【《格爾木市第二中學宿舍樓設計》17000字（論文）】

格爾木市第二中學宿舍樓設計摘要 11建筑設計 31.1工程資料 31.2總平面設計 31.3柱網選擇平面設計及交通組織設計 31.4剖面及立面設計 42構件尺寸確定 52.1樓板厚度 52.2材料選用 52.3構件尺寸確定 53建筑做法選取 73.1外墻面做法 73.2內墻面做法 73.3屋面做法 73.4地面做法 83.5樓面做法 83.6樓梯做法 83.7臺階做法 93.8散水做法 93.9坡道做法 94荷載計算 104.1屋面荷載 104.2樓面荷載 104.3樓道荷載 114.4墻面荷載 114.4.1外墻面荷載計算 114.4.2內墻面荷載計算 124.5樓梯荷載 124.6柱荷載 134.7活荷載 134.8梁荷載計算 134.9墻體荷載計算 145重力荷載代表值計算 145.1四層重力荷載代表值計算 155.2三層重力荷載代表值計算 155.3二層重力荷載代表值計算 155.4一層重力荷載代表值計算 165.5重力荷載代表值匯總 176結構計算 186.1一榀框架的選取及計算簡圖 186.2梁線剛度計算 196.3柱線剛度計算 197水平地震作用計算 197.1底部剪力法 197.1.1采用D值法計算構件內力 217.1.2反彎點高度確定 217.2水平地震作用下柱端彎矩及剪力值計算 237.3水平地震作用下梁剪力及柱軸力計算 258風荷載標準值計算 268.1風荷載標準值計算 278.1.1風荷載作用下柱端彎矩及剪力計算 278.1.2風荷載作用下梁剪力及柱軸力計算 299豎向荷載分布計算 309.1橫向框架單元計算 319.1.1恒載計算 319.1.2活載計算 3310框架內力計算 3610.1豎向橫載作用下的內力分析 3610.2橫載作用下固端彎矩計算 3610.3活載作用下固端彎矩計算 3711梁端彎矩調幅 4711.1橫載作用下梁端彎矩調幅 4711.2活載作用下梁端彎矩調幅 4811.3內力組合 4912延性框架設計 5712.1“強柱弱梁” 5713結構配筋計算 5813.1框架梁配筋計算 5813.1.1框架梁正截面受彎承載力計算 5813.1.2框架梁斜截面受彎承載力計算 6313.2雙向板配筋計算 6813.3框架柱配筋計算 6913.3.1框架柱正截面設計 6913.3.2框架柱斜截面設計 7314基礎設計 7414.1工程地質條件 7414.2確定基礎埋深 7414.3確定承載力特征值 7414.4D軸柱下基礎設計 7414.5C、B柱下雙柱聯合基礎設計 7814.6地梁設計 8217樓梯設計 8317.1樓梯梯斷斜板設計 8317.2平臺板設計 8517.3平臺梁設計 85參考文獻 873摘要摘要：格爾木市第二中學宿舍樓，本建筑共4層，高14.4米，總建筑面積為3432.48平方米，設計使用年限為50年。設計采用現澆鋼筋混凝土框架結構，本次設計讓我對建筑圖繪制和結構設計計算結構圖繪制有了進一步的了解。本次設計主要包括：建筑施工圖繪制、結構計算書和結構施工圖繪制。一、建筑施工圖繪制：設計前期尋找好的宿舍樓建筑設計方案作為參考，同時，查閱當地環境圖片資料，對當地中學建筑風格進行深入了解，對當地中學宿舍樓的設計理念進行探究，最后，結合所學知識初步確定建筑方案，經指導老師初審完成通過后，繪制平面圖、立面圖、剖面圖及樓梯和衛生間詳圖。通多與指導老師頻繁的溝通和整改，使其能夠在滿足使用功能要求的同時更加簡單、美觀，讓人看起來更加舒適溫馨。二、結構計算：確定結構中各構件做法并計算荷載，查閱活荷載，對框架在水平地震荷載、風荷載以及豎向荷載作用下的內力進行計算，在計算豎向荷載作用下內力時，采用底部剪力法、彎矩二次分配法，水平荷載作用下采用D值法進行計算。三、結構施工圖繪制：運用盈建科、PKPM等結構計算軟件進行建模并繪制結構施工圖，出圖前檢查并解決各構件配筋方面出現的問題；清理圖面，避免出現標注重疊問題，最后，用平法標注繪制出結構施工圖。關鍵詞：宿舍樓、建筑設計、結構設計、施工圖、現澆鋼筋混凝土框架結構

1建筑設計1.1工程資料1.1.1工程概況本次設計名稱為格爾木市第二中學宿舍樓設計，位于格爾木市某學校院內，宿舍樓共四層首層層高為5.5m、二層~四層3.6m，宿舍樓總高14.4m，宿舍樓建筑面積為3432.48m2。所采用的結構形式為：全現澆鋼筋混凝土框架結構，該選址交通方便、地勢平坦開闊、無不良地質災害現象。1.1.2工程地質條件1.擬建地層自上而下分布有雜填土，圓礫層。自然地表1.0-1.4m內為雜填土，雜填土下層為6.6-14.5m厚的圓礫層。礫砂層地基承載力標準值為300kN/m22.地下水位：7.0m—7.8m內未見遇地下水，可不考慮地下水對基礎腐蝕性的影響。3.最大凍深為：；標準凍深為：4.基本風壓：5.基本雪壓：6.抗震設防烈度：1.2總平面圖根據《中小學宿舍樓設計規范》中的要求，對格爾木宿舍樓的總平面圖進行布置，滿足學校規劃的要求，同時合理的規劃宿舍樓前的交通路線，使整體協調規整，宿舍樓坐南朝北，以此保證了宿舍樓的采光，總平面圖中和理的布置了綠化，在保證了綠化率的同時給中學生提供一個良好的住宿條件。1.3柱網的確定為了滿足建筑物的使用功能；確定軸網尺寸為7.2m×6.6m，樓梯間根據《建筑設計防火規范》的要求；確定軸網尺寸為2.7m×7.2m。本次建筑功能用房主要為宿舍。樓梯位于走廊東西兩側，方便發生緊急情況時學生的疏散。兩端都設有衛生間和盥洗室。首層外墻向外突出1200mm的散水。為了滿足現代化宿舍的要求，對本次所要設計的宿舍樓的使用功能和人性化的要求進行詳細的研究，本此設計中采用一條走廊貫通整個建筑的布置方式，合理選取走廊的尺寸，使其滿足防火疏散要求。1.4剖面及立面設計剖面設計：為滿足規范中對各功能用房的層高要求，合理選擇層高，固取首層層高為5.5m，其余層層高為3.6m。立面設計：為了與格爾木市第二中學學校教學樓的風格融為一體，因此，教學樓的立面圖設計不應該獨立設計，通過立面走廊上大開窗和豎向立面造型，使得建筑不在顯得細長，增強其視覺效果，使得建筑看起來更加顯出舒適、溫馨。2構件尺寸確定2.1樓板厚度樓板采用現澆樓板，鋼筋混凝土單向板跨厚比不大于30，雙向板的跨厚比不大于40，且板的最小厚度應取80mm，故樓板厚度取120mm。2.2材料選取本次設計選用C30混凝土，，受力鋼筋選用三級鋼，。2.3構件尺寸確定2.3.1框架柱尺寸確定，；取。