混凝土課程設(shè)計(jì)

第1章工程概 .-4-------章建筑與結(jié)構(gòu)方案設(shè)計(jì)----章樓蓋與屋蓋設(shè)計(jì)--------------章框架荷載計(jì)算----柱截面尺 .-37-----章框架內(nèi)力計(jì)算-----章荷載效應(yīng)組合----章框架側(cè)移驗(yàn)算- --章延性框架設(shè)計(jì)------------ .-78---------章工程量估算------

1總建筑面積6000~7000??2，5層。需設(shè)有綜合（約200??2）1個(gè)、多功生約40??233~36個(gè)小會(huì)議（約20??25~8個(gè)教師約20??2）基本資建筑地點(diǎn)：市海淀區(qū)園（抗震設(shè)防烈度8度底層凈高：4.2??3.7??；室內(nèi)地面標(biāo)高：±0.00，室外標(biāo)高?0.4??，基礎(chǔ)頂標(biāo)高?0.7??；抗震設(shè)建筑場(chǎng)地：Ⅱ類場(chǎng)地土，天然地基；設(shè)計(jì)分組：第一組建筑做300180外粉刷：121:3水泥砂漿打底，81:1.5水泥石子（水刷石）內(nèi)粉刷：20mm厚石灰砂漿，噴內(nèi)墻涂料201:2.5100mm1:62%30樓面構(gòu)造：10mm厚水泥砂漿面層20mm1:2.5水泥砂漿找平層粉底（噴涂料設(shè)計(jì)內(nèi)設(shè)計(jì)依

（1）,,.《混凝土結(jié)構(gòu)(下冊(cè))》.,（2）,.《混凝土結(jié)構(gòu)及砌體結(jié)構(gòu)(上冊(cè))》,中國(guó)建筑工業(yè)（3）,等.《混凝土結(jié)構(gòu)及砌體結(jié)構(gòu)(下冊(cè))》,中國(guó)建筑工業(yè)社,（GB/T50105-第2 建筑與結(jié)構(gòu)方案設(shè)長(zhǎng)82.8??，寬14.6??，長(zhǎng)寬比為5.67:1，考慮到結(jié)構(gòu)層數(shù)較低，可略微超過(guò)《建（5:1總建筑面積為6044.4??2。6??2.6??；沿縱向設(shè)18個(gè)開(kāi)間，每個(gè)開(kāi)間為4.6??。首層設(shè)大門與側(cè)門兩個(gè)主要出?？紤]到辦公樓人流較大每層設(shè)兩個(gè)樓梯間根據(jù)功能需求設(shè)置教師學(xué)生、博士后、衛(wèi)生間、綜合、小會(huì)議室、中會(huì)議室、多功能廳、咖啡廳、討2.1.12.1.3。圖2.1.12.1.22.1.32.1.11一層1一層1一層綜合1一層1三層3二層(1)三層(1)四層3二層(1)三層(1)四層學(xué)生一層(6)二層(7)三層(7)四層五層教師一層(7)二層(8)三層(8)四層五層博士后一層(2)二層(4)三層(4)四層五層5一層(1)二層(1)三層(1)四層五層4.2??3.7??，共五層。一層室內(nèi)地面標(biāo)高±0.00??，立面采用灰色瓷磚裝飾，窗戶均采用1.8??×1.8??推拉窗，有利于采光。828??×14.6??結(jié)合建筑功能要求進(jìn)行柱網(wǎng)布置，按軸線布置四排柱子，柱間距為分別為：6??,26??,6??。由于建筑東端為綜合和多功能廳，滿足使用空間要求，不合和多功能廳考慮抗震要求向柱列沿東西對(duì)稱布置柱距46??，181719（空間使用要求在框架向兩個(gè)方向上均布置框架梁樓板的豎向荷載沿兩個(gè)方向傳遞各桿2.3.1

第3 樓蓋與屋蓋設(shè)C30HRB335????=0.550，????,??????=0.399????/????/3.0×3.1.2????/??′/????/2.0×2.1×????????=0.45????/????=0.451.43/300=????????=??????????/????=0.55×14.3/300=計(jì)算方8????，間距不宜大于200????0.8，在計(jì)算與折減板相鄰的板時(shí)，將已知配筋支座處雙向板屋蓋設(shè)JS-063.2.13.2.14600????×60004600????×60004600????×26004600????×2600的??1、??2板進(jìn)行設(shè)計(jì)。根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)9.1.2，雙向板的跨厚比不應(yīng)大于40，對(duì)于??1、??2，雙向板短跨計(jì)算跨度為4600????，則板厚?不應(yīng)小于115????，120????。樓板保護(hù)層厚度按照規(guī)范要求選取，短邊為20????，長(zhǎng)邊為30????。截面有效高度：?0??=120?20=100????,0??=12030=90每米樓板最小配筋面積：????????=????????×?×1??=252依據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012)5、7、8A確定屋面荷120????，建筑做法如前所述。13.2.220mm厚1250.02×20100mm0.10×6.51:6水泥焦渣找坡(1200.12×14120mm0.12×2520mm粉底（噴涂料0.02×1723.2.3項(xiàng) 規(guī)范荷載值 備屋面活 市基本雪壓??0=雪荷 ????=

