混凝土結(jié)構(gòu)設(shè)計(jì)計(jì)算書

第一章設(shè)計(jì)概 設(shè)計(jì)任 設(shè)計(jì)資 設(shè)計(jì)原 基本資 抗震設(shè) 建筑做 設(shè)計(jì)依 第二章建筑與結(jié)構(gòu)方案設(shè) 建筑平面設(shè) 建筑立面設(shè) 結(jié)構(gòu)方案設(shè) 第三章樓蓋與屋蓋設(shè) 材料選 混凝 鋼 箍 雙向板樓蓋設(shè) 雙向板樓蓋布 構(gòu)件尺 樓面荷載計(jì) 配筋設(shè) 雙向板屋蓋設(shè) 雙向板屋蓋布 構(gòu)件尺 屋面荷載計(jì) 配筋設(shè) 單向板樓蓋設(shè) 單向板樓蓋布 構(gòu)件尺 樓面荷載計(jì) 配筋設(shè) 單向板屋蓋設(shè) 單向板屋蓋布 構(gòu)件尺 屋面荷載計(jì) 配筋設(shè) 單向板次梁設(shè) 單向板次梁布 構(gòu)件尺 次梁荷載計(jì) 多跨連續(xù)次梁設(shè) 三跨連續(xù)次梁設(shè) 方案比 工程量比 結(jié)構(gòu)受力比 施工方法比 建筑使用比 結(jié) 第四章橫向框架內(nèi)力計(jì) 材料選 混凝 鋼 箍 截面尺寸初 梁截面尺寸初 柱截面尺寸初 框架計(jì)算模 框架選 橫向框架立面 梁柱線剛度計(jì) 豎向荷載作用下內(nèi)力計(jì) 豎向荷載計(jì) 恒載作用下結(jié)構(gòu)內(nèi)力計(jì) 活載作用下結(jié)構(gòu)內(nèi)力計(jì) 水平荷載作用下內(nèi)力計(jì) 4.5.1荷載計(jì) 風(fēng)荷載計(jì) 4.5.3作用下結(jié)構(gòu)內(nèi)力計(jì) 水平荷載下的側(cè)移驗(yàn) 梁柱彎曲變形引起的側(cè) 柱軸向變形引起的側(cè) 側(cè)移驗(yàn) 第五章橫向框架內(nèi)力組 框架內(nèi)力標(biāo)準(zhǔn) 框架梁內(nèi)力標(biāo)準(zhǔn) 框架柱內(nèi)力標(biāo)準(zhǔn) 框架內(nèi)力組合設(shè)計(jì) 框架梁內(nèi)力組合設(shè)計(jì) 框架柱內(nèi)力組合設(shè)計(jì) 第六章橫向框架配筋設(shè) 框架梁設(shè) 設(shè)計(jì)參 最小配筋率要 一層框架梁設(shè) 二層框架梁設(shè) 三層框架梁設(shè) 四層框架梁設(shè) 五層框架梁設(shè) 框架梁配筋結(jié)果匯 框架柱設(shè) 設(shè)計(jì)參 基本要 一層框架柱設(shè) 二層框架柱設(shè) 三四五層框架柱設(shè) 節(jié)點(diǎn)設(shè) 一層邊節(jié)點(diǎn)設(shè) 其它節(jié)點(diǎn)設(shè) 錨固長 梁錨固長 柱錨固長 構(gòu)造要 第七章工程量估 混凝土用量估 樓面板及屋面 框架 框架 鋼筋用量估 樓面板及屋面 框架 框架 第一章設(shè)計(jì)任4000~4500m2，5（約120m2）6個(gè)、中教室（約50m2）24個(gè)、小教室（約25m2）24個(gè)、及1-1底層凈高其它層凈高室外標(biāo)高基礎(chǔ)頂標(biāo)高設(shè)計(jì)資建筑場地：2類場地土，天然地基，設(shè)計(jì)分組為第一組?？拐鸬燃?jí)為二填充墻：外墻采用300mm厚焦渣空心磚內(nèi)墻180mm厚焦渣空心磚外粉刷 12mm厚1:3水泥砂漿打8mm1:1.5水泥石子（水刷石內(nèi)粉刷 20mm厚石灰砂201:2.51:6水泥焦渣找坡，坡度2%，最低處30mm厚粉底（噴涂料樓面構(gòu)造：10mm20mm設(shè)計(jì)依第二章建筑平面設(shè)便與安全。主出設(shè)置門廳，其它層對(duì)應(yīng)位置為中教室。2-1112645537040371115222建筑立面設(shè)結(jié)構(gòu)方案設(shè)2-1第三章材料選????=14.3??/????2，????=1.43??/????2，??=1.0，??=????=3.0×104??/????2，????=????=360??/????2，??′= =2.0× ??????=3-1走廊處樓板尺寸為2400mm×4800mm，均按雙向板設(shè)計(jì)。的整體性，統(tǒng)一取板的厚度為4800/40=120mm。10mm厚水泥砂漿面 20×0.01=20mm厚1:2.5水泥砂漿找平 20×0.02=120mm厚鋼筋混凝土樓面 25×0.12=20mm厚石灰砂漿抹灰粉 17×0.02= 活荷載（標(biāo)準(zhǔn)值房間、衛(wèi)生 走廊門 永久荷載控制組合（設(shè)計(jì)值 1.35×3.94+1.4×0.7×2.5=走廊門 1.35×3.94+1.4×0.7×3.5=可變荷載控制組合（設(shè)計(jì)值 1.2×3.94+1.4×2.5=走廊門 1.2×3.94+1.4×3.5=房間、衛(wèi)生 走廊門 房間、衛(wèi)生 走廊門 配筋方式采用分離式配筋，全板均勻配置，跨中鋼筋全部支座下部，短最小配筋率：????????=max{0.45????/????0.0015}=每米板寬最小配筋面積：????,??????=?????????=1)B1????=2400?200=2200????,????=4800?200=??=????/????=2.09,??=1/??2=0.23,??=??=9.63????/??2,????=3??? ??=0.8 ??????=1.18????? 2??+2????+2??+2????????=???????=0.27???????′=??′′=?????=2.36????? ??′=??′′=?????=0.54????? (?????????=C8@200=C8@200=C8@200=C8@200=數(shù)=????=2400?200=2200????,????=4800?200=??=????/????=2.09,??=1/??2=0.23,??=??=9.63????/??2,????= ??(3?????)=2????+2????+??′??+??′′??+??′??+ ?? ?? ?? ?? ?? ??其中，已知??′=0,??′′=???????=7.33???? ??????由????????????′=???? ????=1.01???????/??,????=??????=0.23???????′=??′′=?????=2.02????? (?????????=C8@200=C8@200=C8@200=//C8@200=0/C8@200=數(shù)=????=2400?200=2200????,????=4800?200=??=????/????=2.09,??=1/??2=0.23,??=??=9.63????/??2,????= ??(3?????)=2????+2????+??′??+??′′??+??′??+ ?? ?? ?? ?? ?? ??其中，已知??′=??′′=???????=7.33??????/??,??′= ?????? ????=????????′′=??????=0.66???????/??,????=??????=0.15???????′′=?????=1.32????? (?????????=C8@200=C8@200=C8@200=//C8@200=0/C8@200=數(shù)=????=6000?200=5800????,????=4800?200=??=????/????=0.79,??=1/??2=1.60,??=??=8.23????/??2,????= ??(3?????)=2????+2????+??′??+??′′??+??′??+ ?? ?? ?? ?? ?? ????′=???????=8.15??????/??,??′′= ?????? 由????????????′=???? ????=2.27???????/??,????=??????=3.63???????′=??′′=?????=7.26????? (?????????=C8@200=C8@200=C8@200=//C8@200=0/C8@200=數(shù)????=6000?200=5800????,????=4800?200=??=????/????=0.79,??=1/??2=1.60,??=??=8.23????/??2,????= ??(3?????)=2????+2????+??′??+??′′??+??′??+ ?? ?? ?? ?? ?? ????′=???????=8.15??????/??,??′′= ?????? ??′=???????=7.33???????/??,??′′= ?????? ????=??????=3.77???????/??,????=??????=6.03?????(?????????=C8@200=//C8@200=C8@200=//C8@200=0/C8@200=處，所有配筋均采用C8@200=251.5????2的鋼筋，即可滿足要求。