2.3.2框架梁尺寸確定（1）橫向主梁尺寸確定：；取，外墻：；內墻：；；?。灰驗榱簩挷荒苄∮?00mm；所以取。（2）橫向次梁尺寸確定；取；；?。唬?）縱向主梁尺寸確定；?。?；取；外墻：，內墻：3建筑做法引用《青02J01工程做法圖集》[7]；和《16J934-3中小學建筑設計常用構造做法》[8]。3.1外墻做法表3-1外墻做法Table3-1Externalwallpractices編號名稱用料和做法厚度使用部位外6（青19J2）外墻涂料墻面（蒸壓加氣混凝土砌塊墻）1、第五部分外涂1~82、6厚1：2.5水泥砂漿找平3、9厚1:2.5專用水泥砂漿打底4、3厚專用聚合物砂漿打底，或專用界面處理劑甩毛5、噴濕墻面18外墻3.2內墻面做法表3-2內墻面做法Table3-2Innerwallpractices編號名稱用料及做法厚度使用部位內5（青19J2）水泥砂漿涂料墻面（加氣混凝土等輕型墻）1、刷（噴）內墻涂料2、5厚1:2.5水泥砂漿抹面，壓實趕光3、13厚1:3水泥砂漿打底4、刷素水泥漿一道（內摻建筑膠）18內墻3.3屋面做法表3-3屋面做法Table3-3RoofingPractice編號名稱用料及做法厚度使用部位屋5（青19J2）卵石保護層屋面二（有保溫不上人）1、50厚直徑10~30卵石保護層2、防水卷材或涂膜層3、20厚1:3水泥砂漿找平層4、最薄處30厚LC5.0輕集料混凝土±2%找坡層5、80厚保溫層6、120厚鋼筋混凝土樓板300屋面3.4地面的做法表3-4地面做法Table3-4GroundPractice編號名稱用料及做法厚度使用部位地1（青19J2）細石混凝土地面（荷載中等）1、40厚C20細石混凝土隨搗隨抹，表面撒1:1水泥沙子壓實抹光2、60厚C20混凝土墊層3、150厚3:7灰土4、素土夯實250地面3.5樓面做法表3-5樓面做法Table3-5FloorPractices編號名稱用料及做法厚度使用部位樓5（青19J2）水泥砂漿樓面（有防水）1、20厚1：2水泥砂漿壓實抹光2、水泥砂漿一道（內摻建筑膠）3、35厚C20細石混凝土保護層隨搗隨抹平4、1.5厚合成發高分子涂膜防水層四周卷起150高5、1：3水泥砂漿找坡層，最薄處20厚，坡向地漏一次抹平6、鋼筋混凝土樓板107樓面3.6樓梯的做法表3-6樓梯做法Table3-6Stepapproach編號名稱用料及做法厚度使用部位青19J2混凝土樓梯1、130厚現澆鋼筋混凝土2、臺階3、金屬欄桿4、樓梯板抹灰130樓梯3.7臺階做法表3-7臺階做法Table3-7Stepapproach編號名稱用料及做法厚度使用部位臺1（青19J2）混凝土臺階1、60厚C20混凝土（厚度不包括踏步三角部分）隨打隨抹，上撒1:1水泥砂子壓光，臺階面外坡%2、300厚厚3:7灰土墊層，寬出面層1003、素土壓實360臺階3.8散水做法表3-8散水做法Table3-8ScatteredWaterPractices編號名稱用料及做法厚度使用部位散2（青19J2）細石混凝土散水1、50厚C20細石混凝土隨打隨抹，上撒1：1水泥砂子壓光2、150厚3:7灰土墊層，寬出面層1003、素土碾壓，向外坡3%~5%200散水3.9坡道做法表3-9坡道做法Table3-9.RampPractice編號名稱用料及做法厚度使用部位坡4（青19J2）細石混凝土面層坡道1、50厚C20細石混凝土面層，隨搗抹成粗麻面2、素水泥砂漿一道（內摻建筑膠）3、100厚C20混凝土4、300厚3:7灰土墊層分兩層夯實5、素土碾壓450坡道4荷載計算4.1屋面荷載屋面做法為：青19J2屋5（不上人）構造層面荷載（）50厚直徑10~30卵石保護層防水卷材或涂膜層20厚1:3水泥砂漿找平層最薄處30厚LC5.0輕集料混凝土±2%找坡層80厚保溫層120厚鋼筋混凝土樓板20厚板底抹灰合計：故，取屋面（有防水）恒荷載標準值為：4.2樓面荷載樓面做法為：青19J2樓5構造層面荷載（）20厚1：2水泥砂漿壓實抹光水泥砂漿一道（內摻建筑膠）35厚C20細石混凝土保護層隨搗隨抹平防水卷材或涂膜層120厚鋼筋混凝土樓板20厚板底抹灰合計：故，取樓面恒荷載標準值為：4.3樓道荷載樓道做法為：青19J2樓5構造層面荷載（）20厚1：2水泥砂漿壓實抹光水泥砂漿一道（內摻建筑膠）35厚C20細石混凝土保護層隨搗隨抹平防水卷材或涂膜層1：3水泥砂漿找坡層，最薄處20厚，坡向地漏一次抹平120厚鋼筋混凝土樓板20厚板底抹灰吊頂合計：故，取樓道恒荷載標準值為：4.4墻面荷載4.4.1外墻面荷載計算外墻面做法為：青19J2外6構造層面荷載（）第五部分外涂1~外涂86厚1:2.5水泥砂漿找平9厚1:2.5專用水泥砂漿打底掃毛或劃出紋道噴濕墻面合計：故，取外墻面荷載標準值為：4.4.2內墻面荷載計算內墻面做法為：青19J2內5構造層面荷載（）刷（噴）內墻涂料5厚1:2.5水泥砂漿抹面，壓實趕光13厚1:3水泥砂漿打底刷素水泥漿一道（內摻建筑膠）合計：故，取內墻面荷載標準值為：4.5樓梯荷載踏步：構造層面荷載（）130厚現澆鋼筋混凝土臺階金屬欄桿樓梯板抹灰合計：故，取樓梯荷載標準值為：4.6柱荷載構造層面荷載（）鋼筋混凝土柱自重20厚水泥砂漿抹灰合計：故，取框架柱荷載標準值為：4.7活荷載表4-1荷載取值一覽表Table4-1ListofLoadValues序號名稱分類1樓面活荷載宿舍走廊和樓梯2.0KN/㎡2.0KN/㎡2屋面活荷載不上人屋面0.50KN/㎡表4-2風雪荷載取值Table4-2Snowload序號名稱分類1風荷載、雪荷載基本風壓基本雪壓0.40kN/㎡0.20KN/㎡4.8梁荷載計算截面為的梁自重(帶抹灰)：截面為的梁自重(帶抹灰)：截面為的梁自重(帶抹灰)：4.9墻荷載計算墻體采用加氣混凝土砌塊；容重：內墻200mm：外墻300mm：女兒墻100mm：門自重：窗子自重：5重力荷載代表值計算5.1四層重力荷載代表值計算（1）梁自重：主梁：3.93×（6.6×18+7.2×30）+1.59×（2.7×9）=1354.41kN次梁：2.73×（6.6×14+3.6×23）=478.30kN合計：1354.41+478.30=1832.71kN（2）柱自重：9.68×3.6×36=922.90kN（3）屋面總重：A=7.44×（15.9×54）=6387.98kN（4）墻自重計算：外墻門窗面積：0.9×1.5×48+1.8×1.2×6+1.8×1.5×2=83.16外墻墻面面積