V右，其中V左、V右分別為柱子左、右端梁剪力表3-26風(fēng)載作用下梁剪力計(jì)算(kN)層次AB跨梁BC跨梁CD跨梁6=-(1.31+1.08)/6.32=-0.38=-(0.44+0.44)/3.60=-0.24=-(1.31+1.08)/6.32=-0.385=-(3.97+3.29)/6.32=-1.15=-(1.35+1.35)/3.60=-0.75=-(3.97+3.29)/6.32=-1.154=-(6.95+6.19)/6.32=-2.08=-(2.53+2.53)/3.60=-1.41=-(6.95+6.19)/6.32=-2.083=-(12.36+10.35)/6.32=-3.59=-(4.23+4.23)/3.60=-2.35=-(12.36+10.35)/6.32=-3.59表3-27風(fēng)載作用下A、B柱軸力(kN)層次A柱軸力B柱軸力6N=-0.38=-0.38N=-0.24--0.38=0.135N=-0.38-1.15=-1.53N=0.13-0.75--1.15=0.534N=-1.53-2.08=-3.61N=0.53-1.41--2.08=1.203N=-3.61-3.59=-7.20N=1.20-2.35--3.59=2.45表3-28風(fēng)載作用下C、D柱軸力(kN)層次C柱軸力D柱軸力6N=-0.38--0.24=-0.13N=--0.38=0.385N=-0.13-1.15--0.75=-0.53N=0.38--1.15=1.534N=-0.53-2.08--1.41=-1.20N=1.53--2.08=3.613N=-1.20-3.59--2.35=-2.45N=3.61--3.59=7.20圖3-11風(fēng)荷載剪力圖(kN)圖3-12風(fēng)荷載軸力圖(kN)3.4地震荷載標(biāo)準(zhǔn)值計(jì)算3.4.1重力荷載代表值計(jì)算1.屋面樓面板恒載計(jì)算4層：4.5×16.5×4.89=363.08kN3層：4.5×16.5×4.17=309.62kN2層：4.5×16.5×4.17=309.62kN1層：4.5×16.5×4.17=309.62kN2．屋面樓面板活載計(jì)算4層：4.5×16.5×2=148.50kN3層：4.5×6.6×2.5+4.5×3.3×2.5+4.5×6.6×2.5=185.63kN2層：4.5×6.6×2.5+4.5×3.3×2.5+4.5×6.6×2.5=185.63kN1層：4.5×6.6×2.5+4.5×3.3×2.5+4.5×6.6×2.5=185.63kN3．橫縱梁荷載計(jì)算4層：0.25×0.65×6.6×25×1.05×2+0.25×0.4×3.3×25×1.05+0.24×0.50×4.5×4×25×1.05=121.67kN3層：0.25×0.65×6.6×25×1.05×2+0.25×0.4×3.3×25×1.05+0.24×0.50×4.5×4×25×1.05=121.67kN2層：0.25×0.65×6.6×25×1.05×2+0.25×0.4×3.3×25×1.05+0.24×0.50×4.5×4×25×1.05=121.67kN1層：0.25×0.65×6.6×25×1.05×2+0.25×0.4×3.3×25×1.05+0.24×0.50×4.5×4×25×1.05=121.67kN4．柱荷載計(jì)算4層：0.5×0.5×3.6×4×25×1.05=94.50kN3層：0.5×0.5×3.6×4×25×1.05=94.50kN2層：0.5×0.5×3.6×4×25×1.05=94.50kN1層：0.5×0.5×5.0×4×25×1.05=131.25kN5．門、窗荷載計(jì)算4層：2.1×1.2×4×0.45+1.8×2.1×4×0.45=11.34kN3層：2.1×1.2×4×0.45+1.8×2.1×4×0.45=11.34kN2層：2.1×1.2×4×0.45+1.8×2.1×4×0.45=11.34kN1層：2.1×1.2×4×0.45+1.8×2.1×4×0.45=11.34kN6．墻荷載計(jì)算屋面層女兒墻：2×1.2×4.5×(0.12×8+0.02×20×2)=19.01kN4層外墻：((3.6-0.5)×4.5×2-2.25×2.25×4)×(0.24×8+0.02×20×2)=34.76kN3層外墻：((3.6-0.5)×4.5×2-2.25×2.25×4)×(0.24×8+0.02×20×2)=34.76kN2層外墻：((3.6-0.5)×4.5×2-2.25×2.25×4)×(0.24×8+0.02×20×2)=34.76kN1層外墻：((5.0-0.5)×4.5×2-2.25×2.25×4)×(0.24×8+0.02×20×2)=69.03kN4層內(nèi)墻：((3.6-0.5)×4.5×2+(3.6-0.65)×6.6×2-2.1×1.2×4)×(0.20×8+0.02×20×2)=136.22kN3層內(nèi)墻：((3.6-0.5)×4.5×2+(3.6-0.65)×6.6×2-2.1×1.2×4)×(0.20×8+0.02×20×2)=136.22kN2層內(nèi)墻：((3.6-0.5)×4.5×2+(3.6-0.65)×6.6×2-2.1×1.2×4)×(0.20×8+0.02×20×2)=136.22kN1層內(nèi)墻：((5.0-0.5)×4.5×2+(4.7-0.65)×6.6×2-2.1×1.8×2)×(0.24×6+0.02×20×2)=210.82kN7．