《中學(xué)教學(xué)樓多層現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)》7700字（論文）

中學(xué)教學(xué)樓多層現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)目錄TOC\o"1-2"\h\u30407中學(xué)教學(xué)樓多層現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì) 123661.設(shè)計(jì)任務(wù)及基本要求 2193031.1設(shè)計(jì)原始資料 2325651.2結(jié)構(gòu)設(shè)計(jì)任務(wù)及要求 2322.結(jié)構(gòu)設(shè)計(jì) 2181282.1結(jié)構(gòu)方案的選擇及結(jié)構(gòu)布置 2315141.基礎(chǔ)頂面設(shè)計(jì)標(biāo)高的確定 3222972.樓板厚度的確定 3252713.次梁截面尺寸確定 36404.主梁截面尺寸確定 3140595.框架柱截面尺寸確定 328856.材料選擇 4293317.框架計(jì)算簡圖 49224框架計(jì)算簡圖 5236073.側(cè)移線剛度計(jì)算 515244.內(nèi)力組合 6107724.1橫向框架梁的內(nèi)力組合 8207654.2豎向框架柱的內(nèi)力組合 1431603框架柱抗震內(nèi)力基本組合表 18207545.截面設(shè)計(jì) 1311095.1設(shè)計(jì)內(nèi)力 1201401、梁設(shè)計(jì)內(nèi)力的選擇 1175082、柱設(shè)計(jì)內(nèi)力的選擇 186085.2梁截面設(shè)計(jì) 1135525.3框架柱截面設(shè)計(jì) 318926.基礎(chǔ)設(shè)計(jì) 5658參考文獻(xiàn) 6摘要：該建筑物采用現(xiàn)有鋼筋混凝土框架的剪力墻，包括五層、現(xiàn)有鋼筋混凝土保護(hù)層、外部施工采用普通氣砌塊砌體和外墻裝飾。畢業(yè)設(shè)計(jì)過程中主要是結(jié)構(gòu)設(shè)計(jì)，其中建筑部分主要是對(duì)建筑功能進(jìn)行分區(qū)，進(jìn)一步確定建筑物的平面、立面以及剖面。最后進(jìn)行內(nèi)力和截面的設(shè)計(jì)并計(jì)算。關(guān)鍵詞：框架結(jié)構(gòu)設(shè)計(jì)計(jì)算正文：1.設(shè)計(jì)任務(wù)及基本要求1.1設(shè)計(jì)原始資料1.1.1工程概況該工程主體為現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，建筑面積6775.0㎡，建筑物共5層，底層層高4.2m，標(biāo)準(zhǔn)層層高3.90m，頂層層高3.90m，總高度19.8m，室內(nèi)外高差0.450m該綜合樓擁有辦公室、會(huì)議室、活動(dòng)室等。樓內(nèi)設(shè)有2個(gè)樓梯，樓梯的布置均符合消防、抗震的要求。1.1.2設(shè)計(jì)條件該工程重要性等級(jí)為四級(jí)，本地區(qū)極端最高氣溫39.8℃，極端最低氣溫-4.3℃。年降雨量1400mm，平均相對(duì)濕度75%。主導(dǎo)風(fēng)向?yàn)闁|南風(fēng)。擬建場地內(nèi)無地表水系分布。1.抗震設(shè)防烈度：7度設(shè)防，設(shè)計(jì)基本地震加速度值為0.1g；2.基本風(fēng)壓：，B類粗糙度；3.雪荷載標(biāo)準(zhǔn)值：4.結(jié)構(gòu)體系：現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)；5.工程地質(zhì)條件：擬建場地地形平坦，地層分布較為規(guī)律，基礎(chǔ)地基承載力按300KN/m2計(jì)。1.2結(jié)構(gòu)設(shè)計(jì)任務(wù)及要求1.2.1基本要求：在建筑方案設(shè)計(jì)的基礎(chǔ)上，正確選擇合理的結(jié)構(gòu)形式，結(jié)構(gòu)體系及結(jié)構(gòu)布置，掌握多層建筑結(jié)構(gòu)的計(jì)算方法和基本構(gòu)造要求，繪制結(jié)構(gòu)施工圖及詳圖。1.2.2結(jié)構(gòu)設(shè)計(jì)計(jì)算書內(nèi)容：說明結(jié)構(gòu)方案如何確定的，材料選擇。列出結(jié)構(gòu)設(shè)計(jì)計(jì)算過程中采用的計(jì)算方法、計(jì)算假定、計(jì)算原則、計(jì)算簡圖、荷載統(tǒng)計(jì)，內(nèi)力計(jì)算，內(nèi)力組合及計(jì)算配筋結(jié)果。