沈陽(yáng)市工廠包裝袋生產(chǎn)車間設(shè)計(jì)

109/109土木工程專業(yè)（本科）畢業(yè)設(shè)計(jì)設(shè)計(jì)題目：沈陽(yáng)市某工廠包裝袋生產(chǎn)車間學(xué)生姓名：班級(jí)：學(xué)號(hào)：指導(dǎo)教師：完成日期：土木工程專業(yè)（本科）畢業(yè)設(shè)計(jì)講明書畢業(yè)設(shè)計(jì)題目沈陽(yáng)市某工廠包裝袋生產(chǎn)車間專業(yè)班級(jí)學(xué)生姓名指導(dǎo)教師年月日土木工程專業(yè)（本科）畢業(yè)設(shè)計(jì)選題報(bào)告畢業(yè)設(shè)計(jì)題目沈陽(yáng)市某工廠包裝袋生產(chǎn)車間指導(dǎo)教師姓名教研室名稱（單位）系主任意見土木工程專業(yè)（本科）畢業(yè)設(shè)計(jì)任務(wù)書題目沈陽(yáng)市某工廠包裝袋生產(chǎn)車間起訖日期年月日至年月日學(xué)生姓名院(系)建工系專業(yè)班級(jí)土木指導(dǎo)老師土木工程專業(yè)（本科）指導(dǎo)教師評(píng)閱意見書土木工程專業(yè)（本科）指導(dǎo)教師評(píng)閱意見書畢業(yè)設(shè)計(jì)答辯記錄土木工程專業(yè)（本科）畢業(yè)設(shè)計(jì)答辯委員會(huì)評(píng)審意見正文設(shè)計(jì)講明書建筑方案設(shè)計(jì)………………1結(jié)構(gòu)方案設(shè)計(jì)………………荷載設(shè)計(jì)……………………框架（KJ-）結(jié)構(gòu)設(shè)計(jì)…………………現(xiàn)澆板設(shè)計(jì)…………………基礎(chǔ)結(jié)構(gòu)設(shè)計(jì)………………樓梯結(jié)構(gòu)設(shè)計(jì)………………小構(gòu)件結(jié)構(gòu)設(shè)計(jì)………………附參考資料……………畢業(yè)設(shè)計(jì)計(jì)算書第一章建筑設(shè)計(jì)概述1、設(shè)計(jì)依據(jù)：1.依據(jù)建筑工程專業(yè)2007屆畢業(yè)設(shè)計(jì)任務(wù)書。2.《建筑結(jié)構(gòu)荷載規(guī)范》3.《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》4.《建筑抗震設(shè)計(jì)規(guī)范》5.《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》及有關(guān)授課教材、建筑設(shè)計(jì)資料集、建筑結(jié)構(gòu)構(gòu)造上資料集等相關(guān)資料。6．遵照國(guó)家規(guī)定的現(xiàn)行各種設(shè)計(jì)規(guī)范、有關(guān)授課教材、建筑設(shè)計(jì)資料集、建筑結(jié)構(gòu)構(gòu)造上資料集等相關(guān)資料。2、設(shè)計(jì)內(nèi)容：1.設(shè)計(jì)內(nèi)容、建筑面積、標(biāo)高：設(shè)計(jì)題目為“沈陽(yáng)市某工廠包裝袋生產(chǎn)車間”。建筑面積：5318.75m2，共五層，首層層高4.5m,其它層層高3.9室內(nèi)外高差0.450m，室外地面標(biāo)高為（4）外墻370mm厚空心磚，隔墻240mm厚空心磚。3、各部分工程構(gòu)造屋面：APP改性瀝青防水卷材1：3水泥沙漿找平層251：10水泥珍寶巖砂漿保溫層120㎜厚1：8白灰爐渣找坡度最薄處30mm1220mm厚板下混合砂漿抹灰樓面:1：2.5水泥白石子12mm

素水泥漿結(jié)合層一道1：3水泥砂漿找平18mm素水泥漿結(jié)合層一道1220mm厚板下抹灰3廁所:20mm50mm厚防水砂漿240mm20mm厚水泥砂漿抹灰4.墻體：外墻370mm厚水泥空心磚墻，內(nèi)墻為240mm5.門窗：門廳，辦公區(qū)，生產(chǎn)車間處為鋁合金門，其他均為木門。雙推拉塑鋼窗，單層玻璃全封閉窗。6.基礎(chǔ)：階型獨(dú)立擴(kuò)展基礎(chǔ)，階型聯(lián)合擴(kuò)展基礎(chǔ)。第二章結(jié)構(gòu)方案設(shè)計(jì)1、設(shè)計(jì)質(zhì)料：1.本工程抗震設(shè)防烈度為7度，設(shè)計(jì)地分組為第一組2.自然條件：雪荷載0.50kN/M2，差不多風(fēng)壓：0.55kN/M2.3.地質(zhì)條件：地質(zhì)勘探以+0.000為基準(zhǔn)面，地質(zhì)分布具體情況見表1，Ⅱ類場(chǎng)地，7度設(shè)防建筑地點(diǎn)冰凍深度-1.2m。4.各種用房的活荷載標(biāo)準(zhǔn)值除車間外均見現(xiàn)行《建筑結(jié)構(gòu)荷載規(guī)范》；車間活荷載取5kN/m2,生產(chǎn)線為通長(zhǎng)3米寬；帶狀機(jī)器按每延米10kN考慮（每層可設(shè)3條生產(chǎn)線），生產(chǎn)用電梯荷載按100kN考慮。序號(hào)巖石分類土層深度（m）厚度范圍（m）地基承載力fk（kpa）樁端承載力qk（kpa）樁周摩擦力qk（kpa）1雜填土0.0—0.80.82粉土0.8—1.81.0120103中砂1.8—2．81.0200254礫砂2．8—6.53.73002400305圓礫6.5─12.56.05003500602.建設(shè)地區(qū)地層土分布情況一覽表表1注：1擬建場(chǎng)地地形平坦，地下穩(wěn)定水位距地表-6m，表中給定土層深度由自然地坪算起。2建筑地點(diǎn)冰凍深度-1.2m。3建筑場(chǎng)地類不：Ⅱ類場(chǎng)地土。4地震設(shè)防差不多烈度：7度。3、結(jié)構(gòu)：1.本工程為鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)。2.樓板采納現(xiàn)澆鋼筋混凝土板。樓梯為現(xiàn)澆板式樓梯3材料情況：非重承水泥空心磚；砂漿等級(jí)為M5；混凝土：C30（基礎(chǔ)、梁、板）、C30（柱）?？v向受力鋼筋：HRB335級(jí)（梁）；HRB335級(jí)（柱）；箍筋：HPB235級(jí)鋼筋，基礎(chǔ)：HPB235級(jí)鋼筋4.施工：梁、板、柱均現(xiàn)澆。第三章荷載計(jì)算一.初估框架柱、梁尺寸及板厚度1.截面尺寸選?。?）