重力荷載代表值計(jì)算集中于各層樓層節(jié)點(diǎn)處的重力荷載代表值Gi=板恒載+板活載/2+梁自重+上下層柱自重/2+上下層門、窗自重/2+上下層墻自重/2對于頂層G頂=板恒載+板活載/2+梁自重+上下層柱自重/2+上下層門、窗自重/2+上下層墻自重/2+女兒墻自重G4=363.08+148.50/2+121.67+94.50/2+11.34/2+34.76/2+136.22/2+19.01=716.42kNG3=309.62+185.63/2+121.67+94.50+11.34+34.76+136.22=800.93kNG2=309.62+185.63/2+121.67+94.50+11.34+34.76+136.22=800.93kNG1=309.62+185.63/2+121.67+94.50/2+131.25/2+11.34+34.76/2+69.03/2+136.22/2+210.82/2=873.74kN圖3-13重力荷載代表值；；表3-29結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次Gi(kN)Vgi(kN)ΣDi(kN/m)Δui(m)uT(m)4716.42716.42685980.01040.15073800.931517.35685980.02210.14032800.932318.28685980.03380.11811873.743192.02378480.08430.0843基本周期計(jì)算公式，基本周期調(diào)整系數(shù)取0.7，由上表可知，3.4.3水平地震作用下的剪力計(jì)算本工程地基場地類別：Ⅲ類，設(shè)計(jì)地震分組：第一組，查表得特征周期Tg=0.45s，抗震設(shè)防烈度為：7度，地震加速度：0.10g，αmax=0.08結(jié)構(gòu)等效總重力荷載Geq=0.85GL=0.85×3192.02=2713kNT1≤1.4Tg=1.4×0.45=0.63s故不需考慮頂點(diǎn)附加地震作用結(jié)構(gòu)橫向總水平地震作用標(biāo)準(zhǔn)值FEK=α1Geq；各層橫向地震作用及樓層地震剪力計(jì)算見表3-4。計(jì)算公式為表3-30各質(zhì)點(diǎn)橫向水平地震剪力計(jì)算層次Hi(m)Gi(kN)GiHi(kN·m)Fi(kN)Vi(kN)415.80716.4211319.4774.1874.18312.20800.939771.3464.04138.2228.60800.936887.9945.14183.3615.00873.744368.6828.63212.003.4.4水平地震作用下的位移驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間位移△μi按下式計(jì)算各層的層間移角θe=△μi/hi如下表所示，層間最大位移角1/893﹤1/550(滿足要求)。表3-31橫向水平地震作用下的位移驗(yàn)算層次Vi(kN)∑Di(kN/m)△μi(m)hi(m)△μi/hi474.18685980.001083.633293138.22685980.002013.617872183.36685980.002673.613471212.00378480.0056058933.4.5地震柱剪力計(jì)算表3-32水平地震作用下的柱子剪力層次柱軸號(hào)∑D(kN/m)D(kN/m)F(kN)V(kN)4A685981546874.1816.73B685981883174.1820.36C685981883174.1820.36D685981546874.1816.733A6859815468138.2231.17B6859818831138.2237.94C6859818831138.2237.94D6859815468138.2231.172A6859815468183.3641.35B6859818831183.3650.34C6859818831183.3650.34D6859815468183.3641.351A378488981212.0050.30B378489943212.0055.69C378489943212.0055.69D378488981212.0050.303.4.6地震柱子彎矩計(jì)算地震荷載作用下的標(biāo)準(zhǔn)反彎點(diǎn)高度比計(jì)算查表過程如下表。表3-33地震荷載作用下反彎點(diǎn)高度比y計(jì)算表層號(hào)A柱軸線邊柱B柱軸線中柱C柱軸線中柱D柱軸線邊柱4k=1.25y0=0.41a1=1y1=0a2=0y2=0a3=1y3=0y=0.41k=1.76y0=0.44a1=1y1=0a2=0y2=0a3=1y3=0y=0.44k=1.76y0=0.44a1=1y1=0a2=0y2=0a3=1y3=0y=0.44k=1.25y0=0.41a1=1y1=0a2=0y2=0a3=1y3=0y=0.413k=1.25y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.45k=1.76y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.45k=1.76y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.45k=1.25y0=0.45a1=1y1=0a2=1y2=0a3=1y3=0y=0.452k=1.25y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.50k=1.76y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.50k=1.76y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.50k=1.25y0=0.50a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.501k=1.74y0=0.57a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.57k=2.45y0=0.55a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