五星級酒店幕墻計(jì)算書

1、邢臺萬峰國際大酒店裙樓石材幕墻設(shè)計(jì)計(jì)算書中國建筑裝飾工程有限公司第一部分 設(shè)計(jì)計(jì)算整體說明 ··········································&#

2、183;··································· 、基本參數(shù) ·············&

3、#183;·················································&

4、#183;························· 1、設(shè)計(jì)依據(jù) ·······················

5、;··················································

6、;················ 1、基本計(jì)算公式 ································&

7、#183;················································ 31、場地類

8、別劃分 ·················································&#

9、183;·························· 32、風(fēng)荷載計(jì)算 ·····················

10、3;·················································

11、3;········ 33、地震作用計(jì)算 ········································

12、;···································· 44、荷載組合 ············&#

13、183;·················································&#

14、183;····················· 5、結(jié)構(gòu)設(shè)計(jì)理論 ··························

15、3;·················································

16、3;···· 61、荷載的傳遞 ············································

17、···································· 62、計(jì)算模型的選用 ············

18、··················································

19、·········· 6、工程所用材料的力學(xué)性能 ·····································

20、83;······················· 81. 鋼材的材料性能 ························&#

21、183;··············································· 82. 石材的材料性能 &

22、#183;·················································&

23、#183;····················· 83. 不銹鋼螺栓強(qiáng)度設(shè)計(jì)值 ·························

24、83;····································· 9、 結(jié)構(gòu)安全系數(shù) ··········

25、3;·················································

26、3;·················· 9、結(jié)構(gòu)計(jì)算檢驗(yàn)位置的選取 ·····························&

27、#183;······························· 9、本工程計(jì)算書使用的計(jì)算軟件 ···············&#

28、183;··································· 10一、風(fēng)荷載計(jì)算 ············

29、83;·················································

30、83;···················· 11二、板強(qiáng)度校核: ···························

31、83;·················································

32、83;··· 12三、幕墻立柱計(jì)算: ············································&#

33、183;································ 14四、立梃與主結(jié)構(gòu)連接 ···············

34、··················································

35、······ 21五、幕墻預(yù)埋件總截面面積計(jì)算 ·········································

36、·············· 24六、幕墻預(yù)埋件焊縫計(jì)算 ·································

37、83;································· 26第三部分裙樓窗間柱石材幕墻的設(shè)計(jì)計(jì)算 ·············

38、;············································· 3一、風(fēng)荷載計(jì)算 ···&

39、#183;·················································&

40、#183;····························· 36二、板強(qiáng)度校核: ··················&

41、#183;·················································&

42、#183;············ 37三、幕墻立柱計(jì)算: ···································

43、·········································· 39四、立梃與主結(jié)構(gòu)連接 ·····

44、3;·················································

45、3;··············· 46五、幕墻預(yù)埋件總截面面積計(jì)算 ·······························

46、3;······················· 49六、幕墻預(yù)埋件焊縫計(jì)算 ························&

47、#183;·········································· 51七、幕墻橫梁計(jì)算 ·····&

48、#183;·················································&

49、#183;······················· 52八、橫梁與立柱連接件計(jì)算 ·······················

50、83;······································· 59一、風(fēng)荷載計(jì)算 ········

51、3;·················································

52、3;························ 61二、板強(qiáng)度校核: ·······················

53、3;·················································

54、3;······· 62三、橫梁與主結(jié)構(gòu)連接 ········································&#

55、183;······························ 64四、幕墻橫梁計(jì)算 ·················&#

56、183;·················································&#

57、183;··········· 66五、橫梁與墻體連接鋼角碼計(jì)算 ···································&#

58、183;···································· 7第五部分裙樓檐口石材幕墻的設(shè)計(jì)計(jì)算 ··········

59、··················································

60、· 7一、風(fēng)荷載計(jì)算 ···············································&#

61、183;··································· 76二、板強(qiáng)度校核: ············&#

62、183;·················································&#

63、183;·················· 77三、幕墻立柱計(jì)算: ·····························&

64、#183;··············································· 79四、立梃與主結(jié)構(gòu)連接

65、 ··················································

66、;····················· 86五、幕墻預(yù)埋件總截面面積計(jì)算 ··························

67、;····························· 88六、幕墻預(yù)埋件焊縫計(jì)算 ··················&#

68、183;················································ 91七、幕墻橫

69、梁計(jì)算 ·················································&#

70、183;····························· 91八、橫梁與立柱連接件計(jì)算 ·················

71、3;············································· 98第一部分 設(shè)計(jì)計(jì)算整體說明、基本參數(shù)河北邢臺地區(qū)；

