鋼結(jié)構(gòu)課程設(shè)計(jì)計(jì)算書

第1章工程概 設(shè)計(jì)要 設(shè)計(jì)條 設(shè)計(jì)原 場(chǎng)地條 荷載條 材料規(guī) 施工與安裝條 結(jié)構(gòu)平面布置 第2章剛架設(shè)計(jì)（門規(guī) 構(gòu)件截面估 主剛架設(shè)計(jì)參 剛架斜梁截面初 剛架柱截面初 結(jié)構(gòu)計(jì)算簡(jiǎn) 荷載計(jì) 荷載條 恒載計(jì) 可變荷載計(jì) 荷載組 內(nèi)力分 承載力極限狀態(tài)最不利荷載組 正常使用極限狀態(tài)最不利荷載組 變形驗(yàn) 柱頂側(cè)移驗(yàn) 門式剛架斜梁撓度驗(yàn) 構(gòu)件驗(yàn) 材料參數(shù)及控制截 邊柱截面驗(yàn) 搖擺柱截面驗(yàn) 斜梁截面驗(yàn) 梁柱節(jié)點(diǎn)設(shè) 斜梁與邊柱拼接節(jié)點(diǎn)設(shè) 斜梁與搖擺柱拼接節(jié)點(diǎn)設(shè) 梁拼接節(jié)點(diǎn)設(shè) 變截面與等截面連接處拼接節(jié)點(diǎn)設(shè) 斜梁中跨拼接節(jié)點(diǎn)設(shè) 屋脊處拼接節(jié)點(diǎn)設(shè) 柱腳設(shè) 邊柱柱腳設(shè) 搖擺柱柱腳設(shè) 第3章剛架設(shè)計(jì)（鋼規(guī) 構(gòu)件截面估 結(jié)構(gòu)計(jì)算簡(jiǎn) 荷載計(jì) 恒載計(jì) 可變荷載計(jì) 荷載組 內(nèi)力分 承載力極限狀態(tài)最不利荷載組 正常使用極限狀態(tài)最不利荷載組 變形驗(yàn) 柱頂側(cè)移驗(yàn) 門式剛架斜梁撓度驗(yàn) 構(gòu)件驗(yàn) 材料參數(shù)及控制截 邊柱截面驗(yàn) 搖擺柱截面驗(yàn) 斜梁截面驗(yàn) 梁柱節(jié)點(diǎn)設(shè) 斜梁與邊柱拼接節(jié)點(diǎn)設(shè) 斜梁與搖擺柱拼接節(jié)點(diǎn)設(shè) 梁拼接節(jié)點(diǎn)設(shè) 變截面與等截面連接處拼接節(jié)點(diǎn)設(shè) 屋脊處拼接節(jié)點(diǎn)設(shè) 中跨斜梁拼接節(jié)點(diǎn)設(shè) 柱腳設(shè) 邊柱柱腳設(shè) 搖擺柱柱腳設(shè) 第4章檁條設(shè) 檁條布 荷載計(jì) 荷載標(biāo)準(zhǔn)值計(jì) 荷載組 內(nèi)力計(jì) 附加內(nèi)力分 面內(nèi)內(nèi)力計(jì) 面外內(nèi)力計(jì) 檁條驗(yàn) 截面參 剛度驗(yàn) 80強(qiáng)度驗(yàn) 穩(wěn)定驗(yàn) 拉條及撐桿設(shè) 第5章墻梁設(shè) 墻梁布 荷載計(jì) 荷載標(biāo)準(zhǔn)值計(jì) 荷載組 內(nèi)力計(jì) 附加內(nèi)力分 水平方向內(nèi)力計(jì) 豎直方向內(nèi)力計(jì) 墻梁驗(yàn) 截面參 剛度驗(yàn) 89強(qiáng)度驗(yàn) 89穩(wěn)定驗(yàn) 93拉條及撐桿設(shè) 第6章支撐設(shè) 屋面支撐設(shè) 屋面支撐布 荷載計(jì) 受荷面積計(jì) 風(fēng)荷載標(biāo)準(zhǔn)值計(jì) 屋面支撐節(jié)點(diǎn)荷載計(jì) 內(nèi)力計(jì) 構(gòu)件驗(yàn) 柱間支撐設(shè) 柱間支撐布 荷載計(jì) 內(nèi)力計(jì) 構(gòu)件驗(yàn) 第7章抗風(fēng)柱設(shè) 抗風(fēng)柱布 荷載計(jì) 104荷載標(biāo)準(zhǔn) 荷載組 內(nèi)力計(jì) 105構(gòu)件驗(yàn) 105截面參 截面寬厚比驗(yàn) 截面強(qiáng)度驗(yàn) 穩(wěn)定驗(yàn) 剛度驗(yàn) 節(jié)點(diǎn)及柱腳設(shè) 抗風(fēng)柱柱頂節(jié)點(diǎn)設(shè) 抗風(fēng)柱柱腳設(shè) 第8章隅撐設(shè) 隅撐布 隅撐驗(yàn) 截面參 內(nèi)力計(jì) 強(qiáng)度驗(yàn) 穩(wěn)定性驗(yàn) 第9章隅撐設(shè) 經(jīng)濟(jì)指標(biāo)計(jì) 剛架截面尺 用鋼量計(jì) 方案對(duì)比分 設(shè)計(jì)方 變 應(yīng)力 結(jié)論與討