框架柱由軸壓比限值條件N/fcA≤0.9，（三級(jí)框架）（框架柱的負(fù)荷面積內(nèi)每平米按15kN/m2初估）N=1.2×（4.35×6.6×15×5）=2583.9kNA≥N/0.9fc=2583.9×1000/0.9/14.3=200769.23mm2∵A=bh∴bc=hc=448.07mm取bc=hc=550×550mm(底層)bc=hc=550×550mm(其他層)柱截面：b×h=550mm×550mm2）框架梁梁截面主梁:h=(1/8─1/12)L邊跨取h=600mm中跨取h=600mmb=(1/2─1/3)h取b=300次梁:h’=(1/8─1/12)L,取h’=500mmb’=(1/2─1/3)h,取b=250mm3）樓板：邊跨：1/40×6000=150mm，取h=150mm二、荷載匯合（1）計(jì)算簡(jiǎn)圖及層數(shù)劃分如圖：1、恒載1）屋面荷載：（為不上人屋面）防水層：ＡＰＰ改性瀝表防水卷材0.05kN/m2找平層：25mm1：3水泥沙漿25×0.02=0.5kN/m2保溫層：120mm厚水泥珍寶巖0.12×4=0.48找坡層：白灰爐渣最薄處30mm厚0.03×17=0.51結(jié)構(gòu)層：120mm厚鋼筋砼現(xiàn)澆板0.12×25=3.0020mm厚板底抹灰0.02×17=0.34kN/m2Gk=Σgk=4.38kN/m22）樓面：30mm厚水磨石地面0.65kN/m2120mm厚鋼筋砼現(xiàn)澆板0.12×20mm厚板底抹灰0.02×17=0.34kN/m2Gk=Σgk=3.49kN/m23）梁重：（考慮梁上抹灰，取梁自重26kN/m3）縱梁：26×0.6×0.3=4.68kN/m橫梁：26×0.6×0.3=4.68kN/m4）墻重：（砌體與抹灰之和）抹灰：外墻面外抹灰：20厚水泥砂漿0.4kN/m2外墻面及內(nèi)墻面抹灰：20厚石灰砂漿0.34kN/m2總墻重：外墻：底層：15×0.37+0.4+0.34=6.29kN/m2內(nèi)墻：底層：15×0.24+0.34×2=4.28kN/m25）柱：（考慮到柱子抹灰，取柱子自重26kN/m3）各層：26×0.55×0.55=7.865kN/m6）門、窗：門：0.2kN/m2窗：0.3kN/m22、活荷載：車間5.0kN/m2雪活載：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/m2（2）各層結(jié)構(gòu)重力荷載五層上半層1）恒載女兒墻：0.5×0.24×10×﹝6×2×（7+3）+7.5×4﹞=180kN屋面：(6×6×7×3+7.5×6×3×2)×4.38=4493.88kN縱梁：（6×7×4+7.5×1×4×2）×4.68=1067.04kN橫梁：6×3×10×4.68=842.8kN柱子：10×4×0.5×3.6×7.865=566kN外墻：﹛〔6×（7+3）×2+7.5×4〕×（0.5×3.6-0.6）﹜×6.29=1132.2kN內(nèi)墻：〔(6×16+3.6×3+7.5+3.9×2)×（0.5×3.6-0.6）〕×4.28=627.11kN外墻窗：0.5×1.8×﹝(2.4+1.8+1.5×2)+4.2×14+1.8×2+0.9×4﹞×0.3=19.76kN∑=8750.79kN2）活載（6×6×7×3+7.5×6×3×2）×0.5=513KN5=5+0.5活=8750.79+0.5×513=8907.3kN五層下半層1）恒載柱子：10×4×0.5×3.6×7.865=566kN外墻：（6×20+7.5×4）×0.5×3.6×6.29=1698.3kN內(nèi)墻：0.5×3.6×（6×16+3.6×3+7.5+3.9×2）×4.28=940.6584kN外墻窗：0.5×1.8×﹝(2.4+1.8+1.5×2)+4.2×14+1.8×2+0.9×4﹞×0.3=19.76kN內(nèi)墻門：2.1×（1.8×4+1.0×7）×0.2=5.964kN∑=3232.69kN四層上半層1）恒載樓面：(6×6×7×3+7.5×6×3×2)×3.49=3580.74kN縱梁：（6×7×4+7.5×1×4×2）×4.68=1067.04kN橫梁：6×3×10×4.68=842.8kN柱子：10×4×0.5×3.6×7.865=566kN外墻：﹛〔6×（7+3）×2+7.5×4〕×（0.5×3.6-0.6）﹜×6.29=1132.2kN內(nèi)墻：(6×10+3.6×2+7.5+3.9×2)×（0.5×3.6-0.6）×4.28=423.72kN外墻窗：0.5×1.8×﹝(2.4+1.8+1.5×2)+4.2×14+1.8×2+0.9×4﹞×0.3=19.76kN∑=7634.264kN2）活載（6×6×7×3+7.5×6×3×2）×2.0=2052kN4=4+0.5活=3232.69+7634.264+0.5×2052=11692.95kN四層下半層1）恒載柱子：10×4×0.5×3.6×7.865=566kN外墻：（6×20+7.5×4）×0.5×3.6×6.29=1698.3kN內(nèi)墻：0.5×3.6×（6×10+3.6×2+7.5+3.9×2）×4.28=635.58kN外墻窗：0.5×1.8×﹝(2.4+1.8+1.5×2)+4.2×14+1.8×2+0.9×4﹞×0.3=19.76kN內(nèi)墻門：2.1×（1.8×2+1.0×6）×0.2=4.032kN設(shè)備：42×3×10×3=3780kN∑=6705.676kN二﹑三層上半層1）恒載樓面：(6×6×7×3+7.5×6×3×2)×3.49=3580.74kN縱梁：（6×7×4+7.5×1×4×2）×4.68=1067.04kN橫梁：6×3×10×4.68=842.8kN柱子：10×4×0.5×3.6×7.865=566kN外墻：﹛〔6×（7+3）×2+7.5×4〕×（0.5×3.6-0.6）﹜×6.29=1132.2kN內(nèi)墻：(6×14+3.6×2+3.9×2)×（0.5×3.6-0.6）×4.28=508.464kN外墻窗：0.5×1.8×﹝(2.4+1.8+1.5×2)+4.2×14+1.8×2+0.9×4﹞×0.3=19.76kN∑=7719kN2）活載6×6×7×3×5.0+7.5×6×6×2.0=4320kN二﹑三層下半層1）恒載柱子：10×4×0.5×3.6×7.865=566kN外墻：（6×20+7.5×4）×0.5×3.6×6.29=1698.3kN內(nèi)墻：0.5×3.6×（6×14+3.6×2+3.9×2）×4.28=762.7kN外墻窗：0.5×1.8×﹝(2.4+1.8+1.5×2)+4.2×14+1.8×2+0.9×4﹞×0.3=19.76kN內(nèi)墻門：2.1×（1.8×2+1.0×6）×0.2=4.032kN設(shè)備：42×3×10×3=3780∑=6832.792kN3=3+0.5活=6705.676+7719+0.5×4320=16384.78kN2=2+0.5活=6832.792+7719+0.5×4320=16511.9kN一層上半層1）恒載樓面：(6×6×7×3+7.5×6×3×2)×3.49=3580.74kN縱梁：（6×7×4+7.5×1×4×2）×4.68=1067.04kN橫梁：6×3×10×4.68=842.8kN柱子：10×4×0.5×3.6×7.865=566kN外墻：﹛〔6×（7+3）×2+7.5×4〕×（0.5×3.6-0.6）﹜×6.29=1132.2kN內(nèi)墻：(6×16+3.6×2+3.9×2)×（0.5×4.5-0.6）×4.28=809.31kN外墻窗：0.5×1.8×﹝(2.4+1.8+1.5×2)+4.2×14+1.8×2+0.9×4﹞×0.3=19.76kN雨蓬：7.2×2.4×0.1×25+2.4×1.2×0.1×25=51.3kN∑=6887.2442kN2）活載6×6×7×3×5.0+7.5×6×6×2.0=4320kN1=1+0.5活=6832.792+6887.2442+0.5×4320=15459.32kN∑G=68956.32kN∑A=5×(6×6×7×3+7.5×6×6)=5130∑G/∑A=68956.32/5130=13.44kN/m2第四章水平荷載作用下框架內(nèi)力分析一、層間側(cè)移剛度的計(jì)算1、梁的線剛度計(jì)算：梁的線剛度：在計(jì)算梁的線剛度時(shí)，考慮樓板對(duì)梁剛度有利阻礙,認(rèn)為翼緣參加工作。