72、地面粗糙度分類：B 類；抗震7度設(shè)防。、設(shè)計(jì)依據(jù)建筑結(jié)構(gòu)荷載規(guī)范（2006年版）GB 50009-2001 建筑抗震設(shè)計(jì)規(guī)范(2008年版 GB 50011-2001 建筑結(jié)構(gòu)可靠度設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn) GB 50068-2001 建筑幕墻 GB/T21086-2007玻璃幕墻工程技術(shù)規(guī)范 JGJ 102-2003玻璃幕墻工程質(zhì)量檢驗(yàn)標(biāo)準(zhǔn) JGJ/T 139-2001 金屬與石材幕墻工程技術(shù)規(guī)范 JGJ 133-2001 建筑玻璃應(yīng)用技術(shù)規(guī)程 JGJ 113-2003建筑鋼型材 基材 GB/T 5237.1-2008建筑鋼型材 陽極氧化、著色型材 GB/T 5237.2-2008 建筑鋼型材 電泳涂漆

73、型材 GB/T 5237.3-2008 建筑鋼型材 粉末噴涂型材 GB/T 5237.4-2008 建筑鋼型材 氟碳漆噴涂型材 GB/T 5237.5-2008建筑幕墻平面內(nèi)變形性能檢測方法 GB/T 18250-2000 建筑幕墻抗震性能振動臺試驗(yàn)方法 GB/T 18575-2001 緊固件機(jī)械性能 螺栓、螺釘和螺柱 GB 3098.1-2000 緊固件機(jī)械性能 螺母 粗牙螺紋 GB 3098.2-2000 緊固件機(jī)械性能 螺母 細(xì)牙螺紋 GB 3098.4-2000 緊固件機(jī)械性能 自攻螺釘 GB 3098.5-2000緊固件機(jī)械性能 不銹鋼螺栓、螺釘、螺柱 GB 3098.6-2000

74、緊固件機(jī)械性能 不銹鋼 螺母 GB 3098.15-2000 浮法玻璃 GB 11614-1999 中空玻璃 GB11944-2002 夾層玻璃 GB 9962-1999建筑用安全玻璃 防火玻璃 GB/15763.1-2005 建筑用安全玻璃 鋼化玻璃 GB/15763.2-2005 鋼及鋼合金軋制板材 GB/T 3880-1997 鋼塑復(fù)合板 GB/T 17748-1999干掛飾面石材及其金屬掛件 JC 830.1,830.2-2005 石材用建筑密封膠 JC/T 883-2001 建筑用硅酮結(jié)構(gòu)密封膠 GB16776-2005 中空玻璃用丁基熱熔密封膠 JC/T 914-2003 中空玻璃

75、用彈性密封膠 JC/T 486-2001 天然花崗石建筑板材 GB/T 18601-2001、基本計(jì)算公式1、場地類別劃分根據(jù)地面粗糙度, 場地可劃分為以下類別: A類近海面, 海島, 海岸, 湖岸及沙漠地區(qū);B類指田野, 鄉(xiāng)村, 叢林, 丘陵以及房屋比較稀疏的鄉(xiāng)鎮(zhèn)和城市郊區(qū);C類指有密集建筑群的城市市區(qū);D類指有密集建筑群且房屋較高的城市市區(qū);本工程按B 類地區(qū)計(jì)算風(fēng)壓2、風(fēng)荷載計(jì)算其中: Wk -作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2 gz-瞬時(shí)風(fēng)壓的陣風(fēng)系數(shù), 按建筑結(jié)構(gòu)荷載規(guī)范GB50009-2001取定根據(jù)不同場地類型, 按以下公式計(jì)算:gz =K(1+2f 其中K 為地區(qū)粗糙度調(diào)整

76、系數(shù)，f 為脈動系數(shù) A類場地: fgz=0.92*(1+2f 其中：=0.387*(Z/10-0.12D類場地: fgz=0.89*(1+2f 其中：=0.5(Z/10-0.16C類場地: gz=0.85*(1+2f 其中：f=0.734(Z/10-0.22D類場地: gz=0.80*(1+2f 其中：f=1.2248(Z/10-0.3z -風(fēng)壓高度變化系數(shù), 按建筑結(jié)構(gòu)荷載規(guī)范GB50009-2001取定, 根據(jù)不同場地類型, 按以下公式計(jì)算: A類場地: z =1.379×(Z/100.24 D類場地: z =(Z/100.32 C類場地: z =0.616×(Z/1

