計(jì)算書一八五

1緒論1.1工程背景本工程項(xiàng)目題目為中國(guó)銀行鄭州市分行綜合辦公樓，它為6層鋼筋混凝土框架結(jié)構(gòu)體系，占地面積約為1089.02m2，總建筑面積約為6474.13m2；層高3.9m,平面尺寸為54.94×19.44m。采用獨(dú)立基礎(chǔ)，室內(nèi)地坪為±0.000m，室外內(nèi)高差0.6m?？蚣芰?、柱、樓面、屋面板板均為現(xiàn)澆。設(shè)資料計(jì)1、地基土指標(biāo)自然容重1.90g/cm2，液限25.5％，塑性指數(shù)9.1，空隙比0.683，計(jì)算強(qiáng)度150kp/m2。2、地質(zhì)條件建筑場(chǎng)地地形平坦，地基土成因類型為冰水洪積層。自上而下敘述如下：新近沉積層（第一層），粉質(zhì)粘土，厚度0.5—1.0米，巖性特點(diǎn)，團(tuán)粒狀大孔結(jié)構(gòu)，欠壓密。粉質(zhì)粘土層（第二層），地質(zhì)主要巖性為黃褐色分之粘土，硬塑狀態(tài)，具有大孔結(jié)構(gòu)，厚度約3.0米,qsk=35—40kPa。粉質(zhì)粘土層（第三層），地質(zhì)巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，可塑狀態(tài)，厚度3.5米，qsk=30—35kPa。粉質(zhì)粘土層（第四層），巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，硬塑狀態(tài)，厚度未揭露，qsk=40—60kPa,qpk=1500—2000kPa。不考慮地下水。3、氣象資料夏季最高氣溫，冬季室外氣溫最低。凍土深度25cm，基本風(fēng)荷載W。=0.4kN/m2；基本雪荷載為0.2kN/m2。年降水量680mm。4、抗震等級(jí)7度5、地震設(shè)防烈度三級(jí)6、設(shè)計(jì)地震分組場(chǎng)地為1類一組Tg（s）=0.25s（表3.8《高層建筑結(jié)構(gòu)》）1.1.2材料本工程柱采用C30，縱筋采用HRB335，箍筋采用HPB235，梁采用C30，縱筋采用HRB335，箍筋采用HPB235?；A(chǔ)采用C30，縱筋采用HRB400，箍筋采用HPB235。1.2工程特點(diǎn)本工程為六層，主體高度為24.3米，屬高層建筑。高層建筑都是采用框架結(jié)構(gòu)體系建造而成。由于本次設(shè)計(jì)是辦公樓設(shè)計(jì)，要求有靈活的空間布置，和較高的抗震等級(jí)，故采用鋼筋混凝土框架結(jié)構(gòu)體系?？蚣芙Y(jié)構(gòu)體系是由梁、柱構(gòu)件通過節(jié)點(diǎn)連接構(gòu)成，既承受豎向荷載，也承受水平荷載的結(jié)構(gòu)體系。這種體系適用于多層建筑及高度不大的高層建筑。本建筑采用的是框架機(jī)構(gòu)體系，框架結(jié)構(gòu)的優(yōu)點(diǎn)是建筑平面布置靈活，框架結(jié)構(gòu)可通過合理的設(shè)計(jì)，使之具有良好的抗震性能；框架結(jié)構(gòu)構(gòu)件類型少，易于標(biāo)準(zhǔn)化、定型化；可以采用預(yù)制構(gòu)件，也易于采用定型模板而做成現(xiàn)澆結(jié)構(gòu)，本建筑采用的現(xiàn)澆結(jié)構(gòu)。經(jīng)過結(jié)構(gòu)論證以及設(shè)計(jì)任務(wù)書等實(shí)際情況，以及本建筑自身的特點(diǎn)，決定采用鋼筋混凝土結(jié)構(gòu)。1.3本章小結(jié)本章主要論述了本次設(shè)計(jì)的工程概況、相關(guān)的設(shè)計(jì)資料、框架結(jié)構(gòu)的一些特點(diǎn)以及綜合本次設(shè)計(jì)所確定的結(jié)構(gòu)體系類型。2結(jié)構(gòu)設(shè)計(jì)2.1框架結(jié)構(gòu)設(shè)計(jì)計(jì)算2.1.1工程概況本項(xiàng)目為6層鋼筋混凝土框架結(jié)構(gòu)體系，占地面積約為1079.2m2，總建筑面積約為6474.15m2；層高3.9m平面尺寸為59.94m×19.44m。采用獨(dú)立基礎(chǔ)，室內(nèi)地坪為±0.000m，室外內(nèi)高差0.45m?？蚣芷矫嫱W(wǎng)布置如下圖：圖2.1框架平面柱網(wǎng)布置框架梁柱現(xiàn)澆，屋面及樓面采用100mm厚現(xiàn)澆鋼筋混凝土。2.1.2設(shè)計(jì)資料1、氣象條件:基本風(fēng)荷載W。=0.4kN/m2;基本雪荷載為0.2KN/m2。2、樓、屋面使用荷載：走道：2.5kN/m2；消防樓梯2.5kN/m2；辦公室2.0kN/m2；機(jī)房8.0kN/m2，為安全考慮，均按2.5kN/m2計(jì)算。3、工程地質(zhì)條件：建筑物場(chǎng)地地形平坦，地基土成因類型為冰水洪積層。自上而下敘述如下：新近沉積層（第一層），粉質(zhì)粘土，厚度0.5—1.0米，巖性特點(diǎn)，團(tuán)粒狀大孔結(jié)構(gòu)，欠壓密。粉質(zhì)粘土層（第二層），地質(zhì)主要巖性為黃褐色分之粘土，硬塑狀態(tài)，具有大孔結(jié)構(gòu)，厚度約3.0米,粉質(zhì)粘土層（第三層），地質(zhì)巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，可塑狀態(tài)，厚度3.5米，粉質(zhì)粘土層（第四層），巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，硬塑狀態(tài)，厚度未揭露，不考慮地下水。場(chǎng)地位二類二組Tg（s）=0.355（表3.8《高層建筑結(jié)構(gòu)》）4、屋面及樓面做法：屋面做法：20mm厚1：2水泥砂漿找平；100～140mm厚（2%找坡）膨脹珍珠巖；100mm厚現(xiàn)澆鋼筋混凝土樓板；15mm厚紙筋石灰抹灰。