.3.3.內(nèi)力組合（1）荷載效應(yīng)組合設(shè)計(jì)在進(jìn)行結(jié)構(gòu)設(shè)計(jì)時(shí)，荷載效應(yīng)設(shè)計(jì)值需要按照荷載的基本組合或者偶然組合進(jìn)行設(shè)計(jì)計(jì)算，按照規(guī)范要求，采取下列公式進(jìn)行計(jì)算：式中：——結(jié)構(gòu)重要性系數(shù)；——荷載組合的效應(yīng)設(shè)計(jì)值；——結(jié)構(gòu)構(gòu)件抗利的設(shè)計(jì)值；1）框架抗震設(shè)計(jì)時(shí)，一般應(yīng)考慮以下的基本組合：其表達(dá)式為：式中：S——結(jié)構(gòu)構(gòu)件內(nèi)力組合的設(shè)計(jì)值；——重力荷載分項(xiàng)系數(shù)，一般情況用1.2；——水平地震作用分項(xiàng)系數(shù)，取1.3；——重力荷載代表值的效應(yīng)；——水平地震作用標(biāo)準(zhǔn)值的效應(yīng)；（2）結(jié)構(gòu)設(shè)計(jì)時(shí)不考慮抗震計(jì)算時(shí)，按不同控制內(nèi)力進(jìn)行組合根據(jù)相關(guān)規(guī)范可知，本圖書(shū)館結(jié)構(gòu)組合內(nèi)力的形式主要有下列幾種（風(fēng)）（風(fēng)）（震）框架梁柱內(nèi)力組合見(jiàn)下表。表3.40框架梁內(nèi)力組合表層號(hào)截面內(nèi)力SGk①SGE②SQk③SW左④SE左⑤1.2①+1.4×0.7③±1.4④1.2①+1.4③±1.4×0.6④1.35①+1.4×0.7③1.2②±1.3S⑤MmBx對(duì)V‐MmBx對(duì)VVmBx對(duì)M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震6BD左M-69.16-96.79-29.483.181.81-107.43-111.88-121.59-124.26-122.26-113.80-116.15一-124.26-122.26V56.8456.5913.95-1.59-0.9279.6581.8886.4087.7490.4166.7167.91一87.7490.41BD中M7.7320.46-10.84-1.11-0.66-2.90-1.35-6.83-5.90-0.1923.6924.5523.69一一BD右M-73.17-101.91-31.61-5.53-3.12-126.52-118.78-136.70-132.06-129.76-126.35-122.29一-136.70-136.70V-58.62-58.87-14.89-1.14-0.92-86.53-84.94-92.15-91.19-93.73-71.84-70.64一-92.15-92.15DE左M-10.51-20.42-3.5312.789.251.82-16.07-6.82-17.55-17.65-12.48-24.50一-24.50-17.55V19.3419.3415.51-2.88-1.9934.3838.4142.5044.9241.3120.6223.21一23.2144.92DE中M0.73-9.19-1.8300-0.92-0.92-1.69-1.69-0.81-11.03-11.03一-11.03一DE右M-10.51-20.42-3.53-12.78-7.18-33.96-16.07-28.29-17.55-17.65-33.84-24.50一-33.96-28.29V-19.34-19.34-15.51-2.88-8.89-42.44-38.41-47.34-44.92-41.31-34.77-23.21一-42.44-47.341BD左M-59.79-87.76-21.3119.899.57-64.79-92.63-84.87-101.58-101.60-92.87-105.31一-105.31-101.60V77.6374.0735.39-6.9-2.78118.18127.84136.91142.70139.4885.2788.88一88.88139.48BD中M45.3811.9626.461.242.0682.1280.3992.5491.5087.1917.0314.3592.54一一BD右M-65.47-