77、00.44 D類場地: z =0.318×(Z/100.60 本工程屬于D 類地區(qū), 故z =z =(Z/100.32s -風(fēng)荷載體型系數(shù), 按建筑結(jié)構(gòu)荷載規(guī)范GB50009-2001，大面位置取為1.2 ；邊角區(qū)取為 2.0W0-基本風(fēng)壓, 按全國基本風(fēng)壓圖，河北邢臺地區(qū)取為0.300kN/m23、地震作用計(jì)算 qEAk =E ××G AKmax其中: qEAk -水平地震作用標(biāo)準(zhǔn)值 E -動力放大系數(shù), 按 5.0 取定定:6度: 7度: 8度: 9度: maxmax-水平地震影響系數(shù)最大值, 按相應(yīng)設(shè)防烈度取=0.04 =0.08 =0.16 =0.32ma

78、xmaxmax河北邢臺設(shè)防烈度為7度, 故取max=0.080，G AK -幕墻構(gòu)件的自重(N/m24、荷載組合結(jié)構(gòu)設(shè)計(jì)時(shí)，根據(jù)構(gòu)件受力特點(diǎn)，荷載或作用的情況和產(chǎn)生的應(yīng)力(內(nèi)力 作用方向，選用最不利的組合。 荷載和效應(yīng)組合設(shè)計(jì)值按下式采用： G S G +w w S w +E E S E +T T S T各項(xiàng)分別為永久荷載：重力；可變荷載：風(fēng)荷載、溫度變化；偶然荷載：地震荷載和作用效應(yīng)組合的分項(xiàng)系數(shù), 按以下規(guī)定采用: 對永久荷載采用標(biāo)準(zhǔn)值作為代表值，其分項(xiàng)系數(shù)滿足： a.當(dāng)其效應(yīng)對結(jié)構(gòu)不利時(shí)：對由可變荷載效應(yīng)控制的組合，取1.2；對有永久荷載效應(yīng)控制的組合，取1.35b.當(dāng)其效應(yīng)對結(jié)構(gòu)有利時(shí)

79、：一般情況取1.0；對結(jié)構(gòu)傾覆、滑移或是漂浮驗(yàn)算，取0.9可變荷載根據(jù)設(shè)計(jì)要求選代表值，其分項(xiàng)系數(shù)一般情況取1.4、結(jié)構(gòu)設(shè)計(jì)理論1、荷載的傳遞荷載的組合作用外裝飾的面板材料豎框（橫、豎龍骨）連接件（支座）預(yù)埋件（后補(bǔ)埋件）主體結(jié)構(gòu)2、計(jì)算模型的選用根據(jù)本工程各外裝飾結(jié)構(gòu)的設(shè)計(jì)構(gòu)造特點(diǎn)，對各主要受力梁、柱、桿件的設(shè)計(jì)計(jì)算，分別采用雙跨梁、簡支梁等計(jì)算模型（詳見下頁圖）。在最接近結(jié)構(gòu)物理構(gòu)造的基礎(chǔ)上進(jìn)行力學(xué)模型的計(jì)算校核。 雙跨梁力學(xué)模型 簡支梁力學(xué)模型 對本外裝工程幕墻的石材板塊設(shè)計(jì)，依據(jù)規(guī)范采用“四點(diǎn)支撐板”計(jì)算模型。（詳見下圖） 石材面板計(jì)算簡圖 、工程所用材料的力學(xué)性能 1. 鋼材的材料性

80、能鋼材的強(qiáng)度設(shè)計(jì)值f S (N/mm2 鋼材的力學(xué)特性 2. 石材的材料性能花崗石板的強(qiáng)度設(shè)計(jì)值f a (N/mm2 注：抗折強(qiáng)度試驗(yàn)值f gk 小于8N/mm2的花崗巖板材不得用于幕墻?；◢徥宓牧W(xué)特性3. 不銹鋼螺栓強(qiáng)度設(shè)計(jì)值 、 結(jié)構(gòu)安全系數(shù)鋼材（包括不銹鋼材）的總安全系數(shù)K 取為1.55。 石材的總安全系數(shù)K 取為3.0。 結(jié)構(gòu)膠總安全系數(shù)取為5.0。、結(jié)構(gòu)計(jì)算檢驗(yàn)位置的選取根據(jù)本工程各外裝飾設(shè)計(jì)的構(gòu)造特點(diǎn)、分格尺寸以及安裝位置的分布，選取具有代表性的受荷載較大的幾處位置進(jìn)行結(jié)構(gòu)的強(qiáng)度和剛度計(jì)算校核。石材幕墻的最大受荷位置為附樓大面石材部位、附樓窗間柱、連廊柱、檐口部位。選取這一部分