：墻體重量:420.12×2.93=915.86kN門窗重量:0.45×83.16=37.42kN內墻門窗面積：內墻面積：墻體重量：1197.63×2.18=2610.83kN門窗重量：0.45×102.69=46.21kN（5）女兒墻自重面積：（0.9×54×2+0.9×15×2）=125.82重量：1.43×125.82=179.92（6）活荷載計算活荷載：重量：0.68×858.6=549.50kN（7）四層重力荷載代表值：478.30+1354.41+6387.98+(922.90+915.86+2610.83)0.5+83.63+179.92+549.50=11258.54kN5.2三層重力荷載代表值計算（1）梁自重計算：主梁：3.93×（6.6×18+7.2×30）+1.59×（2.7×9）=1354.41kN次梁：2.73×（6.6×14+3.6×23）=478.30kN合計：1354.41+478.30=1832.71kN（2）柱自重：9.68×3.6×36=922.90kN（3）屋面總重：A=5.53×（15.9×54）=4748.06kN（4）墻自重計算：外墻門窗面積：0.9×1.5×48+1.8×1.2×6+1.8×1.5×2=83.16外墻墻面面積：墻體重量：420.12×2.93=915.86kN門窗重量：0.45×83.16=37.42kN內門窗面積：內墻面積：3.6×36×49+36×6.6×28-102.69=1197.63墻體重量1197.63×2.18=2610.83kN門窗重量0.45×102.69=46.21kN（5）樓梯自重：G=180kN（6）活荷載作用計算走廊活荷載=2.0×（2.7×54）=291.6走廊活荷載=2.0×（6.6×54）×2=1425.6（7）三層重力荷載代表值：1354.41+478.30+4748.06+(922.90+915.86+2610.83)0.5+83.63+291.6+1425.6=12602.45kN5.3二層重力荷載代表值計算二層布置與三層一致，不重復進行計算：1354.41+478.30+4748.06+(922.90+915.86+2610.83)0.5+83.63+291.6+1425.6=12802.45kN5.4一層重力荷載代表值計算（1）梁自重計算：主梁：3.93×（6.6×18+7.2×30）+1.59×（2.7×9）=1354.41kN次梁：2.73×（6.6×14+3.6×23）=478.30kN合計：1354.41+478.30=1832.71kN（2）柱自重：9.68×5.5×36=1916.64kN（3）屋面總重：A=5.53×（15.9×54）=4748.06kN（4）層墻自重計算：外墻門窗面積：0.9×1.5×48+1.8×1.2×6+1.8×1.5×2=83.16外墻墻面面積：墻體重量:420.12×2.93=915.86kN門窗重量:0.45×83.16=37.42kN內門窗面積內墻面積3.6×36×49+36×6.6×28-102.69=1197.63墻體重量1197.63×2.18=2610.83kN門窗重量0.45×102.69=46.21kN（5）樓梯自重：G=180kN（6）活荷載作用計算走廊活荷載=2.0×（2.7×54）=291.6走廊活荷載=2.0×（6.6×54）×2=1425.6（7）一層重力荷載代表值：1354.41+478.30+4748.06+(1916.64+915.86+2610.83)0.5+83.63+291.6+1425.6=14212.355.5四層重力荷載代表值匯總圖1四層重力荷載代表值匯總Fig.1SummaryofGravityLoadRepresentativeValues6結構計算6.1一榀框架的選取及確定計算簡圖取一榀框架DA-1進行計算，框架的計算簡圖用梁、柱的軸線表示，假定基礎頂面至為，因此框架底層柱高為，二三四層均高為，框架的計算跨度為圖2計算簡圖Figure2calculationculation6.2梁的線剛度計算框架梁的線剛度計算見表：表6-1梁線剛度Table6-1Rnessofbeamline跨度尺寸(mm)（）邊跨300×6008.1中間跨200×4002.146.3柱線剛度計算表6-2柱線剛度計算Table6-2Calculationofcolumnstiffness樓層尺寸（mm）（）()2-4600×60010.891600×60010.85.9相對線剛度計算：嘉定2-4層柱子的線剛度為1；則1層柱的線剛度為0.66，邊跨的線剛度為0.9,；中間跨梁的線剛度為0.277水平地震作用計算表7-1框架柱抗側移剛度計算Table7-1Calculationoflateraldisplacementstiffnessofframecolumns層次邊柱中柱2-40.90.310258331.140.3633025011216610.3630.1055736.111.740.1941059832668表7-2結構頂點位移計算Table7-2VertexDisplacementCalculation層次411258.54100949423860.990.01120.2442747.08670.29312602.45100949423860.990.02360.2332936.37684.17212805.25100949436666.240.03630.2092676.30559.34114212.3529401250878.590.1730.1732458.74425.367.1底部剪力法本次設計場地類別為Ⅱ類，地震設計分組為第三組[10]，查得=0.45，本次設計抗震設防烈度為7（0.1g）度；阻尼比為，，，因為，所以考慮頂部附加地震作用的影響，表7-3層間位移計算Table7-3InterlayerDisplacementCalculation樓層（kN）（m）（）41020.1710094941.0113.62.1831947.6710094941.8303.65.0822450.1510094942.4273.66.7412854.302940129.7085.517.65查《高層建筑混凝土結構技術規范》，層間最大位移角0.001765<1/550，滿足要求。