樓面做飯：25mm厚水泥砂漿面層；100mm厚現(xiàn)澆鋼筋混凝土樓板15mm紙筋石灰抹灰2.1.3梁柱截面、梁跨度及柱高度的確定1、初估截面尺寸(1)、柱：b×h=600mm×600mm(2)、梁：梁編號(hào)如下圖：L1:h=(1/12～1/8)×8100=675～1012.5取h=700mmb=(1/3～1/2)H=(1/3～1/2)×700=233～350取b=300mmL2:h=(1/12～1/8)×9000=750～1125取h=800mmb=(1/3～1/2)H=(1/3～1/2)×800=267～400取b=350mmL3:h=(1/12～1/8)×3000=250～375取h=450mmb=(1/3～1/2)H=(1/3～1/2)×450=150～225取b=250mmL4:為次梁取h=400mm取b=250mm圖2.2框架梁布置2、梁的計(jì)算跨度框架梁的計(jì)算跨度以上柱形心為準(zhǔn)，由于建筑軸線與柱軸線重合，故計(jì)算跨度如下：圖2.3梁的計(jì)算跨度3、柱高度底層柱h=3.9+0.45+0.5=4.85m其他層h=3.9m圖2.4橫向框架計(jì)算簡(jiǎn)圖及柱編號(hào)2.1.4荷載計(jì)算1、屋面均布恒載二氈三油防水層0.35kN/m2冷底子有熱瑪蹄脂0.05kN/m220mm厚1：2水泥砂漿找平0.02×20=0.4kN/m2100～140厚(2%坡度)膨脹珍珠巖(0.1+0.14)×7/2=0.84kN/m2100mm厚現(xiàn)澆鋼筋混凝土樓板0.1×25=2.5kN/m215mm厚紙筋石灰抹底0.015×16=0.24kN/m2共計(jì)4.38kN/m2屋面恒載標(biāo)準(zhǔn)值為：（54.7+0.24）×（8.1×2+3+0.24）×4.38=4677.99kN2、樓面均布恒載按樓面做法逐項(xiàng)計(jì)算25厚水泥砂漿找平0.025×20=0.05kN/m2100厚現(xiàn)澆鋼筋混凝土樓板0.1×25=2.5kN/m215厚紙筋石灰抹灰0.015×16=0.24kN/m2共計(jì)3.24kN/m2樓面恒載標(biāo)準(zhǔn)值為：（54.7+0.24）×（8.1×2+3+0.24）×3.24=3460.43kN3、屋面均布活載計(jì)算重力荷載代表值時(shí)，僅考慮屋面雪荷載：0.2×（54.7+0.24）×（8.1×2+3+0.24）=213.61kN4、樓面均布活荷載樓面均布活荷載對(duì)于辦公樓一般房間為22.0KN/m2，走道、消防樓梯為2.5kN/m2，為計(jì)算方便，偏安全的統(tǒng)一取均布活荷為2.5kN/m2。樓面均布活荷載標(biāo)準(zhǔn)值為：2.5×（544.7+00.24）×（8.1××2+3++0.244）=26770.1kN5、梁柱自重（包括括梁側(cè)、梁梁底、柱的的抹灰重量量）L1：b×hh=0.33m×0.7mm長(zhǎng)度7.55m每根根重量00.7×77.5×225×（0.022×2+00.3）=44..63kNN根數(shù)數(shù)8××2×6==96根L2：b×hh=0.335m×0.800m長(zhǎng)度8.44m每根根重量00.8×22.1×225×（0.022×2+00.35）=65..52kNN根數(shù)數(shù)6××4×6=1444根L3：b×hh=0.255m×0.455m長(zhǎng)度2.44m每根根重量00.45××2.4××25×（0.022×2+00.25）=7.883kNN根數(shù)數(shù)8××6=488根L4：b×hh=0.225m×0.4m長(zhǎng)度7.775m每根根重量00.4×77.75××25×（0.022×2+00.25）=22..48kNN根數(shù)數(shù)7××2×6==84根Z1：截面0.6××0.6m2長(zhǎng)度4.885m每根根重量（0.6++0.022×2）2×4..85×225=511.2kkN根數(shù)數(shù)8××4＋9=41根Z2：截面0.6××0.6m2長(zhǎng)度3.99m每根根重量（0.6++0.022×2）2×3..9×255=39..94kkN根數(shù)數(shù)411×5=2205根表2.1梁柱自自重梁（柱）編號(hào)號(hào)截面（m2）長(zhǎng)度（m）根數(shù)每根重量（kNN）L10.3×0.777.509644.63L20.35×0..88.4014465.52L30.25×0..452.4487.83L40.25×0..47.758422.48Z10.6×0.664.854151.2Z20.6×0.663..920539.946、墻體自重外墻墻厚2400mm，采用用瓷磚貼面面；內(nèi)墻墻墻厚2400mm，采用用水泥砂漿漿抹面，內(nèi)內(nèi)外墻均采采用粉煤灰灰空心砌塊塊砌筑。單位面積外墻體體重量為：：7.0××0.244=1.668kNN/m22單位面積外墻貼貼面重量為為：0.5kN/m2單位面積內(nèi)墻體體重量為：：7.0××0.244=1.668kNN/m22單位面積內(nèi)墻貼貼面重量為為（雙面抹抹面）：0.366×2=00.72kN/m2表2.2墻體自重重墻體每片面積（m22）片數(shù)重量（KN）底層縱墻外墻8.4×4.00513外墻墻體742.9983.32外墻墻面221.133.9×4.0052外墻墻體53..07外墻墻面15.82.4×4.0054外墻墻體32.66外墻墻面9.725.4×4.0054外墻墻體73.48外墻墻面21.87內(nèi)墻5.7×4.3352內(nèi)墻墻體166.62238.02內(nèi)墻墻面71.41底層橫墻外墻4.8×4.0054外墻墻體65.32254.29外墻墻面19.447.5×4.0052外墻墻體102.06外墻墻面30.382.1×4.0052外墻墻體28.58外墻墻面8.51內(nèi)墻7.8×4.2252內(nèi)墻墻體2222.77418.47內(nèi)墻墻面95.474.8×4.3354內(nèi)墻墻體70.16內(nèi)墻墻面30.07外墻8.4×3.2213外墻墻體587.06外墻墻面174.72墻體每片面積（㎡）片數(shù)重量（kN）標(biāo)準(zhǔn)層縱墻外墻3.9×3.2202外墻墻體41.93925.01外墻墻面12.482.4×3.2202外墻墻體25.8外墻墻面7.685.4×3.222外墻墻體58.06外墻墻面17.28內(nèi)墻5.7×3.112內(nèi)墻墻體59.37499.97內(nèi)墻墻面25.448.4×3.118內(nèi)墻墻體349.98內(nèi)墻墻面13.82標(biāo)準(zhǔn)層橫墻外墻4.8×3.222外墻墻體51.61203.87外墻墻面15.362.1×3.222外墻墻體22.58外墻墻面9.68內(nèi)墻4.8×3.222內(nèi)墻墻體51.6內(nèi)墻墻面22.127.5×3.2216內(nèi)墻墻體645.12995.32內(nèi)墻墻面276.487、荷載總匯頂層重力荷載代代表值包括括屋面恒載載+50%屋面雪載+縱橫梁自自重+半層柱自自重+半層墻體體自重。頂層恒載：46677.999kN頂層活載：2113.611kN頂層梁自重：++++=44.63××16+665.522×24++7.833×8+222.488×12=2618.996kN頂層柱自重：339.944×41==16377.54kkN頂層墻自重：2203.887+9995.322+4999.97++925..01=22296..99kkN=+1/2++11/2+11/2=99099..42kNN其他層重力荷載載代表值包包括樓面恒恒載+50%活載+縱橫梁自自重+樓面上下下各半層的的柱及縱橫橫墻體自重重。