.55k=2.45y0=0.55a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.55k=1.74y0=0.57a1=0y1=0a2=0.75y2=0a3=0y3=0y=0.57表3-34地震荷載作用下A柱彎矩(kN.m)層次M下=-VhyM上=-Vh(y-1)4M下=-16.73×3.6×0.41=-24.69M上=-16.73×3.6×(1-0.41)=-35.533M下=-31.17×3.6×0.45=-50.49M上=-31.17×3.6×(1-0.45)=-61.712M下=-41.35×3.6×0.50=-74.42M上=-41.35×3.6×(1-0.50)=-74.421M下=-50.30×5.0×0.57=-143.37M上=-60.30×5.0×(1-0.57)=-108.15表3-35地震荷載作用下B柱彎矩(kN.m)層次M下=-VhyM上=-Vh(y-1)4M下=-20.36×3.6×0.44=-32.26M上=-20.36×3.6×(1-0.44)=-41.053M下=-37.94×3.6×0.45=-66.93M上=-37.94×3.6×(1-0.45)=-66.932M下=-50.34×3.6×0.50=-90.60M上=-50.34×3.6×(1-0.50)=-90.601M下=-55.69×5.0×0.55=-153.16M上=-55.69×5.0×(1-0.55)=-125.31表3-36地震荷載作用下C柱彎矩(kN.m)層次M下=-VhyM上=-Vh(y-1)4M下=-20.36×3.6×0.44=-32.26M上=-20.36×3.6×(1-0.44)=-41.053M下=-37.94×3.6×0.45=-66.93M上=-37.94×3.6×(1-0.45)=-66.932M下=-50.34×3.6×0.50=-90.60M上=-50.34×3.6×(1-0.50)=-90.601M下=-55.69×5.0×0.55=-153.16M上=-55.69×5.0×(1-0.55)=-125.31表3-37地震荷載作用下D柱彎矩(kN.m)層次M下=-VhyM上=-Vh(y-1)4M下=-16.73×3.6×0.41=-24.69M上=-16.73×3.6×(1-0.41)=-35.533M下=-31.17×3.6×0.45=-50.49M上=-31.17×3.6×(1-0.45)=-61.712M下=-41.35×3.6×0.50=-74.42M上=-41.35×3.6×(1-0.50)=-74.421M下=-50.30×5.0×0.57=-143.37M上=-60.30×5.0×(1-0.57)=-地震梁端彎矩計(jì)算表3-38水平地震作用下梁端彎矩計(jì)算(kN·m)層次AB梁左AB梁右BC梁左BC梁右CD梁左CD梁右435.5329.1411.9211.9229.1435.53386.4072.3329.5929.5972.3386.402124.91111.8045.7445.74111.80124.911182.58153.2362.6962.69153.23182.58圖3-14地震彎矩圖(kN.m)3.4.8地震梁剪力及柱軸力計(jì)算表3-38地震荷載作用下梁剪力計(jì)算(kN)層次AB跨梁BC跨梁CD梁4=-(35.53+29.14)/6.32=-10.23=-(11.92+11.92)/3.60=-6.62=-(35.53+29.14)/6.32=-10.233=-(86.40+72.33)/6.32=-25.12=-(29.59+29.59)/3.60=-16.44=-(86.40+72.33)/6.32=-25.122=-(86.40+72.33)/6.32=-37.45=-(45.74+45.74)/3.60=-25.41=-(86.40+72.33)/6.32=-37.451=-(182.58+153.23)/6.32=-53.13=-(62.69+62.69)/3.60=-34.83=-(182.58+153.23)/6.32=-53.13表3-39地震荷載作用下B、C柱軸力(kN)層次A柱軸力B柱軸力4N=-10.23=-10.23N=-6.62--10.23=3.613N=-10.23-25.12=-35.35N=3.61-16.44--25.12=12.292N=-35.35-37.45=-72.80N=12.29-25.41--37.45=24.331N=-72.80-53.13=-125.94N=24.33-34.83--53.13=42.64表3-40地震荷載作用下D、E柱軸力(kN)層次C柱軸力D柱軸力4N=--10.23-6.62=-3.61N=--10.23=10.233N=-3.61-25.12--16.44=-12.29N=10.23--25.12=-35.352N=-12.29-37.45--25.41=-24.33N=35.35--37.45=72.801N=-24.33-53.12--34.83=-42.64N=72.80--53.13=125.94圖4-15地震剪力圖(kN)圖3-16地震軸力圖(kN)