81、作為石材幕墻的計(jì)算校核位置。 、本工程計(jì)算書使用的計(jì)算軟件 內(nèi)江百科軟件：BKCADPM第二部分裙樓大面墻石材幕墻的設(shè)計(jì)計(jì)算一、風(fēng)荷載計(jì)算1、標(biāo)高為20.300處風(fēng)荷載計(jì)算 (1. 風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算:Wk: 作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2 gz: 20.300m高處陣風(fēng)系數(shù)(按B 類區(qū)計(jì)算: f=0.5×(Z/10(-0.160.446 gz=0.89×(1+2f=1.685z: 20.300m高處風(fēng)壓高度變化系數(shù)(按B 類區(qū)計(jì)算: z=(Z/100.32=1.254 風(fēng)荷載體型系數(shù)s=1.20Wk=gz ×z ×s ×W0 =1.68

82、5×1.254×1.2×0.300 =0.761 kN/m2其中：W0<=0.3KN/M2,取W0=0.3 KN/M2 因?yàn)閃k<=1.0KN/M2,取Wk=1.000 kN/m2 (2. 風(fēng)荷載設(shè)計(jì)值: W: 風(fēng)荷載設(shè)計(jì)值: kN/m2rw: 風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.4 按建筑結(jié)構(gòu)荷載規(guī)范規(guī)定采用 W=rw×Wk=1.4×1.000=1.400kN/m2二、板強(qiáng)度校核:石材校核: (第1處1.石材強(qiáng)度校核校核依據(jù)：=4.000N/mm2Ao: 石板短邊長：0.814mBo: 石板長邊長：1.200ma: 計(jì)算石板抗彎所用短邊

83、長度: 0.814mb: 計(jì)算石板抗彎所用長邊長度: 1.000mt: 石材厚度: 25.0mmm1: 四角支承板彎矩系數(shù), 按短邊與長邊的邊長比(a/b=0.814查表得: 0.1494Wk: 風(fēng)荷載標(biāo)準(zhǔn)值: 1.000kN/m2垂直于平面的分布水平地震作用:qEAk: 垂直于幕墻平面的分布水平地震作用 (kN/m2 qEAk=5×max ×GAK=5×0.080×700.000/1000=0.280kN/m2荷載組合設(shè)計(jì)值為：Sz=1.4×Wk+1.3×0.6×qEAk=1.618kN/m2應(yīng)力設(shè)計(jì)值為：=6×

84、m1×Sz ×b2×103/t2=6×0.1494×1.618×1.0002×103/25.02 =2.321N/mm22.321N/mm24.000N/mm2 強(qiáng)度可以滿足要求2.石材剪應(yīng)力校核校核依據(jù): max :石板中產(chǎn)生的剪應(yīng)力設(shè)計(jì)值(N/mm2n:一個(gè)連接邊上的掛鉤數(shù)量: 2t:石板厚度: 25.0mmd:槽寬: 7.0mms:槽底總長度: 100.0mm:系數(shù), 取1.25對邊開槽=Sz×Ao ×Bo ××1000/n×(t-d×s=0.549N/mm2

85、0.549N/mm22.000N/mm2石材抗剪強(qiáng)度可以滿足3.掛鉤剪應(yīng)力校核校核依據(jù): max :掛鉤剪應(yīng)力設(shè)計(jì)值(N/mm2Ap:掛鉤截面面積: 25.000mm2n:一個(gè)連接邊上的掛鉤數(shù)量: 2對邊開槽=Sz×Ao ×Bo ××1000/(2×n ×Ap=19.761N/mm219.761N/mm2125.000N/mm2掛板抗剪強(qiáng)度可以滿足三、幕墻立柱計(jì)算:幕墻立柱計(jì)算: (第1處幕墻立柱按雙跨梁力學(xué)模型進(jìn)行設(shè)計(jì)計(jì)算：1. 選料:(1風(fēng)荷載線分布最大荷載集度設(shè)計(jì)值(矩形分布qw: 風(fēng)荷載線分布最大荷載集度設(shè)計(jì)值(kN/mrw:

