工程學(xué)院-土木工程-11土木一班-110807031104

摘要根據(jù)大同大學(xué)土木工程畢業(yè)設(shè)計(jì)任務(wù)書和民用建筑通則、混凝土設(shè)計(jì)規(guī)范、中小學(xué)校建筑設(shè)計(jì)規(guī)范等有關(guān)規(guī)范來設(shè)計(jì)本次畢業(yè)設(shè)計(jì)（大同大學(xué)煤炭工程學(xué)院教學(xué)樓）先設(shè)計(jì)建筑圖然后再根據(jù)建筑圖設(shè)計(jì)結(jié)構(gòu)圖。主要設(shè)計(jì)主要內(nèi)容為計(jì)算其中一榀框架的內(nèi)力計(jì)算包括：平面布置、計(jì)算簡圖確定、荷載計(jì)算、有關(guān)內(nèi)力計(jì)算、內(nèi)力組合，然后根據(jù)內(nèi)力組合來計(jì)算梁板、柱等的配筋圖，最后進(jìn)行基礎(chǔ)設(shè)計(jì)。關(guān)鍵詞：框架結(jié)構(gòu)；內(nèi)力組合；荷載標(biāo)準(zhǔn)值；基礎(chǔ)ABSTRACTAccordingtotheDatongUniversitycivilengineeringgraduationdesigntaskbookandcivilconstructiongeneral,codefordesignofconcretestructure,primaryandsecondaryschoolbuildingsinthecodefordesignofrelevantnormstodesignthegraduationdesign(DatongCoalEngineeringCollegeofteachingbuilding)todesignbuildingplansandthenagainaccordingtotheconstructiondrawingsanddesignstructurediagram.Themaindesignmaincontentforthecalculationofwhichapinframeinternalforcecalculationincluding:layout,schematiccalculationofidentification,loadcalculation,theinternalforcecalculation,internalforcecombination,andthenbasedonthecombinationofinternalforcetocalculatethereinforcementplansofbeamandcolumn.Finally,basicdesign.Keyword：Framestructure；Internalforcecombination；Loadstandardvalue；Basics目錄32616緒論 115第一章建筑設(shè)計(jì)說明 238981.1工程概況 ⑦軸線在恒荷載作用下的結(jié)構(gòu)計(jì)算簡圖作用在框架節(jié)點(diǎn)的集中荷載對(duì)于第五層：KN對(duì)于第四層：3.4.3橫向框架在活荷載作用下的計(jì)算簡圖樓面活荷載作用下的結(jié)構(gòu)計(jì)算簡圖根據(jù)恒載作用下的樓板荷載傳遞方式繪制樓面活荷載作用下的結(jié)構(gòu)計(jì)算簡圖3-8圖3-8樓面活荷載下結(jié)構(gòu)計(jì)算簡圖梯形荷載和三角荷載等效厚如下圖頂層q5BC=5/8x0.5=0.65*0.5KN/m2q5AB=0.92*0.3KN/m2標(biāo)準(zhǔn)層qAB=0.92*2.5KN/m2qBC=0.65*3.5KN/m2活荷載作用下集中力計(jì)算頂層G5A=1.5*0.5*1/2*3=0.75*1.5KNG5B=0.5*1.5*1/2*4*3=3*1.5KN標(biāo)準(zhǔn)層GA=1.5*2.5*1/2*3=3.75*1.5KNGB=3.5*1.5*1/2*4*3KN3.4.4橫向框架在重力荷載代表值作用下的計(jì)算簡圖該數(shù)值在計(jì)算結(jié)構(gòu)抗震時(shí)用，由于主樓和旁邊的附樓設(shè)置梁抗震縫故在此計(jì)算書中僅計(jì)算主樓的抗震。下面計(jì)算所得重力荷載代表值僅是主樓的重力荷載代表值。根據(jù)前面計(jì)算得到的荷載計(jì)算值，繪制下表：表3-5梁的重力荷載計(jì)算類別凈跨（mm）截面（mm）荷載標(biāo)準(zhǔn)值（KN/m2）數(shù)量(根)單重（KN）總重（KN）橫梁7200300×6003.893028.01840.33000300×6003.891511.67175.05縱向連系梁3000200×4001.58564.74256.44合計(jì)1271表3-6柱的重力荷載代表值類別計(jì)算高度（mm）截面（mm）密度（KN/m3）體積（m3）數(shù)量（根）單重（KN）總重（KN）柱3200400×400250.5126012.8768合計(jì)768表3-7內(nèi)外填充墻重的計(jì)算：類別總計(jì)算長度（m）墻計(jì)算高度（m）墻厚計(jì)算值（m）荷載標(biāo)準(zhǔn)值（KN/m2）總重（KN）外墻120.42.70.245.5523.89內(nèi)墻86.42.70.245.5368.2472.82.90.245.5346.40合計(jì)1238樓板恒載、活載計(jì)算（樓梯間按樓板的1.2倍計(jì)算）：樓板面積：54.4×17.8–7.2×3.6×2=916.48（m2）樓梯面積:3.6×7.2×2=51.84（m2）恒載=樓梯恒載+樓板恒載:51.84×3.5×1.2+916.48×3.5=3425KN活載：3.5×（3.6×7.2×2）×1.2+2.5×（54.4×17.8–7.2×3.6×2）=1678.84KN由以上計(jì)算可知，一層重力荷載代表值為:。