3-2走廊處樓板尺寸為2400mm×4800mm，均按雙向板設(shè)計(jì)。20mm1:2.520×0.02=6.5×0.1=14×0.1=25×0.12=20mm17×0.02=永久荷載控制組（設(shè)計(jì)值 1.35×6.09+1.4×0.7×0.5=可變荷載控制組（設(shè)計(jì)值 1.2×6.09+1.4×0.5=屋面荷載標(biāo)準(zhǔn) 屋面荷載設(shè)計(jì) 配筋方式采用分離式配筋，全板均勻配置，跨中鋼筋全部支座下部，短最小配筋率：????????=max{0.45????/????0.0015}=每米板寬最小配筋面積：????,??????=?????????=1)B1????=2400?200=2200????,????=4800?200=??=????/????=2.09,??=1/??2=0.23,??=??=8.71????/??2,????=3??? ??=0.8 ??????=1.06????? 2??+2????+2??+2????????=???????=0.24???????′=??′′=?????=2.12????? ??′=??′′=?????=0.48????? (?????????=C8@200=C8@200=C8@200=C8@200=數(shù)=????=2400?200=2200????,????=4800?200=??=????/????=2.09,??=1/??2=0.23,??=??=8.71????/??2,????= ??(3?????)=2????+2????+??′??+??′′??+??′??+ ?? ?? ?? ?? ?? ??其中，已知??′=0,??′′=???????=7.33???? ??????由????????????′=???? ????=0.86???????/??,????=??????=0.20???????′=??′′=?????=1.72????? (?????????=C8@200=C8@200=C8@200=//C8@200=0/C8@200=數(shù)=????=6000?200=5800????,????=4800?200=??=????/????=0.79,??=1/??2=1.60,??=??=8.71????/??2,????= ??(3?????)=2????+2????+??′??+??′′??+??′??+ ?? ?? ?? ?? ?? ????′=???????=8.15??????/??,??′′= ?????? 由????????????′=???? ????=2.43???????/??,????=??????=3.89???????′=??′′=?????=7.79????? (?????????=C8@200=C8@180=C8@200=//C8@200=0/C8@200=數(shù)????=6000?200=5800????,????=4800?200=??=????/????=0.79,??=1/??2=1.60,??=??=8.71????/??2,????= ??(3?????)=2????+2????+??′??+??′′??+??′??+ ?? ?? ?? ?? ?? ????′=???????=8.15??????/??,??′′= ?????? ??′=???????=8.15???????/??,??′′= ?????? ????=??????=3.98???????/??,????=??????=6.37?????(?????????=C8@200=//C8@200=C8@200=//C8@200=0/C8@200=B3C8@180279.4????2用C8@200=251.5????2的鋼筋，即可滿足要求。