1某商業(yè)在興建單層購(gòu)物超市，建筑總面積約7920??2，柱網(wǎng)間距8??，1.2??370空心磚墻，雙面抹灰，外貼瓷磚，標(biāo)高1.2??以上為壓型鋼性，標(biāo)準(zhǔn)凍融深度為1.3~1.5??。0.8~1.2??2.5??深的亞粘土； 單位?????? ≥≥≥1.2.12（門規(guī)粗估截面尺寸，結(jié)合Sap2000分析優(yōu)化，確定構(gòu)件截面。=5%。取基礎(chǔ)頂面標(biāo)高為?0.8????1=8????2=9.5??截面高度：?=??/60~??/40=500~750????，取?=腹板厚度：????=?/100~?/60=6.5~10.83????，取????=8翼緣寬度：??=?/4~2?/3=162.5~433.3????，取??=220翼緣厚度：????=??/30~??/20=8~12????，取????=12圖2.1.18888??18.0??，上端梁柱節(jié)點(diǎn)剛接，下端柱腳鉸接。搖擺柱上下兩根據(jù)經(jīng)驗(yàn)初估截面Column1。截面高度：?=??/20~??/15=400~533????，取?=1000腹板厚度：????=?/100~?/60=10~16.67????，取????=10翼緣寬度：??=?/4~2?/3=250~666.67????，取??=220翼緣厚度：????=??/30~??/20=7~11????，取????=16Column2，Column3，由于不受彎矩，在滿足穩(wěn)定性要求及構(gòu)造要求的前提下，可大大減小截面尺寸。經(jīng)Sap2000優(yōu)化后得到各截面尺寸如下表：2.06×2.06×82.06×2.2.1 荷載標(biāo)準(zhǔn)值 屋面恒載標(biāo)準(zhǔn)值：0.55????/??，框架間距：8??一榀主承重剛架承受屋面恒載標(biāo)準(zhǔn)值：0.55×8=4.4主剛架柱受力可近似簡(jiǎn)化為均布線荷載。由于1.2??標(biāo)高以下為370空心磚置在標(biāo)高1.2??以上。恒載標(biāo)準(zhǔn)值：0.45????/??，縱向柱間距：8一榀主承重剛架柱承受恒載標(biāo)準(zhǔn)值：0.45×8=3.62.3.1屋面活載標(biāo)準(zhǔn)值：0.60????/??，框架間距：8一榀主承重剛架承受屋面活載標(biāo)準(zhǔn)值：0.60×8=4.82.3.2????= 由荷載設(shè)計(jì)條件，基本風(fēng)壓??0=0.35本建筑為興建于的單層購(gòu)物超市，考慮到單層購(gòu)物超市坐落于CBD地區(qū)可于15??。查閱《建筑結(jié)構(gòu)荷載規(guī)范》表8.2.1，風(fēng)壓高度變化系數(shù)????=0.65房屋高寬比小于1，風(fēng)荷載體形系數(shù)????按《門規(guī)》附錄AA.0.0-1采用。2.3.2剛架的風(fēng)荷載體型系數(shù)????（節(jié)選123456式2.3.30.4??中較小值，在本建筑中，??3.2??。因此，在風(fēng)荷載作用下，只有邊跨剛架處于????/?????????/?????2.3.4????= 為屋面積雪分布系數(shù)，根據(jù)設(shè)計(jì)條件，基本雪壓??0=0.40????/??27.2.1，確定屋面積雪分2.3.4屋面形式及積雪分布系數(shù)（節(jié)選項(xiàng) 類 備 9本建筑的屋面形式為有女兒墻的屋面，坡度??=5°。查表得????=1.0a=4.5,????,??=2.0屋面雪荷載標(biāo)準(zhǔn)值：????=??????0=0.40主承重剛架承擔(dān)線均布雪荷載標(biāo)準(zhǔn)值：????=0.40????/??2×8??=3.2屋面雪荷載標(biāo)準(zhǔn)值：????=????,????0=0.80主承重剛架承擔(dān)線均布雪荷載標(biāo)準(zhǔn)值：????=0.80????/??2×8??=6.42.3.4（CECS102:2002系數(shù)應(yīng)取1.0。12345正常使用極限狀態(tài)（標(biāo)準(zhǔn)組合678合，且先考慮不含風(fēng)荷載的組合，即組合3（1.2×恒載+1.4×屋面活載。2.4.1由承載力極限狀態(tài)各荷載組合下的內(nèi)力包絡(luò)圖，得到最不利荷載組合為組合荷載組合3下結(jié)構(gòu)內(nèi)力分布如下：2.4.22.4.32.4.43N/Q/M/?????1203004567892.4.5A66B66C66D76E66F66G66組合均為組合6（恒載+屋面活載。采用組合6進(jìn)行正常使用極限狀態(tài)驗(yàn)算。限制為?/60，其中，?為需驗(yàn)算剛架柱的柱高。驗(yàn)算各柱柱頂側(cè)移如下：??/240，對(duì)于連續(xù)梁，取兩柱間距離，??=30000????125????。正常2.5.162.6.1抗拉、壓、彎?? 抗剪???? 2.6.1端柱截面為控制截面2，各截面幾何參數(shù)如下表所示，設(shè)x軸為強(qiáng)軸。2.6.2123 ??/????102之比不應(yīng)大于250?？刂平孛???1=105=6.56< h??=488=48.8< 控制截面 ??1=105=6.56< ???=968=96.8< 柱端設(shè)置加勁肋，加勁肋間距??=8??。 ????=1.05????=1.22 ??1=??+?? =163.48??????，??2=????? =?142.6?? ????

=?0.87,????

√(1+??)2+0.112(1???)2+(1+

= ???? =0.755<28.1× 28.1×√20.8×按相同方法計(jì)算得??=1，全截面有效，不發(fā)生局部屈曲。 11不發(fā)生局部屈曲，????=????=11920×215=2562.8????>??=203.89????=???????????=10×488×125=610????>??=98.83 抗剪承載力：????=???????????=10968125=1210????>??=98.83

??=98.83????<0.5????=605????=??????=215×4.92×106=1057.8?????????=

???????=1006.45???????>??=790.61????? 174.51× 790.61×σ=??+??