4．內(nèi)力組合4.1（一般荷載組合）4.1.1無地震作用效應(yīng)組合對于一般的框架結(jié)構(gòu)，基本組合可采用簡化規(guī)則，取下列組合值中的最不利值確定：組合1：1.3恒荷載+1.5活荷載組合2：1.35恒荷載+1.5×0.7活荷載組合3：1.3恒荷載±1.5×（活荷載±0.6風(fēng)荷載）組合4：1.3恒荷載±1.5×（0.7活荷載±風(fēng)荷載）：永久荷載的分項(xiàng)系數(shù)，具體取值為：當(dāng)其效應(yīng)對結(jié)構(gòu)不利時(shí)，對由可變荷載效應(yīng)控制的組合，應(yīng)取1.3；對由永久荷載效應(yīng)控制的組合，應(yīng)取1.35；：第i個(gè)可變荷載的分項(xiàng)系數(shù)，其中為可變荷載Q1的分項(xiàng)系數(shù)，可變荷載的分項(xiàng)系數(shù)：一般情況下應(yīng)取1.5；對活荷載標(biāo)準(zhǔn)值大于4kN/m2的工業(yè)房屋，分項(xiàng)系數(shù)應(yīng)取1.3。對于某些特殊情況，可按建筑結(jié)構(gòu)有關(guān)設(shè)計(jì)規(guī)范的規(guī)定確定。SGK：按永久荷載標(biāo)準(zhǔn)值Gk計(jì)算的荷載效應(yīng)值；SQik：按可變荷載標(biāo)準(zhǔn)值Qik計(jì)算的荷載效應(yīng)值，其中SQ1k為諸可變荷載效應(yīng)中起控制作用者；Ψci：可變荷載Qi的組合值系數(shù)，對于民用建筑樓面活荷載，除了書庫、檔案室、儲(chǔ)藏室、通風(fēng)及電梯機(jī)房取0.9，其余情況均取0.7；對于風(fēng)荷載的組合系數(shù)取0.6；對于雪荷載的組合系數(shù)取0.7；n：參與組合的可變荷載數(shù)。4.1.2有地震作用效應(yīng)組合組合5：1.3×(恒荷載±0.5活荷載)±1.5地震荷載式中S：結(jié)構(gòu)構(gòu)件內(nèi)力組合的設(shè)計(jì)值，包括組合的彎矩、軸向力和剪力設(shè)計(jì)值；：重力荷載分項(xiàng)系數(shù)，一般情況應(yīng)采用1.3，當(dāng)重力荷載效應(yīng)對構(gòu)件承載能力有利時(shí)，不應(yīng)大于1.0；：為水平地震作用分項(xiàng)系數(shù)，應(yīng)取1.3；SGE：重力荷載代表值的效應(yīng)。4.1.3．本章各內(nèi)力組合時(shí)的單位及方向(1)柱的內(nèi)力及梁的剪力仍沿用結(jié)構(gòu)力學(xué)的規(guī)定（與前幾章規(guī)定相同）：彎矩順時(shí)針為正，逆時(shí)針為負(fù)，單位為kN·m。軸力受壓為正，受拉為負(fù)，單位為kN。剪力順時(shí)針為正，逆時(shí)針為負(fù)，單位為kN。梁的彎矩方向以下部受拉為正，上部受拉為負(fù)（與前幾章規(guī)定不同）。4.2豎向荷載彎矩調(diào)整在豎向荷載作用下，可考慮框架梁端塑性變形內(nèi)力重分布對梁端負(fù)彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)符合下列規(guī)定：4.2.1．現(xiàn)澆框架梁端現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)β可取為0.8~0.9：調(diào)幅前梁左梁右的彎矩。4.2.2．框架梁端負(fù)彎矩調(diào)幅框架梁端負(fù)彎矩調(diào)幅后，梁跨中彎矩應(yīng)按平衡條件相應(yīng)增大（1）（2）M中：調(diào)幅前梁跨中彎矩標(biāo)準(zhǔn)值；M0：按簡支梁計(jì)算的跨中彎矩標(biāo)準(zhǔn)值；Mlo,Mro：連續(xù)梁的左右支座截面彎矩調(diào)幅前的彎矩標(biāo)準(zhǔn)值；M：彎矩調(diào)幅后梁跨中彎矩標(biāo)準(zhǔn)值注：梁的彎矩方向以下部受拉為正，上部受拉為負(fù)。4.2.3截面設(shè)計(jì)截面設(shè)計(jì)時(shí)，框架梁跨中截面正彎矩設(shè)計(jì)值不應(yīng)小于豎向荷載作用下按簡支梁計(jì)算的跨中彎矩設(shè)計(jì)值的50％。表4-1恒載作用下的梁端彎矩調(diào)幅層次梁跨M0β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值梁左跨中梁右梁左跨中梁右4AB跨114.200.85-48.0559.17-62.01-40.8467.42-52.71BC跨22.000.85-21.400.60-21.40-18.193.81-18.19CD跨114.200.85-62.0159.17-48.05-52.7167.42-40.843AB跨136.110.85-74.6558.08-81.39-63.4669.79-69.18BC跨19.440.85-17.022.42-17.02-14.464.97-14.46CD跨136.110.85-81.3958.08-74.65-69.1869.79-63.462AB跨136.110.85-74.1158.34-81.42-62.9970.01-69.20BC跨19.440.85-17.012.43-17.01-14.464.98-14.46CD跨136.110.85-81.4258.34-74.11-69.2070.01-62.991AB跨136.110.85-66.6064.27-77.08-56.6175.04-65.52BC跨19.440.85-19.020.42-19.02-16.163.27-16.16CD跨136.110.85-77.0864.27-66.60-65.5275.04-56.61表4-2活載作用下的梁端彎矩調(diào)幅層次梁跨M0β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值梁左跨中梁右梁左跨中梁右4AB跨37.340.85-15.3419.62-20.10-13.0422.28-17.09BC跨7.130.85-6.930.20-6.93-5.891.24-5.89CD跨37.340.85-20.1019.62-15.34-17.0922.28-13.043AB跨46.680.85-24.5820.52-27.75-20.8924.44-23.58BC跨8.910.85-7.131.78-7.13-6.062.85-6.06CD跨46.680.85-27.7520.52-24.58-23.5824.44-20.892AB跨46.680.