3-3單向板的平面尺寸由結(jié)構(gòu)方案決定，尺寸為1200mm10mm20×0.01=20mm1:2.520×0.02=25×0.06=20mm17×0.02=活荷載（標(biāo)準(zhǔn)值永久荷載控制組合（設(shè)計(jì)值 1.35×2.44+1.4×0.7×2.5=走廊門 1.35×2.44+1.4×0.7×3.5=可變荷載控制組合（設(shè)計(jì)值 1.2×2.44+1.4×2.5=走廊門 1.2×2.44+1.4×3.5=房間、衛(wèi)生 走廊門 房間、衛(wèi)生 走廊門 取單位板寬（b=1000????）作為單元進(jìn)行設(shè)計(jì)計(jì)算。在本設(shè)計(jì)中，單向板與次梁整澆，因此計(jì)算長度取軸線間距離（??01200????。根據(jù)等跨連續(xù)梁進(jìn)行調(diào)配筋方式采用分離式配筋，全板均勻配置，跨中鋼筋全部支座下部。支座負(fù)彎矩鋼筋在板內(nèi)??/4處截?cái)?。?duì)于非受力方向，按照構(gòu)造配筋，采用C6@250鋼筋。最小配筋率：????????=max{0.45????/????,0.0015}=0. 按構(gòu)造要求采用C8@200鋼筋。0到截面配筋面積????=??/(?????????0)，其中????=0.9，有效高度?0=40????。0B1B1板計(jì)算模型為十二跨連續(xù)梁模型，可以簡化為五跨進(jìn)行計(jì)算，其余中間跨??(?????C8@200=C8@200=C8@200=C8@200=C8@200=C8@200=B2B1B1C8@200鋼筋。

3-4單向板的平面尺寸由結(jié)構(gòu)方案決定，尺寸為1200mm二粘三油防水層上鋪小豆 20mm厚1:2.5水泥砂漿找平 20×0.02=干鋪100mm厚加氣混凝土保溫 6.5×0.1= 14×0.1=20mm25×0.06=17×0.02=1.35×4.59+1.4×0.7×0.5=1.2×4.59+1.4×0.5=??(?????C8@200=C8@200=C8@200=C8@200=C8@200=C8@200=多跨連續(xù)次梁尺寸初估為??300????150??????0=4800????????=4500????（1）按計(jì)算長度考慮：??0/3=（2）按梁凈距考慮：??+????=因此，梁有效翼緣寬度取??′=870????。240????150????25×0.15×0.24=17×0.02×0.48=2.44×1.2=3.5×1.2=1.35×3.99+1.4×0.7×4.2=1.2×3.99+1.4×4.2=240????150????25×0.15×0.24=17×0.02×0.48=4.59×1.2=0.5×1.2=1.35×6.57+1.4×0.7×0.6=1.2×6.57+1.4×0.6=彎矩??=0(?????剪力??=??????a進(jìn)行設(shè)計(jì)，混凝土保護(hù)層厚度取??=25????支座負(fù)彎矩處按照矩形截面計(jì)算配筋，300????,??150????。最小配筋率：????????=max{0.45????/????,0.002}=0.002最小配筋面積：????,??????=0.002×300×150=相對(duì)界限受壓區(qū)高度：????,??????=??(??????? ???? 2C10=4C10=4C10=T形截面計(jì)算配筋，有效翼緣寬度??′=870????最小配筋率：????????=max{0.45????/????0.002}=最小配筋面積：????,??????=0.002×(300×150+720×60)=相對(duì)界限受壓區(qū)高度：????,??????=T??′=????′?′

????′)=14.3×870×60×245=182.88????? ???? ??(????????? 04C8=4C8=4C8=????=0.7???????0=0.7×1.43×150×275=要求配置A6@200箍筋。彎矩??=0(?????剪力??=????方案比3-1體積合計(jì)1

3-2長度合計(jì)863-3體積合計(jì)長度長度合計(jì)

3-4向板方案比雙向板方案省了約20%。第四章材料選????=14.3??/????2，????=1.43??/????2，??=1.0，??=????=3.0×104??/????2，????=????=19.1??/????2，????=1.71??/????2，??=1.0，??=????=3.25×104??/????2，????=????=360??/????2，??′= =2.0× ??????=截面尺寸初度一般為??=?/3~?/2，且不宜小于200????。因此，初估截面如下表所示：恒載：[3.944.84.210(4.24.8)5=活載：[3.54.832.54.81.25=估算軸力設(shè)計(jì)值：????=1.2×8471.4324=????