=3460.443+1//2×26670.11+26118.966+16337.544+22996.999=113348.997kNN11348.99-29..03-112.444-80..64-334.566-18..14-55.4-442.344-12..6-1003.722-30..87+33.46++9.6++6.488+11..34+227.788=109998.229kNN=3460.443+1//2×222670..1+26618.996+511.2×339=94411.224-122.1-33.6-443.555-18..66-118.144-5.44-42..34-112.6--88.991-266.46++2.888+5.118+2..16+55.04++10.558=92231.771kN門窗荷載計(jì)算M-1、采用鋼鋼框門，單單位面積鋼鋼框門重量量為0.4kNN/m22M-2、M-33、M-4采木門，單單位面積木木門重量為為0.2kN/m2C-1、C-22、C3、C-4、C-5、C-6均采用鋼鋼框玻璃窗窗，單位面面積鋼框玻玻璃窗重量量為0.455kN/㎡表2.3門窗重重量計(jì)算層號(hào)門窗號(hào)單位面積（m22）數(shù)量重量(kN)底層M-11.5×2.4422.8864.35M-20.9×2.44125.18C-11.2×1.5562.16C-21.5×2.1185.04C-32.1×2.111210.58層號(hào)門窗號(hào)單位面積（m22）數(shù)量重量(kN)二至六層M-20.9×2.4483.4658.66M-31.0×2.44209.6C-11.2×1.5586.48C-21.5×2.11811.34C-32.1×2.111427.78圖2.5重力值值示意圖（1）底層墻體實(shí)際際重量：==92311.71kN（2）二至六層實(shí)際際重量：kNkN建筑物總重力荷荷載代表值值kN2.1.5水平地震震作用下框框架的側(cè)向向位移驗(yàn)算算1、橫向線剛度混凝土C300kN/m2在框架結(jié)構(gòu)中，有有現(xiàn)澆樓面面或預(yù)制板板樓面。而而現(xiàn)澆板的的樓面，板板可以作為為梁的有效效翼緣，增增大梁的有有效剛度，減減少框架側(cè)側(cè)移。為考考慮這一有有利作用，在在計(jì)算梁的的截面慣性性矩時(shí)，對(duì)對(duì)現(xiàn)澆樓面面的邊框架架取=1..5（為梁的截截面慣性矩矩）。對(duì)中中框架取==2.0。若若為裝配樓樓板，現(xiàn)澆澆層的樓圖2-5質(zhì)點(diǎn)重力力荷載值面面，則邊框框架梁取==1.2，對(duì)對(duì)中框架取取=1.55。橫向線剛度計(jì)算算見表2-4。2、橫向框架柱的側(cè)側(cè)移剛度D值柱線剛度列于表表2-5，橫向框框架柱側(cè)移移剛度D值計(jì)算見見表2-6。3、橫向框架自振周周期按頂點(diǎn)位移法計(jì)計(jì)算框架的的自振周期期。頂點(diǎn)位位移法是求求結(jié)構(gòu)基本本頻率的一一種近似方方法。將結(jié)結(jié)構(gòu)按質(zhì)量量分布情況況簡(jiǎn)化為無(wú)無(wú)限質(zhì)點(diǎn)的的懸臂直桿桿，導(dǎo)出以以直桿頂點(diǎn)點(diǎn)位移表示示的基本公公式。表2.4橫向剛剛度計(jì)算截面b×h(m2)跨度(m)慣性矩=bh33/12（m4）邊框框架梁中間框框架梁=1.5（m4）=E/l（m4）=2.0（m4）=E/l（m4）0.3×0.778.18.58×100-312.87×110-34.95×100-317.16×110-36.6×10--30.35×0..8914.93×110-322.39×110-34.97×100-329.86×110-39.95×100-30.25×0..4531.90×100-32.85×100-32.85×100-33.80×100-33.80×100-30.25×0..491.33×100-32.00×100-32.00×100-32.66×100-32.66×100-3表2.5柱線剛剛度柱號(hào)截面（m2）柱高度（m）慣性矩線剛度（m4）（kN·m）0.6×0.664.8510.8×100-36.48×10040.6×0.663.910.8×100-38.31×1004表2.6橫向框框架柱側(cè)移移剛度D值計(jì)算項(xiàng)目柱類型層根數(shù)底層邊框架邊柱0.457142154邊框架中柱0.531165164中框架邊柱0.5031573912中框架中柱0.583181341211099844二至六層邊框架邊柱0.229150144邊框架中柱0.319209144項(xiàng)目柱類型層根數(shù)二至六層中框架邊柱0.2841862012中框架中柱0.385252411214616600這樣，只要求出出結(jié)構(gòu)的頂頂點(diǎn)水平位位移，就可可以按下式式求得結(jié)構(gòu)構(gòu)的基本周周期：式中——基本周周期調(diào)整系系數(shù)，考慮慮填充墻使使框架自振振周期減少少的影響，取0.6；——框架的頂點(diǎn)位移移。在未求求出框架的的周期前，無(wú)無(wú)法求出框框架的地震震力及位移移；是將框架的重力力荷載視為為水平作用用力，求得得的假想框框架頂點(diǎn)位位移。然后后由求出，再用用求出框架架結(jié)構(gòu)的底底部剪力，進(jìn)進(jìn)而求出框框架各層剪剪力和結(jié)構(gòu)構(gòu)真正的位位移。橫向向框架頂點(diǎn)點(diǎn)位移計(jì)算算見表2-7。表2.7橫向框框架頂點(diǎn)位位移層次（kN）（kN）（kN/m）層間相對(duì)位移69099.4229099.4226700440.01540.3921510998.22920097.7716700440.03370.3767410998.229310966700440.05210.343310998.22942094.22967004400.070.2909210998.22953092.5586700440.08890.220919411.24462503.8825294000.1320.132=1.7×0..6×4、橫向地震作用計(jì)計(jì)算在二類場(chǎng)地，77度設(shè)防區(qū)區(qū)，設(shè)計(jì)地地震分組為為第二組情情況下，結(jié)結(jié)構(gòu)的特征征周期=00.35ss，水平地地震影響系系數(shù)最大值值=0.008。