86、 風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.4Wk: 風(fēng)荷載標(biāo)準(zhǔn)值: 1.000kN/m2B: 幕墻分格寬: 1.200mqw=1.4×Wk ×B=1.4×1.000×1.200=1.680kN/m(2立柱彎矩:Mw: 風(fēng)荷載作用下立柱彎矩(kN·mqw: 風(fēng)荷載線分布最大荷載集度設(shè)計(jì)值: 1.680(kN/m Hsjcg: 立柱計(jì)算跨度: 5.100mMw=(L13+L23/8/(L1+L2×qw=(4.6003+0.5003/8/(4.600+0.500×1.680 =4.013kN·mqEA: 地震作用設(shè)計(jì)值(KN/M2

87、:GAk: 幕墻構(gòu)件(包括板塊和鋁框 的平均自重: 900N/m2 垂直于幕墻平面的分布水平地震作用:qEAk: 垂直于幕墻平面的分布水平地震作用 (kN/m2 qEAk=5×max ×GAk=5×0.080×900.000/1000=0.360kN/m2E: 幕墻地震作用分項(xiàng)系數(shù): 1.3qEA=1.3×qEAk=1.3×0.360=0.468kN/m2qE：水平地震作用線分布最大荷載集度設(shè)計(jì)值(矩形分布 qE=qEA×B=0.468×1.200=0.562kN/mME: 地震作用下立柱彎矩(kN·m:

88、ME=(L13+L23/8/(L1+L2×qE=(4.6003+0.5003/8/(4.600+0.500×0.562 =4.013kN·mM: 幕墻立柱在風(fēng)荷載和地震作用下產(chǎn)生彎矩(kN·m 采用Sw+0.6SE組合M=Mw+0.6×ME=4.013+0.6×1.342=4.818kN·m(3W: 立柱抗彎矩預(yù)選值(cm3W=M×103/1.05/215.0=4.818×103/1.05/215.0=54.496cm3qwk: 風(fēng)荷載線分布最大荷載集度標(biāo)準(zhǔn)值(kN/mqwk=Wk×B=1.00

89、0×1.200=1.200kN/mqEk: 水平地震作用線分布最大荷載集度標(biāo)準(zhǔn)值(kN/m qEk=qEAk×B=0.360×1.200=0.432kN/m(4I1,I2: 立柱慣性矩預(yù)選值(cm4R0=L12/2-(L13+L23/8(L1+L2×(qwk+0.6×qEk/L1=2.598KNI1=1000×1.4355×R0-0.409×(qwk+0.6×qEk ×L1×L13/(24×2.1/20=95.084cm4I2=1.4355×R0-0.409

90、5;(qwk+0.6×qEk ×L1×L12×180/(24×2.1=74.413cm4選定立柱慣性矩應(yīng)大于: 95.084cm42. 選用立柱型材的截面特性:選用型材號: 8#槽鋼 型材強(qiáng)度設(shè)計(jì)值: 215.000N/mm2型材彈性模量: E=2.1×105N/mm2X軸慣性矩: Ix=101.662cm4Y軸慣性矩: Iy=16.174cm4X軸抵抗矩: Wx1=25.673cm3X軸抵抗矩: Wx2=25.658cm3型材截面積: A=10.472cm2型材計(jì)算校核處壁厚: t=5.000mm型材截面面積矩: Ss=15.437

91、cm3塑性發(fā)展系數(shù): =1.053. 幕墻立柱的強(qiáng)度計(jì)算:校核依據(jù): N/A+M/Wa=215.0N/mm2(拉彎構(gòu)件 B: 幕墻分格寬: 1.200mGAk: 幕墻自重: 900N/m2幕墻自重線荷載:Gk=900×Wfg/1000=900×1.200/1000=1.080kN/mNk: 立柱受力:Nk=Gk×Hsjcg=1.080×5.100=5.508kNN: 立柱受力設(shè)計(jì)值:rG: 結(jié)構(gòu)自重分項(xiàng)系數(shù): 1.2N=1.2×Nk=1.2×5.508=6.610kN: 立柱計(jì)算強(qiáng)度(N/mm2(立柱為拉彎構(gòu)件N: 立柱受力設(shè)計(jì)值:

92、6.610kNA: 立柱型材截面積: 10.472cm2M: 立柱彎矩: 4.818kN·mWx2: 立柱截面抗彎矩: 25.658cm3: 塑性發(fā)展系數(shù): 1.05=N×10/A+M×103/1.05/Wx2=6.610×10/10.472+4.818×103/1.05/25.658=185.148N/mm2185.148N/mm2a=215.0N/mm2立柱強(qiáng)度可以滿足4. 幕墻立柱的剛度計(jì)算:校核依據(jù): UmaxL/250Umax: 立柱最大撓度Umax=1000×1.4355×R0-0.409×(qWk+0