86.3848.7-17.42-2.67-55.23-30.84-25.02-10.38-40.66-107.13-103.66一-107.13-25.02V-80.15-77.45-36.71-6.9-12.05-141.82-132.16-153.37-147.57-144.18-108.61-92.94一-108.61-153.37DE左M-15.47-22.94-5.2647.3113.7642.52-23.7213.81-25.93-26.04-9.64-27.53一-27.53-25.93V12.9821.5911.27-12.15-2.789.6126.6221.1531.3528.5722.2925.91一25.9131.35DE中M-11.47-16.281.2950.95058.83-12.5030.84-11.96-14.22-19.54-19.54-19.54一一DE右M-12.81-22.94-5.2654.6-13.3455.91-20.5323.13-22.74-22.45-44.87-27.53一-44.8755.91表3.39框架柱內(nèi)力組合表柱類(lèi)型層號(hào)截面內(nèi)力SGk①SGE②SQk③SW左④SE左⑤1.2①+1.4×0.7③±1.4④1.2①+1.4③k+1.4×0.6④1.35①+1.4×0.7③1.2②±1.3⑤NmBx對(duì)M、VNmin對(duì)M、VMmBx對(duì)N、VVmBx對(duì)M、V左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震B(yǎng)柱頂層柱頂M-67.43-68.37-24.812.7514.50-101.38-109.08-113.34-117.96-115.34-63.19-100.89-115.34-63.19-117.96-113.34V32.9834.9912.360.975.1253.0550.3357.6956.0756.6448.6435.3356.6448.6456.0757.69N201.66201.7755.03-0.53-2.81295.18296.66318.59319.48326.17238.47245.78326.17238.47319.48318.59柱底M51.2857.6119.68-0.75-3.9479.7781.8788.4689.7288.5164.0174.2588.5164.0189.7288.46V32.9834.9912.360.975.1253.0550.3357.6956.0756.6448.6435.3356.6448.6456.0757.69N235.54235.2155.03-0.53-2.81335.84337.32359.24360.14371.91278.60285.91371.91278.60360.14359.24底層柱頂M-31.36-37.56-12.366.2920.30-40.94-58.55-49.65-60.22-54.45-18.68-71.46-54.45-18.68-71.46-18.68V10.2312.254.038.2726.7127.804.6524.8610.9717.7649.42-20.0217.7649.42-20.0249.42N1320.311490.83400.22-13.03-52.611958.351994.832133.732155.632174.631720.601857.392174.631720.601857.391720.60柱底M15.6818.786.18-31.77-102.58-19.6169.350.7854.1527.22-110.82155.8927.22-110.82155.89-110.82V10.2312.254.038.2726.7127.804.6524.8610.9717.7649.42-20.0217.7649.42-20.0249.42N1363.601540.07400.22-13.03-52.612010.292046.782185.682207.572233.081779.691916.482233.081779.691916.481779.69續(xù)表3.41柱類(lèi)型層號(hào)截面內(nèi)力SGE②SQk③SW左④SE左⑤1.2①+1.4×0.7③±1.4④1.2①+1.4③k+1.4×0.6④1.35①+1.