由于=0.6339＞=1.44×0.225=0..49（s），應(yīng)考考慮頂點(diǎn)附附加地震作作用。按底部剪力法求求得的基底底剪力，若若按分配給給各層，則則水平地震震作用呈倒倒三角形分分布。對(duì)一般層，這種種分布基本本符合實(shí)際際。但對(duì)結(jié)結(jié)構(gòu)上部，水水平作用小小于按時(shí)程程分析法和和振型分解解法求得的的結(jié)果，特特別對(duì)于周周期比較長(zhǎng)長(zhǎng)的結(jié)構(gòu)相相差更大。地地震的宏觀觀震害也表表明，結(jié)構(gòu)構(gòu)上部往往往震害很嚴(yán)嚴(yán)重。因此此，即頂部部附加地震震作用系數(shù)數(shù)考慮頂部部地震力的的加大?？伎紤]了結(jié)構(gòu)構(gòu)周期和場(chǎng)場(chǎng)地的影響響。且修正正后的剪力力分布與實(shí)實(shí)際更加吻吻合。=0.08+00.01==0.088×0.6639+00.01==0.066112結(jié)構(gòu)橫向總水平平地震作用用標(biāo)準(zhǔn)值：：=（/）××0..85=（0.35/0..639）0.9×00.16××0.855×623324.999=55516.334kN頂點(diǎn)附加水平地地震作用：：==0.061112×55516.334=3337.166kN各層橫向地震剪剪力計(jì)算見見表2-8，表中：：橫向框架各層水水平地震作作用和地震震剪力見圖圖2-6。表2.8各層橫橫向地震作作用及樓層層地震剪力力層次（m）（m）（kN）（kN）（kN）63.924.359099.422250972..530.2461611.1441611.14453.920.4510998.229251679..380.2471279.2662890.443.916.5510998.229203681..840.1991030.6663921.06633.912.6510998.229155684..310.153792.414713.47723.98.7510998.229107686..760.106548.995262.46614.854.859411.24449430.9960.049253.775516.233注：表中第6層層中加入了了，其中==33377.16kkN。圖2.6橫向框架各層水水平地震作作用和地震震剪力表2.9橫向框框架抗震變變形驗(yàn)算層次層間剪力（kN）層間剛度（kN）層間位移（m）層高（m）層間相對(duì)彈性轉(zhuǎn)轉(zhuǎn)角61611.1446700440.00243.91/162552890.46700440.00433.91/90743921.066167004440.00593.91/66134713.4776700440.0073.91/55725262.4666700440.00793.91/49415516.2335294000.014.851/485注：[]=11/4500。（若考考慮填充墻墻抗力作用用為1/5550）2.1.6水平地震震作用下橫橫向框架的的內(nèi)力分析析本設(shè)計(jì)取中框架架為例，柱柱端計(jì)算結(jié)結(jié)果詳見表表2-10。地震作作用下框架架梁柱彎矩矩，梁端剪剪力及柱軸軸力分別見見表2-11、圖2-7，圖2-8。表2.10C軸軸柱（邊柱柱）柱端彎彎矩計(jì)算層次層高h(yuǎn)層間剪力層間剛度y(m)63.91611.14467004418620450.7940.285325220853.92890.467004418620800.7940.477.76520443.93921.066670044186201090.7940.459488781633.94713.477670044186201310.7940.45116.82932523.95262.466670044186201460.7940.4118921012514.855516.233529400157391641.020.451325211856表2.11D軸軸柱（中柱柱）柱端彎彎矩計(jì)算層次層高h(yuǎn)層間剪力層間剛度y(m)63.91611.14467004425241611.2520.463541.553.92890.4670044252411091.2520.40927943.93921.066670044252411481.2520.45133120.533.94713.477670044252411781.2520.45142.5149.423.95262.466670044252411981.2520.45168.518213.95516.233529400181341891.2520.45193.5195該框架為對(duì)稱結(jié)結(jié)構(gòu),A軸柱與D軸柱相同同，B軸柱與C軸柱相圖2.7左地震震彎矩圖圖2.8右地震震彎矩圖2.1.7豎向荷載載作用下橫橫向框架的的內(nèi)力分析析圖2.9一榀框架架簡(jiǎn)圖1、荷載計(jì)算(1)、A~B軸軸間框架梁梁屋面?zhèn)鹘o荷載板傳給荷載恒載：4.388×4.005×5//8×2==22.117kNN/m活載：2.0××4.055×5/88×2=110.133kN//m樓面板傳荷載恒載：3.244×4.005×5//8×2==18.223kNN/m活載：2.0××4.055×5/88×2=110.133kN//m梁自重5.995kNN/mA~B軸間框架架梁均布荷荷載為：屋面梁：恒載=梁自重+板傳荷載載=55.95++22.117=288.12kN/mm活載=10..13kkN/m樓面梁：恒載=梁自重+板傳荷載載=5.995+188.23==24.118kN//m活載=10..13kkN/mB~C軸間框架架梁屋面?zhèn)鹘o荷載板傳給荷載恒載：4.388×1.55×5/88×2=88.21kN/mm活載：2.0××1.5××5/8××2=3..75kkN/m梁自重2.55kN/mm樓面板傳荷載恒載：3.244×1.55×5/88×2=66.08kN/mm活載：2.0××1.5××5/8××2=3..75kNN/m梁自重2.55kN/mmB~C軸間框架架梁均布荷荷載為：屋面梁：恒載=梁自重+板傳荷載載=55.95++22.117=288.12kN/mm活載=k22.5+33.75==6.255N/m樓面梁：恒載=梁自重+板傳荷載載=2.55+18..21=110.711kN/mm活載=2.55+3.775=6..25kkN/mC~D軸與A~~B軸相同(2)、A軸柱縱縱向集中荷荷載計(jì)算頂層柱：女兒墻自重：（做做法：墻高高800mmm,100mmm的混凝土土壓頂）0.24×0..8×188+25××0.1××0.244=4.006kNN/m頂層柱恒載=女女兒墻自重重+梁自重+板傳荷載載==4.066×8.11+5.995×（8.1--0.6）+（4.388×2.225×5//8×2）×