85-24.4820.57-27.74-20.8024.49-23.58BC跨8.910.85-7.131.78-7.13-6.062.85-6.06CD跨46.680.85-27.7420.57-24.48-23.5824.49-20.801AB跨46.680.85-21.8422.58-26.36-18.5626.19-22.40BC跨8.910.85-7.791.12-7.79-6.622.29-6.62CD跨46.680.85-26.3622.58-21.84-22.4026.19-18.564.3框架梁內(nèi)力組合表4-34層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.35×①+0.7×1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.3×(①+0.5②)±1.5×④)設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB梁左M-40.84-13.041.3135.53-72.65-68.83-71.47-73.83-64.82-68.75-10.65-103.02-103.02V57.0617.56-0.38-10.23100.5395.48100.19100.8792.0693.1965.7192.32100.87跨中M67.4222.280.246.39121.07114.41121.28120.86111.40110.69102.5985.96121.28V-2.21-0.75-0.38-10.23-4.00-3.77-4.34-3.66-4.23-3.10-16.4010.20-16.40梁右M-52.71-17.09-1.08-29.14-94.15-89.10-95.12-93.19-88.08-84.85-111.38-35.63-111.38V-61.48-19.07-0.38-10.23-108.53-103.02-108.87-108.19-100.52-99.38-98.52-71.92-108.87BC梁左M-18.19-5.890.4411.92-32.49-30.75-32.09-32.88-29.18-30.50-9.87-40.86-40.86V19.615.94-0.24-6.6234.4032.7134.1834.6231.3632.0918.4835.7035.70跨中M9.254.180.000.0018.2916.8818.2918.2916.4216.4213.6113.6118.29V0.000.00-0.24-6.620.000.00-0.220.22-0.370.37-8.618.61-8.61梁右M-18.19-5.89-0.44-11.92-32.49-30.75-32.88-32.09-30.50-29.18-40.86-9.87-40.86V-19.61-5.94-0.24-6.62-34.40-32.71-34.62-34.18-32.09-31.36-35.70-18.48-35.70CD梁左M-52.71-17.091.0829.14-94.15-89.10-93.19-95.12-84.85-88.08-35.63-111.38-111.38V61.4819.07-0.38-10.23108.53103.02108.19108.8799.38100.5271.9298.52108.87跨中M67.4222.28-0.24-6.39121.07114.41120.86121.28110.69111.4085.96102.59121.28V2.210.75-0.38-10.234.003.773.664.343.104.23-10.2016.4016.40梁右M-40.84-13.04-1.31-35.53-72.65-68.83-73.83-71.47-68.75-64.82-103.02-10.65-103.02V-57.06-17.56-0.38-10.23-100.53-95.48-100.87-100.19-93.19-92.06-92.32-65.71-100.87表4-43層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.35×①+0.7×1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.3×(①+0.5②)±1.5×④)設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB梁左M-63.46-20.893.9786.40-113.83-107.60-110.26-117.40-98.48-110.3823.64-201.00-201.00V73.9922.39-1.15-25.12129.77123.39128.74130.81117.97121.4269.57134.87134.87跨中M69.7924.440.6714.07127.38119.87127.99126.77117.39115.37116.7080.11127.99V-1.07-0.50-1.15-25.12-2.14-1.97-3.17-1.10-3.64-0.19-34.2331.07-34.23梁右M-69.18-23.58-3.29-72.33-125.31-118.16-128.28-122.35-119.64-109.76-191.20-3.14-191.20V-76.12-23.40-1.15-25.12-134.05-127.33-135.08-133.01-125.24-121.80-138.03-72.73-138.03BC梁左M-14.46-6.061.3529.59-27.89-25.89-26.68-29.10-23.14-27.1817.48-59.46-59.46V17.477.43-0.75-16.4433.8531.3833.1734.5229