93、.6×qEk ×L1×L13/(24×2.1×Ix立柱最大撓度Umax 為: 18.524mmDu: 立柱撓度與立柱計(jì)算跨度比值:Hsjcg: 立柱計(jì)算跨度: 5.100mDu=U/Hsjcg/1000=18.524/5.100/1000=0.004 1/250撓度可以滿足要求5. 立柱抗剪計(jì)算:校核依據(jù): max =125.0N/mm2(1Qwk: 風(fēng)荷載作用下剪力標(biāo)準(zhǔn)值(kNR0: 雙跨梁長跨端支座反力為: 2.137KN Ra: 雙跨梁中間支座反力為: 9.416KN Rb: 雙跨梁短跨端支座反力為: 5.433KN Rc: 中間支承處梁

94、受到的最大剪力(KN =6.033 KNQwk=6.033 KN(2Qw: 風(fēng)荷載作用下剪力設(shè)計(jì)值(kN Qw=1.4×Qwk=1.4×6.033=8.446kN(3QEk: 地震作用下剪力標(biāo)準(zhǔn)值(kNR0: 雙跨梁長跨端支座反力為: 0.769KN Ra: 雙跨梁中間支座反力為: 3.390KN Rb: 雙跨梁短跨端支座反力為: 1.956KN Rc: 中間支承處梁受到的最大剪力(KN =2.172 KNQEk=2.172 KN(4QE: 地震作用下剪力設(shè)計(jì)值(kN QE=1.3×QEk=1.3×2.172=2.823kN(5Q: 立柱所受剪力:采用Q

95、w+0.6QE組合Q=Qw+0.6×QE=8.446+0.6×2.823=10.140kN(6立柱剪應(yīng)力: 立柱剪應(yīng)力:Ss: 立柱型材截面面積矩: 15.437cm3 Ix: 立柱型材截面慣性矩: 101.662cm4 t: 立柱壁厚: 5.000mm=Q×Ss ×100/Ix/t=10.140×15.437×100/101.662/5.000 =30.495N/mm230.495N/mm2125.0N/mm2 立柱抗剪強(qiáng)度可以滿足四、立梃與主結(jié)構(gòu)連接立梃與主結(jié)構(gòu)連接:采用SG+SW+0.6SE組合N1wk: 連接處風(fēng)荷載總值(N:

96、N1wk=Wk×B ×Hsjcg ×1000=1.000×1.200×5.100×1000=6120.000N連接處風(fēng)荷載設(shè)計(jì)值(N :N1w=1.4×N1wk=1.4×6120.000=8568.000NN1Ek: 連接處地震作用(N:N1Ek=qEAk×B ×Hsjcg ×1000=0.360×1.200×5.100×1000=2203.200NN1E: 連接處地震作用設(shè)計(jì)值(N:N1E=1.3×N1Ek=1.3×2203.200=

97、2864.160NN1: 連接處水平總力(N:N1=N1w+0.6×N1E=8568.000+0.6×2864.160=10286.496NN2: 連接處自重總值設(shè)計(jì)值(N:N2k=900×B ×Hsjcg=900×1.200×5.100=5508.000NN2: 連接處自重總值設(shè)計(jì)值(N:N2=1.2×N2k=1.2×5508.000=6609.600NN: 連接處總合力(N:N=(N12+N220.5=(10286.4962+6609.60020.5=12226.971N連接焊縫的強(qiáng)度計(jì)算：V：連接處的組合總剪

98、力(N；Lw ：角焊縫的總有效長度(mm；hf ：角焊縫的高度(mm；fwf ：角焊縫的強(qiáng)度設(shè)計(jì)值(MPa；f：焊縫最大應(yīng)力值(MPa；f=V/0.707/Lw /hf=12226.971/0.707/100/6=28.823MPa28.823MPa160MPa焊縫強(qiáng)度可以滿足要求!五、幕墻預(yù)埋件總截面面積計(jì)算幕墻預(yù)埋件計(jì)算: (第1處本工程預(yù)埋件受拉力和剪力V: 剪力設(shè)計(jì)值:V=N2=6609.600NN: 法向力設(shè)計(jì)值:N=N1=10286.496NM: 彎矩設(shè)計(jì)值(N·mm:e2: 螺孔中心與錨板邊緣距離: 110.000mm M=V×e2=6609.600×