同理算出頂層的重力荷載代表值最后繪制重力荷載代表值圖3-9圖3-9重力荷載代表值3.0框架側(cè)移剛度計(jì)算考慮到樓蓋是現(xiàn)澆的應(yīng)對(duì)梁的線剛度進(jìn)行修正邊框架梁中框架梁框架梁線剛度計(jì)算表：3-8表3-8框架梁剛度計(jì)算表類別Ec(N/mm2)b(mm)h(mm)I0(mm4)l(mm)EcI0/l(kN·m)(kN·m)(kN·m)AB、CD跨3.01043006005.410972002.2510104.51010BC跨3.01043004001.610930001.610103.21010框架柱線剛度計(jì)算表：3-9表3-9框架柱剛度計(jì)算表層次Ec(N/mm2)b（mm）h（mm）hc（mm）Ic（mm4）EcIo/l（kN·m）13.010440040045002.11091.410102~43.010440040033002.11091.91010根據(jù)算出的線剛度，繪制框架圖現(xiàn)剛度簡圖3.12圖3-10框架剛度簡圖3.4.5橫向框架在恒荷載作用下的彎矩計(jì)算恒載作用作用下梁的固端彎矩計(jì)算頂層AB,CD跨梁端彎矩：=19.37×7.22/12=83.67（KN.m）BC跨梁端彎矩：=14.42×3.02/3=43.26（KN.m）=14.42×3.02/12=10.8KN.m對(duì)于一到四層:=16.47×7.22/12=71.15KN.m對(duì)于跨梁端彎矩:=13.58×3.02/3=40.74KN.m=13.58×3.02/12=10.18KN.m恒載作用下的彎矩調(diào)配分配系數(shù)的計(jì)算:除底層外，其他各層的線剛度應(yīng)乘以0.9的修正系數(shù)，其傳遞系數(shù)取1/3彎矩系數(shù)固端為1，-1所以都取0.33和-0.33同上述計(jì)算方法一樣算出各層的固端彎矩，考慮到梁與柱的偏心，桿端彎矩增大2%彎矩分配法計(jì)算過程如下：圖3-11恒載作用下彎矩分配圖 根據(jù)彎矩二次分配法的計(jì)算結(jié)果，畫出恒荷載作用下的框架梁柱彎矩圖，如圖3.14所示。圖3-12恒荷載作用下的彎矩圖3.4.6橫向框架在活荷載作用下的彎矩計(jì)算1.0活載作用作用下梁的固端彎矩計(jì)算頂層AB,CD跨梁：q邊=0.92×0.5×3=1.38KN/mBC跨：q中=0.625×0.5×3=0.98KN/mAB,CD跨梁端彎矩：=1.38×7.22/12=6（KN.m）BC跨梁端彎矩：=0.98×3.02/3=2.98（KN.m）=0.98×3.02/6=1.47（KN.m）一到四層AB,CD跨梁：q邊=0.92×3×2.5=6.9KN/mBC跨：q中=0.625×3×3.5=6.56KN/mAB,CD跨梁端彎矩：=6.9×7.22/12=29.8（KN.m）BC跨梁端彎矩：=6.56×3.02/3=19.68（KN.m）=6.56×3.02/6=9.84（KN.m）同理求出其他層的梁端彎矩，而后根據(jù)彎矩調(diào)配法進(jìn)行調(diào)配。圖3-13活載作用下的彎矩分配圖2.活荷載作用下的彎矩圖可能由彎矩分配法將各層所求得的彎矩圖疊加，得到的整個(gè)框架結(jié)構(gòu)在活荷載作用下的彎矩圖?？蚣芄?jié)點(diǎn)由于假設(shè)和誤差的原因可能不平衡。為提高精度將不平衡彎矩載進(jìn)行一次按剛度分配，彎矩二次分配后的彎矩圖如圖：3-14圖3-14活荷載作用下的彎矩圖3.4.7跨中彎矩計(jì)算恒載作用下梁的跨中彎矩，按各跨的實(shí)際荷載和兩端支座彎矩平衡條件求得。1按簡支梁計(jì)算跨中彎矩恒載作用下求得頂層跨中彎矩：=47.88×3.6-2.1×16.8×2.55-1.5×16.8×1/2+3.62×7.22/8=93.26KN.m=3.62×3×3/8+12.6×1.5-1.5×16.8/2×1.5/2=13.52KN.m同理求出標(biāo)準(zhǔn)層的實(shí)際荷載按簡支梁計(jì)算的跨中彎矩MoAB中=105.8KN.mMoBC中=8.36KN.m活荷載作用下一到四層：=7.13×3.6-2.5×2.1×2.55-1.5×2.5×1/4×1.5=10.9KN.m=2.6×1.5-3.5×1.5/4×1.5=1.9KN.m頂層=1.4×3.6-0.5×2.1×2.55-1.5×0.5×1.5/4=2.0KN.m=0.4×1.5-0.5×1.5/4×1.5=0.3KN.m2彎矩調(diào)幅后的跨中彎矩支座端按0.8調(diào)幅恒載作用下頂層跨中彎矩：KN·mKN·m四層：KN·mKN·m底層：活荷載作用下的跨中彎矩：頂層：KN·mKN·m標(biāo)準(zhǔn)層：KN·mKN·m底層：KN·mKN·m4梁端剪力和柱軸力計(jì)算恒載作用下根據(jù)已經(jīng)求得的梁端剪力，單獨(dú)去梁、柱隔離體根據(jù)平衡條件計(jì)算求梁端剪力為計(jì)算方便忽略柱的偏心彎矩。表3.10恒載作用下梁端剪力及柱軸力（KN）層數(shù)數(shù)AB跨BC跨A柱B柱VAVBVBVCNN569.4863.2621.6321.6398.66135.27459.2954.6320.3720.37178.67260.00359.2954.6320.3720.37258.68384.02259.2954.6320.3720.37338.69507.13159.0354.2620.3720.37418.47598.2表3-11活載作用下梁端剪力及柱軸力（KN）跨AB跨BC跨A柱B柱層數(shù)VAVBVBVCNN51.81.50.750.7534.5498.85.255.2514.634.3398.85.255.2529.264.1298.85.255.2543.893.918.78.55.255.2559123.43.5地震荷載計(jì)算3.5.1自震周期計(jì)算自震周期的計(jì)算采用頂點(diǎn)位移法來求解其中為（頂點(diǎn)位移法是將懸臂結(jié)構(gòu)的基本周期用結(jié)構(gòu)重力荷載作為水平荷載所產(chǎn)生的頂點(diǎn)位移用uT來表示。該公式近似質(zhì)量和剛度沿高度非均勻分布的彎曲型和剪切型結(jié)構(gòu)基本周期的近似計(jì)算）考慮到非承重墻的影響去0.6折減T1=*0.6=0.21s3.5.2水平地震作用及樓層地震剪力計(jì)算該教學(xué)樓建筑高度為18m沒有超過40m，結(jié)構(gòu)以剪切變形為主質(zhì)量和剛度沿高度分布比較均勻。