2.結(jié)構(gòu)設(shè)計(jì)2.1結(jié)構(gòu)方案的選擇及結(jié)構(gòu)布置2.1.1結(jié)構(gòu)方案的確定考慮到現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)建筑平面布置靈活，能夠獲得較大的使用空間，建筑立面也比較容易處理，可以適應(yīng)不同房屋造型，故本設(shè)計(jì)采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。2.1.2基礎(chǔ)類型的確定根據(jù)施工場地、地基條件、場地周圍的環(huán)境條件，選擇柱下獨(dú)立基礎(chǔ)。2.1.3結(jié)構(gòu)構(gòu)件截面尺寸和材料的選擇1.基礎(chǔ)頂面設(shè)計(jì)標(biāo)高的確定根據(jù)地質(zhì)資料分析，基礎(chǔ)頂面距離室外設(shè)計(jì)地面為-1.00m。2.樓板厚度的確定根據(jù)平面布置，雙向板的最大跨度為8100m，按剛度條件，板厚為l/50=8100/50=162mm；按構(gòu)造要求，現(xiàn)澆鋼筋混凝土雙向板的厚度為80mm≦h≦160mm；綜綜合活荷載折減等相關(guān)情況考慮，取板厚h=120mm.3.次梁截面尺寸確定根據(jù)平面布置，次梁的最大跨度為3900mm，次梁高h(yuǎn)=(1/18—1/12)l=(1/18—1/12)3900=216.67mm—325.00mm，取h=400mm；次梁寬b=(1/3—1/2)h=(1/3—1/2)400=133.33mm—200mm，取b=250mm4.主梁截面尺寸確定根據(jù)平面布置，主梁的最大跨度為8100mm主梁高h(yuǎn)=(1/12—1/8)l=(1/12—1/8)8100=675.00mm—1012.5mm，取h=700mm；主梁寬b=(1/3—1/2)h=(1/3—1/2)700=233.33mm—350mm，取b=250mm5.框架柱截面尺寸確定對(duì)于多層框架，無論從受力的角度，還是柱的凈高而言，都以底層最為不利。底層層高H=5.20m。柱截面高度取h=(1/15—1/20)H=(1/15—1/20)5200=346.67mm—260mm。又對(duì)于抗震設(shè)防烈度為7度，房屋高度為19.8m<30m，即抗震等級(jí)為四級(jí)的框架結(jié)構(gòu)，為保證柱有足夠的延性，需要限制柱的軸壓比，柱截面面積應(yīng)滿足下式：,其中：對(duì)于邊柱：N=1.25×(3.90×4.05×14×1000×5)=1382063N，A≧1382063/14.3=96648mm2取bc=400；hc=400mm,則A=160000mm2≧96648mm2對(duì)于中柱：N=1.25×(3.90×5.30×14×1000×5)=1808625,A≧1808625/14.3=126477.2727mm2取bc=400；hc=400mm,則A=160000mm2≧126477.2727mm2綜合考慮，為方便計(jì)算及施工，統(tǒng)一取bc=400；hc=400mm,6.材料選擇a)混凝土強(qiáng)度等級(jí)：除基礎(chǔ)墊層混凝土選用C15，基礎(chǔ)及基礎(chǔ)以上各層混凝土均選用C30。b)鋼筋級(jí)別：框架梁、柱，板等主要構(gòu)件的縱向受力鋼筋選擇HRB400級(jí)鋼筋；構(gòu)造鋼筋、箍筋均選用HPB300。7.框架計(jì)算簡圖選取結(jié)構(gòu)平面布置圖中第6軸線處框架KJ6作具體計(jì)算。假定框架柱嵌固于基礎(chǔ)頂面，框架梁與柱剛接。由于各層柱的截面尺寸不變，故梁跨等于柱截面形心軸線之間的距離。底層柱高從室內(nèi)地坪以下1.00m標(biāo)高處算至二樓樓面，其它各層柱高均取本層樓面標(biāo)高算至上一層樓面。結(jié)合已經(jīng)確定的梁柱截面尺寸，框架計(jì)算簡圖如下圖：框架計(jì)算簡圖3.側(cè)移線剛度計(jì)算基礎(chǔ)頂面標(biāo)高為-1.00m，實(shí)際計(jì)算時(shí)，首層框架柱結(jié)構(gòu)高度在原建筑層高基礎(chǔ)上往下增加1.00m的計(jì)算長度來作為首層柱的結(jié)構(gòu)計(jì)算長度，其它樓層計(jì)算高度為樓層建筑層高；框架梁線剛度計(jì)算：梁的混凝土強(qiáng)度等級(jí)為C30，Ec=3.0×107kN/㎡在框架結(jié)構(gòu)中，現(xiàn)澆板的樓面，板可以作為梁的有效翼緣，這樣就增大了梁的有效剛度，有助于減少框架的水平側(cè)移。為考慮這一有利因素，在計(jì)算梁的截面慣性矩時(shí)，對(duì)現(xiàn)澆樓面的中框架梁取I=2.0I0（I0為梁的截面慣性矩））。橫梁線剛度，柱線剛度計(jì)算結(jié)果如下表：框架橫梁線剛度類別層次b