9=1188.44KN頂層柱活載=板板傳荷載=5.006×9==45.554KNNB軸柱縱向集中荷荷載計(jì)算頂層柱恒載=梁梁自重+板傳荷載載=55.95××(9-00.6)++4.388×2.225×5//8×2××(3+88.1)++4.388×2.225×5××4.5//8×2++4.388×2.225×0..89×99/4=2226.114KN頂層柱活載=板板傳荷載=5.006×(33+8.11)+2××2.255×5×44.5/116+2××2.255×0.889×9//4=711.5KNN標(biāo)準(zhǔn)層恒載=梁梁自重+板傳荷載載=5.95××（9-0..6）+9.112×（3+8..1）+3.224×2..25×55×4.55/8×22+3.224×2..25×00.89××9/4=166.222KN標(biāo)準(zhǔn)層活載=板板傳活載=71..51KNNA軸柱與D軸柱相相同，B軸柱與C軸柱相圖2.10框架豎向向荷載示意意2、用彎矩分配法計(jì)計(jì)算框架彎彎矩豎向荷載作用下下框架的內(nèi)內(nèi)力分析，除除活荷載較較大的工業(yè)業(yè)廠房外，對(duì)對(duì)一般的工工業(yè)與民用用建筑可以以不考慮活活荷載的不不利布置。這這樣求得的的框架內(nèi)力力，梁跨中中彎矩較考考慮活荷載載不利布置置法求得的的彎矩偏低低，但當(dāng)活活荷載在總總荷載比例例較大時(shí)，可可在截面配配筋時(shí)，將將跨中彎矩矩乘1.1～1.2的放大系系數(shù)予以調(diào)調(diào)整。（1）、固端彎矩計(jì)算a.恒荷載作用下內(nèi)內(nèi)力計(jì)算將框架視為兩端端固定梁，計(jì)計(jì)算固端彎彎矩。計(jì)算算結(jié)果見表表2-13。表2.12固端端彎矩計(jì)算算層數(shù)簡(jiǎn)圖邊跨框架梁頂層底層中間跨框架梁頂層底層b、活荷載作用下內(nèi)內(nèi)力計(jì)算將框架視為兩端端固定梁，計(jì)計(jì)算固端彎彎矩。計(jì)算算結(jié)果見表表2-14。表2.13固端彎彎矩計(jì)算層數(shù)簡(jiǎn)圖邊跨框架梁頂層底層中間跨框架梁頂層底層圖2.11恒載彎彎矩圖圖2..12活載彎矩包包絡(luò)圖2.2梁柱內(nèi)力力計(jì)算2.2.1節(jié)點(diǎn)計(jì)算算節(jié)點(diǎn)總數(shù)=28柱子總數(shù)數(shù)=224梁梁數(shù)=118是否規(guī)規(guī)則框架==206600支座約束束數(shù)=4標(biāo)準(zhǔn)截截面總數(shù)==3活載計(jì)計(jì)算信息==1風(fēng)活載載計(jì)算信息息=1抗震震等級(jí)=3柱砼等等級(jí)=0梁砼等級(jí)級(jí)=0梁梁柱主筋級(jí)級(jí)別=2梁柱箍箍筋級(jí)別==1柱保護(hù)護(hù)層=30梁梁保護(hù)層==30柱梁自自重計(jì)算信信息=2基基礎(chǔ)計(jì)算信信息=0輸出方式式=1梁支座負(fù)彎矩調(diào)調(diào)幅系數(shù)==0.885梁梁慣性矩增增大系數(shù)==1.200結(jié)構(gòu)重要要性系數(shù)=1..00柱計(jì)算長(zhǎng)度考慮慮GB500010--20022第7.3..11-3條規(guī)定=0節(jié)點(diǎn)坐標(biāo)節(jié)點(diǎn)號(hào)××坐標(biāo)y坐標(biāo)節(jié)點(diǎn)號(hào)×坐標(biāo)y坐標(biāo)節(jié)點(diǎn)號(hào)×坐標(biāo)y坐標(biāo)(1)0.11844.85(22)8.11044.85((3)11.1104.855(4)19..024.855(5)0..188.755(6)8.1108.755(7)11..108.755(8)19.0028.775(9)0.11812.665(10)8.110122.65(111)11.11012..65((12)19.00212.665(13)0.188166.55(144)8.110166.55柱桿件關(guān)關(guān)聯(lián)號(hào)(左為上部部節(jié)點(diǎn)號(hào),右為下部部節(jié)點(diǎn)號(hào))(1)251(2)262(3)273(4)284(5))15(6)26(7)37(8)48((9)59(110)610梁桿件關(guān)關(guān)聯(lián)號(hào)(左為左邊邊節(jié)點(diǎn)號(hào),右為右邊邊節(jié)點(diǎn)號(hào))(1))1122((2))2233((3))3344((4))5566((5))6677(6))7788((7))99100((8))100111((9))111122((10))133144支支座約束信信息-(1))2251111((2))2261111((3))2271111((4))2281111柱平平面內(nèi)計(jì)算算長(zhǎng)度(1)4.855(2)4.855(3)4.855(4)4.855(5)4.888(6)4.888(7)4.888(8)4.888(9)4.877(10)4.688柱平面面外計(jì)算長(zhǎng)長(zhǎng)度(1)4.855(2)4.855(3)4.855(4)4.855(5)4.888(6)4.888(7)4.888(8)4.888(9)4.888(10)4.688節(jié)節(jié)點(diǎn)偏心值值(1)0.000(2)00.00(33)0..00(44)0..00(5))0.000(6)0.000(7))0.000(8)0.000(9)00.00(110)00.00(11)0.000(12)0.000(13)0.000(14)0.000標(biāo)準(zhǔn)截面面數(shù)據(jù)(1)1.0000..600.600(2)1.00000.300.770(3)1.00000.250.445柱截面面類型號(hào)-(1)1(2)1(3)1(44)1(5)1(6)1(7)1(8)1(9)11(10))1梁柱截面面類型號(hào)-(1)2((2))3(33)2(4)22(5)3((6))2(77)2(8)33(9)22.2.2恒載計(jì)算算節(jié)點(diǎn)荷荷載:節(jié)點(diǎn)彎矩垂直力水平力1-255.501771.0000.0002200.00220..400..00330.000203..700..004199.601311.8000.005-211.301422.8000.00600.001779.3000.000700.001666.1000.008166.401100.3000.009-211.301422.8000.001100.000179..300