符合底部剪力法的假設(shè)故用地震剪力法計(jì)算。結(jié)構(gòu)等效總重力荷載代表值Geq=0.85×（7538.1+7548.1*3+7625.1）=37807.5（KN）地震影響系數(shù)查表知二類場地地震特征周期為Tg=0.40s查水平地震影響系數(shù)最大值為amax=0.08：=0.0837807.5=3024.6KN因所以不需要考慮結(jié)構(gòu)頂部附加下集中水平地震作用。則個(gè)層所受水平地震力為：(i=1，2，3，4，5）表3-12各層水平地震作用及樓層地震剪力計(jì)算表層次Hi（m）Gi（KN）GiHi（KN·m）GiHi/∑GjHjFi（KN）Vi（KN）516.57625.1125814.150.3361016.271016.27413.27548.399637.560.266804.541820.8139.97548.374728.170.200604.82425.6126.67548.349818.780.133402.192827.8013.37538.124875.730.065196.563024.36∑374874.39根據(jù)所求得數(shù)據(jù)分別繪制樓層地震力沿高度布置情況圖3.15地震力沿高度分布圖3.5.3水平地震作用下的位移驗(yàn)算層間位移按公式：頂層位移進(jìn)行各層間位移疊加∑ui頂點(diǎn)相對(duì)位移值∑ui/H根據(jù)《抗震規(guī)范》，考慮磚填充墻抗側(cè)力作用的框架，層間彈性位移角限值[θe]<1/550。地震作用下的位移計(jì)算工程省略，計(jì)算結(jié)果如下3-13表3-13地震作用的位移計(jì)算結(jié)果層次Vi（KN）∑Di（N/mm）△ui（m）ui（m）hi（m）（△u）i/hi510167893200.001280.015713.3≤1/550418207893200.002300.014503.3≤1/550324257893200.003070.012203.3≤1/550228277893200.003580.006833.3≤1/550130249295800.003250.003253.3≤1/550根據(jù)層間角限值為1/550.可知水平力地震作用下測位移滿足規(guī)范要求。3.5.4水平地震作用下框架內(nèi)力計(jì)算計(jì)算每一個(gè)柱的反彎點(diǎn)處的剪力用D值法計(jì)算反彎點(diǎn)處的剪力值(n為每層柱的個(gè)數(shù)）其中c下圖：樓層一般層i1i2i2ic ici3i4i4K=c=K/(2+K)底層i1i2i2ic ici3i4i4K=c=(K+0.5)/(2+K)根據(jù)上述就算得Djk最終求得柱端彎矩如下：表3-14A、D柱端彎矩及剪力計(jì)算結(jié)果層次hi（m）Vi（KN）∑Dij（N/mm）A,D號(hào)柱Di1（N/mm）Vi1（KN）y（m）M上（KN·m）M下（KN·m）53.310167893201130514.551.38625.2321.7743.318207893201130526.061.6542.9942.9933.324257893201130534.761.6557.3557.3523.328277893201130540.491.6868.0265.6013.330249295801381845.021.81581.6766.82表3-15B、C柱端彎矩計(jì)及剪力算結(jié)果層次hi（m）Vi（KN）∑Dij（N/mm）B,C號(hào)柱Di1（N/mm）Vi1（KN）y（m）M上（KN·m）M下（KN·m）53.310167893201402818.061.48532.6726.7343.318207893201402832.341.6553.3653.3633.324257893201402834.761.6557.3557.3523.328277893201402843.091.6571.0171.0113.330249295801716845.631.81567.7682.82求出柱端彎矩后，由節(jié)點(diǎn)彎矩平衡條件和梁端彎矩出現(xiàn)不平衡時(shí)按梁的線剛度進(jìn)行分配。計(jì)算公式為：計(jì)算剪力時(shí)以各個(gè)梁為截離體，將梁的左、右端彎矩之和除以該梁的跨度柱的內(nèi)軸向力為：自上而下逐層加節(jié)點(diǎn)左右梁端剪力。計(jì)算結(jié)果見表3-16表3-16梁柱彎矩、剪力、軸力計(jì)算結(jié)果層次AB梁DC梁BC梁柱軸力M1bM2blVbM3bM4blVb邊柱N中柱N525.2307.26.8432.67039.53-6.84-2.69442.9921.777.215.4253.3626.73321.65-22.26-8.92357.3542.997.221.4557.3553.36331.62-43.71-19.09268.0257.357.226.5371.0157.35338.12-70.25-30.67181.6765.607.227.7367.7671.01339.86-97.98-42.80根據(jù)上面求出的彎矩、剪力、軸力可以畫出各圖圖3-16水平地震作用下的彎矩圖、剪力、軸力圖3.6框架梁柱內(nèi)力組合3.6.1一般規(guī)定根據(jù)上面所求得的計(jì)算結(jié)果，可進(jìn)行框架各梁柱控制截面上的內(nèi)力組合。1.梁端負(fù)彎矩調(diào)當(dāng)考慮結(jié)構(gòu)塑性內(nèi)力重分布的有利影響時(shí)，應(yīng)在內(nèi)力組合之前對(duì)豎向荷載下的內(nèi)力進(jìn)行調(diào)幅，對(duì)于現(xiàn)澆框架取0.80。水平荷載作用下的彎矩不能調(diào)幅。2.控制截面框架梁的控制截面最不利內(nèi)力組合有以下幾種：梁跨中截面：及相應(yīng)的V柱邊梁截面：及相應(yīng)的V，及相應(yīng)的M框架柱的控制截面最不利內(nèi)力組合有以下幾種：柱截面：Nmax及相應(yīng)的N、V；Nmin及相應(yīng)的M、V；+Mmax及相應(yīng)的M、V；-Mmin及相應(yīng)的M、V。