= +1.05×4.92×106=163.48??????????

98.83×= =10.2110×σ????=√??2+3??2=164.43??????<1.1??=236.5 2.6.2??1??????=1.14???? ??== =877.19 結(jié)構(gòu)為單跨對(duì)稱剛架，柱腳鉸接：????=4.14√??????0/(???3)=??′=√1 1.2

=√1

1.2×

=剛架平面內(nèi)計(jì)算長(zhǎng)度：?0??=??′?????=2.07×1.57×8=263??，即剛架平面外計(jì)算長(zhǎng)度?0??=3????0??

26×213.64=121.7<[??0??]=1803×??0??

48.84=61.43<[??0??]=180 對(duì)有側(cè)移剛架柱，??????=1.0，??類截面，??0??=121.7，??????=0.428。 ??2×2.06×105×??′????0 2+

1.1× =1487.54 ???? [1?( )??????]203.89×=0.428×11920

1.0× =211.97??????<??=215[1? )×0.428]× ??類截面，??0??=61.43，查表得，????=0.8對(duì)一端彎矩為零的區(qū)段：????=1???0/??′????0+0.75(??0/??′????0)2=0.8821/3y軸的回轉(zhuǎn)半徑：????0=49.5γ=??1?1=1000?1= ????=1+0.023??√???0/????=1+0.023×0.923×√3000×520/3520=????=1+0.00385??√??/????0=1+0.00385×0.923×√3000/49.5=????0

=1.45× =87.884320?? 2??0 00√(??)+ ) )=2.55> ??2

=1.07?0.282=1.07?0.282= 203.89× 0.923×790.61×

0.8×

0.96×4.92× =175.88??????<為0.986，滿足應(yīng)力比大于0.8的要求，用鋼較省。x2.6.483設(shè)計(jì)，搖擺柱為受壓柱，設(shè)計(jì)軸力為366.17????。??1=116=11.6< h??=260=32.5< 366.17× ??1=??2=??

=53.22?????? ??=??1=1???? =√(1+??)2+0.112(1???)2+(1+ ???? =0.58<28.1× 28.1×√4×故對(duì)于搖擺柱截面，??=1，全截面有效，驗(yàn)算受壓構(gòu)件強(qiáng)度 366.17×σ= = =53.22??????<??=215 ????=1.0。則有：?0??=?0??=?????=9.5????0????0??

9.5× 9.5×

=79.1<[??]==164.1<[??]===

366.17× = =200.84??????<??=215 0.265×2.6.545888832.6.8??/????4Beam5Beam6Beam7Beam8Beam9BeamBeam控制截面 ??1=106=6.63< h??=996=124.5< 控制截面5、6、7：??1=106=6.63< h??=726=90.75< ??1=106=6.63< h??=1276=159.5< 控制截面 ??1=106=6.63<15 h??=476=59.5< 對(duì)工字形截面：????=1.05????=1.2 ??1=??+?? =181.9??????,??2=????? =?168?? ????

=?0.924，????

√(1+??)2+0.112(1???)2+(1+

= ???? =28.1× 28.1×√25.78×0.8<????=1.12≤1.2，??=1?0.9(?????0.8)= ??1=??+?? =200.19??????,??2=????? =?183.97?? ????

=?0.919，????

√(1+??)2+0.112(1???)2+(1+

= ???? =28.1× 28.1×√25.96×0.8<????=1.12≤1.2，??=1?0.9(?????0.8)= 4同時(shí)承受剪力、彎矩及軸壓力，利用腹板屈曲后強(qiáng)度，??=0.937 ??1=??+?? =200.19??????,??2=????? =?183.97??

?????

?σ2×???=519.03????,???=?????=486.33??= <0, ???1=0.4???=194.53????, ???2=0.6???=291.8σ2????=??????=215×3.92×106=842.8?????????=

???????=811.01????? ??=??

?8×32.7×

112.55+125.16×=801.43???????>??=790.61???????????，????=5.34，????= =1.71????=1.71≥1.4，??′??=(1?0.275????)????=66.22????=?????????′??=8×996×66.22=527.64????>??=169.36 算，取彎矩較大的控制截面6進(jìn)行抗彎驗(yàn)算。0.5????=???????????=0.5×8×726×125=363????>??=106.64??=????

106.64× 8× =18.36??????<????=??????=215×2.6×106=559?????????=

???????=535.92???????>??=451.23?????93.62× 451.23×σ=??+??

=173.73??????< 1.05×2.6×?? 截面9進(jìn)行抗彎驗(yàn)算，取設(shè)計(jì)剪力較大的截面8進(jìn)行抗剪驗(yàn)算。 ??1=??+?? =181.9??????,??2=????? =?168??

?????

?

×???=661.06????,???=?????=470.68??= <0, ???1=0.4???=188.27????, ???2=0.6???=282.41σ2??????，????=5.34，????= =1.71????=1.71≥1.4，??′??=(1?0.275????)????=66.22????=?????????′??=8×1276×66.22=675.97????>??=175.06????=??????=215×5.50×106=1182.5?????????=

???????=1144.25????? ??=??

?8×190.38×

77.7+130.09×=1068.68???????>??=1010.3?????應(yīng)力控制，為0.945。 0.5????=???????????=0.5×8×476×125=476????>??=4.94??=????

4.94× 8× =1.30??????<????=??????=215×1.55×106=333.25?????????=

???????=316.42???????>??=167.25?????98.7× 167.25×σ=??+??