..00柱間荷載柱信息荷載類型荷載值荷載載參數(shù)1荷載參數(shù)20梁間荷載:連續(xù)數(shù)荷載個(gè)數(shù)類型荷載值參數(shù)類型荷載值值參數(shù)1269..822.2566.5571.50011613..111.501269..822.2566.5571.5001267..222.2564.8861.5001169..711.501267..222.2564.8861.5001267..222.2564.8861.5001169..711.501267..222.2564.8861.5001267..222.2564.8861.5001169..711.501267..222.2564.8861.5001267..222.2564.8861.5001169..711.501267..222.2564.8861.5001269..822.2566.5571.50011613..111.501269..822.2566.5571.500恒載內(nèi)力力桿件號(hào)彎矩軸力剪力彎矩軸力剪力柱(左面為柱下端,,右為柱上上端)1-15..6615002.866-9.331-299.50-14459.2219..31215.33018818.0039.66331.440-17774.338-9.6633-16..4817322.03-99.99-31..98-11688..3899.99415..6712291.2219.66731.225-12247.556-9.6675-42..1612217.990-199.18-332.633-11882.80019..18647..8414470.44022..0137.999-14435.330-22..017-49..5911400..99-22..83-399.44-11365..8922..83843.99310045.99820..00344.07-11010..88-200.009--27.6679882.500-14..62-299.34--947..4014.6621030.33511187..59166.05332.255-11152.449-16..05梁(左面為梁梁左端,右為梁右右端197.116-9.88670..30-93..209.88669.330213.9962..5114..28-13..35-2.55113.887394.992-10..3269.882-94..7810.33269..79481..6044.56557.500--78.008-4.56656..6159.744-1.44011..80-88.881.44011.222679.9934..73577.13-79..38-4.77356..99780.992-1..03577.54-77..081.03356..57810..2500.84111.788-9.443-0.88411.224978.992-1..07577.09-78..671.07757..031080..8522.12557.599--76.662-2.11256..52恒荷載作作用下的節(jié)節(jié)點(diǎn)位移(mm)節(jié)點(diǎn)號(hào).×向位移Y向位移1--0.0220..002--0.0110..003--0.0110.00040.0000.0005--0.0220.0006--0.0330.0007--0.0330.0008--0.0330.0009--0.0550.00010--0.0440.0002.2.3活載計(jì)算算節(jié)點(diǎn)荷載:節(jié)點(diǎn)彎矩垂直力水平力11--7.400449.6000.000220.000772.2000.000330.000666.0000.000445.600337.6000.00055--7.400449.6000.000660.000772.2000.000770.000666.0000.000885.600337.6000.00099--7.400449.6000.0001000.000772.2000.000柱間荷載柱信息荷載類型荷載載值荷載參數(shù)1荷載參參數(shù)2梁間荷載:連續(xù)數(shù)荷載個(gè)數(shù)類型荷載值參數(shù)類型荷載值參數(shù)1264.552..2563.00011.501263..011.5063.0001.5001264..522.2563.0001.5001264..522.2563.0001.5001263..011.5063.0001.5001264..522.2563.0001.5001264..522.2563.0001.5001263..011.5063.0001.5001264..522.2563.0001.5001264..522.2563.0001.5001263..011.5063.0001.5001264..522.2563.0001.5001264..522.2563.0001.5001263..011.5063.0001.5001264..522.2563.0001.5001264..522.2563.0001.5001263..011.5063.0001.5001264..522.2563.0001.500活荷載標(biāo)標(biāo)準(zhǔn)值作用用下的節(jié)點(diǎn)點(diǎn)位移(mm)、節(jié)點(diǎn)號(hào).×向位移Y向位移1--0.0110.2202--0.0110.2263--0.0110.22540.0000.1165--0.0220.3336--0.0220.4447--0.0220.4428--0.0220.2289--0.0550.44410--0.0440.5582.2.4風(fēng)荷載計(jì)計(jì)算1、左風(fēng)荷載-節(jié)點(diǎn)荷載:節(jié)點(diǎn)水平力垂直力122..800..000柱間荷載柱信息荷載類型荷載值荷載參數(shù)1荷載參數(shù)20各結(jié)構(gòu)節(jié)點(diǎn)變位位(mm)(1)0.3(2))00.2(3)0.2(44)00.2(5))0..3(6)00.3(7)0..3((8)0..3(9)0.3（10）0.3(11)0.3(122)0.3(133)0..3(14)00.3桿件件號(hào)彎矩軸力剪力彎矩軸力剪力柱(左面為柱下端,,右為柱上上端)1117..29-2..246..1712.6622.244-6.117216..46-1.0025..98122.561.022-5.99833155.720..855.66711..80-00.85-5.667414..422.4424.9889.771-2.442-4.99855-44.92-00.35-1.1140.4480..3511.1466-11.34-00.270.2992.4770.227