3.荷載效應(yīng)組合的種類1.2×重力荷載+1.3×水平地震、1.2重力荷載+1.4×活荷載、1.35×重力荷載+1.4×0.7×活荷載3.6.2框架梁內(nèi)力組合1.框架梁內(nèi)力組合考慮恒荷載、活荷載和水平地震作用種荷載?？蚣芰簝?nèi)力組合詳見表3.22?？蚣芰憾藘?nèi)力轉(zhuǎn)換梁端彎矩和剪力去柱邊梁端的剪力和彎矩彎矩設(shè)計(jì)值：剪力設(shè)計(jì)值：均布荷載:集中荷載:上式Mc、Vc為支座處的彎矩剪力值；Vo為按簡支梁計(jì)算的支座剪力設(shè)計(jì)值。2.荷載效應(yīng)的標(biāo)準(zhǔn)組合荷載效應(yīng)的標(biāo)準(zhǔn)組合是考慮非抗震設(shè)計(jì)時(shí)的恒荷載和活荷載的組合，用于正常使用極限狀態(tài)驗(yàn)算。組合過程列于表3-17。表3-17梁的內(nèi)力組合層次截面位置內(nèi)力SGkSQkSEk(1)SEk(2)1.2*SGk+1.4*SQk1.2*SGk+1.3*SEk1.35*SGk+1.4*0.7*SQKMmax及相應(yīng)VMmin及相應(yīng)VVmax及相應(yīng)M5AB左M-21.31-1.5029.19-29.19-46.71-0.52-56.42-64.26-76.42-64.26V64.481.5-6.846.84104.1678.1090.89119.2596.89119.25AB中M73.16-9.5139.69139.79AB右M-61.50-4.3020.06-20.06-85.18-47.24-89.40-99.29-99.40-99.29V59.261.2-6.846.84119.5691.20108.98135.17108.98135.17BC左M-52.22-3.6414.29-14.29-52.68-29.45-66.60-64.01-66.60-66.60V20.130.6-9.538.5333.7516.4839.9638.7539.9639.96BC中M-8.36-0.3-35.39-35.394AB左M-28.78-11.4665.44-65.44-60.3343.08-127.06-66.0343.08-127.06-66.03V54.298.01-15.4215.4281.1337.3477.4384.6137.3477.4384.61AB中M92.2310.6100.60106.64AB右M-55.93-24.7745.60-45.60-28.646.14-132.42-46.276.14-112.42-28.64V51.048.56-15.4215.4289.3341.2081.2989.9041.2081.2989.33BC左M-44.06-18.2632.48-32.48-31.83920.91-63.54-34.0420.91-63.54-63.54V18.265.03-21.6521.6528.90-9.1047.1930.05-9.1047.1947.19BC中M-8.36-1.9-9.66-10.663AB左M-28.78-11.4687.85-87.85-56.1575.94-152.47-64.7075.94-152.47-152.47V54.298.01-21.4521.4573.6629.0984.8684.8329.0984.8684.86AB中M92.2310.6108.35108.35AB右M-55.93-24.7766.58-66.58-37.4134.79-138.32-46.7834.79-138.32-46.78V51.048.56-21.4521.4520.6133.7789.5491.6833.7789.5491.68BC左M-44.06-18.2647.43-47.43-32.0439.40-83.92-36.5839.40-83.92-83.92V18.265.03-31.6231.6228.90-22.0660.1530.98-22.0660.1560.15BC中M-8.36-1.9-11.60-11.602AB左M-28.78-11.46110.77-110.77-56.15105.73-182.27-68.36105.73-182.27-182.27V54.298.01-26.5326.5383.6622.4991.4785.5822.4991.4791.47AB中M92.2323.82108.35108.35AB右M-55.93-24.7780.27-80.27-27.4152.58-156.12-48.6052.58-156.12-156.12V51.048.56-26.5326.5390.6127.1796.1592.4427.1796.1596.15BC左M-44.06-18.2657.18-57.18-33.0452.07-96.59-37.8752.07-96.59-96.59V18.265.03-38.1238.1228.90-30.5168.6031.84-30.5168.6068.60BC中M-8.36-3.26-11.60-11.60層次截面位置內(nèi)力SGkSQkSEk(1)SEk(2)1.2*SGk+1.4*SQk1.2*SGk+1.3*SEk1.35*SGk+1.4*0.7*SQKMmax及相應(yīng)VMmin及相應(yīng)VVmax及相應(yīng)M1AB左M-16.72-10.5115.75-115.75-51.17115.59-185.36-65.48115.59-185.36-185.36V54.038.00-26.5326.5383.1722.1591.1385.6322.1591.1391.13AB中M84.224.41110.76110.76AB右M-48.35-25.0483.93-83.93-26.6358.81-159.41-49.1858.81-159.41-159.41V50.768.52-27.7327.7391.1025.9498.0493.4525.9498.0498.04BC左M-40.47-20.3959.79-59.79-34.6254.39-101.07-40.6754.39-101.07-101.07V