4×0.7③1.2②±1.3⑤NmBx對(duì)M、VNmin對(duì)M、VMmBx對(duì)N、VVmBx對(duì)M、V左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震D柱頂層柱頂M-67.43-68.37-24.812.7514.50-101.38-109.08-113.34-117.96-115.34-63.19-100.89-115.34-63.19-117.96-113.34V32.9834.9912.360.975.1253.0550.3357.6956.0756.6448.6435.3356.6448.6456.0757.69N201.66201.7755.03-0.53-2.81295.18296.66318.59319.48326.17238.47245.78326.17238.47319.48318.59柱底M51.2857.6119.68-0.75-3.9479.7781.8788.4689.7288.5164.0174.2588.5164.0189.7288.46V32.9834.9912.360.975.1253.0550.3357.6956.0756.6448.6435.3356.6448.6456.0757.69N235.54235.2155.03-0.53-2.81335.84337.32359.24360.14371.91278.60285.91371.91278.60360.14359.24底層柱頂M-31.36-37.56-12.366.2920.30-40.94-58.55-49.65-60.22-54.45-18.68-71.46-54.45-18.68-71.46-18.68V10.2312.254.038.2726.7127.804.6524.8610.9717.7649.42-20.0217.7649.42-20.0249.42N1320.311490.83400.22-13.03-52.611958.351994.832133.732155.632174.631720.601857.392174.631720.601857.391720.60柱底M15.6818.786.18-31.77-102.58-19.6169.350.7854.1527.22-110.82155.8927.22-110.82155.89-110.82V10.2312.254.038.2726.7127.804.6524.8610.9717.7649.42-20.0217.7649.42-20.0249.42N1363.601540.07400.22-13.03-52.612010.292046.782185.682207.572233.081779.691916.482233.081779.691916.481779.693.4梁、柱、基礎(chǔ)、樓梯構(gòu)件截面設(shè)計(jì)3.4.1框架梁截面配筋設(shè)計(jì)計(jì)算框架梁截面設(shè)計(jì)計(jì)算以底層邊跨作為計(jì)算案例，其他截面詳見(jiàn)表3.42、表3.43。由于此設(shè)計(jì)按四級(jí)框架設(shè)計(jì)，不考慮強(qiáng)剪弱彎抗震設(shè)計(jì)。1.在內(nèi)力組合表格中選取最不利內(nèi)力組合通過(guò)查上文表可知，截面最不利內(nèi)力組合底層邊跨梁BD左端彎矩與剪力底層邊跨梁BD跨中彎矩底層邊跨梁BD右端彎矩與剪力進(jìn)行抗震計(jì)算時(shí)，需對(duì)梁端彎矩進(jìn)行調(diào)整，通過(guò)查閱《建筑抗震設(shè)計(jì)規(guī)范》可知，梁截面分項(xiàng)系數(shù)取值為0.75。2.框架梁正截面配筋設(shè)計(jì)（支座處截面按矩形截面設(shè)計(jì)，梁跨中截面按T形設(shè)計(jì)）（1）計(jì)算底層邊跨框架梁B支座截面彎矩調(diào)整，，（2）計(jì)算底層框架梁邊跨D支座截面（300×600）彎矩調(diào)整（3）計(jì)算底層框架梁邊跨跨中截面（300×600）（跨中截面按T形截面計(jì)算）彎矩調(diào)整根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》，梁的當(dāng)滿足設(shè)計(jì)要求，取翼緣寬度最小值其中，，不需要所以，按照計(jì)算結(jié)果判斷T形截面：綜上可得，跨中截面屬于第一類(lèi)T形截面。