建筑屋面積雪分布系數(shù)????=風(fēng)荷 ????= 屋面風(fēng)荷載體型系數(shù)????=3根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》5.3????=1.2????+1.4????=1.2×6.37+1.4×0.5=8.34????=1.35????+1.4×0.7×????=1.35×6.37+1.4×0.7×0.5=9.09取設(shè)計(jì)值較大的最不利荷載組合進(jìn)行設(shè)計(jì)，??=9.09????=????+????=6.37+0.5=6.87取該荷載組合進(jìn)行正常使用極限狀態(tài)的撓度、裂縫驗(yàn)算，????=6.87綜上，屋面荷載的標(biāo)準(zhǔn)值為6.87????/??2，設(shè)計(jì)值為9.09????/??2B1????=4600?200=4400????=6000?200=5800??=????/????=1.318??=0.576，??=1.8??=B1B4板????/4????′=???????0??????=300×0.95×100×276.7=7.89?????????′=???????0??????=300×0.95×100×276.7=8.76?????????=(??????2×(3???1)?12???????′?????′)?(2??+2??+9.09×4.42×(3×1.318?1)?12?1.318×7.89? 2×1.318+2×0.576+1.8×=5.00?????(?????????=?? (????2/????=175.4<8@180,????=??????=112.3<8@180,B2????=4600?200=4400????=6000?200=5800??=????/????=1.318??=0.576，??=1.8??=B1區(qū)格為一短邊簡(jiǎn)支，三邊固定板，????/????<1.50.8????/4后截?cái)唷?3??????? ×2??+2????+2??+0.8×9.09× 3×1.318? ×2×1.318+2×1.318×1.8+2×0.576+0.576×=3.19?????(?????????=?? (????2/????=111.93<8@180,????=??????=64.47<8@180,????′=????′′=??????=8@180,B3????=2600?200=2400????=4600?200=4400??=????/????=1.83??=0.274，??=1.8??=1.5<????/????<2.0????/4后截?cái)唷????′=???????0??????=7.1???????????2×(3???????=0.9×( ?????′)?(2??+2????+2??)9.09×2.42×(3×1.83?=0.9× =1.04?????(?????????=?? (????2/????=8@180,????=??????=13.6<8@180,????′=????′′=??????=69.26<8@180,B4????=2600?200=2400????=4600?200=4400??=????/????=1.83??=0.274，??=1.8??=????/4后截?cái)唷??????2×(3???????=0.9×( ?????′)?(2??+2????+2??)9.09×2.42×(3×1.83?=0.9× =1.04?????(?????????=?? (????2/????=8@180,????′=????′′=??????=69.26<8@180,????=??????=13.60<8@180,????′=????′′=??????=24.32<8@180,構(gòu)造配根據(jù)規(guī)范，沿支座配置8@200,251.5????2????/4； 雙向板樓蓋設(shè)JS-073.2.23.2.44600????×26004600????×26004600????×26004600????×60004600????×2600樓板厚度與屋面板保持一致，?=120????截面有效高度：?0??=120?20=100????,0??=12030=90每米樓板最小配筋面積：????????=????????×?×1??=252依據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012)5A確定樓面荷載，樓120????，建筑做法如前所述。1