1.2×1470×= = 0.75×了保證結(jié)構(gòu)的安全性，取柱截面為500????×500?????？蚣苡?jì)算模4號(hào)軸線處的典型橫向一榀框架進(jìn)行設(shè)計(jì)。

構(gòu)構(gòu) 位 ??/????、 ??=???? ???×??、(???邊 500×梁2.08×4.17×2.08× 500×2.08×4.17×5.21× 550×7.63×7.63×4.43×2~5 550×7.63×7.63×5.07×豎向荷載作用下內(nèi)力計(jì)(5層20×0.02=6.5×0.1=14×0.1=25×0.12=17×0.02=(1~4層20×0.01=20×0.02=25×0.12=17×0.02=梁25×0.2×0.38=17×2×0.02×0.38=25×0.2×0.38=17×2×0.02×0.38=25×0.2×0.28=17×2×0.02×0.28=25×0.3×0.58=17×2×0.02×0.58=25×0.25×0.58=17×2×0.02×0.58=10×0.18×4.4=17×2×0.02×4.4=2~510×0.18×3.9=17×2×0.02×3.9=10×0.3×4.4=20×0.012×4.4=20×0.008×4.4=17×2×0.02×4.4=2~510×0.3×3.9=20×0.012×3.9=20×0.008×3.9=17×2×0.02×3.9=柱25×0.55×0.55×5.6=17×4×0.02×0.55×5.1=2~525×0.55×0.55×4.4=17×4×0.02×0.55×3.9=1?2??2+2.16+0.744××4.8=0.744×0.5×=0.744×0.4×=2.16+0.625××2.4=0.625×0.5×=0.625×0.4×=1.59+0.625×0.625×0.5×0.625×0.4××2.4+0.891×+0.891×0.5×+0.891××1.2==×1.2=2.16+0.744××4.8+9.67=0.744×2.5×=?1~42.16+0.625××2.4=0.625×3.5×=?1.59+0.625×0.625×2.5××2.4+0.891×+0.891×3.5×?×1.2+9.67==恒載活載雪載10.73×4.8=0.75×4.8=0.6×4.8=17.24×4.8=1.28×4.8=1.03×4.8=1~423.41×4.8=3.75×4.8=?21.38×4.8=7.49×4.8=?法計(jì)算所得結(jié)果與精確值的誤差基本在10%以內(nèi)，可以接受。法計(jì)算所得結(jié)果與精確值的誤差基本在10%以內(nèi)，可以接受。水平荷載下的內(nèi)力計(jì)56.09×14.4×62.4=2.16×6×24+2.16×2.4×12+1.59×4.818+4.74×14.4×2+4.02×9.6×4=36.20×52=15.91×2×(14.4+62.4)=9.67×(6×15+4.8×16)=0.5×0.4×14.4×62.4=2~43.94×(14.4×62.4?2×4.8×6)=2.16×6×24+2.16×2.4×12+1.59×4.818+4.74×14.4×2+4.02×9.6×4=36.20×52=15.91×2×(14.4+62.4)=9.67×(6×17+4.8×20)=0.5×(2.5×14.4×62.4+1×2.4×52.8)=13.94×(14.4×62.4?2×4.8×6)=2.16×6×24+2.16×2.4×12+1.59×4.818+4.74×14.4×2+4.02×9.6×4=46.16×52=17.95×2×(14.4+62.4)=10.91×(6×17+4.8×20)=0.5×(2.5×14.4×62.4+1×2.4×52.8)=邊柱（28根中柱（24根????(???????(???55.07×5.36×5.07×1.31×45.07×5.36×5.07×1.31×35.07×5.36×5.07×1.31×25.07×5.36×5.07×1.31×14.43×6.65×4.43×9.97×54.65×44.65×34.65×24.65×14.26×根據(jù)半經(jīng)驗(yàn)，取????=0.7，則結(jié)構(gòu)自振周期??1=1.7????√????=8度設(shè)防，基本加速度0.2g，水平相應(yīng)系數(shù)最大值????????=0.16。由于????<??1<5????，結(jié)構(gòu)阻尼比取??=0.05，則有??=0.9,??2=1.0。???? 0.351??1=(??)??2????????= ×1.0×0.16=1結(jié)構(gòu)等效總重力荷載：??????0.85????=0.855963650691????結(jié)構(gòu)總水平作用：??????=??1??????=0.080×50691=4055????頂部附加作用系數(shù)：????=0.08??1+0.01=0.070頂部附加水平作用：?????=??????????=0.070×4055=各層的水平作用標(biāo)準(zhǔn)值計(jì)算結(jié)果見下表????????(×103?????54321算：????=??????????????0。其中，地區(qū)基本風(fēng)壓為??0=0.45????/??2；建筑離地面高度為22.5??，考C類，查表得風(fēng)壓高度變化系數(shù)為????=0.65~0.78；考慮迎風(fēng)面與背風(fēng)面共同受力，風(fēng)荷載體形系數(shù)????=1.3；由于建筑高度不超過30??,因此風(fēng)振系數(shù)????=1.0。層高寬度5432155.36×1.31×4.65×45.36×1.31×4.65×35.36×1.31×4.65×25.36×1.31×4.65×16.65×9.97×4.26×

y5邊5510??10中5510??104邊54101010中541010103邊53101010中531010102邊521010中52101011邊51100??中51100??層數(shù)位置y(?????(?????(?????(?????5邊???中4邊???中3邊???中2邊???中1邊???中得結(jié)果與精確值的誤差基本在10%以內(nèi)，可以接受。水平荷載下的側(cè)移驗(yàn)層高54.65×44.65×34.65×24.65×14.26×14根柱的總截面積??=145505504.24×106????2。柱自下而上等截面??=1.0，查得????=0.36總剪力??04055????，結(jié)構(gòu)總高度??23.2??，寬度??14.4??。