截面配筋計(jì)算3.斜截面配筋計(jì)算（1）底層邊跨框架梁B支座截面設(shè)計(jì)計(jì)算，剪力調(diào)整符合設(shè)計(jì)要求按照構(gòu)造配筋：（2）底層邊跨框架梁D支座截面設(shè)計(jì)計(jì)算，剪力調(diào)整以上結(jié)果滿足斜截面設(shè)計(jì)的最小截面尺寸要求。按照構(gòu)造配筋：4.驗(yàn)算裂縫選取底層邊跨跨中截面進(jìn)行截面裂縫寬度驗(yàn)算設(shè)計(jì)采用鋼筋應(yīng)力實(shí)際選用受拉混凝土截面面積：實(shí)際選用有效配筋率：綜上可得所選鋼筋應(yīng)變不均勻系數(shù)：受力特征系數(shù)：，正截面：，滿足規(guī)范要求。

表3.40梁正截面構(gòu)造配筋計(jì)算層間支座處計(jì)算（矩形截面）頂層梁位置BDDEBDDE-124.26-132.06-24.50-33.84-93.20-99.05-18.38-25.380.06810.07230.01340.01850.07050.07510.01350.01873173376184360360360360實(shí)配鋼筋/615615615615414414414414底層-101.60-107.13-27.53-44.87-76.2-80.35-20.65-33.650.05560.05870.01510.02460.05730.06050.01520.024925727268112360360360360804804804804416416416416

層間跨中處計(jì)算（T形截面）頂層梁位置BDDE24.6693.5517.7466.451472.9736.45T形截面判斷ⅠⅠ0.000190.001510.000190.0015211.269360360實(shí)配鋼筋/803.85803.85416416底層92.5458.8369.4144.121472.9736.45T形截面ⅠⅠ0.00130.000930.00130.00093532.1753.10360.00360.00實(shí)配鋼筋/803.85803.85416416

表3.41梁斜截面配筋構(gòu)造計(jì)算層間頂層底層計(jì)算公式頂層邊跨框架梁BD頂層中間跨框架梁DE底層邊跨框架梁BD底層中間跨框架梁DEBDDEBDDE截90.41-93.7344.92-47.34142.70-153.3731.35-54.2776.85-79.6738.18-40.24121.30-130.3626.65-46.13截面尺寸要求滿足要求滿足要求滿足要求滿足要求滿足要求滿足要求滿足要求滿足要求169.68169.68169.68169.68169.68169.68169.68169.68是否構(gòu)造配箍按構(gòu)造配筋按構(gòu)造配筋按構(gòu)造配筋按構(gòu)造配筋按構(gòu)造配筋按構(gòu)造配筋按構(gòu)造配筋按構(gòu)造配筋取雙肢箍2ф82ф82ф82ф82ф82ф82ф82ф8實(shí)配筋非加密區(qū)200200200200200200200200加密區(qū)1501501501501501501501500.00130.00130.00130.00130.00130.00130.00130.00130.00170.00170.00170.00170.00170.00170.00170.0017

3.4.2框架柱截面配筋構(gòu)造設(shè)計(jì)查閱《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》可得以下設(shè)計(jì)數(shù)據(jù)，，，框架柱截面配筋構(gòu)造設(shè)計(jì)選取底層邊柱為計(jì)算案例，其余柱配筋見(jiàn)下表從施工便利角度考慮，柱截面選用對(duì)稱(chēng)配筋，，1．框架柱正截面受壓承載力構(gòu)造設(shè)計(jì)（1）內(nèi)力選擇第一組：第二組：查《建筑抗震設(shè)計(jì)規(guī)范》結(jié)構(gòu)抗震設(shè)計(jì)等級(jí)，結(jié)構(gòu)增大系數(shù)為1.2即：第一組設(shè)計(jì)值調(diào)整為：第二組設(shè)計(jì)值調(diào)整為：從上可得：計(jì)算軸壓比：通過(guò)查閱《建筑抗?fàn)幵O(shè)計(jì)規(guī)范》表5.4.2可知，當(dāng)μN(yùn)>0.15時(shí)，截面在受到偏心受壓柱端彎矩左右時(shí)需乘調(diào)整系數(shù)（0.8截面相關(guān)尺寸驗(yàn)算取，<4設(shè)計(jì)滿足規(guī)范要求