3.2.510mm0.01×2020mm厚1250.02×20120mm0.12×2520mm粉底（噴涂料0.02×172衛(wèi)生間、 民用建筑 教學(xué) 會(huì)議 民用建筑31衛(wèi)生間、：????=1.2????+1.4????=8.23????/??2走廊、門廳、樓梯：????=1.2????1.4????=9.63????/??2多功能廳、機(jī)房：????=1.2????+1.4????=8.93????/??2會(huì)議室：????=1.2????+1.4????=7.53????/??22教室、衛(wèi)生間、：????=1.35????+1.4×0.7×????=走廊、門廳、樓梯：????=1.35????+1.40.7×????=8.75多功能廳、機(jī)房：????=1.35????+1.40.7×????=8.26會(huì)議室：????=1.35????+1.40.7×????=7.28取設(shè)計(jì)值較大的最不利荷載組合進(jìn)行設(shè)計(jì)，對(duì)教室、衛(wèi)生間、，????2，對(duì)會(huì)議室，??=7.53衛(wèi)生間、：????=????+????=3.94+2.50=6.44????/??2走廊、門廳、樓梯：????=????+????=3.943.50=7.44????/??2會(huì)議室：????=????+????=3.94+2.50=7.28????/??2多功能廳、機(jī)房：????=????+????=3.943.0=6.94B1????=2600?200=2200????=4600?200=4400??=????/????=1.833??=0.298，??=1.8??=B1板位于走廊區(qū)域，??=9.63????/??21.5<????/????<20.9????/4后截?cái)唷?3??????? ×2??+2????+2??+0.9×9.63× 3×1.833? ×2×1.833+2×1.833×1.8+2×0.298+2×0.298×=1.37?????(?????????=?? (????2/????=48.07<8@180,????=??????=15.90<8@180,????′=????′′=??????=8@180,????′=????′′=??????=8@180,B2????=2600?200=2400????=4600?200=4400??=????/????=1.833??=0.298，??=1.8??==9.63????/??2，1.5<????/????<20.9????/4后截?cái)唷????′=0,????′′=???????0??????=300×0.95×90×276.7=7.1????? (3???1)?????=0.9×2??+2??+9.63× =0.9 ×3×1.833?1?2×1.833+2×0.298+2×1.833×=1.00?????(?????????=?? (????2/????=8@180,????=??????=11.60<8@180,????′=????′′=??????=8@180,B3????=2600?200=2400????，????=4600?200=4400??=????/????=1.833??=0.298，??=1.8??=B3板位于走廊區(qū)域，??=9.63????/??2，1.5<????/????<20.9。B1區(qū)格匹配，簡(jiǎn)支邊按構(gòu)造配筋。????/4后截?cái)唷????′=????′=????′′=???????0??????=300×0.95×90×276.7=7.1????? (3???1)??????????=0.9×2??+2??+9.63× =0.9 ×3×1.833?1?7.1?2×1.833+2×0.298+2×1.833×=0.55?????(?????????=?? (????2/????=8@180,????=??????=6.38<8@180,????′′=??????=8@180,B4????=4600?200=4400????,????=6000?200=5800??=????/????=1.318??=0.576，??=1.8??=B4板位于衛(wèi)生間、、會(huì)議室、多功能廳、機(jī)房等區(qū)域，取荷載最大的機(jī)房、多功能廳區(qū)格計(jì)算，??=8.93????/??2????/????<1.50.8????/4后截?cái)唷????′=???????0??????=300×0.95×90×276.7=7.1????? (3???1)?????=0.8×2??+2????+8.93× =0.8 ×3×1.318?1?2×1.318+2×1.318×1.8+2×=3.32?????(?????????=?? (????2/????=204.2<8@180,????=??????=74.45<8@180,????′=????′′=??????=8@180,????′=??????=8@180,B5????=4600?200=4400????=6000?200=5800??=????/????=1.318??=0.576，??=1.8??=B5板位于衛(wèi)生間、、會(huì)議室、多功能廳、機(jī)房等區(qū)域，取荷載最大的機(jī)房、多功能廳區(qū)格計(jì)算，??=8.93????/??2。B5B1B4區(qū)格匹????/????<1.50.8????/4后截?cái)唷????′=???????0??????=300×0.95×100×276.7=7.89?????????′=???????0??????=300×0.95×90×276.7=7.1????? (3???1)????????????=0.8×2??+8.93× =0.8 ×3×1.318?1?1.318×7.89?2×1.318+2×=5.29?????(?????????=?? (????2/????=8@180,????=??????=118.80<8@180,構(gòu)造配根據(jù)規(guī)范，沿支座配置8-200,251.5????2????/4；計(jì)算方柱或墻，取單位板寬??=1000????作為計(jì)算單元進(jìn)行設(shè)計(jì)計(jì)算。板剛度遠(yuǎn)小于次梁對(duì)于次梁和框架梁組成的交叉，當(dāng)框架梁、次梁線剛度比大于8時(shí)，框架基本參根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)9.1.2，單向板的跨厚比不應(yīng)大于3060????80????。框架橫梁截面：??200????500????橫向次梁截面：??200????300????縱向次梁截面：??×?=200????500選用C30混凝土，HRB335鋼筋，HPB300板荷載3.3.1屋面板/

單向板屋蓋設(shè)B15.2，B2板長(zhǎng)寬比為2.26<3，宜按雙向板計(jì)算，但由于B2板位于走廊區(qū)域，面積遠(yuǎn)小于B1板，可近似JS-11。