/mmh

/mml

/mmI0

/mm4EcI0/l/N·mm1.5EcI0/l

/N·mm2EcI0/l

/N·mm第一跨橫梁125070081007.15×1092.65×10103.97×10105.29×1010225070081007.15×1092.65×10103.97×10105.29×10103~425070081007.15×1092.65×10103.97×10105.29×1010525070081007.15×1092.65×10103.97×10105.29×1010第二跨橫梁125040025001.33×1091.60×10102.40×10103.20×1010225040025001.33×1091.60×10102.40×10103.20×10103~425040025001.33×1091.60×10102.40×10103.20×1010525040025001.33×1091.60×10102.40×10103.20×1010第三跨橫梁125070081007.15×1092.65×10103.97×10105.29×1010225070081007.15×1092.65×10103.97×10105.29×10103~425070081007.15×1092.65×10103.97×10105.29×1010525070081007.15×1092.65×10103.97×10105.29×1010框架柱線剛度層次hc

/mmEc

/(N/mm2)b

/mmh

/mmIc

/mm4EcIc/hc

/N·mm15200300004004002.13×10101.23×101023900300004004002.13×10101.64×10103~43900300004004002.13×10101.64×101053900300004004002.13×10101.64×10104.內(nèi)力組合1.框架梁的彎矩調(diào)幅計(jì)算在豎向荷載作用下，需要考慮梁端塑性變形內(nèi)力重分布而對(duì)梁端負(fù)彎矩進(jìn)行調(diào)幅，本例中取調(diào)幅系數(shù)為0.9。梁端負(fù)彎矩減小后，應(yīng)按平衡條件重新計(jì)算調(diào)幅后的跨中彎矩。取β=0.9對(duì)梁進(jìn)行調(diào)幅，調(diào)幅計(jì)算過程如下表荷載種類層數(shù)橫向框架梁彎矩標(biāo)準(zhǔn)值（單位：

kN·m）調(diào)幅系數(shù)調(diào)幅后的彎矩（單位：

kN·m）梁左梁右跨中梁左梁右跨中恒載五層第一跨梁-60.1086.90224.380.9-54.09-78.21201.94第二跨梁-42.2742.2714.430.9-38.0538.0512.99四層第一跨梁-96.15111.31230.510.9-86.53-100.18207.46第二跨梁-35.6735.6716.680.9-32.1032.1015.01三層第一跨梁-94.30110.24230.510.9-84.87-99.22207.46第二跨梁-35.9935.9916.680.9-32.3932.3915.01二層第一跨梁-95.69111.19230.510.9-86.12-100.07207.46第二跨梁-35.7135.7116.680.9-32.1432.1415.01底層第一跨梁-88.48111.04254.820.9-79.63-99.94229.33第二跨梁-44.3944.3918.990.9-39.9539.9517.09活載五層第一跨梁-5.846.9714.360.9-5.26-6.2712.93第二跨梁-2.27-16.8240.950.9-2.04-15.1410.86四層第一跨梁-21.7626.2857.450.9-19.59-23.6551.70第二跨梁-8.73-36.838-3.810.9-7.85-33.1543.43三層第一跨梁-23.3027.3957.450.9-20.97-24.6651.70第二跨梁-8.39-34.9823.810.9-7.55-31.4833.43二層第一跨梁-23.4127.4657.450.9-21.07-24.7151.70第二跨梁-8.37-40.8053.810.9-7.53-36.7243.43底層第一跨梁-19.8625.0757.450.9-17.88-22.5651.70第二跨梁-9.27-34.7673.810.9-8.34-31.2903.434.1橫向框架梁的內(nèi)力組合為簡化計(jì)算，本例采用內(nèi)力組合法，考慮地震荷載作用下的內(nèi)力組合：S=1.2重力荷載代表值+1.3水平地震作用不考慮地震作用的組合：以恒荷載為主控制的組合:S=1.35恒荷載+1.5×0.7活荷載以活荷載為主控制的組合:S=1.3恒荷載+1.5（0.7×活荷載+風(fēng)荷載）以活荷載為主控制的組合:S=1.3恒荷載+1.5（活荷載+0.6×風(fēng)荷載）在豎向荷載與地震力組合時(shí)，跨間最大彎矩采用數(shù)解法計(jì)算，計(jì)算過程見表。上圖中：——重力荷載作用下梁端的彎矩；——水平地震作用下梁端的彎矩；——豎向荷載與地震荷載共同作用下梁端反力。