7.1.1采用D值法計算四層三層二層一層7.1.2反彎點高度確定求各柱反彎點高度：表7-4柱反彎點高度計算Table7-4Calculationofheightofbackbendofframecolumn樓層DCBA4K=0.9,αc=0.31K=1.14,αc=0.363K=1.14αc=0.363K=0.9αc=0.31續表7-43K=0.9K=1.14K=1.14K=0.92K=0.9K=1.14K=1.14K=0.91K=0.9K=1.14K=1.14K=0.97.2平地震作用下柱端彎矩及剪力值計算表7-5邊柱柱端彎矩及剪力值計算Table7-5CalculationofBendingMomentandShearValueatEndofSideColumn樓層43.6113.35258331121660.23026.110.3532.9061.1033.6205.30258331121660.23047.280.4576.5993.6123.6269.52258331121660.23062.070.50111.73111.7315.5317.145736326680.17655.690.83254.2252.04表7-6中柱柱端彎矩及剪力值計算Table7-6Calculationofbendingmomentandshearvalueofmiddlecolumnend樓層43.6113.35302501121660.23030.570.3545.1264.9333.6205.30302501121660.23055.370.4589.70109.6323.6269.52302501121660.23042.690.50130.84130.8415.5317.1410598326680.176102.890.83333.88232.02表7-7梁端彎矩值計算Table7-7CalculationofBendingMomentatBeamEnd節點左梁線剛度(104)右梁線剛度(104)D4061.1008.1061.10D332.9093.6108.10126.51D276.59111.7308.10188.32D111.7352.0708.10163.80C4064.938.12.1451.3613.57C345.12109.638.12.1491.1332.34C289.70130.848.12.14174.4546.09C1130.84232.028.12.14287.0375.83續表7-7節點左梁線剛度(104)右梁線剛度(104)B4061.102.148.113.5751.36B332.9093.612.148.132.3491.13B276.59111.732.148.146.09174.45B111.7352.072.148.175.83287.03A4064.938.1061.100A345.12109.638.10126.510A289.70130.848.10188.320A1130.84232.028.10163.800圖3水平地震作用下框架彎矩圖Figure3Framebendingmomentdiagramunderhorizontalearthquakeaction7.3水平地震作用下梁剪力及柱軸力計算表7-8梁端剪力值計算Table7-8Calculationofshearforceatbeamend梁號樓層梁跨左右左右CD46.661.1051.3615.6215.6236.6126.5191.1330.2330.2326.6188.32174.4550.3850.3816.6163.80287.0362.6262.62CB42.713.5713.5710.0510.0532.732.3432.3423.9623.9622.746.0946.0934.1434.1412.775.8375.8356.1756.17BA46.651.3661.1015.6215.6236.691.13126.5130.2330.2326.6174.45188.3250.3850.3816.6287.03163.8062.6262.62表7-9柱端軸力值計算Table7-9Calculationofaxialforceatcolumnend柱號樓層左右D40-15.62-15.6230-30.23-45.8520-50.38-96.2310-62.62-158.85C4-15.62-10.05-5.573-30.23-23.96-11.842-50.38-34.14-28.081-62.62-56.17-34.53B4-10.05-15.62-5.573-23.96-30.23-11.842-34.14-50.38-28.081-56.17-62.62-34.53A4-15.620-15.623-30.230-45.852-50.380-96.231-62.620-158.85圖4水平低正作用下框架梁剪力、柱軸力圖Figure4Mapofshearforceandcolumnshaftofframebeamunderhorizontalandlowpositiveaction8風荷載標準值計算按照《建筑結構荷載》50009-2012規定的方法計算風荷載。本建筑高度為15.75m，基本風壓為。表面單位面積上的風荷載標準值：。由高寬比H/B=0.921<1.5，則不考慮風壓脈動對結構產生的風振影響，得到，。本建筑地面粗糙等級為B類，得到各層風壓高度系數：表8-1各層風壓高度變化系數Table8-1Coefficientofvariationofwindpressureheightineachlayer樓層1234高度4.057.6511.2514.850.7611.121.13表8-2風荷載標準值Table8-2StandardWindLoad414.851.31.131.036.1836.1810.05311.251.31.121.035.8672.049.9627.651.311.032.00104.048.8914.051.30.761.024.34128.386.76表8-3風荷載作用下層間位移計算Table8-3CalculationofLowerbetweendisplacementunderofLoload樓層（kN）（）（）（m）（）436.1810094943.583.60.99372.0410094947.143.61.982104.0410094941.033.60.291128.382940124.375.50.79層間最大位移角為0.0079<1/550,，滿足要求。