3.3.1=3.3.2邊跨：????1=1150?100?100=950????中間跨：????2=1150100100=950按等跨連續(xù)板計(jì)算，取????=950??????=????????2(?????ABB--BC--采用分離式配筋，正鋼筋全部支座，支座負(fù)彎矩筋在距支座????/4處截?cái)唷?=80?????0=60????，??=1000????；????????=????????×?×1??=160按構(gòu)造配筋時(shí)，鋼筋直徑不小于8????200????。根據(jù)下列計(jì)算屋面板配筋： ???? 2,ξ=1?√1?2????,???? ??/?????ξ????/ABBBC長(zhǎng)向支座處，為承擔(dān)實(shí)際存在的負(fù)彎矩，配8@200????/4處截?cái)?。嵌固在承重墻?nèi)的板，由于墻體實(shí)際約束作用，存在一定負(fù)彎矩，配置8-200的構(gòu)造鋼筋，兩邊嵌固在墻內(nèi)的板角處，在????/4范圍內(nèi)雙向布置負(fù)彎矩構(gòu)造筋58，距支座????/4處截?cái)嘣诖怪庇谑芰︿摻罘较虿贾梅植间摻?@250單向板樓蓋設(shè)B15.2，按單向板計(jì)算。B22.26<3，宜按雙向板計(jì)算，但由于B2板位于走廊區(qū)域，面積遠(yuǎn)小B1板，可近似按單向板計(jì)算，盡管對(duì)長(zhǎng)跨方向偏于激進(jìn)，但可通過(guò)配置一定的JS-11。3.3.3B17跨連續(xù)梁、2852跨連續(xù)梁，B2跨連續(xù)梁，連續(xù)數(shù)均大于5，計(jì)算簡(jiǎn)圖與屋蓋方案相同3.3.4????1=950????????2=950????。按等跨連續(xù)板計(jì)算，取????=950????。荷載統(tǒng)一取走廊荷載設(shè)計(jì)值，??=8.43??=????????2(?????ABB--BC--采用分離式配筋，正鋼筋全部支座，支座負(fù)彎矩筋在距支座????/4處截?cái)唷?=80?????0=60????，??=1000????；????????=????????×?×1??=160根據(jù)下列計(jì)算屋面板配筋 ???? 2,ξ=1?√1?2????,???? ??/?????ξ????/ABBBC長(zhǎng)向支座處，配8-200????/4嵌固在承重墻內(nèi)的板，配置8-200的構(gòu)造負(fù)彎矩鋼筋，伸出墻邊的長(zhǎng)度為????/4兩邊嵌固在墻內(nèi)的板角處，在????/4范圍內(nèi)雙向布置負(fù)彎矩構(gòu)造筋58，距支座????/4處截?cái)?。在垂直于受力鋼筋方向布置分布鋼?-250。單向板方案次梁設(shè)??1??2，分別與其他次梁或框架梁組叉，次梁位置參見(jiàn)單向板屋面布置方案及單向板樓面布置方案。其中???1在樓蓋和屋蓋中尺寸相同，有雙向板部分荷載計(jì)算可?????1梁支承于框架橫梁及墻上，計(jì)算跨度取凈跨??????1：????1=6000100100=5800????，截面200????300????2=2600100100=2400????，截面200????300=4600100100=4400????，截面200????500??主 200×計(jì)算線剛度比 =15.15>??次 200×3003A????1=5.8 ????2=2.40????1=5.8D?????2梁支承于主梁及墻上，計(jì)算跨度取凈跨??????2：????1=6000100100=5800????，截面200????300????2=2600100100=2400????，截面200????300A????2=2.40B????1=5.8C從屬板面積小于25??2，不必考慮荷載折減，折算荷載與板略有不同。觀察可知，2.94×1.225×0.2×0.2220mm17×0.02×(0.22×2+0.2)3.5×1.21.35×4.85+1.4×0.7×4.21.2×4.85+1.4×4.29.49+1.2×1.32??均布荷載設(shè)計(jì)值??=11.70????/??作用下，作次梁??3??/???????/00--0??均布荷載設(shè)計(jì)值??=11.70????/??作用下，作次梁??4??5%??中部支座=?0.9537.61=?35.73??????/??????/0--01T型次梁截面寬度：??=200翼緣寬度：??′??=min(??0?3??+??????+

)=200+12×80=1160取保護(hù)層厚度??35????，????????????????????，????=??1,??2?0=300?35=265????，????????=285.6????2，????=53.05對(duì)于次

??1,

????=???????????(?0

)=296.01?????2由前述計(jì)算，設(shè)計(jì)彎矩均小于????T型截面計(jì)算。根據(jù)下列計(jì)算正截面配筋：????

2,ξ=1?√1?2????,????