18.265.03-39.8639.8628.90-32.7770.8632.67-32.7770.8670.86BC中M-8.36-1.9-13.34-13.34表3-18A、D柱的內(nèi)力組合層次截面位置內(nèi)力SGkSQk1.2*SGk+1.4*SQk1.2*SGk+1.3*SEk1.35*SGk+1.4*0.7*SQKMmax及相應(yīng)V,NNmax及相應(yīng)V,MNmin及相應(yīng)V,M5柱頂M36.289.7859.427.4683.3663.2083.3663.207.46N99.2027.93158.14110.15127.93163.23127.93163.23110.15V18.685.4930.1142.252.5929.402.5929.4042.25柱底M-20.35-7.17-40.36-1.52-56.49-42.24-56.49-42.24-1.52N112.0040.73191.42125.51143.29193.06143.29193.06125.51V18.685.4930.1142.252.5929.402.5929.4042.254柱頂M18.587.6630.65-37.2377.9534.4077.9585.44-37.23N185.9469.07319.83194.19252.07321.98252.07315.07194.19V10.784.5119.2544.67-18.7916.62-18.7915.0844.67柱底M-16.93-6.84-32.8724.78-69.47-36.01-69.47-37.0724.78N198.7481.87353.11209.55267.43351.81267.43346.56209.55V10.784.5119.2544.67-18.7916.62-18.7915.0844.673柱頂M19.547.7632.87-44.7589.4438.1389.4440.26-44.75N272.34110.17481.05269.99383.63480.94383.63473.60269.99V11.284.5619.9254.20-27.1216.29-27.1214.1754.20柱底M-16.93-6.84-32.8744.75-89.44-38.13-89.44-40.2644.75N285.14122.97514.33285.35398.99510.77398.99505.09285.35V11.284.5619.9254.20-27.1216.29-27.1214.1754.202柱頂M19.547.7632.87-54.5699.2539.6899.2542.58-54.56N358.74151.27642.27339.16521.81640.67521.81633.29339.16V11.744.7420.7360.70-32.5216.15-32.5213.5560.70柱底M-17.85-7.21-32.8754.56-99.25-39.68-99.25-42.5854.56N371.54164.07675.55354.52537.17670.50537.17664.77354.52V11.744.7420.7360.70-32.5216.15-32.5213.5560.701柱頂M16.306.4424.01-57.2589.8931.4289.8934.75-57.25N444.86192.26803.00406.46661.21800.43661.21793.27406.46V6.182.3510.7056.96-42.125.48-42.122.6256.96柱底M-8.15-3.22-11.3181.75-98.07-20.77-98.07-25.0781.75N457.66205.06836.28421.82676.57830.26676.57824.75421.82V6.182.3510.7056.96-42.125.48-42.122.6256.96表3-19B、C柱的內(nèi)力組合層次截面位置內(nèi)力SGkSQk1.2*SGk+1.4*SQk1.2*SGk+1.3*SEk1.35*SGk+1.4*0.7*SQKMmax及相應(yīng)V,NNmax及相應(yīng)V,MNmin及相應(yīng)V,M5柱頂M-23.56-7.10-39.14-74.3414.97-37.31-81.47-37.31-74.34N128.2640.42210.50150.42157.41213.96201.45213.96150.42V12.463.7420.1939.56-9.6519.0043.5219.0039.56柱底M12.964.6427.4956.21-16.8825.3962.1325.3956.21N141.0653.22243.78165.78172.77243.78232.94243.78165.78V12.463.7420.1939.56-9.6519.0043.5219.0039.564柱頂M-14.97-5.91-22.55-80.1849.77-18.23-84.7941.16-80.18N234.0995.77414.99269.31292.50410.67390.34412.82269.31V7.863.2013.9148.81-29.9411.3151.63-24.7048.81柱底M11.114.4523.3680.90-49.0519.1085.5923.3680.90N246.89108.57448.27284.67307.86440.50421.83448.27284.67V7.863.2013.9148.81-29.9411.3151.6313.9148.813柱頂M-15.30-5.94-23.36-99.1867.33-17.55-103.3158.08-99.18N340.26151.16619.94383.50433.13607.67574.72622.83383.50V8.043.2214.1660.10-40.8010.6362.61-35.1960.10柱底M11.114.4523.3699.18-67.3317.55103.31-58.0899.18N353.60163.96653.86399.50449.14638.23