8.1風荷載作用下框架內力表8-4邊柱柱端彎矩及剪力值計算Table8-4CalculationofMomentandShearValueatEndofSideColumn樓層43.636.18258331121660.2308.320.3510.4819.4733.672.04258331121660.23016.570.4526.8432.8123.6104.04258331121660.23023.930.5043.0743.0715.5128.385736326680.17622.590.83103.1221.12表8-5中柱柱端彎矩及剪力值計算Table8-5Calculationofbendingmomentandshearvalueofcolumnendin樓層43.636.18302501121660.2709.770.3514.4220.7533.672.04302501121660.27019.450.4531.5138.5123.6104.04302501121660.27028.090.5050.5650.5615.5128.3810598326680.32441.600.83134.9993.81表8-6梁端彎矩值計算Table8-6CalculationofBendingMomentatBeamEnd節點左梁線剛度(104)右梁線剛度(104)D4019.4708.1019.47D310.4832.8108.1043.29D226.8443.0708.1069.91D143.0721.1208.1064.19C4020.758.12.1416.414.34C314.4238.518.12.1441.8711.06C231.5150.568.12.1464.9217.15C150.5693.818.12.14114.2030.17B4019.472.148.14.3416.41B310.4832.812.148.111.0641.87B226.8443.072.148.117.1564.92B143.0721.122.148.130.17114.20A4020.758.1019.470A314.4238.518.1043.290A231.5150.568.1069.910A150.5693.818.1064.190圖5風荷載作用下框架彎矩圖Figure5Momentsofframeunderwindload8.1.2風荷載作用下梁剪力及柱軸力計算表8-7梁端剪力值計算Table8-7Calculationofshearforceatbeamend梁號樓層梁跨左右左右CD46.619.47-16.41-4.98-4.9836.643.29-41.87-11.83-11.8326.669.91-64.92-18.73-18.7316.664.19-114.20-24.78-24.78CB42.74.34-4.34-4.34-4.3432.711.06-11.06-3.07-3.0722.717.15-17.15-12.70-12.7012.730.17-30.17-22.35-22.35BA46.616.41-19.47-4.98-4.9836.641.87-43.29-11.83-11.8326.664.92-69.91-18.73-18.7316.6114.20-64.19-24.78-24.78表8-8柱端軸力值計算Table8-8Calculationofaxialforceatcolumnend柱號樓層左右D40-4.98-4.9830-11.83-16.8120-18.7335.5410-24.7860.32C4-4.98-4.34-0.643-11.83-3.07-9.402-18.73-12.70-15.431-24.78-22.35-17.86B4-4.34-4.98-0.643-3.07-11.83-9.40續表8-82-12.70-18.73-15.431-22.35-24.78-17.86A4-4.980-4.983-11.830-16.812-18.73035.541-24.78060.32圖6風荷載作用下框架梁剪力，柱軸力圖Figure6Shearforceofframebeamunderwindload9豎向荷載計算9.1橫向框架計算本次設計屋面及樓面板均為雙向板，板厚120mm，荷載傳遞圖如下圖所示：圖7板荷載傳遞圖Figure7Boardloadtransferdiagram9.1.1恒荷載計算屋面；樓面梁：，：墻2.93，女兒墻1.43（1）四層荷載計算：AB、DC跨屋面傳向橫向主梁的荷載：；AB、DC跨屋面傳至縱向主梁的荷載：BC跨屋面傳至橫向主梁的荷載：；，BC跨屋面傳至縱向主梁的荷載；A、D柱上集中荷載計算梁傳荷載：女兒墻：1.43×7.2=10.30kN橫向主梁分擔板荷載：12.72×6.6=84.00kN縱向主梁分擔板荷載：8.37×7.2=60.26kN合計：195.83kNB、C柱上集中荷載計算梁傳荷載：3.93×（6.6/2+7.2）+1.59×1.35=43.42kN橫向主梁分擔板荷載：12.72×6.6+6.28×2.7=101.00kN縱向主梁分擔板荷載：8.37×7.2+9.75×7.2=130.46kN合計：274.88kN（2）一至三層荷載計算：AB、DC跨屋面傳至橫向主梁的荷載：，AB、DC跨屋面傳至縱向主梁的荷載CD跨屋面傳至橫向主梁的荷載：；CD跨屋面傳至縱向主梁的荷載：，A、D柱上集中荷載計算梁傳荷載：3.93×（6.6/2+7.2）=41.27kN橫向主梁分擔板荷載：9.46×6.6=62.44kN縱向主梁分擔板荷載：7.30×9=65.70kN墻體荷載：（3.6-0.6）×（6.6/2+7.2）×2.93=92.30kN合計：248.21kNB、C柱上集中荷載計算梁傳荷載：3.93×（6.6/2+7.2）+1.59×1.35=43.42kN墻體荷載：（3.6-0.6）×（6.6/2+7.2）×2.93=92.30kN橫向主梁分擔板荷載：9.49×6.6+4.67×2.7=75.05kN縱向主梁分擔板荷載：6.22×7.2+7.25×7.2=104.40kN合計：315.17kN圖8永久荷載作用下豎向荷載分布圖Fig.8verticalloaddistributionunderpermanentload9.1.2活