99、;110.000=727056.000N·mNum1: 錨筋根數(shù): 4根錨筋層數(shù): 2層Kr: 錨筋層數(shù)影響系數(shù): 1.000關(guān)于混凝土：混凝土標(biāo)號C30混凝土強(qiáng)度設(shè)計(jì)值:fc=15.000N/mm2按現(xiàn)行國家標(biāo)準(zhǔn)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范采用。 選用二級錨筋錨筋強(qiáng)度設(shè)計(jì)值:fy=310.000N/mm2d: 鋼筋直徑: 12.000mmv: 鋼筋受剪承載力系數(shù):v=(4-0.08×d ×(fc/fy0.5 =(4-0.08×12.000 ×(15.000/310.0000.5 =0.669t: 錨板厚度: 10.000mmb: 錨板彎曲變形折減系數(shù):

100、b=0.6+0.25×t/d =0.6+0.25×10.000/12.000=0.808Z: 外層鋼筋中心線距離: 210.000mm As: 錨筋實(shí)際總截面積:As=Num1×3.14×d2/4=4.000×3.14×d2/4=452.160mm2錨筋總截面積計(jì)算值:As1=(V/Kv+N/0.8/Kb+M/1.3/Kr/Kb/Z/fy =93.825mm2As2=(N/0.8/Kb+M/0.4/Kr/Kb/Z/fy =85.854mm293.825mm2452.160mm285.854mm2452.160mm24根12.000錨筋

101、可以滿足要求A : 錨板面積: 60000.000 mm2 0.5fcA=450000.000 NN=10286.496N0.5fcA錨板尺寸可以滿足要求六、幕墻預(yù)埋件焊縫計(jì)算幕墻預(yù)埋件焊縫計(jì)算: (第1處Hf:焊縫厚度6.000L :焊縫長度100.000m:彎矩引起的應(yīng)力m=6×M/(2×he ×lw2×1.22 =52.553N/mm2n:法向力引起的應(yīng)力n =N/(2×he ×Lw ×1.22 =11.153N/mm2:剪應(yīng)力=V/(2×Hf ×Lw =6.120N/mm2:總應(yīng)力=(m+n2+2

102、0.5=63.99963.999N/mm2160N/mm2焊縫強(qiáng)度可以滿足!七、幕墻橫梁計(jì)算幕墻橫梁計(jì)算: (第1處1. 選用橫梁型材的截面特性:選用型材號: 角鋼 50*50*5型材強(qiáng)度設(shè)計(jì)值: 215.000N/mm2型材彈性模量: E=2.1×105N/mm2X軸慣性矩: Ix=11.020cm4Y軸慣性矩: Iy=11.027cm4X軸抵抗矩: Wx1=3.073cm3X軸抵抗矩: Wx2=7.792cm3Y軸抵抗矩: Wy1=3.074cm3Y軸抵抗矩: Wy2=7.804cm3型材截面積: A=4.769cm2型材計(jì)算校核處壁厚: t=5.000mm型材截面面積矩: Ss

103、=3.171cm3塑性發(fā)展系數(shù): =1.052. 幕墻橫梁的強(qiáng)度計(jì)算:校核依據(jù): Mx/Wx+My/Wy a=215.0(1橫梁在自重作用下的彎矩(kN·mH: 幕墻分格高: 0.814mGAk: 橫梁自重: 700N/m2Gk: 橫梁自重荷載線分布均布荷載集度標(biāo)準(zhǔn)值(kN/m: Gk=700×H/1000=700×0.814/1000=0.570kN/mG: 橫梁自重荷載線分布均布荷載集度設(shè)計(jì)值(kN/m G=1.2×Gk=1.2×0.570=0.684kN/mMx: 橫梁在自重荷載作用下的彎矩(kN·m Mx=G×B2/

104、8=0.684×1.2002/8=0.123kN·m(2橫梁在風(fēng)荷載作用下的彎矩(kN·m風(fēng)荷載線分布最大荷載集度標(biāo)準(zhǔn)值(梯形分布 qwk=Wk×H=1.000×0.814=0.814KN/m風(fēng)荷載線分布最大荷載集度設(shè)計(jì)值qw=1.4×qwk=1.4×0.814=1.140kN/mMyw: 橫梁在風(fēng)荷載作用下的彎矩(kN·m Myw=qw×B2×(3-H2/B2/24=1.140×1.2002×(3-0.8142/1.2002/24 =0.174kN·m(3地震作用