.3831.634.0446.7946.79跨中M9.254.180.000.0018.2916.8818.2918.2916.4216.4213.6113.6118.29V0.000.00-0.75-16.440.000.00-0.670.67-1.121.12-21.3721.37-21.37梁右M-14.46-6.06-1.35-29.59-27.89-25.89-29.10-26.68-27.18-23.14-59.4617.48-59.46V-17.47-7.43-0.75-16.44-33.85-31.38-34.52-33.17-31.63-29.38-46.79-4.04-46.79CD梁左M-69.18-23.583.2972.33-125.31-118.16-122.35-128.28-109.76-119.64-3.14-191.20-191.20V76.1223.40-1.15-25.12134.05127.33133.01135.08121.80125.2472.73138.03138.03跨中M69.7924.44-0.67-14.07127.38119.87126.77127.99115.37117.3980.11116.70127.99V1.070.50-1.15-25.122.141.971.103.170.193.64-31.0734.2334.23梁右M-63.46-20.89-3.97-86.40-113.83-107.60-117.40-110.26-110.38-98.48-201.0023.64-201.00V-73.99-22.39-1.15-25.12-129.77-123.39-130.81-128.74-121.42-117.97-134.87-69.57-134.87表4-52層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.35×①+0.7×1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.3×(①+0.5②)±1.5×④)設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB梁左M-62.99-20.806.95124.91-113.09-106.88-106.84-119.34-93.31-114.1574.32-250.46-250.46V73.9022.38-2.08-37.45129.63123.26127.76131.50116.44122.6853.41150.79150.79跨中M70.0124.490.7513.12127.74120.22128.42127.06117.85115.59115.7581.65128.42V-1.16-0.52-2.08-37.45-2.28-2.10-4.15-0.41-5.161.07-50.3946.99-50.39梁右M-69.20-23.58-6.19-111.80-125.33-118.18-130.90-119.76-124.01-105.43-242.5348.15-242.53V-76.21-23.41-2.08-37.45-134.19-127.46-136.06-132.32-126.77-120.53-154.19-56.81-154.19BC梁左M-14.46-6.062.5345.74-27.88-25.88-25.60-30.16-21.36-28.9638.48-80.44-80.44V17.477.43-1.41-25.4133.8531.3832.5835.1128.3932.62-7.6258.4558.45跨中M9.254.180.000.0018.2916.8818.2918.2916.4216.4213.6113.6118.29V0.000.00-1.41-25.410.000.00-1.271.27-2.112.11-33.0333.03-33.03梁右M-14.46-6.06-2.53-45.74-27.88-25.88-30.16-25.60-28.96-21.36-80.4438.48-80.44V-17.47-7.43-1.41-25.41-33.85-31.38-35.11-32.58-32.62-28.39-58.457.62-58.45CD梁左M-69.20-23.586.19111.80-125.33-118.18-119.76-130.90-105.43-124.0148.15-242.53-242.53V76.2123.41-2.08-37.45134.19127.46132.32136.06120.53126.7756.81154.19154.19跨中M70.0124.49-0.75-13.12127.74120.22127.06128.42115.59117.8581.65115.75128.42V1.160.52-2.08-37.452.282.100.414.15-1.075.16-46.9950.3950.39梁右M-62.99-20.80-6.95-124.91-113.09-106.88-119.34-106.84-114.15-93.31-250.4674.32-250.46V-73.90-22.38-2.08-37.45-129.63-123.26-131.50-127.76-122.68-116.44-150.79-53.41-150.79表4-61層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.35×①+0.7×1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.3×(①+0.5②)±1.5×④)設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB梁左M-56.61-18.5612.36182.58-101.44-95.92-90.31-112