2????140.61????<????=53.05????配箍筋φ6-200，??????=??????/(????)=0.143%>????????=??/?????ξ????/ - - ξ<ξ??=0.550 ????235.96????<????=53.05????配箍筋φ6-200，??????=??????/(????)=0.143%>????????=??/?????ξ????/- - ξ<ξ??=0.550 3.4.1長(zhǎng)寬板6板板6板63.4.23.4.3單向板屋蓋/44.1，失一般性，選擇中部遠(yuǎn)離樓梯間的第6榀橫向框架進(jìn)行設(shè)計(jì)?？紤]到結(jié)構(gòu)東側(cè)有綜合向梁雙向受力，無(wú)法簡(jiǎn)化成平面內(nèi)受力體系，因此在這里不進(jìn)行單獨(dú)，圖4.1.14.2尺寸估梁截面橫向框架主承重框架梁跨度6??截面高度較大縱向框架非主要框加大截面高度。根據(jù)經(jīng)驗(yàn)計(jì)算梁截面尺寸取值范圍： 1104 1104 1104 ????=6.0?? 1104 1104 1104KL3：????=4.6??，???=1

)????=144~260????，????≥1

1KL4：????=14.6??，???=(10~18)????=811~1460????，????≥4 KL4：????=13.8??，???=(10~18)????=766~1380????，????≥44.1.1 跨度????(????) ???(????) ????(????) 柱截面層恒載標(biāo)準(zhǔn)值為12??????，活載標(biāo)準(zhǔn)值為2.5??????，估算底層中柱設(shè)計(jì)軸力：恒載標(biāo)準(zhǔn)值：0.5(6+8.6×4.6×125=2014.8活載標(biāo)準(zhǔn)值：0.5(6+8.6×4.6×2.55=419.75軸力設(shè)計(jì)值：????=1.352014.81.40.7×419.75=3131.34

≥

=1.2×3131.34=350359.720.75×??×?=600600特征參????按混凝土全截面計(jì)算，除底層外，柱的線剛度需要乘以折減0.9，令????=0.9????????應(yīng)考慮樓板作為受壓翼緣的影響。計(jì)算一榀框架特征參數(shù)如下：表4.2.1特征參截面????/???=(???200×2.08×4.17×2.08×200×2.08×4.17×4.81×600×1.08×2.16×6.61×????1????2(2~5層600×1.08×1.94×7.88×豎向荷4.3.1(5層20mm1:2.50.02×20=100mm0.10×6.5=1:6水泥焦渣找坡（0.12×14=120mm0.12×25=20mm0.02×17=(1~4層)10mm0.01×20=20mm1:2.50.02×20=120mm0.12×25=20mm0.02×17=衛(wèi)生間、4.3.2梁25×0.20×0.38=20mm17×0.02×0.76=25×0.20×0.38=20mm17×0.02×0.76=25×0.20×0.38=20mm17×0.02×0.76=25×0.30×0.58=20mm17×0.02×1.16=25×0.30×0.58=20mm17×0.02×1.16=180mm10×0.18×3.7=20mm17×2×0.02×3.7=2~5180mm10×0.18×3.7=20mm17×2×0.02×3.7=300mm10×0.30×3.7=12mm1:320×0.012×3.7=8mm1:1.520×0.008×3.7=20mm厚石灰砂漿+(17×0.02+0.5)×3.7=2~5300mm10×0.30×3.7=12mm1:320×0.012×3.7=8mm1:1.520×0.008×3.7=20mm厚石灰砂漿+(0.34+0.5)×3.7=柱1~525×0.6×0.6=20mm0.34×4×0.6=50??2，圖 4.3.31?2??2+????3????3KL1梁的荷載差異。由于多功能廳和機(jī)房布KL4KL5不進(jìn)行手算，因此不在本節(jié)計(jì)算其荷載。4.3.42.16+0.744×0.744×0.5×0.744×0.4××4.6===2.16+0.625××2.6=0.625×0.5×=0.625×0.4×=2.16+0.625×0.625×0.5×0.625×0.4××2.3+0.891×+0.891×0.5×+0.891×0.4××1.3===2.16+0.744××4.6+9.21=0.744×2.5×=?1-42.16+0.625××2.6=0.625×3.5×=?2.16+0.625×0.625×2.5××2.3+0.891×+0.891×2.5×?×1.3+9.21==4.3.811.97×4.6=0.72×4.6=0.58×4.6=19.34×4.6=1.30×4.6=1.04×4.6=1~423.33×4.6=3.59×4.6=?22.25×4.6=6.49×4.6=?作用相對(duì)較小，可忽略不計(jì)。因此，計(jì)算中僅考慮橫向水平作用。5..30.5入屋面活荷載。計(jì)算各層等效重力荷載代表值如下表所示：4.3.956.37×14.6×82.8=2.16×14.6×17+4.74×14.6×2+4.74×13.8×22.16×82.8×2+2.16×69×2=9.82×3.7×72=15.15×2×14.6+15.15×2×82.8=9.21×6×23+9.21×4.6×28=0.5×0.4×14.6×82.8=2~43.94×(14.6×82.8?2×4.6×6)=2.16×14.6×17+4.74×14.6×2+4.74×13.8×+2.16×82.8×2+2.16×69×2=9.82×3.7×72=15.15×2×14.6+15.15×2×82.8=9.21×6×24+9.21×4.6×34=0.5×(3.0×12+3.5×2.6)×82.8=13.94×(14.6×82.8?2×4.6×6)=2.16×14.6×17+4.74×14.6×2+4.74×13.8×+2.16×82.8×2+2.16×69×2=9.82×4.9×72=17.81×2×14.6+17.81×2×82.8=10.42×6×23+10.42×4.6×26=0.5×(3.0×12+3.5×2.6)×82.8=0.85×以各層重力荷載代表值作為水平荷載計(jì)算結(jié)構(gòu)的頂點(diǎn)位移，采用D4.3.10????(???1.58×5.70×11.32×8.91×1.58×1.49×11.32×1.28×55.16×45.16×35.16×25.16×15.57×根據(jù)半經(jīng)驗(yàn)，對(duì)框架結(jié)構(gòu)，取??0=0.7，結(jié)構(gòu)自振周期??1=1.7??0√????=1.7×0.7×√432.11=0.78底部剪力法計(jì)算水平作根據(jù)設(shè)計(jì)條件，2????=0.35??。建筑8度，多遇，水平影響系數(shù)最大值????????=0.16。計(jì)算相應(yīng)于結(jié)構(gòu)基本自振周期的水平影響系數(shù)值：????<??1<5????，處于雙曲線段，結(jié)構(gòu)阻尼比??0.05? 0.05???2=1+0.08+1.6??=1.0，??=0.9+0.3+6??=