105、下橫梁彎矩qEAk: 橫梁平面外地震荷載:E: 動力放大系數(shù): 5max: 地震影響系數(shù)最大值: 0.080Gk: 幕墻構(gòu)件自重: 700 N/m2qEAk=5×max ×700/1000 =5×0.080×700/1000=0.280kN/m2qex: 水平地震作用線分布最大荷載集度標(biāo)準(zhǔn)值 B: 幕墻分格寬: 1.200m水平地震作用線分布最大荷載集度標(biāo)準(zhǔn)值(梯形分布 qex=qEAk×H=0.280×0.814=0.228KN/mqE: 水平地震作用線分布最大荷載集度設(shè)計(jì)值 E: 地震作用分項(xiàng)系數(shù): 1.3qE=1.3×

106、qex=1.3×0.228=0.296kN/mMyE: 地震作用下橫梁彎矩:MyE=qE×B2×(3-H2/B2/24=0.296×1.2002×(3-0.8142/1.2002/24 =0.045kN·m(4橫梁強(qiáng)度: 橫梁計(jì)算強(qiáng)度(N/mm2:采用SG+SW+0.6SE組合Wx1: X軸抵抗矩: 3.073cm3Wy2: y軸抵抗矩: 7.804cm3: 塑性發(fā)展系數(shù): 1.05=(Mx/Wx1+Myw/Wy2+0.6×MyE/Wy2×103/1.05 =62.641N/mm262.641N/mm2a=215.

107、0N/mm2橫梁正應(yīng)力強(qiáng)度可以滿足3. 幕墻橫梁的抗剪強(qiáng)度計(jì)算:校核依據(jù): 1.5max =125.0N/mm2(1Qwk: 風(fēng)荷載作用下橫梁剪力標(biāo)準(zhǔn)值(kN Wk: 風(fēng)荷載標(biāo)準(zhǔn)值: 1.000kN/m2 B: 幕墻分格寬: 1.200m風(fēng)荷載線分布呈梯形分布時(shí)：Qwk=Wk×B2×(1-H/B/2/2=1.000×1.2002×(1-0.814/1.200/2/2 =0.476kN(2Qw: 風(fēng)荷載作用下橫梁剪力設(shè)計(jì)值(kN Qw=1.4×Qwk=1.4×0.476=0.666kN(3QEk: 地震作用下橫梁剪力標(biāo)準(zhǔn)值(kN 地震作

108、用線分布呈梯形分布時(shí)：QEk=qEAk×B2×(1-H/B/2/2=0.280×1.2002×(1-0.814/1.200/2/2 =0.133kN(4QE: 地震作用下橫梁剪力設(shè)計(jì)值(kN E: 地震作用分項(xiàng)系數(shù): 1.3QE=1.3×QEk=0.173kN(5Q: 橫梁所受剪力:采用Qw+0.6QE組合Q=Qw+0.6×QE=0.666+0.6×0.173=0.770kN(6: 橫梁剪應(yīng)力Ss: 橫梁型材截面面積矩: 3.171cm3Iy: 橫梁型材截面慣性矩: 11.027cm4t: 橫梁壁厚: 5.000mm1.5=

109、1.5×Q ×Ss ×100/Iy/t=1.5×0.770×3.171×100/11.027/5.000=6.643N/mm26.643N/mm2125.0N/mm2橫梁抗剪強(qiáng)度可以滿足4. 幕墻橫梁的剛度計(jì)算校核依據(jù): UmaxL/250橫梁承受呈梯形分布線荷載作用時(shí)的最大荷載集度： qwk：風(fēng)荷載線分布最大荷載集度標(biāo)準(zhǔn)值(KN/m qwk=Wk × H=1.000×0.81432qex: 水平地震作用線分布最大荷載集度標(biāo)準(zhǔn)值(KN/m qex=qEAk × H=0.280×0.814=0.2

110、28KN/m水平方向由風(fēng)荷載和地震作用產(chǎn)生的彎曲:U1=(qwk+0.6×qex ×Wfg4×1000(Hfg/2/Wfg2+2×(Hfg/2/Wfg4/2.1/Iy/120 =0.914mm自重作用產(chǎn)生的彎曲:U2=5×GK ×Wfg4×1000/384/2.1/Ix=0.665mm綜合產(chǎn)生的彎曲為:U=(U12+U220.5=1.130mm<=15mmDu=U/Wfg/1000=1.130/1.200/1000=0.0011/250撓度可以滿足要求八、橫梁與立柱連接件計(jì)算橫梁與立柱連接件計(jì)算: (第1處×(25/8-5×331. 橫梁與立柱間連結(jié)N1: 連接部位受總剪力:采用Sw+0.6SE組合N1=(Qw+0.6×QE ×1000=(0.666+0.6×0