.56-74.55-111.63158.28-316.42-316.42V73.4022.18-3.59-53.13128.68122.37125.45131.92113.31124.0932.31170.46170.46跨中M75.0426.192.0129.35136.84128.81138.65135.03128.07122.04143.9267.61143.92V-1.66-0.72-3.59-53.13-3.23-2.99-6.460.01-8.302.48-71.4966.66-71.49梁右M-65.52-22.40-10.35-153.23-118.78-111.97-128.09-109.46-124.22-93.17-291.25107.13-291.25V-76.71-23.61-3.59-53.13-135.14-128.35-138.37-131.90-129.90-119.12-175.29-37.14-175.29BC梁左M-16.16-6.624.2362.69-30.95-28.77-27.14-34.76-21.62-34.3258.12-104.86-104.86V17.477.43-2.35-34.8333.8531.3831.7335.9626.9834.03-19.8670.6970.69跨中M3.272.290.000.007.696.827.697.696.666.665.305.307.69V0.000.00-2.35-34.830.000.00-2.122.12-3.533.53-45.2745.27-45.27梁右M-16.16-6.62-4.23-62.69-30.95-28.77-34.76-27.14-34.32-21.62-104.8658.12-104.86V-17.47-7.43-2.35-34.83-33.85-31.38-35.96-31.73-34.03-26.98-70.6919.86-70.69CD梁左M-65.52-22.4010.35153.23-118.78-111.97-109.46-128.09-93.17-124.22107.13-291.25-291.25V76.7123.61-3.59-53.13135.14128.35131.90138.37119.12129.9037.14175.29175.29跨中M75.0426.19-2.01-29.35136.84128.81135.03138.65122.04128.0767.61143.92143.92V1.660.72-3.59-53.133.232.99-0.016.46-2.488.30-66.6671.4971.49梁右M-56.61-18.56-12.36-182.58-101.44-95.92-112.56-90.31-111.63-74.55-316.42158.28-316.42V-73.40-22.18-3.59-53.13-128.68-122.37-131.92-125.45-124.09-113.31-170.46-32.31-170.464.4框架柱內(nèi)力組合表4-9A軸柱內(nèi)力組合層次截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.35×①+0.7×1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.3×(①+0.5②)±1.5×④)|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4柱頂M48.0515.34-1.31-35.5385.4780.9784.2986.6576.6080.5420.67113.05113.0520.6786.65N106.1927.69-0.38-10.23179.58172.43179.24179.92166.55167.69130.74157.34157.34130.74179.92V-22.89-7.540.6216.73-41.07-38.82-40.52-41.63-36.75-38.60-10.25-53.74-53.74-10.25-41.63柱底M34.3711.80-0.91-24.6962.3858.7961.5663.2055.7058.4416.2380.4280.4216.2363.20N128.6927.69-0.38-10.23208.83202.80208.49209.17195.80196.94157.74184.34184.34157.74209.17V-22.89-7.540.6216.73-41.07-38.82-40.52-41.63-36.75-38.60-10.25-53.74-53.74-10.25-41.633柱頂M40.2812.78-3.06-61.7171.5367.8068.7874.2961.2070.37-24.22136.23136.23-24.2274.29N268.0262.73-1.53-35.35442.53427.70441.16443.90412.01416.59313.31405.22405.22313.31443.90V-20.14-6.661.5431.17-36.18-34.19-34.79-37.57-30.87-35.5012.35-68.69-68.6912.35-37.57柱底M32.2311.21-2.50-50.4958.7155.2856.4660.9649.9257.42-20.24111.04111.04-20.2460.96N290.5262.73-1.53-35.35471.78458.07470.41473.15441.26445.84340.31432.22432.22340.31473.15V-20.14-6.661.5431.17-36.18-34.19-34.79-37.57-30.87-35.5012.35-68.69-68.6912.35-37.572柱頂M41.8813.26