606.86654.96399.50V8.043.2214.1660.10-40.8010.6362.61-35.1960.102柱頂M-15.30-5.94-23.36-111.3679.51-16.00-115.11-27.80-111.36N446.43206.55824.89495.85575.59804.57757.32536.60495.85V8.253.3014.5267.74-47.9410.0570.1117.0967.74柱底M11.464.5923.74111.36-79.5116.26115.45-69.54111.36N459.32219.53858.53511.31591.06834.69789.15866.44511.31V8.253.3014.5267.74-47.9410.0570.11-42.0067.741柱頂M-13.29-5.14-17.50-103.3379.48-8.77-105.5371.65-103.33N552.88262.051030.33607.82719.101001.66939.711047.57607.82V4.521.817.9566.97-56.132.1267.36-51.9666.97柱底M4.972.578.75117.67-105.75-1.79116.74-99.80117.67N565.68274.851063.61623.18734.461031.48971.201079.06623.18V6.651.817.9566.97-56.132.1267.36-51.9666.973.7框架梁柱截面設(shè)計(jì)3.7.1框架梁截面設(shè)計(jì)1.框架梁正截面受彎承載力計(jì)算混凝土強(qiáng)度：C30鋼筋強(qiáng)度：HPB300 相對(duì)受壓區(qū)高度：=0.576梁設(shè)計(jì)參數(shù)：，，取，最小配筋率計(jì)算：梁：柱：一側(cè)縱向鋼筋：全部縱向鋼筋：強(qiáng)度等級(jí)為500MPa時(shí)強(qiáng)度等級(jí)為400MPa時(shí)強(qiáng)度等級(jí)為300、335MPa時(shí)一層AB框架梁配筋計(jì)算：跨中彎矩考慮到樓板梁整體澆筑，故跨中按T形截面設(shè)計(jì)，翼緣計(jì)算寬度bf，按跨度考慮，取mm，梁內(nèi)縱向鋼筋選=2\*ROMANI=2\*ROMANI級(jí)熱扎鋼筋（）因?yàn)镵N·m屬第一類T形截面。下部跨間截面按單筋T形截面計(jì)算：==0.013=0.013=0.013×14.3×2400×560/300=311.6mm2實(shí)配鋼筋3Ф20，As=942mm2。=0.56%>ρmin=0.215%滿足最小配筋率要求。對(duì)于第一類T型截面,均能滿足,可不用驗(yàn)算?？紤]兩支座處：將下部縱筋3Ф20鋼筋伸入支座，作為支座負(fù)彎矩作用下的受壓鋼筋，mm2，再計(jì)算支座受拉鋼筋A(yù)s，支座A上部：==0.045ξ=1-（1-2αs）1/2=0.046可近似取=0.046×14.3×300×560/300=369.12mm2實(shí)配鋼筋2Ф16，As=402mm2。支座B上部，=79.52/14.3/300/5602=0.058可近似取=0.060×14.3×300×560/300=483.62mm2實(shí)配鋼筋3Ф16，As=603mm2。2.框架梁斜截面受剪承載力計(jì)算驗(yàn)算截面尺寸：,非薄腹梁。=605.96KN>V=135.17KN截面尺寸符合條件。驗(yàn)算是否需要計(jì)算配置箍筋：=169.67N>V=135.17KN按構(gòu)造配箍。3.裂縫寬度控制驗(yàn)算受彎構(gòu)件取一最大內(nèi)力組合進(jìn)行驗(yàn)算，這一組若滿足，其它組也滿足。由內(nèi)力組合表可知，梁的最大跨中彎矩存在于頂層邊跨梁上，頂層邊跨梁的計(jì)算跨度l0=7.2m，跨中最大標(biāo)準(zhǔn)組合計(jì)算彎矩kN·m。裂縫間距按計(jì)算裂縫寬度式中故取0.01最后計(jì)算的ψ=0.625。混凝土保護(hù)層厚度c=25mm>20mm，deq=18mm最后算的0.25mm≤0.3mm故裂縫寬度滿足要求。4.箍筋選擇梁端加密區(qū)箍筋取Ф8@150，箍筋用=1\*ROMANI級(jí)HPB300加密區(qū)長度取0.90m，非加密區(qū)箍筋取Ф8@250。箍筋配置，滿足構(gòu)造要求。圖3-17梁的配筋表根據(jù)抗震規(guī)范，沿梁全長頂面和底面的配筋，一、二級(jí)不應(yīng)少于2φ14，且分別不應(yīng)少于梁兩端頂面和底面縱向配筋中較大截面面積的1/4，三、四級(jí)不應(yīng)少于2φ12。所以梁全長頂面除負(fù)彎矩筋外任需設(shè)置2Φ12的鋼筋。3.7.2框架柱正截面承載力計(jì)算1.框架柱正截面受彎承載力計(jì)算根據(jù)《抗震規(guī)范》，對(duì)于三級(jí)抗震等級(jí)，框架柱的軸壓比為0.8.根據(jù)設(shè)計(jì)柱的截面面積時(shí)可知該設(shè)計(jì)中的柱滿足抗震規(guī)范。下面以五層A、D柱為類計(jì)算框架柱承載力和配筋由于建筑圖中梁柱，與墻齊故柱位偏心受壓。由柱的內(nèi)力組合可知只需計(jì)算Mmax時(shí)的組合組和Nmax時(shí)組合荷載下即可取Mmax時(shí)N為108.52KN初始偏心：eo==62.52×106/(108.52×103)=576.13mm附加偏心距ea=max則取20mmei=ea+eo=576.13+20=596.13mm由于樓蓋是現(xiàn)澆的故柱的計(jì)算長度為1.0H=3.3m=10.54>1.0式中可知截面曲率修正系數(shù)大與1所以取1.0對(duì)稱配筋：<0.55為大偏心受壓當(dāng)去Nmax時(shí)，Mmax=42.24KN·m初始偏心距eo==42.24×106/(1193.0×103)=218.79mm附加偏心距ea=max則取20mmei=e0+ea=218.79+20=238.79mm=5.93>1.0式中可知截面曲率修正系數(shù)大與1所以取1.0軸向力作用點(diǎn)至受拉鋼筋A(yù)s合力點(diǎn)之間的距離=1.07×238.79+400/2-40=416.29mm對(duì)稱配筋：<0.55為大偏心受壓情況。