=113.63??????< 1.05×1.55×??為滿足構(gòu)造要求，該截面應(yīng)力比要求。隅撐另一端連接在檁條上。設(shè)計(jì)檁條間距為1??，隅撐間距為2??，檁條與隅撐組成斜梁的一個(gè)側(cè)向支承點(diǎn)，側(cè)向支承點(diǎn)間距為2??<16×0.24=3.84??。的要求。為滿足截面高度變化率限值的構(gòu)造要求，不對(duì)Beam4截面控制應(yīng)力比。2.7.1??=?107.42 ??=169.36 ??=?790.61???????=0.5????=0.5???????????=0.5×8×996×125=498抗滑移系數(shù)??=0.45。計(jì)算單個(gè)螺栓的抗拉承載力與單摩擦面抗剪承載力設(shè)計(jì)值：????=0.9??????=91.13????，????=0.8??=0.8×225=180 ∑??2=4×(882+1632+2382+3132+3882+4632+5452) 790.61×106× 107.42×????=∑??2???= ? =123.02????< 498× ????=

= =16.6????<

=0.866<1兩邊支承板，端板外伸，????76????，????=35????，????=123.02????，??220????，??=205??????：

= 6×35×76×123.02×

=19.78??≥

[76×220+70×(35+76)]×[??????+2????(????+無加勁肋端板，??=75???? 790.61×106× 107.42×????=∑??2???

=86.55=??≥ √3×76×86.55×=(0.5??+ (0.5×75+76)×

=29.12綜合考慮兩邊支承與無肋兩種情況，取最大值作為最終板厚：??=30根據(jù)節(jié)點(diǎn)構(gòu)造，????=996????，????=976????，????=8??????=

??

790.61× =101.66??????<????=125??????，996×976×????翼緣內(nèi)第二排一個(gè)螺栓

=????3???=86.55????<0.5??=90 ∑

0.4×225×=76× =148.03??????<??=215翼緣采用對(duì)接焊縫，??=12????，????1=220212196????。8.22????=1.5√????????≤???≤1.2????=9.6取焊腳尺寸???=10????，????2=996210=976????。????=????=215??????，????=125??????，????=160 ??=2??????1+2β???????2=2×12×196+2×√1.5×10×976=28611.02?1????=2??????1(2

+2

0.7???×

=2.28×109????

0.7×2×???×

498×= =36.45??????<????=1600.7×2×10×?? 790.61×106 107.42×????

2.28× 2

=176.44

=√(

+????2=148.60??????<????=160??1=???1?0??????=0.79×105×1008×976×8=6.22×1011??2

6×2.06×4.43×109× 1.1× =1.18×1012??=??1??2/(??1+??2)=4.07×1011????=1.40×109????4，????=30000??=4.07×1011??/????>40??????/????=3.85×10112.7.2??=0.5????=0.5×6880×215=739.6????。翼緣內(nèi)第二排一個(gè)螺栓的軸向拉力設(shè)計(jì)值，????2=0<0.4??=40

0.4×100×= =65.79??????<??=21576×??43型焊條，二級(jí)焊縫，????=????=215??????????=160?????? ???=10????，????=240?2×10=220????，驗(yàn)算側(cè)面角焊縫強(qiáng)度： 739.6× = =137.78??????<????=160 2×1.22×10× 2.8.1=2.8.2??=?103.22 ??=85.36 ??=102???????=0.5????=0.5×559=279.5???????=0.5????=0.5???????????=0.5×8×726×125=363抗滑移系數(shù)??=0.45。計(jì)算單個(gè)螺栓的抗拉承載力與單摩擦面抗剪承載力設(shè)計(jì)值：????=0.9??????=91.13????，????=0.8??=0.8×225=180 ∑??2=4×(1032+1782+2532+3282+4102) 279.5×106× 103.22×???? = ? =70.31????<∑ ????=

363×= =16.5????<

0.5721， ????=76????，????=35????，??=220????，??=205 279.5×106× 103.22×????=∑??2???

=70.31

= 6×35×76×70.31×

=14.95??≥√

[76×220+70×(35+76)]×[??????+2????(????+無加勁肋端板，??=75???? 279.5×106× 103.22×????=∑??2???

=41.51=??≥ √3×76×41.51×=

=20.17(0.5??+ (0.5×75+76)×綜合考慮兩邊支承與無肋兩種情況，取最終板厚：??=20

????=∑??2???=41.51????≤0.4??=90

0.4×225× 148.03????????215??????76×翼緣采用對(duì)接焊縫，??=12????，????1=2202×12=196??????43型焊條，則有：??????160????????=2??????1+2β???????2=2×12×196+2×√1.5×8×710=18617.1?1????=2??????1(2

+2

0.7???×

=9.75×108 363× ????

0.7×2×???×

= =45.65??????<????=1600.7×2×8×?? 279.5×106 103.22×????

9.75×

=109.6

=√(

+????2=100.46??????<????=160如上圖所示，斜梁中跨拼接節(jié)點(diǎn)采用端板豎放形式，Q235鋼。螺栓采用10.9??24??0=26????，接觸面噴砂處理，??=0.45圖2.8.3?=980????,??=220????,????=12????,????=8??=?90.38 ??=103.75 ??=302.27???????=0.5????=0.5???????????=0.5×8×956×125=478??=0.5????=0.5????=0.5×215×7.2×106=774?????抗滑移系數(shù)??=0.45。計(jì)算單個(gè)螺栓的抗拉承載力與單摩擦面抗剪承載力設(shè)計(jì)值：????=0.9??????=91.13????，????=0.8??=0.8×225=180 ∑??2=4×(2182+2932+3682+4432+5252) 774×106× 90.38×????

= ? =133.05????<∑

????=

478×= =21.73????<

0.9781， 兩邊支承板，????=35????，??=220????，??=205??????，????=76????，????

= 6×35×76×133.05×

=20.57??≥√

[76×220+70×(35+76)]×[??????+2????(????+無加勁肋端板，??=75???? 774×106× 90.38×????=∑??2???