在工程上,為簡(jiǎn)化計(jì)算，先按矩形截面計(jì)算慣性矩I0，然后乘以一個(gè)增大系數(shù)。現(xiàn)澆鋼筋砼梁：邊框架梁取1.5I0，中框架梁取2I0梁采納Ｃ30，，I0=1/12×bh3(m4)KB單位：KNm橫向框架：邊跨梁300×600mm中跨梁300×600mm框架梁線剛度計(jì)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0.3×0.66.05.4×10-38.1×10-34050010.8×10-354000中跨0.3×0.66.05.4×10-38.1×10-34050010.8×10-3540002、柱線剛度：柱采納C30混凝土，，首層高度4.5m,2-5層3.6m柱截面：各層550mm×550I1=I0=1/12×bh3=7.63×10-3m4KC=EI/h3、柱的側(cè)移剛度D：一般層：=D=首層：=D=1.框架柱側(cè)移剛度計(jì)算(柱采納C30砼E=3.0×107kN/m2柱截面5502底層層高4.5m部位截面(m2)層高(m)慣性矩(m4)Ic=EI/h(104)邊框架邊柱C1邊框架中柱C2Kα1Dc1Kα2Dc25層0.5523.67.63×10-36.35460.640.3128610.640.3192924層0.5523.67.63×10-36.35460.640.3128610.640.3192923層0.5523.67.63×10-36.35460.640.3128610.640.3192922層0.5523.67.63×10-36.35460.640.3128610.640.3192921層0.5524.57.63×10-35.083680.80.43109160.80.4312564部位中框架邊柱C1中框架中柱C2各層各柱剛度層間剛度Kα3Dc3Kα4Dc4ΣDc1ΣDc2ΣDc3ΣDc45層0.850.3152730.850.32210512861×419292×415273×1622105×167266534層0.850.3152730.850.32210512861×419292×415273×1622105×167266533層0.850.3152730.850.32210512861×419292×415273×1622105×167266532層0.850.3152730.850.32210512861×419292×415273×1622105×167266531層1.060.6119461.060.61462410916×412564×411946×1614624×16519034層間側(cè)移剛度的驗(yàn)算∑D1/∑D2=519034.4/726653=0.714﹥0.7滿足要求二、水平地震作用、層間地震剪力和彈性位移的計(jì)算采納底部剪力法計(jì)算水平地震作用抗震設(shè)防烈度：7度多遇地震罕遇地震場(chǎng)地類不：Ⅱ類，設(shè)計(jì)地震分組；第一組，∴查表格得=0.35s本框架結(jié)構(gòu)符合底部剪力法的適用范圍，故采納底部剪力法計(jì)算水平地震作用?？蚣茏哉裰芷谟?jì)算:經(jīng)驗(yàn)公式：T1=0.22+0.035H/B1/3=0.22+0.035×18/181/3=0.46S考慮七度設(shè)防：аmax=0.08考慮I組類不Ⅱ類場(chǎng)地土Tg=0.35S因?yàn)門1=0.44<1.4Tg=0.49S因此不考慮頂部附加水平地震作用δn=0底部剪力為：а1=(Tg/T1)0.9×аmax=(0.35/0.46)0.9×0.08×1.0=0.062FEk=а1×Geq=0.062×0.85×69976.96=3634kN(1-Sn)/1、水平地震作用下剪力計(jì)算質(zhì)點(diǎn)Hi(m)Gi(kN)FEk(1-δn)(kN)Fi(kN)Vi(kN)518.98907.30.2273634824.1824.1415.320600.30.2413634875.741699.81311.736985.10.2583634938.392638.228.1534970.183634654.73292.914.568956.320.0943634340.5336342、.樓層地震剪力驗(yàn)算層Gi(kN)∑Gi(kN)λλ·∑Gi(kN)Vi(kN)結(jié)論58907．38907.30.016142.52824.1滿足41169320600.30.016329.611699.81滿足316384.836985.10.016591.762638.2滿足216511.9534970.0168563292.9滿足115459.3268956.320.0161103.33634滿足地震作用分布圖:3、水平地震作用下的層間位移和頂點(diǎn)位移計(jì)算層數(shù)Ｖi(kN)ΣDi(kN/m)Δuei=Vi/ΣDi(m)hi(m)Δuei/hi[θe]5824.17266531.13×10-318.90.06×10-3<1/55041699.817266532.34×10-315.30.15×10-3<1/55032638.27266533.63×10-311.70.31×10-3<1/55023292.97266534.53×10-38.10.56×10-3<1/550136345190347×10-34.51.56×10-3<1/550關(guān)于鋼筋砼框架結(jié)構(gòu)[Δθe]=1/550,Δθe<[Δθe],因此滿足規(guī)范規(guī)定的層間彈性位移的要求。三、水平地震作用下框架柱剪力和柱彎矩(采納修正反彎點(diǎn)-D值法)1、反彎點(diǎn)高度修正y0——標(biāo)準(zhǔn)反彎點(diǎn)高度比y1——為上、下層梁線剛度變化修正值y2——為上層層高變化修正值y3——為下層層高修正值依照框架總層數(shù)m,該柱所在層數(shù)n和梁柱線剛度比值K確定，關(guān)于地震作用，y值由按倒三角形荷載表查得，并由內(nèi)插法依照K值確定，并考慮層高的因素進(jìn)行修正，具體如下表所示，邊柱（中框）層h(m)y0y1y2y3У53.60.850.350.0000.0000.0000.3543.60.850.450.0000.0000.0000.4533.60.850.450.0000.0000.0000.4523.60.850.50.0000.0000.0000.514.51.060.650.0000.0000.0000.65中柱（中框）層h(m)y0y1y2y3У53.60.850.350.0000.0000.0000.3543.60.850.450.0000.0000.0000.4533.60.850.450.0000.0000.0000.4523.60.850.50.0000.0000.0000.514.51.060.650.0000.0000.0