1??1=(??1

??2????????=

×1.0×0.16=結(jié)構(gòu)總水平作用：??????=??1??????=0.078×71522.61=5563.39頂部附加作用系數(shù)：????=0.08??1+0.01=頂部附加水平作用：?????=??????????=0.072×5563.39=402.79各層水平作用標(biāo)準(zhǔn)值計(jì)算如下表4.3.12水平作用標(biāo)準(zhǔn)????????(×103?????54321風(fēng)荷根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》8.1.1????=其中，????為風(fēng)荷載標(biāo)準(zhǔn)值，????為高度??處的系數(shù)，????為風(fēng)荷載體型系數(shù)，????（1）基本風(fēng)壓：建筑位于地區(qū)，基本風(fēng)壓??0=0.45（2）系數(shù)：由于該建筑外形簡(jiǎn)單，高度小于30??，取????=0.8，背風(fēng)面體型系數(shù)為-0.5????=0.8+0.5=1.3標(biāo)高寬度543215分別計(jì)算豎向恒載、豎向活載及作用下的內(nèi)力。由于結(jié)構(gòu)對(duì)稱，選取半邊結(jié)圖 圖 根據(jù)分層法計(jì)算結(jié)果，疊加各層內(nèi)力，作結(jié)構(gòu)彎矩圖（絕對(duì)值）5.2.2(????剪力圖 軸力圖5.2.3為了驗(yàn)證手算結(jié)果，使用SAP20005.2.4(????·KL1進(jìn)行計(jì)算如下（為表述簡(jiǎn)便，表中值為彎矩絕對(duì)值：5.2.1?????????(?????5????1????14????1????13????1??????1??2????1??????1??1????1??????1??對(duì)比手算與電算結(jié)果可見(jiàn)，KL1梁彎矩值平均相對(duì)誤差制大10%以內(nèi)，可見(jiàn)手算結(jié)果較為理想。對(duì)于KL2梁，雖然沒(méi)有列出誤差比較結(jié)果，但是由于KL2梁 圖 圖 根據(jù)分層法計(jì)算結(jié)果，疊加各層內(nèi)力，作結(jié)構(gòu)彎矩圖（絕對(duì)值）5.3.2(????剪力圖 軸力圖5.3.35.4作用下內(nèi)力計(jì)D表5.4.1作用下剪力計(jì)累計(jì)層剪 邊柱剪55.16×45.16×35.16×25.16×15.57×5.4.2510-1010104101010101010310101010101021010101001-0-0剪力分布圖如下所示，僅計(jì)算北 作用，南側(cè)作用對(duì)內(nèi)力值取相反數(shù) 5.4.1模型計(jì)算簡(jiǎn)圖表5.4.3作用下內(nèi)力計(jì)層數(shù)置y(?????(????·(????·(????·5邊---中4邊---中3邊---中2邊---中1邊---中 圖5.4.2D值法計(jì)算彎矩圖(????? 圖5.4.3Sap2000計(jì)算彎矩圖(?????圖5.4.4剪力圖 圖5.4.5軸力圖KL1進(jìn)行計(jì)算如下（為表述簡(jiǎn)便，表中值為彎矩絕對(duì)值：5.2.1?????????(?????5????1????14????1????13????1??????1??2????1??????1??1????1??????1??對(duì)比手算與電算結(jié)果可見(jiàn)，KL1梁彎矩值平均相對(duì)誤差制大20%，手算結(jié)66.1.1 ?=??0.81.1????=0.8(???????????)，????=0.8(?????????