=92??≥

(0.5??+

3×76×92×=√ =30(0.5×75+76)×綜合考慮伸壁、兩邊支承兩種情況，取最終板厚：??=30

????2=∑??2???=92????>0.4??=90

92×= =151.32??????<??=21576×翼緣采用對(duì)接焊縫，??=12????，????1=2202×12=196????取焊腳尺寸???=10????，????2=956210=936????。????=????=215??????，????=125??????，????=160 ??=2??????1+2β???????2=2×12×196+2×√1.5×10×936=27631.22????=2??????1

?12)+2

0.7???×

=1.98×109????

0.7×2×???×

478×= =37??????<????=1600.7×2×10×?? 774× 90.38×????

1.98×

=186.22

=

+????2=156.48??????<????=160屋脊節(jié)點(diǎn)處設(shè)計(jì)內(nèi)力：??=?98.70 ??=94 ??=167.25???????=0.5????=0.5???????????=0.5×8×476×125=238????=0.9??????=91.13????，????=0.8??=0.8×225=180 ∑??2=4×(1282+2032+2852)=555272 167.25×106× 98.7×???? = ? =78.79????<∑ ????=

238×= =17????<????

????

78.790.6241， 兩邊支承板，????=35????，??=220????，??=205??/????2，????=76????=78.79????

= 6×35×76×78.79×

=15.83??≥√

[76×220+70×(35+76)]×[??????+2????(????+無加勁肋端板，??=75???? 167.25×106× 98.7×????=∑??2???

=31.5??≥ =√

3×76×31.5×

=17.6(0.5??+ (0.5×75+76)×綜合考慮無肋、兩邊支承兩種情況，取最終板厚：??=20

????=∑??2???=31.5????≤0.4??=90 0.4×225×= 76×

=148.03??????<??=215翼緣采用對(duì)接焊縫，??=12????，????1=2202×12=196??????43型焊條，則有：??????160????????=2??????1+2β???????2=2×12×196+2×√1.5×8×460=13718.12????=2??????1

?12)+2

0.7???×

=3.7×108 ?? ????=0.7×2×?×

=46.2??????，????

+=114.78

=√(

+????2=104.48??????<????=160??20混凝土，??????=10??????2.9.13??=203.89????，??=77.29????=?51.51+18.742

=?38.26????<=??0=2×(50×30+0.5×??×252)=4963.5??=????

+??0

203.89×

+4963.5=25435.5??=??+2??=220+280=380??????=680??????=258400????2??=??/(????0)=0.8??????對(duì)三邊支承板，??1=488????，??1=185????，??1/??1=0.379??=??=??????12=0.0379×0.8×4882=7220.53???對(duì)懸臂板，??=80??=0.5????2=0.5×0.8×802=2560???=??≥

6×=1.2×

=12.96??=16????，第一類板材，??=215??/????2Q235鋼支座，選用兩個(gè)??=24????的雙螺帽錨栓，對(duì)稱布置。根??203.89??????=98.83??????=????=0.4×203.89=81.56????<??=98.83??=???????????=125×140.2×6=105.15????>98.83??43???=8????，????=????2???=124.2????。??

98.83×=0.7×8×2×

=71.05??????<????=125翼緣采用對(duì)接焊縫，??=16????，????1=2202×16=198???????=10????，????2=488210468????。所有焊縫均采用??43型焊條，二級(jí)焊縫：????=215??????，????=160?????? ??=2??????1+2×0.7???????????2=14329.44 203.89×= =14.23??????<????=160 ??20混凝土，??????=10??????2.9.23=??0=2×(50×30+0.5×??×252)=4963.5??=????

+??0

365.33×

+4963.5=41496.5??=??+2??=240+280=400????，??=360??????=144000????2??=??/(????0)=2.63??????對(duì)三邊支承板，??1=260????，??1=116????，??1/??1=0.446??=??=??????12=0.0515×2.63×2602=9156.08???對(duì)懸臂板，??=60????：??=0.5????2=0.5×2.63602=4734???=??≥

6×=1.2×

=14.59??=16????，第一類板材，??=215??/????2翼緣采用對(duì)接焊縫，??=10????，????1=2402×10=220??????43型焊條，二級(jí)焊縫。????=215??????，????=160 ??=2??????1+2×0.7???????????2=8515.14 365.33×= =42.9??????<????=160 3（鋼規(guī)強(qiáng)度與剛度要求，確定變截面位置，結(jié)合Sap2000分析優(yōu)化得到各截面尺寸。圖3.1.183.2.1一榀主承重剛架承受屋面恒載標(biāo)準(zhǔn)值：0.55×8=4.4一榀主承重剛架柱承受恒載標(biāo)準(zhǔn)值：0.45×8=3.6一榀主承重剛架承受屋面活載標(biāo)準(zhǔn)值：0.60×8=4.8????= （1）??0=0.35風(fēng)振系數(shù)：由于該建筑外形簡(jiǎn)單，高度遠(yuǎn)小于30??，取????=本建筑為建于的單層購(gòu)物超市，考慮單層購(gòu)物超市坐落于CBD地區(qū)可小于15??。查《建筑結(jié)構(gòu)荷載規(guī)范》表8.2.1，風(fēng)壓高度變化系數(shù)????=0.65122????剛架屋面坡度??=5°，小于15°，體型系數(shù)按無女兒墻的屋面采用，????=?????/?????????/?????????=0.40????/??2×8??=3.2

????=0.80????/??2×8??=6.412345正常使用極限狀態(tài)（標(biāo)準(zhǔn)組合6789101133.4.1軸力均出現(xiàn)在組合3作用情況下。因此，承載力極限狀態(tài)最不利荷載組合為組合333.4.23.4.33.4.43N/Q/M/?????1023004567893.4.5A76B76C76D76E76F76G7667993.4.3ABCDEFG撓度限值為??/500，其中跨度??=30??75????（恒+活、60????（活3.5.13B、F72.53????，G處撓度為41.93????75????。最不利活荷載93.6.1抗拉、壓、彎 抗剪 端面承壓 3.6.1端柱截面為控制截面2，各截面尺寸及幾何參數(shù)如下表所示，設(shè)x軸為強(qiáng)軸。3.6.2123.6.31233.6.4??/????1023.6.2Sap2000，建模分析，單位力1????0.95???? ?? ?

