【正文】 南陽市教育局辦公樓設(shè)計 I 南陽市教育局辦公樓設(shè)計 土木工程專業(yè) xxx ［摘 要］ 南陽市教育局?jǐn)M建六層辦公樓，鋼筋混凝土框架體系，建筑面積為7113 2m 。本建筑物防火等級為二級，抗震設(shè)防烈度為 7 度，框架抗震等級為三級。 結(jié)構(gòu)設(shè)計是建筑工程專業(yè)的重點，本設(shè)計的主要內(nèi)容有：荷載計算與內(nèi)力計算，水平地震作用計算，框架梁柱設(shè)計及基礎(chǔ)設(shè)計；豎向荷載內(nèi)力計算采用彎矩分配法，水平荷載內(nèi)力計算采用“ D 值法”；內(nèi)力組合之后進(jìn)行截面設(shè)計，采用“ PKPM”進(jìn)行了電算，電算結(jié)果和手算結(jié)果基本吻合； 本工程可用于實際工程施工。 ［關(guān)鍵詞］ 內(nèi)力組合；截面設(shè)計；基礎(chǔ)設(shè)計 南陽市教育局辦公樓設(shè)計 II The Design For The Education Bureau Office Building Of The Nanyang City Civil Engineering Major Wang Shengming Abstract: The Education Bureau of Nanyang City proposes to construct a sixstory office building with reinforced concrete frame system. And its construction area is 7113 square meters. The fireprotection level is ranked two, the earthquakeprotected intensity is graded seven, and the earthquakeresistant level is graded three. Structure design is an emphasis of the architecture speciality. The main of this design includes such contents as loads putation and internal force putation, horizontal earthquake action puting, inner force of lateral frame analysis and bination, frame and foundation design. Inner forces of vertical load are putated by the method of moment distribution, inner forces of horizontal load are putated by “D value method”.Following the inner force putation the cross section design is carried out. The design is also putated by “PKPM”, the “PKPM”results is consistent with the hand putation results. This project can be used for practical engineering construction. Key words: the inner forces putation。 the cross section design。 foundation design。 南陽市教育局辦公樓設(shè)計 III 目 錄 1 建筑設(shè)計 ................................................................ 6 工程概況 .............................................................. 6 2 結(jié)構(gòu)設(shè)計概況 ............................................................ 8 基本資料 ............................................................ 8 結(jié)構(gòu)選型及結(jié)構(gòu)材料 .................................................. 8 結(jié)構(gòu)體系選型 .................................................... 8 其他結(jié)構(gòu)選項 .................................................... 8 材料 ............................................................ 8 設(shè)計依據(jù) ............................................................ 9 結(jié)構(gòu)的計算說明 ...................................................... 9 結(jié)構(gòu)的設(shè)計內(nèi)容 .................................................. 9 本結(jié)構(gòu)計算的特別說明 ............................................ 9 3 結(jié)構(gòu)布置及計算單元的確定 ............................................... 10 柱網(wǎng)布置及結(jié)構(gòu)平面布置圖 ........................................... 10 結(jié)構(gòu)設(shè)計 ........................................................... 10 結(jié)構(gòu)布置及計算簡圖的確定及選擇柱網(wǎng)布置 ......................... 10 材料選擇 ....................................................... 10 框架梁、柱截面尺寸初估 ......................................... 10 結(jié)構(gòu)計算簡圖 ................................................... 12 4 剛度計算 ............................................................... 13 框架梁、柱的線剛度計算 ............................................. 13 框架梁的線剛度 ................................................. 13 框架柱的線剛度 ................................................. 13 各層柱橫向側(cè)移剛度計算 ............................................. 13 5 荷載及重力荷載代表值計算 ............................................... 15 屋面及樓面永久荷載標(biāo)準(zhǔn)值計算 ....................................... 15 屋面及樓面可變荷載標(biāo)準(zhǔn)值計算 ....................................... 16 樓梯梯段永久荷載標(biāo)準(zhǔn)值計算 ......................................... 16 梁、柱重力荷載代表值計算 ........................................... 16 墻體重力荷載代表值計算 ............................................. 17 墻體永久荷載標(biāo)準(zhǔn)值計算 ......................................... 17 各樓層各類填充墻體長度、高度計算 ............................... 17 各樓層中門、窗、洞口等面積及門、窗重力荷載計算 ................. 18 填充墻重力荷載計算 ............................................. 20 總重力荷載代表值計算 ........................................... 20 6 橫向水平地震作用及內(nèi)力計算 ............................................. 22 南陽市教育局辦公樓設(shè)計 IV 橫向結(jié)構(gòu)自振周期計算 ............................................... 22 橫向水平地震作用標(biāo)準(zhǔn)值及位移計算 ................................... 22 橫向水平地震作用標(biāo)準(zhǔn)值計算 ..................................... 22 橫向水平地震作用下水平位移計算 ................................. 23 內(nèi)力計算 ....................................................... 23 7 橫向風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力及側(cè)移計算 ................................. 25 風(fēng)荷載標(biāo)準(zhǔn)值計算 ................................................... 25 橫向風(fēng)荷載作用下水平位移計算 ....................................... 26 橫向風(fēng)荷載作用下框架內(nèi)力計算 (D 值法 ) ................................ 26 8 豎向荷載作用下橫向框架結(jié)構(gòu)內(nèi)力計算 ..................................... 28 計算單元的確定 ..................................................... 28 圖 81 計算 簡圖 ........................................................ 28 荷載計算 ........................................................... 28 恒載計算 ....................................................... 28 框架計算單元的活荷載計算 ....................................... 30 豎向荷載的內(nèi)力計算 ................................................. 31 恒荷載作用 8 軸線上這榀框架梁柱的內(nèi)力計算 (分層法 ) ............... 31 計算恒荷載作用下固端彎矩 ....................................... 33 用彎矩二次分配法來計算恒載作用下的梁端、柱端彎矩 ............... 34 計算恒載和活載作用下梁端剪力和柱軸力 ........................... 36 計算活荷載作用下固端彎矩 ....................................... 38 用彎矩二次分配法來計算活荷載下的梁端、柱端彎矩 ................. 40 計算活荷載作用下梁端剪力和柱軸力 ............................... 41 9 框架內(nèi)力組合 ........................................................... 44 結(jié)構(gòu)抗震等級 ....................................................... 44 框架梁內(nèi)力組合 ..................................................... 44 作用效應(yīng)組合 ................................................... 44 承載力抗震調(diào)整系數(shù) ............................................. 44 彎矩調(diào)幅 ....................................................... 44 梁內(nèi)力組合 ..................................................... 46 梁端剪力調(diào)整 ................................................... 46