1）第一組最不利組合首先對(duì)構(gòu)件是否需要考慮附加彎矩作用的影響進(jìn)行判斷：桿端彎矩比計(jì)算截面回轉(zhuǎn)半徑計(jì)算長(zhǎng)細(xì)比計(jì)算軸壓比計(jì)算，滿足要求。通過(guò)以上計(jì)算可知，框架柱截面設(shè)計(jì)時(shí)自身?yè)锨冃螌?duì)內(nèi)力計(jì)算的影響可不考慮，取考慮對(duì)稱(chēng)結(jié)構(gòu)配筋，所以，以上計(jì)算結(jié)果可得，結(jié)構(gòu)配筋滿足對(duì)稱(chēng)配筋小偏心條件。 2）第二組最不利組合首先對(duì)構(gòu)件是否需要考慮附加彎矩作用的影響進(jìn)行判斷：桿端彎矩比計(jì)算柱截面回轉(zhuǎn)半徑計(jì)算柱長(zhǎng)細(xì)比計(jì)算柱軸壓比計(jì)算通過(guò)以上計(jì)算可知，框架柱截面設(shè)計(jì)時(shí)自身?yè)锨冃螌?duì)內(nèi)力計(jì)算的影響可不考慮，取/m由于考慮到施工便利，結(jié)構(gòu)設(shè)計(jì)為對(duì)稱(chēng)配筋，以上計(jì)算結(jié)果可得，結(jié)構(gòu)配筋滿足對(duì)稱(chēng)配筋小偏心條件。綜合考慮結(jié)構(gòu)縱向受力鋼筋類(lèi)型，選擇取最小配筋率鋼筋用量， 每側(cè)選取414(2）受壓承載力驗(yàn)算底層框架邊柱D：由以上結(jié)果可知，滿足設(shè)計(jì)要求。2.框架柱斜截面配筋構(gòu)造設(shè)計(jì)框架柱斜截面設(shè)計(jì)依據(jù)是最大剪力的內(nèi)力組合，從上表可查詢(xún)到相關(guān)數(shù)據(jù)根據(jù)《高層混凝土結(jié)構(gòu)設(shè)計(jì)技術(shù)規(guī)程》規(guī)定，需要對(duì)最不利剪力進(jìn)行調(diào)整以滿足強(qiáng)剪弱彎的構(gòu)造設(shè)計(jì)要求。在四級(jí)地震荷載作用下，框架柱結(jié)構(gòu)底端端彎矩需要擴(kuò)大1.2倍。對(duì)剪力進(jìn)行調(diào)整得：因?yàn)榧艨绫龋航?jīng)過(guò)調(diào)整后的剪力：因此，斜截面不會(huì)出現(xiàn)斜壓破壞的情況。，取，斜截面按構(gòu)造要求選配鋼筋。選取加密區(qū)4ф10@100，，非加密區(qū)4ф10@200，底層底層框架柱邊柱B柱：，可不驗(yàn)算裂縫寬度。表3.42框架柱截面配筋設(shè)計(jì)（頂層）柱名稱(chēng)頂層邊柱頂層中間柱b×h組合類(lèi)別最不利第一組最不利第二組最不利第一組最不利第二組最不利組合M上M下-82.1978.26-88.3380.4956.77-67.3578.84-62.71NV369.8141.80348.9439.97512.39-27.85440.03-14.710.001<0.150.001<0.150.003<0.150.015<0.15M上M下-61.6458.70-66.2560.3742.58-50.5159.13-47.03M1/M2是否小于0.9-1.05-1.09-0.84-1.25是是是是lE/i42.542.542.542.534-12M1/M246.6447.0844.0849是否考慮二階效應(yīng)否否否否e0=M/N(mm)222.24253.14110.79179.16242.24273.14130.79199.16ND判斷大小偏心大大大大e=ei+h/2-As357.98372.57268.58326.170.0740.0710.0710.063一一一一-175<0-177<0-359<0-178<0最小配筋面積990990990990實(shí)配鋼筋418418418418實(shí)配鋼筋面積1017101710171017表3.43框架柱截