0.95=1052.63??/????，??=√????3=當(dāng)中間柱為搖擺柱時(shí)，邊柱計(jì)算長(zhǎng)度系數(shù)應(yīng)乘以放大系數(shù) ??=√1+

=√1)

=?0??=0.85?????=0.85×5.73×1.66×8=64.683???0??=3??????

64.68× =142.42<[??0??]=150??0??

3×=35.76=83.89<[??0??]=150 (20010)/2=7.92≤13= ????????=????????

205.54× =16.36??????，??0=??=max(????,????)=142.42>100??=?0=800?24=77.6> + +25)235=

√ ???????? =159.44??????，????????

=?139.49

????????

159.44+ =?0=1280?24=125.6> + ?26.2)235=

√??1≥10????=1010=100????，??1=100 ??≥0.75????=0.75×10=7.5????，取t=8400?12? =38.4<(16??0+0.5????+ = 400?12? =38.4<(48??0+0.5?????26.2)√ =術(shù)規(guī)范》GB50018，變截面剛架柱的穩(wěn)定性可按最大彎矩處的有效截面進(jìn)行計(jì)算。 142.42 ??2×2.06×105×??′????= 1.1????2

1.1× =1581.91????+ [1? ]176.17×=0.335×8800

1.0×[1?(1581.91)×0.8]×4.77×=186.56??????<??=215 ??類截面，??0??=83.89，根據(jù)規(guī)范查表得桿件受壓穩(wěn)定系數(shù)????=0.662。??????=1.0，工字形截面，??1.0。雙軸雙軸對(duì)稱工字形截面，????=83.89<120，可近似計(jì)算整體穩(wěn)定系數(shù)：??

????=1.07? ? =1.07

=44000

173.17× 1.0×835.49×+ 0.662×

=179.3??????<0.91×5.59×邊柱為壓彎構(gòu)件，對(duì)工字形截面：????1.05????1.27.9213 ??=????

105.47× 10× =13.59??????<????=125σ=??=205.94×

=16.40??????<??=215 176.56× 843.73×σ=??+??

= +1.05×5.59×106=153.92??????<??????

105.47×= =8.40??????<10×平面內(nèi)穩(wěn)定控制，為0.868，滿足應(yīng)力比大于0.8的要求，用鋼較省。3.6.58??=1.0?0??=?0??=???=9.5??。計(jì)算長(zhǎng)細(xì)比如下：??0??=

??0??=9.5× 09.5× 0

=108.85=149.37

(240?

=11.6<13????????=????????=56.54??????，??0=0，??>100??=?0=280?20=32.5< + 25)23575，

√3 364.11×σ= = =56.54??????<??=215?????? =

364.11×= =182.38??????<??=2150.310×（7）3.6.7截 33.6.8??/????4Beam5Beam6Beam7Beam8Beam9BeamBeam間距為2??，檁條與隅撐組成斜梁的一個(gè)側(cè)向支承點(diǎn)，因此取梁跨??1=2??。??1??1≤16??1/??1=2000/180=11.1≤

(180?= =7.08≤13，滿足要求腹板局部穩(wěn)定，Q235控制截面 80<h0=1146=114.6< 5、6、7：h0=776=77.6<80 80<h0=1346=134.6< 控制截面 ?0=446=44.6<80，滿足要 0.5?0,??????673??????2?0,??????=2292??????2000????

+40= 40=84.87????，????=85????

=5.66????，????=6加勁肋間距與隅撐間距相等，均為2??，故在隅撐處設(shè)置橫向加勁肋。由于控制??

?? +=192.84??????，??????

174.78×= =12.991346×??=2???/????√

=2×673/10=0.76< =??=215

>1.0，????= =1.23>0.85? ?41√5.34+4(??????=[1?0.59(?????0.8)]????=[1?0.59×0.43]×125=93.29 192.84 12.99 )+ )=( )+( )=0.824< ??=????

170.73× 10× =14.90??????< 113.10× 835.49×σ=??+??

= +1.05×4.62×106=179.4??????<???? ??=????

105.27× 10× =13.57??????< 104.10× 467×σ=??+??

= +1.05×2.65×106=176.45??????<???? ??=??

189.27× 10× =14.06??????<?? 113.31× 1113.83×σ=??+??

= +1.05×5.87×106=187.09??????<???? 5.22×?? ????

10×446=1.03??????< 104.31× 159.48×σ=??+??

= +1.05×1.28×106=130.54??????<????造要求，該截面應(yīng)力比要求。4，最大應(yīng)力比為0.870，均滿足應(yīng)力比大于0.8的要求，用鋼較省。3.7.1全融透二級(jí)對(duì)接焊縫。螺栓采用10.9??24??0=??=????=???????????=10×1146×125=1432.5抗滑移系數(shù)??=0.45。單個(gè)螺栓的雙摩擦面抗剪承載力設(shè)計(jì)值：????= ????=0.9×2×0.45×225=182.25 1432.5×103×100×??1=∑??2=2×(1202+2402+3602+4802)=79.58??2=

1432.5×

=159.17??=√??12+??22=177.96????<????=182.25????，根據(jù)節(jié)點(diǎn)構(gòu)造，???=1146????，???=1256????，????=10??????