-4.44-74.4274.3470.4670.3478.3461.7075.04-38.54154.96154.96-38.5478.34N429.7697.77-3.61-72.80705.34682.83702.10708.58655.94666.75479.73669.02669.02479.73708.58V-22.44-7.452.4741.35-40.35-38.12-38.12-42.57-33.29-40.7022.35-85.15-85.1522.35-42.57柱底M38.9213.54-4.44-74.4270.9166.7666.9174.9158.1571.48-41.92151.58151.58-41.9274.91N452.2697.77-3.61-72.80734.59713.21731.35737.83685.19696.00506.73696.02696.02506.73737.83V-22.44-7.452.4741.35-40.35-38.12-38.12-42.57-33.29-40.7022.35-85.15-85.1522.35-42.571柱頂M27.688.30-7.91-108.1548.4346.0841.3155.5532.8356.57-102.40178.80178.80-102.4055.55N591.00132.60-7.20-125.94967.20937.08960.72973.68896.73918.33625.04952.47952.47625.04973.68V-8.30-2.493.6850.30-14.53-13.82-11.22-17.84-7.89-18.9353.94-76.85-76.8553.94-17.84柱底M13.844.15-10.49-143.3724.2223.0414.7733.666.6138.09-167.28205.48205.48-167.2833.66N622.25132.60-7.20-125.941007.83979.271001.351014.30937.36958.95662.54989.97989.97662.541014.30V-8.30-2.493.6850.30-14.53-13.82-11.22-17.84-7.89-18.9353.94-76.85-76.8553.94-17.84表4-10B軸柱內(nèi)力組合層次截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.35×①+0.7×1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.3×(①+0.5②)±1.5×④)|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4柱頂M-40.61-13.17-1.52-41.05-72.55-68.65-73.91-71.19-68.89-64.35-110.00-3.26-110.00-3.26-73.91N143.7144.540.133.61253.63240.77253.75253.51233.79233.39203.87194.48203.87194.48253.75V18.796.120.7520.3633.6031.7934.2832.9231.9729.7252.69-0.2652.69-0.2634.28柱底M-27.03-8.85-1.19-32.26-48.41-45.78-49.48-47.34-46.21-42.64-79.684.19-79.684.19-49.48N166.2144.540.133.61282.88271.15283.00282.76263.04262.64230.87221.48230.87221.48283.00V18.796.120.7520.3633.6031.7934.2832.9231.9729.7252.69-0.2652.69-0.2634.283柱頂M-37.35-11.77-3.45-69.66-66.21-62.78-69.31-63.10-66.09-55.74-142.4438.69-142.4438.69-69.31N343.9599.770.5312.29596.79569.09597.27596.31552.69551.09488.57456.63488.57456.63597.27V17.705.661.8837.9431.5129.8433.2029.8131.7826.1473.97-24.6973.97-24.6933.20柱底M-26.39-8.61-3.31-66.93-47.21-44.66-50.19-44.23-48.31-38.37-123.8450.18-123.8450.18-50.19N366.4599.770.5312.29626.04599.47626.52625.56581.94580.34515.57483.63515.57483.63626.52V17.705.661.8837.9431.5129.8433.2029.8131.7826.1473.97-24.6973.97-24.6933.202柱頂M-38.02-12.00-5.41-90.60-67.43-63.93-72.30-62.56-70.15-53.91-170.6164.96-170.6164.96-72.30N544.28155.021.2024.33940.09897.55941.18939.01872.14868.53777.78714.52777.78714.52941.18V19.186.143.0150.3434.1432.3436.8531.4435.8926.8792.13-38.7492.13-38.7436.85柱底M-31.01-10.11-5.41-90.60-55.48-52.48-60.35-50.61-59.05-42.82-161.0774.51-161.0774.51-60.