載計算屋面：；樓面：；走廊：；（1）四層荷載計算AB、CD跨屋面傳至橫向主梁的荷載AB、CD跨屋面傳至縱向主梁的荷載BC跨屋面傳至橫向主梁的荷載BC跨屋面傳至縱向主梁的荷載A、D柱上集中荷載計橫向主梁分擔板荷載縱向主梁分擔板荷載0.51×7.2=3.67kN合計：8.75kNC、D柱上集中荷載計算橫向主梁分擔板荷載：0.77×6.6+0.38×2.7=6.11kN縱向主梁分擔板荷載：0.51×7.2+0.59×7.2=7.92kN合計：14.03kN（2）一至三層荷載計算：AB、CD跨屋面傳至橫向主梁的荷載AB、CD跨屋面傳向主梁的荷載BC跨屋面傳至橫向主梁的荷載；CD跨屋面傳至橫向主梁的荷載；，A、D柱上集中荷載計算橫向主梁分擔板荷載：3.08×6.6=20.33kN縱向主梁分擔板荷載：2.03×7.2=14.62kN合計：34.95kNB、C柱上集中荷載計算橫向主梁分擔板荷載：6.6×3.08+2.03×2.7=25.81kN縱向主梁分擔板荷載：2.03×7.2+1.97×7.2=28.80kN合計：54.61kN圖9活荷載作用下豎向荷載分布圖Figure9VerticalLoadDistributionDrawingunderVariableLoad10框架內力計算10.1豎向荷載作用下的內力計算10.1.1彎矩分配系數計算節點D4、A4：節點C4、B4：節點D3、A3：節點C3、B3：節點D2、A2：節點C2、B2：節點A1、D1：節點B1、C1：10.2恒荷載作用下的固端彎矩四層：一至三層：10.2.1彎矩二次分配法計算內力（見表）：上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱0.530.470.410.460.130.130.460.410.470.53-140.33140.33-6.426.42-140.33140.3374.3765.96-54.90-61.60-16.0716.0761.6054.90-65.96-74.3721.85-27.4532.98-19.088.04-8.0419.08-32.9827.45-21.852.972.63-1.17-1.32-0.370.371.321.17-2.63-2.9799.19-99.19117.24-82.00-14.8214.8282.00-117.2499.19-99.190.340.340.360.280.320.320.080.080.320.320.280.360.340.34-128.50128.50-9.289.28-128.50128.5043.6943.6946.26-33.28-38.15-38.15-9.549.5438.1538.1533.28-46.26-43.69-43.6937.1921.85-16.6423.13-30.80-19.084.77-4.7730.8019.08-23.1316.64-21.85-37.19-14.42-14.42-15.263.083.523.520.88-0.88-3.52-3.52-3.0815.2614.4214.4266.4651.12-114.14121.43-65.43-53.71-13.1713.1765.4353.71-121.43114.14-51.12-66.460.340.340.360.280.320.320.080.080.320.320.280.360.340.34-128.50128.50-9.289.28-128.50128.5043.6943.6946.26-33.28-38.15-38.15-9.549.5438.1538.1533.28-46.26-43.69-43.6921.8525.06-16.6423.13-19.08-20.874.77-4.7719.0820.87-23.1316.64-25.06-21.85-10.29-10.29-10.903.373.863.860.96-0.96-3.86-3.86-3.3710.9010.2910.2955.2558.46-109.68121.72-53.87-55.16-13.0913.0953.8755.16-121.72109.68-58.46-55.250.390.110.500.100.350.230.320.320.350.230.100.500.110.39-128.50128.50-9.289.28-128.50128.5050.1214.1464.25-1.19-41.73-27.4238.15-38.1541.7327.421.19-64.25-14.14-50.1221.850.00-0.6032.13-19.080.00-19.0819.0819.080.00-32.130.600.00-21.85-8.29-2.34-10.630.602.111.391.93-1.93-2.11-1.39-0.0610.632.348.2963.6811.80-75.38160.04-58.70-26.0311.72-11.7258.7026.03-160.0475.38-11.80-63.68圖10豎向荷載作用下的框架彎矩圖Figure10Framebendingmomentdiagramunderverticalload10.2.2恒荷載作用下梁的剪力和柱的軸力計算表10-1恒荷載作用下的梁剪力計算Table10-1CalculationofbeamshearunderConstantLoad梁跨編號樓層(kDC4-99.19117.242.73127.58-127.58130.31-124.853-114.14121.431.10116.82-116.82117.92-115.722-109.69121.721.82116.82-116.82118.64-115.001-75.58160.0412.80116.82-116.82129.62-104.02CB4-14.8214.82014.27-14.2714.27-14.273-13.1713.17020.63-20.6320.63-20.632-13.0913.09020.63-20.6320.63-20.631-1.7211.72020.63-20.6320.63-20.63續表10-1梁跨編號樓層BA5-117.2499.192.73127.58-127.58130.31-124.854-121.43