對(duì)B點(diǎn)取矩：處截面彎矩為：由，可求的跨間的位置為或?qū)⒋肴我唤孛嫣幍脧澗乇磉_(dá)式，可得跨間最大彎矩為：或最大彎矩代入數(shù)值具體計(jì)算過程這里從略，具體計(jì)算結(jié)果詳見下表：注：當(dāng)時(shí)，表示最大彎矩發(fā)生在支座處，應(yīng)取，用計(jì)算框架梁非抗震內(nèi)力基本組合表?xiàng)U件跨向截面內(nèi)力荷載種類恒荷載+活荷載恒荷載+活荷載+風(fēng)荷載恒載活載風(fēng)荷載永久荷載控制組合1.3恒+1.5（0.7活+風(fēng)）1.3恒+1.5（活+0.6風(fēng)）左風(fēng)右風(fēng)1.35恒+1.5*0.7活左風(fēng)右風(fēng)左風(fēng)右風(fēng)五層橫梁第一跨梁左端M-54.09-5.264.192.18-78.54-69.55-82.12-74.43-81.97V107.506.950.85-0.85152.42148.32145.77150.94149.41跨中M201.9412.93————286.19梁右端M-78.21-6.272.184.19-112.18-104.99-111.54-109.12-113.05V114.117.23-0.850.85161.65158.56153.32160.77157.62第二跨梁左端M-38.05-2.042.712.18-53.50-48.32-54.88-50.55-54.49V13.180.761.75-1.7518.6020.5615.3219.8516.71跨中M12.990.86————18.43梁右端M-38.05-2.042.182.71-53.50-48.32-54.88-50.55-54.49V13.180.76-1.751.7518.6020.5615.3219.8516.71四層橫梁第一跨梁左端M-86.53-19.5913.106.83-137.38-113.40-152.71-130.08-153.66V111.9627.812.66-2.66180.35178.74170.75189.66184.86跨中M207.4651.70————334.35梁右端M111.9627.816.8313.10-160.08-144.82-165.32-159.57-171.87V-100.18-23.65-2.662.66186.57188.99172.59198.72188.89第二跨梁左端M-32.10-7.858.486.83-51.58-39.73-60.23-47.36-59.66V19.833.055.47-5.4729.9737.1720.7735.2625.43跨中M15.013.43————23.86梁右端M-32.10-7.856.838.48-51.58-39.73-60.23-47.36-59.66V19.835.475.47-5.4729.9737.1720.7735.2625.43三層橫梁第一跨梁左端M-84.87-20.9721.6711.30-136.59-99.84-164.85-122.28-161.29V111.8627.864.41-4.41180.27181.29168.07191.18183.25跨中M207.4651.70————334.35梁右端M-99.22-24.6611.3021.67-159.83-137.92-171.82-155.80-176.14V115.8028.88-4.414.41186.65194.42167.30201.99185.71第二跨梁左端M-32.39-7.5514.0211.30-51.66-33.09-66.99-43.26-63.61V19.833.059.04-9.0429.9742.5415.4138.4822.21跨中M15.013.43————23.86梁右端M-32.39-7.5511.3014.02-51.66-33.09-66.99-43.26-63.61V19.833.05-9.049.0429.9742.5415.4138.4822.21二層橫梁第一跨梁左端M-86.12-21.0730.4015.85-138.38-88.48-179.68-116.20-170.92V111.9227.876.18-6.18180.35184.03165.48192.86181.73跨中M207.4651.70————334.35梁右端M-100.07-24.7115.8530.40-161.04-132.26-179.82-152.89-181.43V115.7428.87-6.186.18186.57199.81161.75205.19182.36第二跨梁左端M-32.14-7.5317.7014.27-51.29-25.90-73.47-38.81-67.34V19.833.0512.68-12.6829.9748.009.9541.7618.93跨中M15.013.43————23.86梁右端M-32.14-7.5314.2717.70-51.29-25.90-73.47-38.81-67.34V19.833.05-12.6812.6829.9748.009.9541.7618.93一層橫梁第一跨梁左端M-79.63-17.8839.9320.03-126.27-62.40-182.18-94.40-166.27V123.0527.738.00-8.00195.23201.07177.08208.75194.36跨中M229.3351.70————363.89梁右端M-99.94-22.5620.0339.93-158.60-123.56-183.66-145.73-181.79V128.6229.01-8.008.00204.10221