????=第五章位置層數(shù)(?????(?????(?????(?????(?????1----2----3----4----5----1-----2-----3-----4-----5-----1----2----3----4----5----1-----2-----3-----4-----5-----位置層數(shù)(?????(?????(?????(?????(?????1-----2-----3-----4-----5-----1------2------3------4------5------10203040501020304050正彎矩乘以1.2；同時(shí)，調(diào)幅后的結(jié)果滿足要求。位置層數(shù)(?????(?????(?????(?????12345123451234659123453位置層數(shù)(?????(?????(?????(?????12345123451234512345框架內(nèi)力組合設(shè)位置層數(shù)(?????(?????(?????=1.2×11--2--3--4--5--1---2---3---4---5---1.35×1×1.4×1--2--3--4--5--1---2---3---4---5---位置層數(shù)(?????(?????(?????=1.2×31--2--3--4--5---1---2---3---4---5---位置層數(shù)(?????(?????=1.2×112345123451.35×1×1.4×1234512345位置層數(shù)(?????(?????=1.2×31234512345第六章C30混凝土，????14.3??/????2，????1.43??/????2。鋼筋均采用HRB400鋼筋，????=360??/????2，??′=360??/????2。HPB300鋼筋，??????=270??/????2邊跨梁截面為500????×200????，取??=??′=30????，? =470????。中跨梁截面為500????×200????，取??=??′=30????，? =470????。支座處????????=max{0.65????/????0.300.30%，????,??????=???????????300????2?？缰校????????=max{0.55????/????,0.25}=0.25%，????,??????=???????????=250????2。根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》第11.3.7條，對(duì)二級(jí)抗震等級(jí)，鋼筋直徑不應(yīng)小于14????跨中彎矩由無作用組合時(shí)的永久荷載控制：????=88.1??????? 88.1×????????=?????2=14.3×200×4702=0.139<????,??????=????????=0.5(1+√1?2????)=????

88.1×= =562.9????2360×0.925×4703C18，????=763????2邊支座由作用組合控制：????????=151.4???????,????????=?271.8???????。????

????(???0?

=0.75×151.4×360×(470?

=3C18，????=763????2負(fù)彎矩作用下，受壓鋼筋??′=763????2?????????????′ ??? ?? 0.75×271.8×106?360×763×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.141×14.3×200×470+763= 2C25+3C18，????=1745????2二級(jí)抗震等級(jí)，??=0.141<0.35，????=0.44>0.3 中支座由作用組合控制：????????=88.2???????,????????=?216.9???????。取下部鋼筋沿梁長直通，與跨中相同為3C18，????=763????2。負(fù)彎矩作用下，受壓鋼筋??′=763????2?????????????′ ??? ?? 0.75×216.9×106?360×763×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.068×14.3×200×470+763= 3C25，????=1473????2二級(jí)抗震等級(jí)，??=0.068<0.35，????=0.52>0.3 中跨支座由作用組合控制：????????=306.6???????,????????=?341.7???????。由6.1.3.2節(jié)，將中跨梁的混凝土等級(jí)提高至C40。????

????(???0?

0.75×306.6×=360×(470?

=3C18+2C22，????1523????2負(fù)彎矩作用下，受壓鋼筋??′=1523????2?????????????′ ??? ?? 0.75×341.7×106?360×1523×(470? 19.1×200× =??=1?√1?2????=??=?????????????0+??′=0.018×19.1×200×470+1523= 2C25+3C18，????=1745????2二級(jí)抗震等級(jí)，??=0.028<0.35，????=0.87>0.3 2C253C18??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

151.4+

+30.4

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×163.9×103?0.42×1.43×200×= =270×

=1.01> ??????≥ =0.28

=

???????????=0.85×156.7×103?0.42×1.43×200×= =270×=

=0.673>沿梁全長箍筋的配筋率??????=??????/??=101/(200150)=0.34%>0.15%，??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

306.6+

+13.3

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????1

(0.2???????????????0)=0.85×(0.2×1.0×19.1×200×470)=邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×432.8×103?0.42×1.71×200×= =270× =

??????≥ =0.28

=

???????????=0.85×358.3×103?0.42×1.71×200×= =270×=

=2.260>沿梁全長箍筋的配筋率??????=??????/??=226/(200100)=1.13%>0.17%，跨中彎矩由無作用組合時(shí)的永久荷載控制：????=84.9??????? 84.9×????????=?????2=14.3×200×4702=0.139<????,??????=????????=0.5(1+√1?2????)=????