000.652、柱端彎矩（1）柱剪力（2）柱彎矩;邊柱（中框）層HΣDDD/ΣDViVikkYM下M上53.6726653152730.021824.114.060.850.3517.7232.9143.6726653152730.0211699.8129.010.850.454757.4333.6726653152730.0212638.245.020.850.457389.1423.6726653152730.0213292.956.20.850.50101.15101.1514.5519034119460.0233634108.521.060.65317.43219.76中柱（中框）層HΣDDD/ΣDViVikkYM下M上53.6726653221050.03824.125.070.850.3532.4957.7643.6726653221050.031699.8151.710.850.4583.77102.3833.6726653221050.032638.280.250.850.45144.46176.5623.6726653221050.033292.9100.170.850.50180.31180.3114.5519034146240.0273634102.391.060.65294.87165.87四、水平地震作用下梁端彎矩按下式計(jì)算計(jì)算過程：依照節(jié)點(diǎn)平衡由柱端彎矩求得梁軸線處彎矩ΣMc=M右+M左=M上+M下M右(左梁)=ib左/（ib左+ib右）*McM左(右梁)=ib右/（ib左+ib右）*Mc層A軸B軸M左M左M右532.9117.72132．9157．7632．490．50．528．8828．88457．4347175．15102．3883．770．50．567．4467．44389．14731136．14144．46176．560．50．5114．12114．122101．15101．151174．15180．31180．310．50．5162．39162．391219．76317．431320．91165．87165．870．50．5173．1173．1五、水平地震作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值樓層AB跨梁端剪力BC跨梁端剪力柱軸力LM左M右VELM左M右VE邊柱中柱5632．9128．8810．3628．8828．889．6310．30．674675．1567．4423．77667．4467．4422．4834．071．9636136．14114．1241．716114．12114．1238．0475．785．6326174．15162．3956．16162．39162．3954．13131．887．616320．91173．182．346173．1173．157．7214．2232．24六、水平地震作用下的框架內(nèi)力圖如下第五章橫向風(fēng)荷載計(jì)算一、自然情況：地區(qū)差不多風(fēng)壓W0=0.55kN/m2，地面粗糙程度C類。1.風(fēng)荷載標(biāo)準(zhǔn)值Ｗk=βzμsμzWoβz-高度z處的風(fēng)振系數(shù)2.風(fēng)壓高度變化系數(shù)（μz）：μ5=0.8μ4=μ3=μ2=μ1=0.743.風(fēng)荷載體型系數(shù):μs=0.8-(-0.5)=1.34.高度處的風(fēng)振型系數(shù)在實(shí)際工程中，關(guān)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。Fwk5=(1.0×1.3×0.8×0.55)×（0.5+3.6/2）×6=9.87kNFwk4=(1.0×1.3×0.74×0.55)×3.6×6=14.29kNFwk3=(1.0×1.3×0.74×0.55)×3.6×6=14.29kNFwk2=(1.0×1.3×0.74×0.55)×3.6×6=14.29kNFwk1=(1.0×1.3×0.74×0.45)×4.5×6=17.86kN5.層間剪力V5=9.87kNV4=24.16kNV3=38.45kNV2=52.74kNV1=70.6kN2、風(fēng)荷載作用分布圖：三、風(fēng)荷載作用下框架柱剪力和柱彎矩（D值法）1、反彎點(diǎn)高度修正y0——標(biāo)準(zhǔn)反彎點(diǎn)高度比y1——為上、下層梁線剛度變化修正值y2——為上層層高變化修正值y3——為下層層高修正值依照框架總層數(shù)m,該柱所在層數(shù)n和梁柱線剛度比值K確定，關(guān)于地震作用，y值由按倒三角形荷載表查得，并由內(nèi)插法依照K值確定，并考慮層高的因素進(jìn)行修正。2、柱端彎矩計(jì)算：（1）柱剪力（2）柱彎矩;邊柱（中框）層HΣDDD/ΣDViVikkYM下M上53.6726653152730.0219．870．190.850.350．240．4343.6726653152730.02124．160．460.850.450．750．9133.6726653152730.02138．450．730.850.451．181．4523.6726653152730.02152．7410.850.501．81．814.5519034119460.02370．62．051.060.6563．23中柱（中框）層HΣDDD/ΣDViVikkYM下M上53.6726653221050.039．870．310.850.350．40．7143.6726653221050.0324．160．750.850.451．221．4933.6726653221050.0338．451．190.850.452．142．6223.6726653221050.0352．741．630.850.502．932．9314.5519034146240.02770．61．981.060.655．73．21四風(fēng)荷載作用下梁端彎矩計(jì)算計(jì)算過程：依照節(jié)點(diǎn)平衡由柱端彎矩求得梁軸線處彎矩ΣMc=M右+M左=M上+M下M右(左梁)=ib左/（ib左+ib右）*McM左(右梁)=ib右/（ib左+ib右）*Mc層A軸B軸M左M左M右50．430．2410．430．710．40．50．50．3550．35540．910．7511．151．491．220．50．50．9450．94531．451．1812．22．622．140．50．51．681．6821．81．812．982．932．930．50．52．5352．53513．23615．033．215．70．50．53．073．07五、風(fēng)荷載作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值樓層AB跨梁端剪力BC跨梁端剪力柱軸力LM左M右VELM左M右VE邊柱中柱560．430．3550．1360．3550．3550．120．130．01461．150．9450．3560．9450．9450．320．480．04362．21．680．6561．681．680．561．130．13262．982．5350．9262．5352．5350．852．050．2165．033．071．3563．073．071．023．40．