??0

??0調(diào)幅后檢查是否滿足要求：1(????+????)+????≥??，

????≥2 分別計(jì)算框架梁、柱內(nèi)力標(biāo)準(zhǔn)值如下表所示，對(duì)作用，考慮南北兩側(cè)6.2.1號(hào)(?????(?????KL1-----KL1-----KL1-----KL1-----KL1-----KL2------KL2------KL2------KL2------KL2------KL1-----KL1-----KL1-----KL1-----KL1-----KL2------KL2------KL2------KL2------KL2------KL1-----KL1-----KL1-----KL1-----KL1-----KL2------KL2------KL2------KL2------KL2------作用KL1-KL1-KL1-KL1-KL1-KL2-KL2-KL2-KL2-KL2-???????????? 3=10.526.2.2(?????(?????(?????(?????KZ1--KZ1--KZ1--KZ1--KZ1--KZ2--KZ2--KZ2--KZ2--KZ2--KZ1--KZ1--KZ1--KZ1--KZ1--KZ2--KZ2--KZ2--KZ2--KZ2--KZ1--KZ1--KZ1--KZ1--KZ1--KZ2--KZ2--KZ2--KZ2--KZ2--KZ1-KZ1-KZ1-KZ1-KZ1-KZ2-KZ2-KZ2-KZ2-KZ2-注：重力荷載3=10.5分別考慮無(wú)與有組合如下，對(duì)作用分別考慮北側(cè)與南側(cè)作用。無(wú)組合：=1.2恒載1.41.35恒載1.40.7活載有組合：北側(cè)控制=1.2重力荷載+1.3北側(cè)荷載南側(cè)控制=1.2重力荷載+1.3南側(cè)荷6.3.1號(hào)????(?????????(?????????(?????無(wú)KL1---KL1---KL1---KL1---KL1---KL2----KL2----KL2----KL2----KL2----KL1---KL1---KL1---KL1---KL1---KL2----KL2----KL2----KL2----KL2----有-KL1---KL1---KL1---KL1---KL1----KL2----KL2----KL2----KL2----KL2----6.3.2????(?????????(?????????無(wú)KZ1--KZ1--KZ1--KZ1--KZ1--KZ2--KZ2--無(wú)KZ2--KZ2--KZ2--KZ1--KZ1--KZ1--KZ1--KZ1--KZ2--KZ2--KZ2--KZ2--KZ2--有-KZ1--KZ1--KZ1--KZ1--KZ1--KZ2--KZ2--KZ2--KZ2--KZ2--7 考慮荷載起控制作用。忽略桿件剪切及軸向變形，利用D值法計(jì)算彎曲變7.1.155.16×45.16×35.16×25.16×15.57×7.22%7.3543211/550，

8設(shè)計(jì)參橫向框架梁????1的截面尺寸為200????×500????，跨度為6??；????2的截面尺200????500????2.6??????′=35????，則有效截?050035465????0.750.85?；炷吝x用C30HRB400HRB3358.2.114.31.43支座處：????????=??????{0.300.65????/????}=0.3????,??????=???????????=300????2跨中處：??????????????{0.250.55????/????0.25????,?????????????????250????2最大配筋率：????????=2.5????,??????=???????????=2500????2正截面抗彎配跨中彎矩由無(wú)作用時(shí)的永久荷載控制：????=85.69???????=200????,?0=465???? ??

85.69×14.3×200×

=0.14<

=ξ=1?√1?2????=1?√1?2×0.14=??=ξ???????0=0.15×14.3×200×465=553.33

3C18，沿全長(zhǎng)拉通配置。????=763????2>553.33????2ξ=??

360×=14.3×200465=0.21<????=0.518 2C18，????′=508.68????2左支座由作用組合控制：????????=138.29???????，????????=?260.86???????；??????=0.75。????

0.75×138.29×=360×(465?

=670.013C18，沿全長(zhǎng)拉通配置,????=763????2>670.01????2。負(fù)彎矩作用下，受壓鋼筋??′=763????2，配置受拉鋼筋：????

???????????????′??(?0?=

0.75×260.86×106?360×763×14.3×200× =ξ=1?√1?2????=1?√1?2×0.13=0.13<????=

=0.13×14.3×200×465+763=1259.534C22，????=1520????2??=0.13<

=

=0.502>0.3采用分離式配筋，負(fù)彎矩筋支座????/3后截?cái)嘤抑ё勺饔媒M合控制：????????=135.06???????，????????=?264.09???????；取下部鋼筋沿梁長(zhǎng)直通，與跨中相同為：3C18，????=763????2。負(fù)彎矩作用下，受壓鋼筋??′=763????2????

???????????????′??(?0?=

0.75×264.09×106?360×763×14.3×200× =ξ=1?√1?2????=1?√1?2×0.13=0.14<????=

=0.13×14.3×200×465+763=1275.574C22，????=1520????2??=0.14<

=

=0.502>0.3中跨支座由作用組合控制：????????=146.80???????，????????=?189.42????????????=0.75????