面配筋設(shè)計(jì)（底層）柱名稱(chēng)頂層邊柱頂層中間柱b×h組合類(lèi)別最不利第一組最不利第二組最不利第一組最不利第二組最不利組合M上M下-49.9353.32-63.3368.8839.74-54.8127.77-54.81NV1595.3714.131646.217.142129.63-16.462196.78-24.79柱下端彎矩*增大系數(shù)1.2M下63.9782.6665.7765.770.46>0.150.40>0.150.65>0.150.49>0.15M上M下-41.6825.02-64.29136.13-11.9742.57104.35-141.74M1/M2是否小于0.9-0.60-0.47-0.28<-0.740.460.400.650.49<lE/i30.6430.6430.6430.6434-12M1/M241.2339.6737.3242.89是否考慮二階效應(yīng)不考慮不考慮不考慮不考慮e0=M/N(mm)15.9358.3111.8749.4235.9378.3131.8769.42ND判斷大小偏心小小小小e=ei+h/2-Bs294.93337.31290.87328.420.3670.1340.6570.423-495<0725-1707<0-1264<0最小配筋面積990990990990實(shí)配鋼筋418418418418實(shí)配鋼筋面積1017101710171017表3.44框架柱斜截面配筋設(shè)計(jì)柱名稱(chēng)BD層間頂層底層頂層底層-114.51-7.1815.84-74.1388.53-98.54-26.64120.78調(diào)整后88.53-118.22-26.64145.4859.8325.8513.5346.192.673.033.033.03(0.85)50.9321.9211.5539.261402.801402.801402.801402.80N454.912255.42425.423345.651813.611813.611813.611813.61452.961813.62426.431813.61285.45367.03261.63377.05是否大于大于大于大于大于是否按構(gòu)造配筋即可構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋實(shí)際配筋

3.4.3基礎(chǔ)設(shè)計(jì)計(jì)算1.基礎(chǔ)設(shè)計(jì)相關(guān)地質(zhì)條件預(yù)計(jì)建設(shè)項(xiàng)目所在地場(chǎng)地條件：建筑場(chǎng)地為二類(lèi)，地下水位在地表之下約5m位置，從自然土表面往下越2m為黏性填土層，，e=0.7，IL=0.75，容許承載力取值為，從自然土層往下6m,土層是粉質(zhì)土，2.設(shè)計(jì)計(jì)算基礎(chǔ)面積和配筋設(shè)計(jì)以底層邊柱A柱為例。根據(jù)上述地質(zhì)條件，按照構(gòu)造條件確定基礎(chǔ)尺寸和內(nèi)部構(gòu)造要求，采用C30混凝土，HRB400鋼筋，100mm混凝土墊層，最終地基土壓力設(shè)計(jì)。根據(jù)上述地質(zhì)條件，黏性土，e=0.7，IL=0.75，查閱相關(guān)表格得，，假設(shè)b<3m，則：通過(guò)查詢(xún)內(nèi)力組合表，選取最不利荷載組合。因此B柱基底壓力標(biāo)準(zhǔn)值為：基底面積估算由于結(jié)構(gòu)是偏心受壓，按軸心受壓設(shè)計(jì)得到的基礎(chǔ)面積增大1.2倍。故：取，A=8.52m2由于b=3.4m>3m，再一次對(duì)進(jìn)行修正（3）驗(yàn)算地基持力層向下開(kāi)挖深度偏心距的計(jì)算：計(jì)算得出基地土壓力：計(jì)算基礎(chǔ)底面平均土壓力通過(guò)上面的計(jì)算，滿足設(shè)計(jì)要求。計(jì)算基礎(chǔ)配筋兩邊設(shè)計(jì)選用14@100；3.4.4樓梯結(jié)構(gòu)配筋計(jì)算根據(jù)實(shí)際情況，樓梯選用整體現(xiàn)澆式，選用C30混凝土澆筑，在樓梯結(jié)構(gòu)表面部分有大約30mm的水磨石，底部有20mm的抹灰，計(jì)算簡(jiǎn)圖如下所示圖3.27樓梯詳圖1.