53六、風(fēng)荷載作用下框架內(nèi)力圖第六章豎向荷載作用下的內(nèi)力分析一、計(jì)算方法和荷載傳遞路線1、彎矩二次分配法:框架結(jié)構(gòu)在豎向荷載作用下的內(nèi)力計(jì)算采納力矩分配法，因?yàn)榭蚣芙Y(jié)構(gòu)對(duì)稱，荷載對(duì)稱；又屬于奇數(shù)跨，故在對(duì)稱軸上梁的截面只有豎向位移（沿對(duì)稱軸方向）沒有轉(zhuǎn)角。對(duì)稱截面可取為滑動(dòng)端。彎矩二次分配法是一種近似計(jì)算方法，立即各節(jié)點(diǎn)的不平衡彎矩同時(shí)作分配和傳遞，并以兩次分配為限。(取一榀橫向框架)2、荷載傳遞路線：二、豎向荷載計(jì)算1、恒荷載計(jì)算：（1）屋面梁上線荷載標(biāo)準(zhǔn)值：ⅰ梁重：4.68kN/m邊跨4.68kN/m中跨ⅱ屋面板荷載：屋面板邊跨為6.0×6.0，屬于雙向板，為梯形荷載：折減系數(shù)：α=3/6=0.51-2×α2+α3=0.625邊跨=中跨屋、樓面荷載（屋面恒載4.38kn/m2，樓面恒載3.49kn/m2）屋面荷載：恒載：4.38×6/2×2×0.625=16.425kN/m活載：2.0×6×0.625=7.5kN/m樓面荷載：恒載：3.49×6/2×2×0.625=13.0875kN/m活載：(二～四層)5.0×6/2×2×0.625=18.75kN/m(五層)2.0×6×0.625=7.5kN/m⑥軸框架梁的均布載為:屋面梁:恒載=梁自重+板傳荷載=4.68+16.425=21.11kN/m活載=板傳荷載=7.5kN/m樓面梁:恒載=梁自重+板傳荷載=4.68+13.0875=17.77kN/m活載=板傳荷載=18.75kN/m(二～四層)活載=板傳荷載=7.5kN/m(五層)三、框架計(jì)算簡(jiǎn)圖：(見下頁(yè))四、梁固端彎矩：梁端彎矩以繞桿端順時(shí)針為正，反之為負(fù)。固端彎矩=（均布荷載×跨度2）/12豎向荷載作用下框架梁固端彎矩荷載部位邊跨中跨跨度L(m)均布荷載kN/m固端彎矩跨度L(m)均布荷載kN/m固端彎矩左kNm右kNm左kNm右kNm恒荷載頂層6.021.11-63.3363.336.021.11-63.3363.33五層6.017.77-53.3153.316.017.77-53.3153.31其它層6.017.77-53.3153.316.017.77-53.3153.31活荷載頂層6.07.5-22.522.56.07.5-22.522.5五層6.07.5-22.522.56.07.5-22.522.5其它層6.018.75-56.2556.256.018.75-56.2556.25五、框架節(jié)點(diǎn)分配系數(shù)：如下表邊柱節(jié)點(diǎn)中柱節(jié)點(diǎn)頂層μb右=ADVANCEib右/（ib右+iz下）=0.46μc下=ADVANCEiz下/（ib右+iz下）=0.54μb左=ib左/（ib左+iz下+ib右）=0.315μb右=μb左=0.315μc下=ADVANCEiz下/（ib右+ib下+ib右）=0.37標(biāo)準(zhǔn)層μb右=ADVANCEib右/（ib右+iz下+iz上）=0.3μc上=μc下=iz上/（ib右+iz下+iz上）=0.35μb左=ib左/（ib左+iz下+iz上+ib右）=0.23μb右=ib右/（ib左+iz下+iz上+ib右）=0.23μc上=iz上/（ib左+iz下+iz上+ib右）=0.27μc下=ADVANCEiz下/（ib左+iz下+iz上+ib）=0.27底層μb右=ADVANCEib右/（ib右+iz下+iz上）=0.321μc上=iz上/（iz下+iz上+ib右）=0.377μc下=ADVANCEiz下/（iz下+iz上+ib右）=0.302μb左=ib左/（ib左+iz下+iz上+ib右）=0.24μb右=ib右/（ib左+iz下+iz上+ib右）=0.24μc上=iz上/（ib左+iz下+iz上+ib右）=0.286μc下=ADVANCEiz下/（ib左+iz下+iz上+ib右）=0.234六.彎矩分配與傳遞方法：首先將各點(diǎn)的分配系數(shù)填在相應(yīng)方框內(nèi)，將梁的固端彎矩填寫在框架橫梁相應(yīng)位置上，然后將節(jié)點(diǎn)放松，把各節(jié)點(diǎn)不平衡彎矩同時(shí)進(jìn)行分配。假定遠(yuǎn)端固定進(jìn)行傳遞（不向滑動(dòng)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。恒載作用下的彎距樓層AB跨BC跨左端中間右端左端中間右端MM’MM’MM’MM’MM’MM’5-38.49-29.6144.0952.9163.3353.21-46.22-36.7248.7858.5446.2236.724-45.25-37.4530.6936.8353.3145.11-34.59-26.645.3854.4634.5926.63-42.92-35.1831.8538.2253.3145.05-34.59-26.645.3854.4634.5926.62-43.14-35.431.7438.0953.3145.06-34.59-26.645.3854.4634.5926.61-39.19-31.5633.6740.453.4145.06-34.83-26.8345.1354.1634.8326.83活載作用下的彎距樓層AB跨BC跨左端中間右端左端中間右端MM’MM’MM’MM’MM’MM’5-15.87-12.615.8519.0219.9316.45-18.8-15.4314.9517.9418.815.434-22.33-18.9611.2713.5222.6319.25-22.02-18.6511.7314.0822.0218.653-48.07-39.7434.2141.0552.2643.72-50.74-42.333.6440.3750.7442.32-50.04-41.6932.739.2453.3144.79-51.9-43.4632.4838.9851.943.461-45.47-37.1835.9243.151.4442.85-49.72-41.2834.6641.5949.7241.28注:1）M’為調(diào)幅后的彎距。2）彎矩符號(hào)逆時(shí)針為正七、梁端剪力：1、恒載作用下梁端剪力樓層q(kn/m)L(m)ql/2ΣM/LV左V右V左’V右’AB梁端剪力521.11663．334．1459.1967.4756.0264.3417．77653．311．3451.9754.6549.351.98317．77653．311．7351.5855.0448.9152.37217．77653．311．751.6155.0148.9452.34117．77653．312．3450.9455.6848.2753.01BC梁端剪力521.11663．330.0063．3363．3360.1660.16417．77653．310.0053．3153．3150.6450.64317．77653．310.0053．3153．3150.6450.64217．77653．310.0053．3153．3150.6450.64117．77653．310.0053．3153．