??

843.73×

=58.62??????<????=125

??

1256×1146×?=??

???0.5??1??

(1432.5?0.5×9×182.25)×

=1.65????，??=2(?? 2×(1080?9×24)×=????=?0?2???=??=20.7×? =113.19??????<????=125????????3.7.2??=0.5????=0.5×6880×215=739.6????。翼緣內(nèi)第二排一個(gè)螺栓的軸向拉力設(shè)計(jì)值，????2=0<0.4??=40

0.4×100×= =65.79??????<??=21576×??43型焊條，二級(jí)焊縫，????=????=215??????????=160?????? ???=10????，????=240?2×10=220????，驗(yàn)算側(cè)面角焊縫強(qiáng)度： 739.6×= =137.78??????<????=160 2×1.22×10× 3.8.1=圖3.8.2??=????=???????????=10×776×125=970=????= ????=0.9×2×0.45×225=182.25 970×103×70×??1=∑??2=2×(602+1802+3002)=80.83??2=

970×

=161.67??=√??12+??22=√80.832+161.672=180.75????<????=182.25?=??

???0.5??1??

(970?0.5×6×182.25)×

=1.712(?? 2×(720?6×24)×??6????=圖3.8.3??=????=???????????=10×446×125=557.5=????= ????=0.9×2×0.45×225=182.25 ??1=∑??2

557.5×103×40×=83.632×(402+??2=

557.5×

=139.38??=√??12+??22=√83.632+139.382=162.54????<????=182.25?=??

???0.5??1??

(557.5?0.5×4×182.25)×

=1.72(?? 2×(360?4×24)×??6????（1）??0=26????，接觸面噴砂處理，??=0.45Q235（3）?=1010????,??=180????,????=12????,????=10??=????=???????????=10×1010×125=1262.5=????= ????=0.9×2×0.45×225=182.25 1262.5×??1=∑??2=73.65????，??2=??

=157.818??=√??12+??22=√73.652+157.812=174.15????<????=182.25??

???0.5??1??

(1265.5?0.5×8×182.25)×

=2????，取??=62(?? 2×(820?8×24)×3.9.13=????=?64.63+18.742

=?51.38????<0=??0=2×(50×30+0.5×??×252)=4963.5??=????

+??0

205.94×

+4963.5=25557.5??=??+2??=200+240=280??????=920??????=257600????2??=??/(????0)=0.82????????=0.5????2=0.5×0.82×1342=7361.96???對(duì)懸臂板，??=60????：??=0.5????2=0.5×0.82602=1476???=??≥

6×=1.2×

=13.08??=16????，第一類板材，??=215??/????2Q235??24????的雙螺帽錨栓，對(duì)稱布置。根??205.94??????=105.47??????=????=0.4×205.94=82.38????<??=105.47??=???????????=125×158.6×6.5=128.86????>105.47??43???=8????，????=????2???=142.6????。??

105.47×=0.7×8×2×

=66.04??????<????=125翼緣采用對(duì)接焊縫，??=12????，????1=2002×12=176???????=8????，????2=77628760????。??43型焊條，二級(jí)焊縫：????=215??????，????=160?????? ??=2??????1+2×0.7???????????2=14608.64 205.94×= =14.10??????<????=160 ??20混凝土，??????=10??????3.9.23=??0=2×(50×30+0.5×??×252)=4963.5??=????

+??0

364.11×

+4963.5=41496.5??=??+2??=240+280=400????，??=360??????=144000????2??=??/(????0)=2.63??????對(duì)三邊支承板，??1=260????，??1=116????，??1/??1=0.446??=??=??????12=0.0515×2.63×2602=9156.08???對(duì)懸臂板，??=60????：??=0.5????2=0.5×2.63602=4734???=??≥

6×=1.2×

=14.59??=16????，第一類板材，??=215??/????2翼緣采用對(duì)接焊縫，??=10????，????1=2402×10=220??????43型焊條，二級(jí)焊縫。????=215??????，????=160 ??=2??????1+2×0.7???????????2=8515.14 365.33×= =42.9??????<????=160

4初選截面尺寸C300×80×20×2.5。4.1.1二根檁條折算均布雪載值進(jìn)行設(shè)計(jì)。屋面坡度為5%。4.2.1XY001234.2.222456其中，組合5為最不利荷載組合，????=0.062????/??，????=1.169

220×12×??0

= =6.672 2×60cos4.3.1產(chǎn)生最大正彎矩，作B模式及C模式的彎矩圖如下：圖4.3.2檁條B(????圖4.3.3檁條C(????取設(shè)計(jì)內(nèi)力較大的C模式進(jìn)行檁條設(shè)計(jì)計(jì)算。??????(????續(xù)梁，利用Sap2000作連續(xù)梁彎矩、剪力圖如下：4.3.4(????4.3.4(????????0.03??????????1=0.04??????，拉??′??0.06????????0.13????。由于平面外設(shè)計(jì)內(nèi)力小于平面內(nèi)設(shè)計(jì)內(nèi)力的1%，可忽略不計(jì)。200????8??，檁條平面外可簡(jiǎn)化為三跨連續(xù)梁，面外計(jì)算長(zhǎng)度取拉條間距離，????=3??，驗(yàn)算構(gòu)件長(zhǎng)細(xì)比如下：??=????

=70.93<[??]= ??=????=3000=109.67<[??]= 5Sap2000????=0.003????5 5×1.169×????=384

=19.03384×2.06×105×1.59×]=??=√????2+????2=19.3????<[??]=240=33.33

18.31×

4.72×????????=????????

1.06×

=168.96受壓翼緣壓力不均勻系數(shù)：??=????????/????????= ????????=

=168.96??????，????????=

?=?176.51??= =

=??=1≥?1，??=1.15?0.22??+0.045??2=??=?1.04<?1，??=?1，??=7.86.29??+9.78??2= ??