-0.2297-0..530..110.6683.188-0.111-0.66888-11.9400.510.1772.600-0.551-0..179900.38-0.1100.2230.5110.100-0.223110--0.4880.055-0.0030..380.0550.003梁(左左面為梁左左端,右為梁右右端)11-77.71115.499-1.889-77.26-15..491..892-3..9699.80--2.644--3.966-9.8802.66433-711-1.990--7.777-4.8811..9044-077-0.225-1.115-1..3700.2555-055-0.557-0.888-1..0500.5766-11.690.331-0.444-1.776-0..3100.4477-0.333-00.26--0.088-0..2800.260.08888-00.10-0.221-0..07-00.100.2110.00799-00.23-0.114-0..06-0.2230..1400.0610-0..060.033-0.002-0..06-00.030.02222.右右風(fēng)荷載點(diǎn)荷載:節(jié)點(diǎn)水平力垂直力1-222.8000.000柱間荷載柱信息荷載類型荷載值荷載參數(shù)1荷載參數(shù)20右風(fēng)荷載內(nèi)力各結(jié)構(gòu)節(jié)點(diǎn)變位位(mm)(1)-0..3(2)-0.22((3)-0.22((4)-0.22((5)-0.33((6)-0.33((7)-0.33((8)-0.33((9)-0..3(10)-0.33((11)-0..3(12))-00.3(133)--0.3(114)-0.33桿件號(hào)彎矩軸力剪力彎矩軸力剪力柱(左面為柱柱下端,右為柱上上端)1-177.292.244-6.117-12..62-2.2246.17722-16..4611.02--5.988--12.556-1..025.9983-155.72-0.885--5.677--11.88000.855..6744-14..42-2.442-4.998-9..712.4424.98854.9920.3551.144-0.448-0.335-11.14661.3340.277-0.229--2.477-0.2270.29970.553-0..11-00.68-33.180..110.66881..94-0..51-00.17-22.600..510.1179-00.380.100-0.223-0.551-0.1000.2231100.448-0.0050.003--0.3880.005-00.03梁(左面為梁梁左端,右為梁右右端)17..71-155.491..897..2615..49-1.889223.996-9.8802..643..969.880--2.64437.330-4.8811..907..774.881-1.99040.886-1.3370..251..151.337--0.25550..84-1.0050..570..881.005-0.55761.669-0.3310..441..760..31-0.44470..330.22600.0800.28-00.26-0..08880.1100..210.0770.100-0.221-0..0790.2230..140.06600.23--0.144-0.006100.006-0..0300.020..0600.03-0..022.2.5組合與配配筋柱柱1(B=00.6000,HH=0..600,,L××=44.85,,Lyy=44.85Rc==30))NOO1Ass=0..M=5..42N=18000.299NO1As=00.M=-117.733N=-11747..91AAsminn(全截面最最小配筋)=25200.Noo51VVc=85.933N=22184..50ASSV=1128.ASV00=0.Noo53N=22227.777軸壓比=0.4332柱2(B=0..600,,H=0..600,,L×=44.85,,Lyy=44.85Rc==30))NOO1As=0..M=411.40NN=21880.200NO1As==0.MM=55..26N=-22127..82AAsminn(全截面最最小配筋)=25200.Noo49VVc=97.244N=21197.555ASVV=1149.ASV00=0..Noo53N=22591..67軸壓比=00.5022柱3(B=0..600,,H=0..600,,L×=44.85,,Lyy=44.85Rc==30))NOO1Ass=0.M=2.223N=20799.62NO1AAs=00.M=-211.85NN=-22027..24AAsminn(全截面最最小配筋)=25200.Noo51VVc=977.84NN=20090.339ASVV=1449.AASV0==0.Noo53N=22470..54軸壓比=00.4799柱柱4((B=0.6000,H=00.6000,LL×=44.85,,Lyy=44.85Rc==30))NOO1As=00.M=399.00NN=15552.844NO1As=0..M=51..09N=-11500..46AAsminn(全截面最最小配筋)=25200.Noo49VVc=86.466N=18894.114ASVV=1228.AASV0==0.Noo53N=11930..21軸壓比=0.3774柱5(B=00.6000,HH=0..600,,L××=44.88,,Lyy=44.88Rc==30))NOO1As=0.M=-577.47NN=14660.988NO1As=00.M=-388.49NN=-11418..86AAsminn(全截面最最小配筋)=25200.Noo51VVc=86.644N=16646.007ASVV=1228.AASV0==0.Noo53N=18807.004軸壓比=00.3500柱6(B=0..600,,H==0.6600,L×=44.88,,Lyy=44.88Rc=330)NOO1Ass=0..M=555.522N=17664.100NO11As=0.M=49..05N=-11721..98AAsminn(全截面最最小配筋)=25200.Noo49VVc=116.228N=18888.886ASVV=1288.ASSV0=0.Noo53N=21104.772軸壓比=00.4088柱7((B=0.6000,H=00.6000,LL×=44.88,,Lyy=44.88Rc==30))NOO1As=00.M=-660.255N=16881.344NO11As=0.M=-422.88NN=-11639..22AAsminn(全截面最最小配筋)=25200.Noo51VVc=1177.60NN=17794.668ASVV=1228.AASV0==0.Noo53N=22006..65軸壓比=00.3