3150.6450.64注（１）Ｍ就采納調(diào)幅前的值（２）均布荷載下:V’=V—q×b/22、活載作用下梁端剪力層次Q(kn/m)L(m)Ql/2ΣM/LV左V右V左’V右’AB跨57.5622.50.06821.8223.1820.722.0647.5622.50.0522.4522.5521.3321.43318.75656.250.755.5556.9552.7454.14218.75656.250.5555.756.852.954118.75656.251.055.2557.2552.4454.44ＢＣ跨57.5622.50.00022.522.521.3821.3847.5622.50.00022.522.521.3821.38318.75656.250.00056.2556.2553.4453.44218.75656.250.00056.2556.2553.4453.44118.75656.250.00056.2556.2553.4453.44八、柱軸力和剪力1.恒、活載作用下的柱軸力剪力(括號(hào)內(nèi)為活載值)邊柱：層截面橫梁剪力（kN）縱向荷載（kN）柱重（kN）（kN）邊柱軸力（kN）邊柱剪力（kN）51—159.19(20.7)96.8728.31156.06156.06(20.7)18.06(6.99)2—2184.37184.37(20.7)43—351.97(21.33)120.1928.31172.16356.53(42.03)11.17(9.48)4—4200.47384.84(42.03)35—551.58(52.74)120.1928.31171.77556.61(94.77)11.85(14.34)6—6200.08584.92(94.77)27—751.61(52.9)120.1928.31171.8756.72(147.67)13.29(15.1)8—8200.11785.03(147.67)19—950.94(52.44)120.1935.39171.13956.16(200.11)4.43(5.5)10—10206.52991.55(200.11)講明：①假定外縱墻受力荷載完全由縱梁承受。②為本層荷載產(chǎn)生的軸力。③柱重：首層：7.865×4.5=35.39kN其他層：7.865×3.6=28.31kN④頂層荷載：女兒墻：0.5×0.24×10×6=7.2kN次梁重:4.68×6×6=28.08kN屋面荷載:16.425×6/2×2×0.625=61.6kN∑=96.87kN差不多層:樓面荷載:13.0875×6/2×2×0.625=49.08kN次梁重:4.68×6×6=28.08kN墻重:6.29×3.6×(6-4.2)=40.76kN窗:4.2×1.8×0.3=2.27kN∑=120.19kN(2)中柱：層截面橫梁剪力橫梁剪力縱向荷載柱重（kN）中柱軸力中柱剪力（kN）（kN）（kN）（kN）（kN）（kN）51—167.47(22.06)63.33(21.38)151.2728.31282.07282.07(22.06)7.35(5.6)2—2310.38310.38(22.06)43—354.65(21.43)53.31(21.38)126.2428.31234.2544.58(43.49)5.2(8.06)4—4262.51572.89(43.49)35—555.04(51.14)53.31(53.44)126.2428.31234.59807.48(84.63)5.2(11.99)6—6262.9835.79(84.63)27—755.01(54)53.31(53.44)126.2428.31234.561070.35(138.63)5.4(12.52)8—8262.871098.66(138.63)19—955.68(54.44)53.31(53.44)126.2435.39235.231333.89(193.07)2.77(4.49)10—10270.621369.28(193.07)講明：頂層荷載：次梁重:4.68×6×6=28.08kN屋面荷載:16.425×6/2×4×0.625=123.19kN∑=151.27kN差不多層:樓面荷載:13.0875×6/2×4×0.625=98.16kN次梁重:4.68×6×6=28.08kN∑=126.24kN第七章內(nèi)力組合和最不利內(nèi)力確定一、框架梁內(nèi)力組合：1、差不多組合公式：1）梁端負(fù)彎矩組合公式:①-②-③-2）梁端正彎矩組合公式:④3）梁跨中正彎矩組合公式:⑤⑥⑦4)梁端剪力組合公式:⑧⑨⑩二、框架柱內(nèi)力組合采取以下組合方式考慮地震作用時(shí)：①1.3×地+1.2×(恒+0.5×活)不考慮地震作用時(shí)：②γ0(1.35×恒+0.7×1.4×活)③γ0[1.2×恒+1.4×0.9（風(fēng)+活)]第八章框架結(jié)構(gòu)配筋計(jì)算一、框架梁配筋計(jì)算1、截面尺寸：邊跨：bf’=L/3=6000/3=2000mmhf’/ho=120/（600-35）=0.21>0.1故翼緣不受限制bf’=b+12h`f=300+12×120=1740mm取bf’=2000mmMu=α1fcbf’hf’(ho-hf’/2)=1.0×14.3×2000×120×(565-120/2)=1733.2kn.m中跨：bf’=L/3=6000/3=2000mmhf’/ho=120/（600-35）=0.21>0.1故翼緣不受限制bf’=b+12h`f=300+12×120=1740mm取bf’=2000mmMu=α1fcbf’hf’(ho-hf’/2)=1.0×14.3×2000×100×(565-100/2)=1427.9kn.m因?yàn)樗辛航孛鍹<Mu，故屬于第一類T形截面，支座按矩形截面，跨中按Ｔ型截面計(jì)算。2、材料強(qiáng)度：混凝土等級(jí)C30fc=14.3N/mm2ft=1.43N/mm鋼筋等級(jí)縱向受力筋HRB335fy=300N/mm2箍筋HPB235fy=210N/mm23、配筋率：縱向受力筋:支座截面ρmin=55×ft/fy=55×1.43/300=0.26%（0.25%）取較大值0.26%;ρmax=2.5%跨中截面ρmin=45×ft/fy=45×1.43/300=0.21%（0.20%）取較大值0.21%箍筋:沿梁全長(zhǎng):ρsv=0.26×ft/fyv=0.26×1.43/300=0.00177加密區(qū):應(yīng)滿足規(guī)范要求?？v向受拉鋼筋最小配筋率。支座：0.25%×300×600=450mm2跨中：0.2%×300×600=360mm2（梁端）最大配筋率：2.5%×300×600=4500mm24、計(jì)算公式：5.