84.9×= =541.0????2360×0.928×4703C18，????=763????2邊支座由作用組合控制：????????=132.1???????,????????=?257.5???????。????

????(???0?

=0.75×132.1×360×(470?

=3C18，????=763????2負(fù)彎矩作用下，受壓鋼筋??′=763????2?????????????′ ??? ?? 0.75×257.5×106?360×763×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.122×14.3×200×470+763= 3C25，????=1473????2二級(jí)抗震等級(jí)，??=0.122<0.35，????=0.63>0.3 中支座由作用組合控制：????????=76.0???????,????????=?207.9???????。取下部鋼筋沿梁長直通，與跨中相同為3C18，????=763????2。負(fù)彎矩作用下，受壓鋼筋??′=763????2?????????????′ ??? ?? 0.75×207.9×106?360×763×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.057×14.3×200×470+763= 2C25+3C18，????=1745????2二級(jí)抗震等級(jí)，??=0.068<0.35，????=0.44>0.3 中跨支座由作用組合控制：????????=286.3???????,????????=?317.4???????。由6.1.4.2節(jié)，將中跨梁的混凝土等級(jí)提高至C40。????

????(???0?

0.75×286.3×= =1355.6????2360×(470?30)3C18+2C22，????1523????2負(fù)彎矩作用下，受壓鋼筋??′=1523????2?????????????′ ??? ?? 0.75×317.4×106?360×1523×(470? 19.1×200× =?0.004<????

????(???0?

0.75×317.4×= =1502.8????2360×(470?30)2C25+3C18，????=1745????2二級(jí)抗震等級(jí)，??=0.00<0.35，????=0.87>0.3 2C253C18??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

132.1+

+30.4

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×157.7×103?0.42×1.43×200×= =270×

=1.01> ??????≥ =0.28

=

???????????=0.85×151.6×103?0.42×1.43×200×= =270×=

=0.673>沿梁全長箍筋的配筋率??????=??????/??=101/(200150)=0.34%>0.15%，??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

286.3+

+13.3

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????1

(0.2???????????????0)=0.85×(0.2×1.0×19.1×200×470)=邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×403.9×103?0.42×1.71×200×=270×

==

=2.260> ??????≥

=0.28 =

???????????=0.85×358.3×103?0.42×1.71×200×= =270×=

=1.883>沿梁全長箍筋的配筋率??????=??????/??=226/(200120)=0.94%>0.17%，跨中彎矩由無作用組合時(shí)的永久荷載控制：????=84.6??????? 84.6×????????=?????2=14.3×200×4702=0.134<????,??????=????????=0.5(1+√1?2????)=????

84.6×= =538.0????2360×0.928×4702C18，????=509????2邊支座由作用組合控制：????????=99.5???????,????????=?224.7???????。????

????(???0?

0.75×99.5×= =471.1????2360×(470?30)2C18，????=509????2負(fù)彎矩作用下，受壓鋼筋??′=509????2?????????????′ ??? ?? 0.75×224.7×106?360×509×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.057×14.3×200×470+509= 3C22，????=1140????2二級(jí)抗震等級(jí)，??=0.057<0.35，????=0.47>0.3 中支座由作用組合控制：????????=49.5???????,????????=?181.4???????。取下部鋼筋沿梁長直通，與跨中相同為2C18，????=509????2。負(fù)彎矩作用下，受壓鋼筋??′=509????2?????????????′ ??? ?? 0.75×181.4×106?360×509×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.092×14.3×200×470+509= 2C22+1C25，????=1251????2二級(jí)抗震等級(jí)，??=0.088<0.35，????=0.41>0.3 中跨支座由作用組合控制：????????=229.9???????,????????=?261.2???????。由6.1.5.2節(jié)，將中跨梁的混凝土等級(jí)提高至C40。????

????(???0?

0.75×229.9×= =1088.5????2360×(470?30)2C18+2C20，????1137????2負(fù)彎矩作用下，受壓鋼筋??′=1137????2?????????????′ ??? ?? 0.75×261.2×106?360×1137×(470? 19.1×200× =??=1?√1?2????=??=?????????????0+??′=0.019×19.1×200×470+1137= 2C22+1C25，????=1251????2二級(jí)抗震等級(jí)，??=0.025<0.35，????=0.91>0.3 2C222C18??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

99.5+

+30.4

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×144.7×103?0.42×1.43×200×= =270×

=1.01> ??????≥ =0.28

=

???????????==0.85×140.8×103?0.42×1.43×200×0×

==

=0.673>沿梁全長箍筋的配筋率??????=??????/??=101/(200150)=0.34%>0.15%，??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

261.2+

+13.3

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????1

(0.2???????????????0)=0.85×(0.2×1.0×19.1×200×470)=邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×330.9×103?0.42×1.71×200×= =270×=

=1.963> ??????≥ =0.28

= ???????????=

0.85×273.3×103?0.42×1.71×200×= =270×

=1.308>沿梁全長箍筋的配筋率??????=??????/??=157/(200120)=0.65%>0.17%，跨中彎矩由無作用組合時(shí)的永久荷載控制：????=84.6??????? 84.6×????????=?????2=14.3×200×4702=0.134<????,??????=????????=0.5(1+√1?2????)=????