899柱8((B=0.6000,H=0..600,,L××=44.88,,Lyy=44.88Rc==30))NOO1Ass=0..M=449.999N=12555.89NO1AAs=0.M=44..53N=-11213..77AAsminn(全截面最最小配筋)=25200.Noo49VVc=87.733N=11439..00ASSV=1128.SV0A=0.Noo53N=11564..35軸壓比=00.3033柱9(B=00.6000,HH=0..600,,L××=44.87,,Lyy=44.88Rc==30))NOO1As=00.M=322.67NN=11778.866NO11As=00.M=-344.49NN=-11136..74AAsminn(全截面最最小配筋)=25200.Noo51VVc=75.877N=13314.444ASVV=1228.AASV0==0.Noo53N=11446..53軸壓比=00.2800柱10((B=0.6000,H=00.6000,LL×=44.68,,Lyy=44.68Rc==30))NOO1As=00.M=35..75N=14225.177NO1As=0.M=39..23N=-11383..05AAsminn(全截面最最小配筋)=25200.Noo49VVc=98.077N=15581.559ASVV=1228.AASV0==0.Noo53N=16696.330軸壓比=00.3299梁1(B=0..300,,H=0..700,,L=77.92Rc==30))梁下部截面123445678891011122113M=-76..34-866.96-1008.900-1129.669--138..03-1333.09-1333.433-1126.446--117..72-1155.16-1001.966--87.228-73..44As(11)=5522.3337.4424.507..5400.6554.7703.665..5411.4449.3396.338..5522.As(22)=5522.0.0.0..00.0.0.0..00.0.0.0..5522.Asc=00.0.0.0..00.0.0.0..00.0.0.0..00.梁上部截面122345667891001111213M=2755.661777.4111104.33446..1800.000.0000.0000..0000.00228.32291.334170..602622.89As(11)=11144.7001.4405.177..00.0.0.0..00.1008.3354.673..10599.As(22)=11144.0.0.0..00.0.0.0..00.0.0.0..10599.Asc=00.0.0.0..00.0.0.0..00.0.0.0..00.Vl=1377.42NOO27Vr=1355.98NOO29AAsv/ss=0.533Assmin==4451.Umma×b=0.0003Uma××t=0.0005Uma×bb=0.0003Umma×t=0.0005VV1.5h=89.224AAsv1..5h/ss=0.000梁2((B=0..250,,H=0..450,,L=33.00Rc==30))梁下部截面122345667891001111213M=-73..95-577.72-447.411--36.665-25..30-133.23--5.799--16.225-27..83-388.73-449.099--58.995-74..34As(11)=4777.3668.3300.230..1588.882.48.101..1744.2444.3311.376..4800.As(22)=4777.0.0.0..00.0.0.0..00.0.0.0..4800.Asc=00.0.0.0..00.0.0.0..00.0.0.0..00.梁上部截面122345667891001111213M=102..32777.51559.69942.44826..22111.171.70013.66028..60444.47661.04478.114101..80As(1))=6744.5001.3381.268..1644.669.14.84..1799.2881.3390.506..6711.As(22)=6744.0.0.0..00.0.0.0..00.0.0.0..6711.Asc=00.0.0.0..00.0.0.0..00.0.0.0..00.Vl=777.98NOO27Vr=77..58NO29Assv/s==00.44Asmmin=2442.Umaa×b=00.0044UUma×t=00.0066Uma×bb=0.0004Umma×t=0.0006VV1.5hh=55.006AAsv1..5h/ss=0.000梁3((B=0.3000,H=00.7000,LL=77.92Rc==30))梁下部截面122345667891001111213M=-71..65-866.11-1000.922-1114.448--117..39-1266.24-1333.733-1133.883--139..19-1311.28-1110.911--88.998-78..46As(11)=5522.3333.3392.446..5377.6663.7704.659..5455.5113.4432.345..5522.As(2))=5522.0.0.0..00.0.0.0..00.0.0.0..5522.Asc=00.0.0.0..00.0.0.0..00.0.0.0..00.梁上部截面122345667891001111213M=264..761722.38992.47729.1100..0000.000.0000.0000..00444.961002.8331175.223272..80As(11)=10677.6880.3358.111..00.0.0.0..00.1773.3399.692..11022.As(22)=10677.0.0.0..00.0.0.0..00.0.0.0..11022.Asc=00.0.0.0..00.0.0.0..00.0.0.0..00.Vl=1366.63NOO27Vr=136..68NO299Asv//s=0.553AAsminn=451..UUma×b=0.0003Uma××t=0.0005Uma×b==0.0003Umaa×t=0.0005VV1.5hh=89.778AAsv1..5h/ss=0.000梁4((B=0.3000,H=00.7000,LL=77.92Rc==30))梁下部截面122345667891001111213M=-811.71-883.399--98.660--113..01-1177.20-1110.355-1112.441--106..96-999.04-1000.666--93.776-86..03-811.62As(11)=5522.3223.3383.440..4577.5444.5588.559..