樓梯間踏步設(shè)計(jì)1）計(jì)算用到相關(guān)取值，。則截面平均高2）結(jié)構(gòu)荷載統(tǒng)計(jì)與計(jì)算①樓梯結(jié)構(gòu)恒荷載計(jì)算=梯段板自重荷載+踏步自重荷載+結(jié)構(gòu)抹灰層梯段板荷載（自重）：水磨石踏步（自重）：板底抹灰（自重）：總計(jì)：②樓梯結(jié)構(gòu)活荷載計(jì)算：③荷載組合（總共豎向荷載）：2）跨中彎矩的計(jì)算由此可得：3）截面配筋計(jì)算斜板有效高度：綜上可得，樓梯結(jié)構(gòu)選取28@250mm，As=101mm2。2.平臺(tái)板構(gòu)造配筋設(shè)計(jì)（1）結(jié)構(gòu)荷載統(tǒng)計(jì)與計(jì)算平臺(tái)自重荷載：水磨石結(jié)構(gòu)面：結(jié)構(gòu)抹灰層：1.2×1m×0.02m×12kN/m3=0.29合計(jì)：=4.07②平臺(tái)板處活荷載計(jì)算：③豎向荷載內(nèi)力組合：（2）跨中彎矩的計(jì)算跨中彎矩計(jì)算跨度：跨中彎矩計(jì)算設(shè)計(jì)值：平臺(tái)板有效高度：=0.002×1000×100=200mm2。故平臺(tái)板應(yīng)按構(gòu)造配筋，選配8@200mm，Bs=252mm2。3.樓梯斜梁荷載板傳荷載1/2×2.91×1.625m/0.28m=8.44梁體自重抹灰層總計(jì)g+q=10.012）平臺(tái)截面內(nèi)力計(jì)算斜梁跨中截面彎矩及支座截面剪力分別為：截面承載力計(jì)算按梁的跨度考慮：按翼緣寬度考慮：按翼緣高度考慮：?。菏紫劝吹谝活?lèi)T形截面進(jìn)行試算:結(jié)構(gòu)確實(shí)為第一類(lèi)截面，故選配210，As=157mm2。4.平臺(tái)梁設(shè)計(jì)1）截面尺寸平臺(tái)梁計(jì)算跨度：平臺(tái)梁高：h=400mm，寬：D=200mm2）荷載計(jì)算樓板傳：平臺(tái)板傳：平臺(tái)梁重：梁側(cè)抹灰：合計(jì)：3）截面構(gòu)造配筋計(jì)算跨中最大彎矩設(shè)計(jì)值:支座處剪力設(shè)計(jì)值：構(gòu)件截面設(shè)計(jì)平臺(tái)梁采用L形（倒）進(jìn)行計(jì)算：；；選擇采用受壓翼緣寬度：；選擇采用平臺(tái)梁高度：假定截面計(jì)算按照第一類(lèi)T形截面進(jìn)行設(shè)計(jì)計(jì)算。綜上可知，截面為第一類(lèi)T形截面，查閱相關(guān)規(guī)范，依據(jù)實(shí)際情況選選擇鋼筋212，As=226mm2。選擇采用雙肢箍。

結(jié)論本次畢業(yè)設(shè)計(jì)的題目為永州市一中圖書(shū)館設(shè)計(jì)，根據(jù)實(shí)際情況和任務(wù)書(shū)的要求，完成設(shè)計(jì)制作任務(wù)?？蚣芙Y(jié)構(gòu)的諸多優(yōu)點(diǎn)符合本次圖書(shū)館設(shè)計(jì)的要求。在設(shè)計(jì)進(jìn)行的過(guò)程中，離不開(kāi)所學(xué)到的知識(shí)的綜合運(yùn)用。選取一榀框架作為手算對(duì)象，進(jìn)行手算。畢業(yè)設(shè)計(jì)的完成過(guò)程是一次從理論到實(shí)踐的過(guò)程，書(shū)本上的抽象知識(shí)到畢業(yè)設(shè)計(jì)成果的的輸出，同時(shí)發(fā)現(xiàn)自己學(xué)習(xí)的知識(shí)的能力也存在諸多不足，對(duì)于計(jì)算過(guò)程中涉及的理論和概念還不是很熟悉，公式中的一些參數(shù)和取值范圍了解也不夠充分，對(duì)于結(jié)構(gòu)計(jì)算方面的理解還需要進(jìn)一步加深。建筑設(shè)計(jì)部分，首先確定所設(shè)計(jì)的建筑類(lèi)型是公共建筑，通過(guò)網(wǎng)絡(luò)搜集做設(shè)計(jì)的靈感和思路，瀏覽國(guó)內(nèi)外優(yōu)秀的成果尋找經(jīng)驗(yàn)，通過(guò)詢(xún)問(wèn)老師和往屆學(xué)長(zhǎng)了解畢業(yè)設(shè)計(jì)的要求，完成設(shè)計(jì)框