114.141.10116.82-116.82117.92-115.753-21.72109.691.82116.82-116.82118.64-115.001-160.0475.5812.80116.82-116.82129.62-104.02圖11豎向荷載作用下框架梁剪力圖Figure11Sheardiagramofframebeamunderverticalload表10-2恒荷載作用下的柱軸力計算Table10-2CalculationofColumnAxForceunderConstantLoad柱編號樓層柱上集中力梁剪力柱頂軸力柱自重柱低軸力D4.00195.83130.31326.1435.50361.643.00248.21117.92692.2735.50727.772.00248.21118.641059.1235.501094.621.00248.21129.621436.9554.231491.18C4.00274.8814.27289.1535.50324.653.00315.1720.63624.9535.50660.452.00315.1720.63960.7535.50996.251.00315.1720.631296.5554.231350.78B4.00274.8814.27289.1535.50324.653.00315.1720.63624.9535.50660.452.00315.1720.63960.7535.50996.251.00315.1720.631296.5554.231350.78A4.00195.83130.31326.1435.50361.643.00248.21117.92692.2735.50727.772.00248.21118.641059.1235.501094.621.00248.21129.621436.9554.231491.18圖12豎向荷載作用下框架柱軸力圖Figure12Axpleofframecolumnunderverticalload10.3活載作用下固端彎矩計算四層：一至三層：10.3.1彎矩二次分配法計算內力如下表：上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱0.530.470.410.460.130.130.460.410.470.53-13.5813.58-3.183.18-13.5813.587.206.38-4.26-4.78-1.351.354.784.26-6.38-7.209.23-2.133.19-8.020.68-0.688.02-3.192.13-9.23-3.76-3.341.701.910.54-0.54-1.91-1.703.343.7612.67-12.6714.21-10.89-3.313.3110.89-14.2112.67-12.670.340.340.360.280.320.320.080.080.320.320.280.360.340.34-54.3054.30-4.194.19-54.3054.3018.4618.4619.55-14.03-16.04-16.04-4.014.0116.0416.0414.03-19.55-18.46-18.469.239.23-7.029.78-2.39-8.022.01-2.012.398.02-9.787.02-9.23-9.23-3.89-3.89-4.12-0.39-0.44-0.44-0.110.110.440.440.394.123.893.8923.8023.80-45.8949.66-19.47-24.50-6.306.3019.4724.50-49.6645.89-23.80-23.800.340.340.360.280.320.320.080.080.320.320.280.360.340.34-54.3054.30-4.194.19-54.3054.3018.4618.4619.55-14.03-16.04-16.04-4.014.0116.0416.0414.03-19.55-18.46-18.462.9910.59-7.029.78-8.02-8.772.01-2.018.028.77-9.787.02-10.59-2.99-2.21-2.21-2.39-1.40-1.60-1.60-0.400.401.601.601.402.392.212.2119.4426.84-43.8648.65-25.66-26.41-6.596.5925.6626.41-48.6543.86-26.84-19.440.390.110.500.100.350.230.320.320.350.230.100.500.110.39-54.3054.30-4.194.19-54.3054.3021.185.9727.15-5.01-17.54-11.52-16.0316.0317.5411.525.01-27.15-5.97-21.189.230.00-2.5113.58-8.020.008.02-8.028.020.00-13.582.510.00-9.23-2.62-0.74-3.36-1.36-4.75-3.12-4.344.344.753.121.363.360.742.6227.795.23-33.0261.51-30.31-14.64-16.5416.5430.3114.64-61.5133.02-5.23-27.79圖13豎向可變荷載作用下框架彎矩圖Figure13FrameMomentsunderVerticalVariableLoad10.3.2活荷載作用下梁剪力和柱子軸力計算表10-3恒荷載作用下梁剪力計算Table10-3CalculationofBeamShearForceunderConstantLoad梁跨編號樓層DC4-12.6714.21-0.2312.34-12.3412.11-12.573-45.8949.66-0.5749.37-49.3748.80-49.942-43.8648.65-0.7349.37-49.3748.64-49.671-33.0261.51-4.3249.37-49.3745.05-53.69CB4-3.313.3107.07-7.077.07-7.073-6.306.3009.30-9.309.30-9.302-6.596.5909.30-9.309.30-9.301