選3Ф16，As,=As=603mm2，總配筋率ρs=3×603/400/360=0.84%>0.8%。表3-20柱配筋柱號(hào)層次M(kN.m)N(kN)H(m)h(mm)ei=eo+eaηξAs=AtAs,min;As',min實(shí)配鋼筋A(yù)s/mm2AD562.52108.523.3400576.13596.131.030.05478.294004Φ16(804)42.24193.063.3400218.79238.791.070.09147.154007.46110.153.340067.7387.731.200.05-97.69400462.36201.663.3400309.24329.241.080.10365.9540037.07346.563.3400106.97126.971.220.17-55.5740037.23194.193.3400191.72211.721.130.09113.36400371.55319.193.3400224.17244.171.110.16330.8340040.26509.093.340079.0899.081.280.25-154.1640044.75269.993.3400165.75185.751.150.13103.20400279.40429.743.3400184.76204.761.130.21312.2940042.58664.773.340064.0584.051.330.32-211.1540054.56339.163.3400160.87180.871.150.16133.76400178.46541.263.3400144.95164.951.130.26194.264004Φ14(615)25.07824.753.340030.4050.401.540.40-430.9640057.25406.463.3400140.85160.851.170.20100.46400BC561.10151.093.3400404.42424.421.060.07417.024004Φ16(804)25.39243.783.3400104.15124.151.220.12-69.0540074.34150.423.3400494.22514.221.050.07555.79400468.47337.463.3400202.90222.901.100.16265.1440023.36448.273.340052.1172.111.380.22-286.5140080.18269.313.3400297.72317.721.090.13473.01400382.65485.493.3400170.24190.241.120.24281.6940058.08654.963.340088.68108.681.250.32-45.8840099.18383.503.3400258.62278.621.100.19557.22400292.09605.863.3400152.00172.001.130.29302.8140069.54866.443.340080.26100.261.270.4230.18400111.36495.853.3400224.58244.581.110.24595.40400193.39776.963.3400120.20140.201.140.38228.944004Φ14(615)99.801079.063.340092.49112.491.240.52383.94400103.33607.823.3400170.00190.001.140.30446.234002.框架柱斜截面受剪承載力計(jì)算以第5層AD號(hào)柱為例，查表可知：框架柱的剪力設(shè)計(jì)值Vc=42.25KN剪跨比λ=45.48>3，取λ=3考慮地震作用組合的柱軸向壓力設(shè)計(jì)值故取N=110.15KN故該層柱應(yīng)按構(gòu)造配置箍筋。柱端加密區(qū)的箍筋選用2肢Ф8@100,加密區(qū)的長度底層柱為1100mm，其余各層柱為550mm。查表得，最小配筋率特征值λv=0.06，則最小配筋率柱箍筋的體積配筋率>0.6%,符合構(gòu)造要求。。表3-21其它各層柱的配筋計(jì)算柱層次γREV0.25fcβcbh0/kNN/kN0.3fcA/kNN實(shí)際取值VAsv/S/mmλvfc/fyv/%實(shí)配箍筋（ρv%)加密區(qū)@100非加密區(qū)@200AD542.25514.8110.15686.40110.1597.80<00.40948(1.06%)48(0.52%)444.67514.8194.19686.40194.19103.68<00.40948(1.06%)48(0.52%)354.20514.8269.99686.40269.99108.99<00.40948(1.06%)48(0.52%)260.70514.8339.16686.40339.16113.83<00.40948(1.06%)48(0.52%)156.96514.8406.46686.40406.46118.54<00.47748(1.06%)48(0.52%)BC539.56514.8150.42686.40150.42100.62<00.40948(1.06%)48(0.52%)448.81514.8269.31686.40269.31108.94<00.40948(1.06%)48(0.52%)360.10514.8383.50686.40383.50116.94<00.40948(1.06%)48(0.52%)267.74514.8495.85686.40495.85124.80<00.47748(1.06%)48(0.52%)166.97514.8607.82686.40607.82132.64<00.61348(1.06%)48(0.52%)3.8樓梯結(jié)構(gòu)計(jì)算3.8.1建筑設(shè)計(jì)樓梯開間為3.6m,進(jìn)深為7.2m；樓梯形式尺度：采用雙跑樓梯，踏步尺寸采用150mm×300mm，每層層高為3.3m，需踏步22步。