84.6×= =538.0????2360×0.928×4702C18，????=509????2邊支座由作用組合控制：????????=59.8???????,????????=?186.7???????。????

????(???0?

0.75×59.8×= =283.1????2360×(470?30)2C18，????=509????2負(fù)彎矩作用下，受壓鋼筋??′=509????2?????????????′ ??? ?? 0.75×186.7×106?360×509×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.099×14.3×200×470+509= 3C20，????=941????2二級(jí)抗震等級(jí)，??=0.099<0.35，????=0.58>0.3 中支座由作用組合控制：????????=18.8???????,????????=?150.3???????。取下部鋼筋沿梁長直通，與跨中相同為2C18，????=509????2。負(fù)彎矩作用下，受壓鋼筋??′=509????2?????????????′ ??? ?? 0.75×150.3×106?360×509×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.052×14.3×200×470+509= 3C20，????=941????2二級(jí)抗震等級(jí)，??=0.052<0.35，????=0.54>0.3 中跨支座由作用組合控制：????????=164.6???????,????????=?194.7???????。????

????(???0?

0.75×164.6×= =779.4????2360×(470?30)3C18，????=763????2負(fù)彎矩作用下，受壓鋼筋??′=763????2?????????????′ ??? ?? 0.75×194.7×106?360×763×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.041×14.3×200×470+763= 3C20，????=941????2二級(jí)抗震等級(jí)，??=0.041<0.35，????=0.81>0.3 2C202C18??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

59.8+

+30.4

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×129.1×103?0.42×1.43×200×= =270×

=1.01> ??????≥ =0.28

=

???????????=0.85×128.0×103?0.42×1.43×200×= =270×

=0.673>沿梁全長箍筋的配筋率??????=??????/??=101/(200150)=0.34%>0.15%，??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

164.6+

+13.3

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×245.4×103?0.42×1.43×200×= =270×

=1.263> ??????≥ =0.28

=

???????????=0.85×202.0×103?0.42×1.43×200×= =270×

=沿梁全長箍筋的配筋率??????=??????/??=101/(200100)=0.51%>0.15%，跨中彎矩由無作用組合時(shí)的永久荷載控制：????=72.8??????? 72.8×????????=?????2=14.3×200×4702=0.115<????,??????=????????=0.5(1+√1?2????)=????

72.8×= =458.4????2360×0.939×4702C18，????=509????2邊支座由作用組合控制：????????=29.4???????,????????=?118.0???????。取下部鋼筋沿梁長直通，與跨中相同為2C18，????=509????2。負(fù)彎矩作用下，受壓鋼筋??′=509????2?????????????′ ??? ?? 0.75×118.0×106?360×509×(470? 14.3×200× =??=1?√1?2????=??=?????????????0+??′=0.013×14.3×200×470+509= 3C16，????=603????2二級(jí)抗震等級(jí)，??=0.013<0.35，????=0.84>0.3 中支座由作用組合控制：????????=?11.9???????,????????=?93.2???????。取下部鋼筋沿梁長直通，與跨中相同為2C18，????=509????2。負(fù)彎矩作用下，受壓鋼筋??′=509????2?????????????′ ??? ?? 0.75×93.2×106?360×509×(470? 14.3×200× =?0.017<????

????(???0?

0.75×93.2×= =441.3????2360×(470?30)3C16，????=603????2二級(jí)抗震等級(jí)，??<0.35，????=0.84>0.3 中跨支座由作用組合控制：????????=65.1???????,????????=?107.7???????。????

????(???0?

0.75×65.1×= =308.2????2360×(470?30)2C18，????=509????2負(fù)彎矩作用下，受壓鋼筋??′=509????2?????????????′ ??? ?? 0.75×107.7×106?360×509×(470? 14.3×200× =????

????(???0?

0.75×107.7×= =509.9????2360×(470?30)3C16，????=603????2二級(jí)抗震等級(jí)，??<0.35，????=0.84>0.3 2C162C18??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

11.9+

+24.8

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×96.2×103?0.42×1.43×200×= =270×

=1.01> ??????≥ =0.28

=

???????????=0.85×94.1×103?0.42×1.43×200×= =270×=

=0.673>沿梁全長箍筋的配筋率??????=??????/??=101/(200150)=0.34%>0.15%，??+剪力由荷載組合控制，組合后的剪力????,??????=??+??=

??+ =1.2

65.1+

+11.7

=

(0.2???????????????0)=0.85×(0.2×1.0×14.3×200×470)=316.3????邊跨箍筋加密區(qū)長度1.5h=1.5500=750????，取為800????

???????????=0.85×122.9×103?0.42×1.43×200×= =270×

=1.01> ??????≥ =0.28

=

???????????=0.85×102.5×103?0.42×1.43×200×= =270×

=0.67>沿梁全長箍筋的配筋率??????=??????/??=101/(200×150)=0.34%>0.15%，在支座??/3處截?cái)唷ｄ摻钤诠?jié)點(diǎn)處采取有效的錨固措施。由于截面高度超過400????，在梁腹配置2C14腹筋。箍筋采用封閉箍，末端做成135°彎鉤。實(shí)際施工時(shí)，由于中跨非加密區(qū)跨54321C40混凝土，????19.1??/????2，????1.71??/????2。鋼筋均采用HRB400鋼筋，????=360??/????2，??′=360??/????2。HPB300鋼筋，??????=270??/????2柱截面為550????×550????，取??=??′=45????，? =505????。底層最小配筋率：????????0.90%，????,?????????????????最大配筋率：????????=5%，????,??????=???????????=每邊最小配筋率：????????0.20%，????,?????????????????一層邊柱：????=147.4??????,????=368.2??????,??=93.3????,??= 二層邊柱：????=158.4???????,??=Σ????=1.5Σ????=1.5×271.8=407.7?????>147.4+158.4=305.8????????? ×407.7=196.5????? ???? ×407.7=211.2?????