-16.5416.5409.30-9.309.30-9.30BA5-14.2112.670.2312.34-12.3412.57-12.114-49.6645.890.5749.37-49.3749.94-48.803-48.6543.860.7349.37-49.3749.67-48.641-61.5133.024.3249.37-49.3753.69-45.05圖14豎向可變荷載作用下框架梁剪力圖Fig.14sheardiagramofframebeamunderverticalvariableload10.3.3活載作用下柱子軸力計算表10-4恒載作用下柱軸力計算Table10-4CalculationofColumnAxialForceunderDeadLoad柱編號樓層柱上集中力梁剪力柱頂軸力柱自重柱低軸力D4.008.7512.1120.8635.5020.863.0034.9548.80104.6135.50104.612.0034.9548.64188.2035.50188.201.0034.9545.05268.2054.23268.20C4.0014.0319.6433.6735.5033.673.0014.0359.24147.5235.50147.522.0054.6158.97261.1035.50261.101.0054.6162.99378.7054.23378.70續表10-4柱編號樓層柱上集中力梁剪力柱頂軸力柱自重柱低軸力B4.0014.0319.6433.6735.5033.673.0014.0359.24147.5235.50147.522.0054.6158.97261.1035.50261.101.0054.6162.99378.7054.23378.70A4.008.7512.1120.8635.5020.863.0034.9548.80104.6135.50104.612.0034.9548.64188.2035.50188.201.0034.9545.05268.2054.23268.20圖15豎向活荷載作用下框架柱軸力圖Figure15Mapofframecolumnaxisunderverticalliveload11梁端彎矩調幅11.1恒荷載作用下梁端彎矩調幅表11-1恒荷載作用下梁端彎矩調幅Table11-1Momamplitudeofbeamendunderconstantload樓層DC左彎矩右彎矩跨中彎矩調幅系數左彎矩右彎矩跨中彎矩4.0099.19117.24102.280.8584.3199.65210.50118.523.00114.14121.4374.960.8597.02103.22192.7592.632.00109.68121.7277.050.8593.23103.46192.7594.401.0075.38106.0675.040.8564.07136.03192.592.70CB4.0014.8214.82-5.190.8512.6012.609.63-2.973.0013.1713.170.750.8511.1911.1913.922.732.0013.0913.090.830.8511.1311.1313.922.811.0011.7211.722.220.859.969.9613.923.96BA4.0099.19117.24102.280.8584.3199.65210.50118.523.00114.14121.4374.960.8597.02103.22192.7592.632.00109.68121.7277.050.8593.23103.46192.7594.401.0075.38106.0675.040.8564.07136.03192.7592.7011.2活荷載作用下梁端彎矩調幅表11-2活荷載作用下梁端彎矩調幅Table11-2BendingMomentAdjustmentofBeamEndunderLiveLoad樓層DC左彎矩右彎矩跨中彎矩調幅系數左彎矩右彎矩跨中彎矩4.0013.6714.216.920.8510.7712.0820.368.933.0045.8949.6633.700.8539.0142.2181.4640.852.0043.8648.6535.200.8537.2841.3581.4642.141.0033.0261.5134.190.8528.0752.3181.4641.27續表11-2樓層CB左彎矩右彎矩跨中彎矩調幅系數左彎矩右彎矩跨中彎矩4.003.313.311.460.852.812.814.771.963.006.306.30-0.020.855.365.366.280.922.006.596.59-0.310.855.605.606.280.681.0016.5416.54-10.260.8514.0614.066.28-7.78BA4.0012.6714.216.920.8510.7712.0820.368.933.0045.8949.6633.700.8539.0142.2181.4640.852.0043.8648.6535.200.8537.2841.3581.4642.141.0033.0261.5134.190.8528.0752.3181.4641.2711.3內力組合通過查抗震規范，梁，根據內力計；假設柱最大軸力3600kN；則柱子的軸壓比為：，柱11.3.1梁端荷載組合框架梁的內力組合如下表：梁跨樓層控制截面內力恒載活載地震作用風荷載Mmax(Vmax)左震右震左風右風左震右震左風右風左風右風CD4D支座M-84.31-10.7761.10-61.10-19.4719.47-125.76-21.15-140.30-143.28-108.24-150.12-91.71-151.42V130.3112.11-15.6215.624.98-4.98187.57107.50137.96192.05183.09189.59174.65192.05跨中M118.528.93-56.2356.2317.94-17.94167.4755.86165.51183.62151.33190.36136.54190.36C支座M-99.65-12.08-51.3651.3616.41-16.41-147.67-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