3.8.2結(jié)構(gòu)設(shè)計(jì)1結(jié)構(gòu)選型采用板式樓梯。2材料選型踏步面采用30mm厚彩色水磨石，底面為20mm厚混凝土砂漿抹灰層，采用C30混凝土，梁中縱向鋼筋采用HRB400，其余鋼筋采用HRB335鋼筋。另由《建筑結(jié)構(gòu)荷載設(shè)計(jì)規(guī)范》有：樓梯使用活荷載標(biāo)準(zhǔn)值為2.5。3.8.3樓梯板計(jì)算板傾斜度：1荷載計(jì)算 表3-22梯段板的荷載荷載種類荷載標(biāo)準(zhǔn)值恒載水磨石面層三角形踏步斜板板底抹灰小計(jì)6.6活荷載基本組合的總荷載設(shè)計(jì)值：2截面設(shè)計(jì)板的水平計(jì)算跨度：彎矩設(shè)計(jì)值：kN·m﹤選，實(shí)有=654，分布筋，每級(jí)踏步下一根。3.8.4平臺(tái)板計(jì)算設(shè)平臺(tái)板厚h=100mm，取1m寬板帶進(jìn)行計(jì)算。1荷載計(jì)算表3-23平臺(tái)板的荷載荷載種類荷載標(biāo)準(zhǔn)值恒載水磨石面層0.65100厚混凝土板板底抹灰小計(jì)3.49活荷載基本組合的總荷載設(shè)計(jì)值：2截面設(shè)計(jì)平臺(tái)板PB1（靠窗）按兩端簡支板考慮，取1m板帶計(jì)算，計(jì)算跨度=1.9m。彎矩設(shè)計(jì)值：M=0.1×7.69×=2.78kN·m。板的有效高度﹤選8@150，實(shí)有=335。（2）平臺(tái)板為四邊簡支板，跨度比1.8/3.6=0.5，按單向板考慮，短跨方向的配筋同PB1；長跨方向按構(gòu)造配置8@200。3.8.5平臺(tái)梁計(jì)算平臺(tái)梁截面尺寸取200×400mm。踏步高150，寬280樓梯開間為3.6m。休息平臺(tái)寬度為1.8m。梯段板與水平線的夾角為cos=0.701荷載計(jì)算取一米梯段板為計(jì)算單元踏步高度：h=0.15m，踏步寬度：b=0.30m計(jì)算跨度為：則梯段板與水平方向夾角余弦值：cosα=0.894荷載計(jì)算(取B=1m寬板帶)：梯段板：面層：=(1＋1×0.15/0.30)×1.70=2.55kN/m自重：=25×1×(0.10/0.89＋0.15/2)=4.67kN/m抹灰：=20×1×0.02/0.89=0.45kN/m恒荷標(biāo)準(zhǔn)值：=2.55＋4.67＋0.45＋0.20=7.87kN/m恒荷控制： =1.35gk＋1.4·0.7·B·q=1.35×7.87＋1.4×0.7×1×2.50=13.07kN/m活荷控制：=1.2gk＋1.4·B·q=1.2×7.87＋1.4×1×2.50=12.94kN/m荷載設(shè)計(jì)值：=max{,}=13.07kN/m3斜截面受剪承載力計(jì)算左端支座反力:=18.30kN右端支座反力:=18.30kN最大彎矩截面距左支座的距離:=1.40m最大彎矩截面距左邊彎折處的距離:x=1.40m=18.30×1.40－13.07×1.402/2=12.81kN·m相對(duì)受壓區(qū)高度：ζ=0.151429 配筋率：ρ=0.010312縱筋(1號(hào))計(jì)算面積：As=824.93mm2支座負(fù)筋(2、3號(hào))計(jì)算面積：As'=αAs=0.25×824.93=206.23mm2所以1號(hào)鋼筋計(jì)算結(jié)果(跨中)，計(jì)算面積為As: 824.93mm2采用方案：d12@100實(shí)配面積：1130.97mm22/3號(hào)鋼筋計(jì)算結(jié)果(支座)計(jì)算面積As':206.23mm2采用方案：d6@100實(shí)配面積：282.74mm24號(hào)鋼筋計(jì)算結(jié)果采用方案：d6@250實(shí)配面積：113.10mm23.9基礎(chǔ)設(shè)計(jì)基礎(chǔ)的荷載包括：1.框架柱傳來的彎矩、軸力和剪力這里取設(shè)計(jì)底層柱的控制面對(duì)應(yīng)得數(shù)據(jù)；b.基礎(chǔ)自重，回填土的重量。圖3-18基礎(chǔ)平面布置圖3.9.1荷載設(shè)計(jì)值外柱基礎(chǔ)承受的上部荷載框架柱傳來：內(nèi)柱基礎(chǔ)承受的上部荷載框架柱傳來：該工程框架層數(shù)不多，地基土較均勻且柱距較小，可選擇獨(dú)立柱基礎(chǔ)，據(jù)地質(zhì)報(bào)告基礎(chǔ)在第二層粉質(zhì)粘土即可，考慮到大同凍深為1.8m，埋深則取1.8深即可基礎(chǔ)地面正好在第二層土質(zhì)?；A(chǔ)用C30混凝土，則fc=7.2N/mm2;ft=0.9N/mm2.3.9.2A、D柱獨(dú)立基礎(chǔ)的計(jì)算1.初步確定基底尺寸選擇基礎(chǔ)的埋深d=1.80m(大于建筑物高度的1/15)地基承載力的深度修正（基礎(chǔ)的埋置深度大于0.5m）基礎(chǔ)底為粉質(zhì)粘土知道承載力修正值：重度計(jì)算：雜填土粘土則基礎(chǔ)底面以上土的加權(quán)平均重度：2.基礎(chǔ)底面尺寸先按照中心荷載作用下計(jì)算基底面積：=3.57m2不需進(jìn)行寬度修正選用矩形：a:b=1.5~2.0,即：寬×長=1.6m×2.4m,A=3.84m2(滿足要求)b3m滿足要求，地基承載力不必對(duì)寬度進(jìn)行修正。3.地基承載力驗(yàn)算基礎(chǔ)底面的抵抗彎矩：作用于基底中心的彎矩軸力分別為：4.基礎(chǔ)剖面尺寸的確定采用臺(tái)階式獨(dú)立柱基礎(chǔ)構(gòu)造要求：一階臺(tái)階寬高比1.75，二階寬高比1.0。階梯形每階高度益為300~500，當(dāng)h>900時(shí)，采用三階，階梯得水平寬度和階高尺寸均為100mm的倍數(shù)?；讐|層在底板下澆筑一層素混凝土，墊層的厚度為100mm，兩邊伸出基礎(chǔ)底板為100mm.初步選擇基礎(chǔ)高度h=600mm,從下至上分350,250兩個(gè)臺(tái)階。h0=550mm5土凈反力Fl的計(jì)算m破壞