= =0.758<1.1，??1== ??=√ =

205×1.149×

=??=1.15?0.15??=1.15?0.15×1=1，????=??=8020.78=18????<??/??=32<38????=43.86

=

?

21.8×1×=

?

=????=25.17??=25.17×2.5=62.93????1=0.4????=25.17????，????2=0.6????=37.76計(jì)算受壓板件的板組約束系數(shù)??=??√

=1.319>

=0.11

= (?????=

205×0.687×=

= ??=1.15(??<0)，????=1???=1+1.04=149.791.49=18????<??/??=120<38????=193.15????=[√21.8?????0.1]????=[√21.8×1.15×4.42?0.1]149.7=

????=51.55??=51.55×2.5=腹板為加勁板件，??<0????1=0.4????=51.55????，????2=0.6????=77.34??=1250?2.5×17.07?2.5×20.78=1155.38????=1.59×107?2.5×17.07×148.422?2.5××87.732=1.46×107????=9.35×105?2.5×17.07×27.42?2.5××17.652=8.87×105=????=9.75×104

=

=1.45×104

4.4.1 18.31× 0.03× 9.46×??

9.75× 1.45×

=181.68??????<

=

= =8≥ 拉條的設(shè)計(jì)內(nèi)力。屋脊處斜拉條需承擔(dān)全部的46根檁條傳遞的總荷載。????=0.19斜拉條與檁條夾角：??=????????????(0.5/2.5)=

=44.57斜拉條所需最小面積：??

44.57×= =207.03選用??=40????，??=2????張緊焊接薄壁圓，??=239????2，??=13.5????。驗(yàn)算強(qiáng)度：??=239????2>207.03????2，滿足強(qiáng)度要求。λ

√2.52+0.52×

=188.85<[λ]=撐桿應(yīng)設(shè)置在屋脊兩側(cè)的第一段檁條處，理論上無設(shè)計(jì)內(nèi)力，截面尺寸選用??25????，??=1.5????焊接薄壁圓。僅驗(yàn)算長(zhǎng)細(xì)比： 1×λ =120.48<[λ]=

57.2??1.2??以下為空心磚墻，因此需設(shè)置間距為3??。由于在邊柱平面外穩(wěn)定計(jì)算中，東西立面墻梁為邊柱的側(cè)向支撐點(diǎn)，故5.1.15.2.11 21.35× 組合1進(jìn)行承載力極限狀態(tài)驗(yàn)算，取荷載組合3進(jìn)行正常使用極限狀態(tài)驗(yàn)算。

220×16×??0

= =8.892 2×60cos5.3.15.3.1??????(????5.3.2(????5.3.3(????????=0.16??????????1=0.62??????，拉條支座處最大負(fù)彎矩??′??=?0.75?????????=3.14????。5.4.1計(jì)算長(zhǎng)度取拉條間最大距離，????=2.7??，驗(yàn)算構(gòu)件長(zhǎng)細(xì)比如下：??=????=8000=94.12<[??]= ??=????=2700=101.5<[??]= 3Sap2000建模，求得豎直方向彎矩作用下墻梁撓度：????=0.00275 5×0.5×????=384

=18.39384×2.06×105×7.04×]豎向容許撓度[??]=10????????=18.39????<[????]=200=40????,????=0.0027????<[????]=10 11.89× 0.16× 6.29×????????

6.40× 3.31×

=197.08 11.89× 0.16× 6.29×????????

6.40× 3.31×

=187.42受壓翼緣壓力不均勻系數(shù)：??=????????/????????= 11.89× 0.16× 6.29×????????

6.40× 3.31×

=197.08 11.89× 0.16× ????????=

=

=?174.481.06× 4.81× ??= =

=??=0.951≥?1，??=5.89?11.29??+6.68??2=??=?0.885>?1，??=7.8?6.29??+9.78??2=計(jì)算受壓板件的板組約束系數(shù)??=??√

=220√1.19=0.7<

=1=1 ??=√205??1??=√205×1.2×1.19= ??=1.15?0.15??=1.15?0.15×0.945=1.01，????=??=7517.63=18????<??/??=30<38????=37.23

=

?

21.8×1.01×=

?

=????=22.31??=24.51×2.5=55.78????1=0.4????=22.31????，????2=0.6????=33.47計(jì)算受壓板件的板組約束系數(shù) ?? =1.43>1.1，??1=0.11 = (?????=

205×0.598×=

= ??=1.15(??<0)，????=1???=1+0.885=116.7159.62=18????<??/??=88<38????=125.86

=

?

21.8×1.15×=

?

=????=37.62??=37.62×2.5=94.04腹板為加勁板件，??<0????1=0.4????=37.62????，????2=0.6????=56.425.4.1??=973?2.5×19.22?2.5×22.67=868.28????=7.04×106?2.5×19.22×115.462?2.5×22.67×67.762=6.14×106????=6.87×105?2.5×19.22×11.222?2.5×22.67×19.452=6.6×105

6.14×= =5.59×104????,??????

6.6×= =3.19×104于背風(fēng)面墻梁，板無法保證其整體穩(wěn)定性，應(yīng)驗(yàn)算穩(wěn)定性。由于背風(fēng)面墻梁設(shè)計(jì) 11.89× 0.16× ????????

=224.96??????<5.59× 3.19× ??

3×9.09×= =12.68??????<????=1804×215×??=3????,?????? 3×3.14×=

70.

91??????<????=1801????

= =101.5????=0.33??1=1.37??2=????=0，??=0????=6.35×109????6，????=2.03×103

??0??

+ (

=?2

??????= ????

??1(√??2+??+??)235=1.19>

??′????=1.091

= ????????=

=259.59??????<