????????

19.1×550×

=0.28<矩為：????=1.5×368.2=552.3???????。 底層柱的計(jì)算長度????1.0????5600????，回轉(zhuǎn)半徑????0.2887158.9????。因????/????=35.2>34?12(????/????)=29.7，故需考慮??- 截面曲率修正系數(shù)：????=0.5??????/??=1.760>1，取????=1 552.3×??0=??=1641.1×103=336.5????,????=20????,????=??0+????=1??????=1

()????=1300(????/??+????=0.7+ ??=0.7+0.3

=????= ??????=1.113×0.807×????=0.898????< ???? 柱截面按對(duì)稱配筋，??′=??，則 ξ=?????????

0.8×1641.1×=19.1×550×505=0.247<ξ??=??=????+???/2???=356.5+550/2?45=????????????????????2ξ(1???′=?? = ? 4C20，????=1256????212C20 196.5×??0=??=1641.1×103=119.7????,????=20????,????=??0+????=??=????+???/2???=139.7+550/2?45=????????????????????2ξ(1???′=?? =?576.9????2< ? 12C20????+ 196.5+????= ??=1.3 = 剪跨比λ????/(2???05.053.0，取λ3.0。1

(0.2???????????????0)=0.85×(0.2×1.0×14.3×550×505)=934.5????箍筋加密區(qū)長度????/6=900????，柱根加密區(qū)長度為柱凈高的1/3，取為1800???? ???1.05???? ???????=???? ??+1???? =?1.59< 4A8@100柱軸壓比為0.28，查得????=0.08，????????/??????=0.57%50.3×(8×500+4×????

5002× =1.01%>4A8@200一層中柱：????=297???????,????=421.9???????,??=132.2??????= 二層中柱：????=311.1???????,??=Σ????=1.5Σ????=1.5×(216.9+306.6)=785.3?????>297.0+311.1=608.1?????????=297.0×785.3=383.5????? ???? ×785.3=401.7????? ???????? =0.41< 19.1×550×矩為：????=1.5×421.9=632.9???????。 底層柱的計(jì)算長度????1.0????5600????，回轉(zhuǎn)半徑????0.2887158.9????。因????/????=35.2>34?12(????/????)=26.7，故需考慮??-??二階效應(yīng)的影響。截面曲率修正系數(shù)：????=0.5??????/??=1.229>1，取???? 632.9×??0=??=2349.7×103=269.3????,????=20????,????=??0+????= ??????????=1+

????= 1300(????/??+

????=0.7+0.3??=????= ??????=1.132×0.882×????=0.998????< ???? 柱截面按對(duì)稱配筋，??′=??，則 ξ=?????????

0.8×2349.7×=19.1×550×505=0.354<ξ??=??=????+???/2???=289.3+550/2?45=????????????????????2ξ(1???′=?? = ? 4C20，????=1256????212C20 383.5×??0=??=2349.7×103=163.2????,????=20????,????=??0+????=??=????+???/2???=183.2+550/2?45=????????????????????2ξ(1???′=??

=?26.2????2<

?12C20????+ 383.5+????= ??=1.3 = 剪跨比λ????/(2???05.053.0，取λ3.0。1

(0.2???????????????0)=0.85×(0.2×1.0×14.3×550×505)=934.5????箍筋加密區(qū)長度????/6=900????，柱根加密區(qū)長度為柱凈高的1/3，取為1800???? ???1.05???? ???????=???? ??+1???? =?1.88< 4A8@100柱軸壓比為0.41，查得????=0.11，????????/??????=0.78%50.3×(8×500+4×????

5002× =1.01%>4A8@200

二層邊柱：????164.9???????,????=158.4???????,

=81.9????,??=三層邊柱：????=121.3???????,??=Σ????=1.5Σ????=1.5×257.5=386.3?????>164.9+121.3=286.2????????? ×386.3=222.5????? ???? ×386.3=163.7????? ???????? =0.22< 19.1×550×根據(jù)前面一節(jié)可知二層柱底端設(shè)計(jì)彎矩????=211.2??????? 底層柱計(jì)算長度????1.25????5500????，回轉(zhuǎn)半徑????0.2887158.9????。因????/????=34.6>34?12(????/????)=21.4，故需考慮??-??二階效應(yīng)的影響。截面曲率修正系數(shù)：????=0.5??????/??=2.29>1，取???? 211.2×??0=??=1263.9×103=167.1????,????=20????,????=??0+????=??????=1

1300(????/??+

????=????=0.7+0.3??=????= ??????=1.133×1.016×????=243.1????? ???? 243.