.71173.63225.15196.30第二跨梁左端M-39.95-8.3424.8520.03-62.69-30.64-62.69-46.42-82.48V23.533.0516.03-16.0334.9757.8334.9749.5920.74跨中M17.093.43————26.67梁右端M-39.95-8.3420.0324.85-62.69-30.64-62.69-46.42-82.48V23.533.05-16.0316.0334.9757.8334.9749.5920.74框架梁抗震內(nèi)力基本組合表?xiàng)U件跨向截面內(nèi)力荷載種類內(nèi)力組合重力荷載地震荷載1.3地震+1.2（重力荷載）左震右震左震右震五層橫梁第一跨梁左端M-56.4124.43-24.43-26.95-74.59V109.71-5.215.21106.14117.66跨中M228.78————————梁右端M-80.24-17.7917.79-89.56-54.86V116.245.21-5.21124.33112.81第二跨梁左端M-38.7010.76-10.76-24.34-45.32V13.61-8.618.614.3823.39跨中M14.97————————梁右端M-38.7010.76-10.76-24.34-45.32V13.61-8.618.614.3823.39四層橫梁第一跨梁左端M-96.1867.19-67.19-21.06-152.07V125.85-14.6214.62112.22144.52跨中M259.23————————梁右端M-111.94-51.2151.21-150.68-50.82V130.1814.62-14.62-148.93116.63第二跨梁左端M-36.0530.96-30.96-2.26-62.63V21.35-24.7724.77-5.5949.15跨中M18.58————————梁右端M-36.0530.96-30.96-2.26-62.63V21.35-24.7724.77-5.5949.15三層橫梁第一跨梁左端M-95.3594.29-94.296.11-177.75V125.79-19.8419.84106.39150.23跨中M259.23————————梁右端M-111.55-66.3866.38-165.12-35.67V130.2419.84-19.84154.76110.92第二跨梁左端M-36.1740.13-40.136.58-71.68V21.35-32.1132.11-13.7057.25跨中M18.58————————梁右端M-36.1740.13-40.136.58-71.68V21.35-32.1132.11-13.7057.25二層橫梁第一跨梁左端M-96.66108.57-108.5718.86-192.84V125.85-23.1623.16102.77153.97跨中M259.23————————梁右端M-112.43-79.0679.06-178.27-24.10V130.1823.16-23.16158.38107.19第二跨梁左端M-35.9047.80-47.8014.29-78.91V21.35-38.2438.24-20.4864.03跨中M18.58————————梁右端M-35.9047.80-47.8014.29-78.91V21.35-38.2438.24-20.4864.03一層橫梁第一跨梁左端M-88.57152.46-152.4668.93-228.36V136.91-31.9731.97104.33174.98跨中M283.54————————梁右端M-111.22-106.48106.48-203.913.72V143.1331.97-31.97181.31110.66第二跨梁左端M-44.1264.37-64.3723.05-102.47V25.06-51.5051.50-31.3582.46跨中M20.90————————梁右端M-44.1264.37-64.3723.05-102.47V25.06-51.5051.50-31.3582.46注：1.表中彎矩單位為，剪力單位為；4.2豎向框架柱的內(nèi)力組合框架柱取每層柱頂和柱底兩個(gè)控制截面?？蚣苤强拐饍?nèi)力基本組合表?xiàng)U件跨向截面內(nèi)力荷載種類恒荷載+活荷載恒荷載+活荷載+風(fēng)荷載Mmax及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M恒載活載風(fēng)荷載永久荷載控制組合1.3恒+1.5（0.7活+風(fēng)）1.3恒+1.5（活+0.6風(fēng)）左風(fēng)右風(fēng)1.35恒+1.5×0.7活左風(fēng)右風(fēng)左風(fēng)右風(fēng)NMM頂層柱G柱柱頂M60.105.844.194.1987.2790.5577.9890.6683.1287.274.1987.27N160.339.33-0.85-0.85226.24216.94219.50221.65223.19226.24-0.85226.24柱底M-47.17-9.282.632.63-73.42-65.92-76.20-72.16-78.32-73.423.43-73.42N177.59.33-0.85-0.85249.40239.25241.81243.96245.49249.40-0.85249.40V-27.50-3.88-0.85-0.85-41.20-27.12-52.53-33.95-49.20J柱柱頂M-44.63-4.704.904.90-64.86-55.62-70.30-60.67-69.48-75.564.90-64.86