框架梁抗彎承載力計(jì)算：計(jì)算公式五層邊跨中跨左端跨中右端左（右）端跨中負(fù)彎矩正彎矩負(fù)彎矩正彎矩負(fù)彎矩正彎矩M(kN.M)57.996.6590.4588.2832.7765.6717.4796.96αS=M/fcbho0.0420.0050.0660.0640.0240.0480.0130.0711ξ=1-(1-2αS)1/20.0430.0050.0680.0670.0240.0490.0130.074As=α1fcbhoξ/fy(mm2)349.6939.33552.5538.79195.7397.2103.73593.84實(shí)配面積9429429429429429429429423Φ203Φ203Φ203Φ203Φ203Φ203Φ203Φ20計(jì)算公式四層筆趣閣--筆下文學(xué)邊跨中跨左端跨中右端左（右）端跨中負(fù)彎矩正彎矩負(fù)彎矩正彎矩負(fù)彎矩正彎矩M(KN.M)100.8516.3863.24101.863.3484.9420.2787.59αS=M/fcbho0.0740.0120.0460.0740.0030.0620.0150.064ξ=1-(1-2αS)1/20.0770.0120.0470.0770.0030.0640.0150.066As=α1fcbhoξ/fy(mm2)618.6797.22382.13625.1319.73517.71120.49534.43實(shí)配面積9429429429429429429429423Φ203Φ203Φ203Φ203Φ203Φ203Φ203Φ20計(jì)算公式三層邊跨中跨左端跨中右端左（右）端跨中負(fù)彎矩正彎矩負(fù)彎矩正彎矩負(fù)彎矩正彎矩M(KN.M)155.7356.64103.34149.2328.79131.9946.04121.86αS=M/fcbho0.110.0410.0750.110.0210.0960.0340.089ξ=1-(1-2αS)1/20.120.0420.0780.120.0210.10.0340.093As=α1fcbhoξ/fy(mm2)977.9466341.371634.5975934.4509171.6764820.349276.3485754.1331實(shí)配面積11409429429429429429429423Φ223Φ203Φ203Φ203Φ203Φ203Φ203Φ20計(jì)算公式二層邊跨中跨左端跨中右端左（右）端跨中負(fù)彎矩正彎矩負(fù)彎矩正彎矩負(fù)彎矩正彎矩M(KN.M)186.4685.22100.64187.3765.96170.1683.17119.91αS0.140.0620.0730.140.0480.120.0610.088ξ0.150.0640.0760.150.0490.130.0630.092As(mm2)1187.3519.47617.31193.6398.991075.47506.56741.46實(shí)配面積1256942942125694212569429424Φ203Φ203Φ204Φ203Φ204Φ203Φ203Φ20計(jì)算公式一層邊跨中跨左端跨中右端左（右）端跨中負(fù)彎矩正彎矩負(fù)彎矩正彎矩負(fù)彎矩正彎矩M(KN.M)295.44205.17142.24194.8575.18177.7492.3123.22αS0.140.0550.130.0680.09ξ10.150.0560.140.0690.094As(mm2)1987.451317.9887.981245.57456.431127.25564.25762.99實(shí)配面積24541520942152094215209429425Φ254Φ223Φ204Φ223Φ204Φ223Φ203Φ206、框架梁抗剪承載力計(jì)算：框架梁抗剪計(jì)算中，設(shè)計(jì)剪力取組合和調(diào)整剪力，計(jì)算如下：=0.85=1.1=1.2五層四層邊跨中跨邊跨中跨左端右端左（右）端左端右端左（右）端組合96.33108.87102.689.0292.3890.7調(diào)整85.8785.8796.8472472.491.15386.46386.46386.46386.46386.46386.46-0.10744-0.10744-0.03348-0.19828-0.19828-0.07179S實(shí)配箍筋2Φ8@1002Φ8@1002Φ8@1002Φ8@1002Φ8@1002Φ8@100三層二層邊跨中跨邊跨中跨左端右端左（右）端左端右端左（右）端組合132.53138.64135.58132.79138.41135.58調(diào)整93.293.62120.2291.6791.67139.55386.46386.46386.46386.46386.46386.46-0.05517-0.05517-0.124184-0.06831-0.06831-0.254517S實(shí)配箍筋2Φ8@1002Φ8@1002Φ8@1002Φ8@1002Φ8@1002Φ8@100一層框架梁截面均構(gòu)造配筋選用Φ8@100邊跨中跨左端右端左（右）端組合131.34139.83135.58調(diào)整114.4298114.4298142.9498386.46386.46386.46-0.085145-0.085145-0.277442S實(shí)配箍筋2Φ8@1002Φ8@1002Φ8@100/1.25fyvh0二、框架柱配筋計(jì)算軸壓比驗(yàn)算：底層柱：Nmax=2041.6kN軸壓比:μn=N/(fc×Ac)=2041.6×103/(14.3×5502)=0.472<﹝1.05﹞滿足要求1、截面尺寸：b×h=550×552、材料強(qiáng)度：混凝土等級(jí):C30fc=14.3N/mm2ft=1.43N/mm鋼筋:縱向受力筋HRB335fy=300N/mm2箍筋HPB225fy=210N/mm23、框架柱端彎矩和剪力調(diào)整：=1.1=1.1（調(diào)整均未乘以）、按柱端組合彎矩比值確定。講明：梁端組合彎矩取未進(jìn)行修正的數(shù)邊柱節(jié)點(diǎn)節(jié)點(diǎn)左梁右梁上柱下柱6—57．9963．7900163．795—100．85110．940．4448．810．5662．134—155．73171．30．4475．370．5695．933—186．46205．110．4898．450．52106．662—295．44324．980．39126．740．61198．241————319．19——中柱節(jié)點(diǎn)節(jié)點(diǎn)左梁右梁上柱下柱1277．8262．52154．37001154．3711101．8684．94205．480．2857．530．72147．9510149．23131．99309．340．38117．550．62191．799187．37170．16393．280．45176．980．55216．38194．85177．74409．850．53217．220．47192．637————294．32——總表層邊柱中柱15363．7948．811.141．29154．3757．531.177．694362．1375．371.150．42147．95117．551.197．353395．9398．451.171．27191．79176．981.1135．2223106．66126．741.185．58216．3217．221.1158．9613．9198．24319．191.1145．94192．63294．321.1137．