0.75×146.80×=360×(465?

=711.243C18，沿全長(zhǎng)拉通配置,????=763????2>711.24????2。負(fù)彎矩作用下，受壓鋼筋??′=763????2，配置受拉鋼筋：????

???????????????′??(?0?=

0.75×189.42×106?360×763×14.3×200× =ξ=1?√1?2????=1?√1?2×0.04=0.04<????=

=0.13×14.3×200×465+763=908.974C20，????=1256????2??=0.04<

=

=0.602>0.3跨中彎矩由無(wú)作用時(shí)的永久荷載控制：????=?20.84???????=200????,?0=465???? ??

20.84×14.3×200×

=0.03<

=ξ=1?√1?2????=1?√1?2×0.03=??=ξ???????0=0.03×14.3×200×465=126.66

2C18直通，????=508.682C16直通，????′=表8.2.3框架截面抗彎配KL1---KL2----KL1---KL2----KL1---KL2----KL1---KL2----KL1---KL2---注：彎矩單位為???????。各梁支座處配筋均滿足??<0.35，??′??/????>0.3斜截面抗剪配使得作用組合下截面設(shè)計(jì)剪力普遍大于不考慮組合時(shí)剪力因此取二級(jí)抗設(shè)計(jì)，其余各段筋以列表形式給出。對(duì)抗剪驗(yàn)算，取??????=0.85。 ????+ ??= +

=1.2

138.29+

+30.35×1.2

=188.20

1

(0.2?????????????0)=0.85×0.2×1.0×14.3×200×465=312.92????>????=188.20????，對(duì)一般框架梁，??????=

???????????

0.85×188.2×103?0.42×1.43×200×??

1.25×300× =箍筋加密區(qū)長(zhǎng)度：1.5?=1.5500=750????，800????>500????。????????=??????(8×28,0.25×500,100)=100????，??=100??=1.005>2B8，??????=100.5????2，??????=??????/????=0.50%>????????根據(jù)作用組合計(jì)算得到加密區(qū)設(shè)計(jì)剪力????=176.13

0.85×176.1×103?0.42×1.43×200×??

1.25×300× =??=200????，??????>0.54??=1082B10，??????=157????2，??????=??????/????=0.39%>????????表8.2.4框架截面抗剪配????????????KL1-KL2-KL1-KL2-KL1-KL2-KL1-KL2-KL1-KL2-1 取800????,且均

(0.2?????????????0)=312.92????>框架筋構(gòu)????/3處截?cái)啵瑑筛ㄩL(zhǎng)配置，作為跨中截面構(gòu)造鋼筋，形成鋼骨架。對(duì)500????2C14135100????設(shè)計(jì)參600????600????4.9??3.7??。??=??′=35?????0=600?35=565?????；霤30HRB400HRB335級(jí)鋼筋，基本8.2.1節(jié)?？偱浣盥剩????????=5%，????????=0.85%每側(cè)配筋率：????????=0.2????,??????=???????????=720最小配箍率：??????,??????=??????{????????/??????，0.6軸壓比20.7??如下表所示：8.3.1????KZ1-是KZ2-是KZ1-是KZ2-是KZ1-是KZ2-是KZ1-是KZ2-是KZ1-是KZ2-是KZ1-1正截面抗彎配一層邊柱：????=155.59??????，????=368.64??????，??=?1658.61????，?? 97.68????。二層邊柱：????=140.98??????，??=1243.50????。∑????=1.5∑????=1.5×260.86=391.3>155.59+140.98=????=155.59×391.3= ????=140.98×391.3= 1.5????1.5368.64552.96。根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》6.2.20，框架結(jié)構(gòu)現(xiàn)澆樓????=1.0??=4900600????×600????????=0.2887?=173.21

=28.82>34?12

??)=?????

0.5×14.3× =2.07>1，

=1

1243.5× ???????0=??

1243.5=350.60????，????=20????，????=??0+????=373.601??????=1+1300??

????? ?

????=1

1300×

4900(600

=

=0.7+

??=0.7+0.3

=柱端截面的彎矩設(shè)計(jì)值：??′??= ??????=1.083×0.840????=0.909????< ???? ????柱截面按對(duì)稱配筋，??′??=??????=????

0.80×1243.5× 14.3×600× =0.205<????=????

??=????

2?a=373.60

2?35=638.6?????????????1???????????02??(1???′??=????

?0.8×1243.5×103×638.6?14.3×600×5652×0.205(1? 360×(565?=686.0=每邊配筋率:??=0.349%>0.2%，總配筋率：??=1.05%>0.85%100?????????????=311.88???????。柱截面按對(duì)稱配筋，??′??=????，按大偏心受壓設(shè)計(jì)配筋，??=0.305： ??0=??=1243.5=165.09????，????=20????，????=??0+????=185.08??=????

2?a=185.08

2