N182.4211.45-0.90-0.90257.49247.89250.45253.55255.09169.39-0.85257.49柱底M41.538.234.014.01-64.1368.6456.6269.9462.7368.814.0164.13N199.5811.45-0.90-0.90280.65270.20272.75275.86277.39184.84-0.85280.65V22.093.32-0.90-0.9033.0744.9119.5041.3226.07四層柱G柱柱頂M48.9812.489.679.6779.2291.2962.2691.1073.68108.239.6779.22N353.4346.65-3.52-3.52526.11503.16513.71526.26532.59384.50-3.52526.11柱底M-44.75-11.298.288.28-72.27-57.61-82.46-67.66-82.57-95.928.28-72.27N370.5946.65-3.52-3.52549.27525.47536.02548.57554.90400.98-3.52549.27V-24.03-6.10-3.52-3.52-38.84-7.69-67.60-22.41-58.36J柱柱頂M-34.11-9.3311.3011.30-55.19-37.19-71.10-48.17-68.51-95.0611.30-55.19N406.6657.23-3.70-3.70605.08583.48594.02611.34617.67407.38-3.52605.08柱底M39.8110.029.689.6863.5676.7947.7575.4958.07101.419.6863.56N423.857.23-3.70-3.70628.24605.78616.33633.65639.98423.86-3.52628.24V18.954.96-3.70-3.7030.4559.81-0.1150.0614.11三層柱G柱柱頂M49.5512.0013.3913.3979.5097.1056.9494.4770.37116.6613.3979.50N546.484.02-7.92-7.92825.90786.69810.46829.25843.51608.35-7.92825.90柱底M-44.32-11.2613.3913.39-71.65-49.36-89.52-62.45-86.55-110.7513.39-71.65N563.5984.02-7.92-7.92849.06809.00832.77851.56865.82624.83-7.92849.06-24.07-5.96-7.92-7.92-38.767.11-82.21-13.44-67.03J柱柱頂M-34.44-8.9815.6415.64-55.30-30.75-77.67-44.18-72.33-108.8915.64-55.30N630.99102.97-8.33-8.33952.74916.52940.28967.61981.87631.93-7.92952.74柱底M39.5210.0015.6415.6463.1585.3438.4180.4552.29114.7815.6463.15N648.15102.97-8.33-8.33975.91938.83962.59989.911004.17648.41-7.92975.91V18.964.87-8.33-8.3330.3774.42-14.8958.755.16二層柱G柱柱頂M51.3712.1517.0117.0182.11105.0654.02100.3269.69126.8617.0182.11N739.49121.39-14.10-14.101125.771067.641109.951130.731156.12835.72-14.101125.77柱底M-53.39-12.4817.0117.01-85.19-57.00-108.04-72.82-103.45-129.1717.01-85.19N756.65121.39-14.10-14.101148.941089.951132.261153.041178.42852.19-14.101148.94V-26.86-6.32-14.10-14.10-42.9015.21-98.32-10.34-78.45J柱柱頂M-35.96-9.0919.8819.88-57.46-26.48-86.12-42.50-78.28-120.1319.88-57.46N855.27148.69-14.84-14.841300.331246.821289.131322.201347.58853.51-14.101300.33柱底M46.8410.9219.8819.8873.93102.1842.5495.1759.38-132.58-19.8873.93N872.43148.69-14.84-14.841323.501269.131311.441344.501369.89869.99-14.101323.50V21.235.13-14.84-14.8433.6989.75-23.7769.361.24底層柱G柱柱頂M35.097.3822.9122.9155.1287.7318.9977.3036.06129.4922.9155.12N956.05158.62-22.10-22.101457.221376.271442.571460.911500.691094.74-22.101457.22柱底M-17.54-3.6928.0128.01-27.5615.33-68.69-3.14-53.55-128.6928.01--27.56N978.93158.62-22.