344、偏壓計(jì)算公式：大偏壓構(gòu)件（）小偏心構(gòu)件（）計(jì)算如下：的大值最小配筋率：全截面每側(cè)抗震折減系數(shù)：頂層=0.75其他層=0.8最不利內(nèi)力選取原則：大偏壓柱彎矩盡可能大（取組合彎矩和調(diào)整彎矩的大值），軸力盡可能小;小偏壓柱彎矩盡可能大，軸力盡可能大層柱位內(nèi)力(m)(mm)(mm)(mm)(mm)ξ(mm2)實(shí)配M(KN.m)N(KN)5邊柱73.87139.73360020528.66548.661.029804.420.0345289.464Ф2070.73269.6360020262.35282.351.056538.110.066675.3594Ф20中柱77.19264.44360020291.9311.91.051567.660.0653127.584Ф2020.61441.0736002046.72766.7271.236322.490.1089-503.84Ф204邊柱78.73306.57360020256.81276.811.057532.570.075778.8974Ф2079.01561.56360020140.7160.71.098416.460.1386-245.14Ф20中柱113.37561.56360020201.88221.881.071477.640.1386-6.4584Ф2030.27816.8936002037.05557.0551.276312.820.2017-852.44Ф203邊柱118.38469.71360020252.03272.031.058527.790.116139.114Ф2082.88884.4136002093.712113.711.139369.470.2183-548.54Ф20中柱159.26770.3360020206.75226.751.069482.510.190288.1614Ф2033.61212.9536002027.70147.7011.33303.460.2995-11324Ф202邊柱129.79618.92360020209.7229.71.069485.460.152842.1664Ф2081.871207.4636002067.80387.8031.179343.560.2981-793.94Ф20中柱193.661033.11360020187.45207.451.076463.210.255199.6614Ф2237.691621.8236002023.23943.2391.3642990.4004-12724Ф221邊柱233.65741.73450020315.01335.011.074599.630.1831678.824Ф2217.221538.745002011.19131.1911.789295.820.3799-12974Ф22中柱175.211318.8450020132.86152.861.161417.480.3256-125.34Ф2212.422041.64500206.08426.0831.944290.710.504-13404Ф22由計(jì)算可知,框架柱均為構(gòu)造配筋。當(dāng)>eo時(shí)為大偏心，反之為小偏心。經(jīng)驗(yàn)算，此柱全為大偏心柱?？蚣苤辜粲?jì)算：計(jì)算公式或框架柱最小體積配箍率：抗震折減系數(shù)：=0.85五層四層邊柱中柱邊柱中柱上端下端上端下端上端下端上端下端159.81185.29264.44289.92373.01398.49511.6537.0841.2941.2977.6977.6950.4250.4297.3597.35810.095810.095810.095810.095810.095810.095810.095810.095-0.741-0.755-0.5095-0.523-0.78-0.793-0.483-0.496三層二層邊柱中柱邊柱中柱上端下端上端下端上端下端上端下端617.48642.96770.3795.78876.08901.561033.111058.5971.2771.27135.22135.2285.5885.58158.96158.96810.095810.095810.095810.095810.095810.095810.095810.095-0.743-0.761-0.319-0.332-0.764-0.777-0.269-0.282一層A由計(jì)算可知，框架柱截面抗剪均為構(gòu)造配筋。B柱加密區(qū)實(shí)配一般復(fù)合箍筋四肢ф10@100；C柱端加密區(qū)高度，5層為700mm、2—4層為600mm、底層柱根自基礎(chǔ)頂面至剛性地面以上500，底層柱上端為800mmD柱非加密區(qū)實(shí)配一般復(fù)合箍筋四肢ф10@200。邊柱中柱上端下端上端下端1159.461191.311318.821350.67145.94145.94137.34137.34810.095810.095810.095810.095-0.436-0.453-0.586-0.603第九章現(xiàn)澆板配筋計(jì)算一.荷載計(jì)算屋面：P=1.20×4.38+1.4×0.5=5.96kN/㎡P=1.35×4.38+0.7×1.4×0.5=6.47kN/㎡樓面：P=1.20×3.49+1.4×2.0=6.99kN/㎡P=1.35×3.49+0.7×1.4×2.0=6.67kN/㎡偏于安全，簡(jiǎn)化計(jì)算統(tǒng)一取P=6.99kN/㎡二.配筋計(jì)算框架中樓板為現(xiàn)澆板，現(xiàn)澆板四周與梁連接，可按四邊固定鋼筋采納分離式布置，跨中鋼筋在距支座L/4處截?cái)嘁?荷載計(jì)算P=1.35×3.99+1.4×2=8.19kN/㎡EQ采納C25混凝土,I級(jí)鋼筋二.配筋計(jì)算1.板ｌx=6/2-0.3=2.7m;ｌy=6-0.3=5.7mｌx×ｌy=2.7×5.7m跨中截面高度:hox=h-20=120-20=100mmhoy=h-30=120-30=90mm支座截面高度:h’ox=h’oy=h-20=120-20-100mmn=ｌy/ｌx=5.7/2.7=2.1α=Asy/Asx=1/n2=1/2.12=0.027β=A’sx/Asx=A’’sx/Asx=A’sy/Asy=A’’sy/Asy=2.0采納分離式配筋取內(nèi)力臂系數(shù)0.9Mx=Asxｌyfyrohox=Asx×5.7×210×0.9×100=107730Asx(N.m)My=αAsxｌxfyrohoy=0.027×Asx×2.7×210×0.9×90=10425.43Asx(N.m)M’’x=M’x=βAsxｌyfyrohˊox=2×Asx×5.7×210×0.9×100=215460Asx(N.m)M’’y=M’y=αβAsxｌxfyrohˊoy=0.027×2×Asx×2.7×210×0.9×100=23167.62Asx(N.m)得:2×(107730+10425.43+215460+23167.62)×Asx×10-6=6.99×2.72×(3×5.7-2.7)/12Asx=85.69mm2(實(shí)配Φ8@200)Asy=αAsx=0.227×85.69=19.46mm2(實(shí)配Φ8@200)A’sx=A’’sx=2Asx=2×85.69=171.39mm2(實(shí)配Φ8@200)A’sy=A’’sy=2Asy=2×19.46=38.92mm2(實(shí)配Φ8@200)第十章樓梯配筋計(jì)算樓梯使用活荷載2.5KN/㎡，層高為3.6m。樓梯間墻370㎜，中距為=3.6m，踏步為水磨石0.65KN/㎡，20㎜