10-22.101488.111406.011472.321490.651530.441116.70-22.101488.11V-10.12-2.13-22.10-22.10-15.9053.31-84.0924.87-57.57J柱柱頂M-19.82-4.8725.0125.01-31.536.63-68.39-10.57-55.58-120.1225.01-31.53N1107.69194.56-22.86-22.861686.051611.131677.441711.951751.731097.54-22.101686.05柱底M9.912.4430.5630.5615.7761.28-30.4044.04-10.97129.8430.5615.77N1130.57194.56-22.86-22.861716.941640.881707.181741.691781.471119.51-22.101716.94V5.721.41-22.86-22.869.1077.61-59.7950.76-31.68框架柱抗震內(nèi)力基本組合表?xiàng)U件跨向截面內(nèi)力荷載種類MmaxNmaxNmin重力荷載地震荷載1.3地震+1.2（重力荷載）左震右震左震右震NMM頂層柱G柱柱頂M62.68-29.8629.8636.39114.0387.274.1987.27N167.29-5.215.21193.98207.53226.24-0.85226.24柱底M-51.6024.43-24.43-30.16-93.69-73.423.43-73.42N184.45-5.215.21214.57228.12249.40-0.85249.40V184.45-5.215.21214.57228.12J柱柱頂M-46.15-34.8934.89-100.74-10.02-75.564.90-64.86N191.89-3.393.39225.86234.68169.39-0.85257.49柱底M45.5228.55-28.5591.7417.5168.814.0164.13N209.05-3.393.39246.45255.27184.84-0.85280.65V23.5116.27-16.2749.367.06四層柱G柱柱頂M-38.80-43.5943.599.65122.99108.239.6779.22N439.03-19.8319.83429.07480.63384.50-3.52526.11柱底M44.8237.33-37.33-11.95-109.00-95.928.28-72.27N456.19-19.8319.83449.66501.22400.98-3.52549.27V21.4420.75-20.75-5.54-59.48J柱柱頂M-38.80-47.2847.28-108.0214.90-95.0611.30-55.19N439.03-13.5413.54509.23544.44407.38-3.52605.08柱底M44.8247.28-47.28115.24-7.68101.419.6863.56N456.19-13.5413.54529.82565.03423.86-3.52628.24V21.4424.24-24.2457.25-5.79三層柱G柱柱頂M55.55-50.7050.700.75132.57116.6613.3979.50N590.7-39.739.7657.3760.4608.35-7.92825.90柱底M-49.9550.70-50.705.97-125.85-110.7513.39-71.65N607.89-39.6739.67677.90781.03624.83-7.92849.06V-27.0526.00-26.001.34-66.26J柱柱頂M-38.94-59.2459.24-123.7430.29-108.8915.64-55.30N686.2-25.825.8789.9857.0631.93-7.92952.74柱底M44.5259.24-59.24130.43-23.59114.7815.6463.15N703.39-25.8125.81810.51877.62648.41-7.92975.91V21.4030.38-30.3865.17-13.82二層柱G柱柱頂M57.45-57.8757.87-6.29144.16126.8617.0182.11N802.48-62.8362.83881.291044.65835.72-14.101125.77柱底M-59.6457.87-57.873.66-146.79-129.1717.01-85.19N819.64-62.8362.83901.881065.24852.19-14.101148.94V-30.0229.68-29.682.55-74.60J柱柱頂M-40.51-67.6267.62-136.5139.29-120.1319.88-57.46N933.37-40.8940.891066.891173.19853.51-14.101300.33柱底M52.3067.62-67.62150.66-25.14-132.58-19.8873.93N950.53-40.8940.891087.481193.79869.99-14.101323.50V950.53-40.8940.891087.481193.79底層柱G柱柱頂M38.78-77.3977.39-54.08147.15129.4922.9155.12N1037.65-94.8094.801121.951368.421094.74-22.101457.22柱底M-19.3994.59-94.5999.71-146.24-128.6928.01--27.56N1060.53-94.8094.801149.401395.881116.70-22.101488.11V23.8033.07-33.0729.57-56.42J柱柱頂M-22.26-84.4684.46-136.5083.09-120.1225.01-31.53N1208.72-60.4160.411371.931529.001097.54-22.101686.05柱底M11.13103.23-103.23147.55-120.84129.8430.5615.77N1231.60-60.4160.411399.381556.461119.51-22.101716.94V6.4236.09-36.0954.63-39.22注：表中的彎矩單位為，軸力單位為。5.截面設(shè)計(jì)5.1設(shè)計(jì)內(nèi)力1、梁設(shè)計(jì)內(nèi)力的選擇梁利用彎矩與剪力進(jìn)行截面設(shè)計(jì)，具體來說，利用彎矩設(shè)計(jì)縱向鋼筋，利用剪力設(shè)計(jì)箍筋。所以彎矩與剪力不需取同一組工況的內(nèi)力。分別取最大值為設(shè)計(jì)內(nèi)力即可。具體設(shè)計(jì)內(nèi)力的選擇見下文各個(gè)桿件截面設(shè)計(jì)。2、柱設(shè)計(jì)內(nèi)力的選擇柱利用彎矩與軸力進(jìn)行設(shè)計(jì)，兩者是耦合的，不可孤立的選擇，所以，兩者必須來自于同一種工況。究竟哪一種工況最危險(xiǎn)，需要借助于N－M包絡(luò)圖來判斷，必要時(shí)還要試算，哪一種配筋量大，那么這一組即為設(shè)計(jì)內(nèi)力。剪力用于設(shè)計(jì)箍筋，可以取自不同于彎矩和軸力的工況（即取最大值）。具體設(shè)計(jì)內(nèi)力的選擇見下文各個(gè)桿件截面設(shè)計(jì)。5.2梁截面設(shè)計(jì)設(shè)計(jì)思路：對(duì)于邊跨梁（因?yàn)楦鱾€(gè)梁截面計(jì)算方法相同，僅荷載不同，本文僅取屋面邊跨梁進(jìn)行計(jì)算，其余梁截面具體計(jì)算過程從略），首先利用跨中正彎矩設(shè)計(jì)值，以單筋T形截面來配置梁底縱筋（因?yàn)榭缰辛喉斬?fù)筋一般配置較少，以單筋截面設(shè)計(jì)帶來的誤差較?。?；然后根據(jù)“跨中梁底縱筋全部錨入支座”的原則確定支座的梁底縱筋，利用支座負(fù)彎矩設(shè)計(jì)值以雙筋矩形截面來配置梁頂縱筋?？v筋的截?cái)唷㈠^固以構(gòu)造要求確定。鋼筋采用電渣壓力焊接，所以不考慮鋼筋的搭接。然后按《高規(guī)》有關(guān)要求配置抗剪箍筋，驗(yàn)算梁抗剪承載力；對(duì)于中跨梁，因其跨中正彎矩較小，所以利用支座負(fù)彎矩設(shè)計(jì)值，以單筋T形截面來配置梁頂縱筋即可。其余操作同邊跨梁。（因計(jì)算方法一樣，本例只選取屋面第一跨框架梁進(jìn)行計(jì)算，其余梁配筋結(jié)果詳結(jié)構(gòu)圖）由以上荷載組合可知，第一跨屋面框架梁跨中彎矩應(yīng)取286.19KN/m2，梁左端彎矩-78.54KN/m2，剪力152.42KN，梁右端彎矩-112.18KN/m2，剪力161.65KN，具體計(jì)算結(jié)果如下:設(shè)計(jì)參數(shù)：梁砼：C30（fC=14.3KN/m2ft=1.43KN/m2）縱筋：HRB400（fy=360KN/m2）；箍筋：HPB300（fy=270KN/m2）；縱筋保護(hù)層厚：。梁的正截面受彎承載力計(jì)算從內(nèi)力組合表中分別選出屋面層第一跨跨間截面和支座截面的最不利內(nèi)力，并將支座中心處的彎矩?fù)Q算為支座邊緣控制截面的彎矩進(jìn)行配筋計(jì)算?？缰薪孛嬗?jì)算：286.19KN/m21.0×286.19/(1.0×14.3×250×6652)0.201=1.0×14.3×250×6652×0.201/360=1329mm2實(shí)配鋼筋3220.57%>0.2%滿足要求。第一跨梁左端支座截面計(jì)算：-78.54KN/m21.0×-78.54/(1.0×14.3×250×6652)-0.081=1.0×14.3×250×6652×-0.081/360=349mm2實(shí)配鋼筋3140.57%>0.2%滿足要求。第一跨梁右端支座截面計(jì)算：-112.18KN/m21.0×-112.18/(1.0×14.3×250×6652)-0.081=1.0×14.3×250×6652×-0.081/360=499mm2實(shí)配鋼筋3140.37%>0.2%滿足要求。梁斜截面受剪承載力計(jì)算同樣取屋面層第一跨梁進(jìn)行計(jì)算：驗(yàn)算梁截面尺寸0.25×14.3×250×665=594KN>152.42KN截面尺寸滿足要求。判別是否需要按計(jì)算配置腹筋0.7×1.0×1.43×250×665=166KN>152.42KN只配箍筋不配彎起鋼筋(152.42-166)/(1.25×270×665)=-0.062選直徑為8的箍筋，兩只箍，，，代入上式得S=-1613.053mm,按構(gòu)造要求進(jìn)行配筋Φ8@200配箍率=0.201%。且所選箍筋直徑和間距均符合構(gòu)造規(guī)定，故選Φ8@100箍筋。因篇幅有限，其余各層梁配筋計(jì)算結(jié)果具體詳結(jié)構(gòu)施工圖。5.3框架柱截面設(shè)計(jì)剪跨比和軸壓比驗(yàn)算下表給出了框架柱各層剪跨比和軸壓比計(jì)算結(jié)果，其中剪跨比也可取。表中的都不應(yīng)考慮承載力抗震調(diào)整系數(shù)。由下表可見，各柱的