整理4荷載計算及計算簡圖

1、精品文檔4荷載計算及計算簡圖4.1 豎向荷載項(xiàng)目梁寬(m)梁高(m)板厚(m)材料重(KN /m3)均布梁重(KN/m)縱軸線主梁0.30.60.12253.6橫軸線主梁0.30.60.12253.6次梁0.250.450.12252.063表 4.1.1梁自重計算表4.1.1柱自重計算層數(shù)柱截回如(m)柱截回圖(m)柱高(m)材料重(KN/m3)柱重(KN )10.600.603.92538.8442-80.600.603.32532.826表4.1.3豎向荷載計算匯總位置項(xiàng)目他載人小屋面屋面均布恒載一，26.44 KN /m屋面均布活載一 _20.5 KN /m樓面樓面均布恒載3.77 K

2、N /m2辦公室、廁所活載2.0 KN /m2走廊、樓梯活載_ _22.5 KN /m墻體標(biāo)準(zhǔn)層外縱墻自重3.363 KN/m標(biāo)準(zhǔn)層內(nèi)橫墻或縱墻自重5.616 KN /m標(biāo)準(zhǔn)層AB.CD跨山墻自重6.048 KN /m標(biāo)準(zhǔn)層BC跨山墻自重3.363 KN /m底層外縱墻自重4.295 KN/m底層內(nèi)橫墻或縱墻自重6.864 KN/m底層AB.CD跨山墻自重7.392 KN /m底層BC跨山墻自重4.707 KN /m男女衛(wèi)生間隔墻5.928 KN/m女兒墻4.86 KN/m梁縱軸線主梁3.6 KN/m橫軸線主梁3.6 KN/m精品文檔精品文檔次梁2.063 KN /m樓、屋面荷載按照圖 4.1

3、.1所示導(dǎo)荷方式傳遞到相應(yīng)框架梁上。1231_圖4.1.1荷載傳導(dǎo)方式樓、屋面恒載計算作用在頂層框架梁上的線荷載標(biāo)準(zhǔn)值g 梁自重 g6AB1 = g6CD1 = g6BC1 = 3.6KN / m2）均布恒載（樓板傳至的梁段最大值）g6AB2 = g6CD2 =6.44 3.6 = 23.184KN / m g6BC2 =6.44 3 -19.32KN /m作用在標(biāo)準(zhǔn)層框架梁上的線荷載標(biāo)準(zhǔn)值1）梁自重+墻自重gAB1 =gCD1 =9.216KN /mgBC1 =2.85KN /m2）均布包載（樓板傳至的梁段最大值）gAB2 =gCD2 =3.77 3.6 =13.572KN/mgBC2 =3

4、.77 3 =11.31KN/m精品文檔精品文檔框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值1）頂層框架邊節(jié)點(diǎn)集中荷載計算如表4.2.1 。表4.2.1頂層框架邊節(jié)點(diǎn)集中荷載計算項(xiàng) 目荷載邊框架梁自重3.6父7.2 = 25.92KN /m0.9m高女兒墻自重4.86父 7.2 = 34.992KN/m邊框架梁傳來屋面自重c 1 7.2 1 7.22 父 6.44 父一x 父一x = 41.7312 KN2222經(jīng)主梁傳來次梁自重-1c c2.063父5.7父一=5.87955KN2經(jīng)次梁到主梁傳來屋面M_ 117.217.2_2x-x6.44x-x m m(5.7 +5.7 )=45.2088KN22222頂層框

5、架邊節(jié)點(diǎn)集中荷載153.73KN2）頂層框架中節(jié)點(diǎn)集中荷載計算如表4.2.2 。表4.2.2頂層框架中節(jié)點(diǎn)集中荷載計算項(xiàng) 目荷 載中框架梁自重3.6M7.2 = 25.92KN中框架梁傳來屋面自重11 119.32 + 2 父一m 6.44X 3M (7.2 + 7.2 -3) *乂 = 74.382KN22 2經(jīng)主梁傳來次梁M2.063 M12 M 5.7 =5.87955 KN經(jīng)次梁到主梁傳來屋面自重11 7.2 1x7.22 M 父6.44父 x x m (5.7+5.7 ) -45.2088KN22222頂層框架中節(jié)點(diǎn)集中荷載151.39KN精品文檔精品文檔3）標(biāo)準(zhǔn)層框架邊節(jié)點(diǎn)集中荷載

6、計算如表4.2.3。表4.2.3標(biāo)準(zhǔn)層框架邊節(jié)點(diǎn)集中荷載計算項(xiàng) 目荷載邊框架梁自重3.6父 6.3 = 22.68KN外墻自重3.24父 6.3 = 20.412KN框架柱自重邊框架梁傳來樓面自重經(jīng)主梁傳來次梁自重1m5.7m1.4=1.995KN 4經(jīng)次梁到主梁傳來樓面自重16.36.3一m 3.77 父 2M (5.7 戶一=12.247KN444標(biāo)準(zhǔn)層框架邊節(jié)點(diǎn)集中荷載114.063KN4）標(biāo)準(zhǔn)層層框架中節(jié)點(diǎn)集中荷載計算如表4.2.4。表4.2.4標(biāo)準(zhǔn)層框架中節(jié)點(diǎn)集中荷載計算項(xiàng) 目荷 載中框架梁自重3.6M6.3 = 22.68KN標(biāo)準(zhǔn)層內(nèi)縱墻自重5.22父(6.3-0.65) =29.

7、493KN扣除門洞加上門重-2.1x1.0 x (0.2 m 7 + 2x0.34 -0.2) = -3.948KN框架柱自重38.025 KN中框架梁傳來樓面自重3.3 3.318.704 + 3.77x(6.3-)父=47.629KN22經(jīng)主梁傳來次梁自重11x5.7M1.4=1.995KN4經(jīng)次梁到主梁傳來屋間自重16.3 6.3一x 3.77 父 2 M (5.7 )父 = 12.247 KN444標(biāo)準(zhǔn)層框架中節(jié)點(diǎn)集中荷載148.121KN精品文檔精品文檔樓、屋面活載計算頂層框架梁上線荷載（樓板傳至的梁段最大值）c 6.3 P4AB = P4cd =0.51.575KN / m24.3

8、.2p4BC -0.5 3.3 -1.65KN /m頂層框架梁上集中荷載16.36.316.36.3p4A = p4D=0.5 2 -0.5 2 (5.7- )彳=4.105KN3.3 3.3P4B = p4c =4.105 0.5 (6.3-y) 7 7.941KN4.3.1頂層框架梁上線荷載（樓板傳至的梁段最大值）梁上線荷載（樓板傳至的梁段最大值）-6.3 p4AB = p4cd = 2= 6.3KN / m2p4BC =2.5 3.3 =8.25KN /m4.3.4標(biāo)準(zhǔn)層框架梁上集中荷載p4A =p4D=4 4.105 =16.420KN3 33 3p4B = p4C =16.420 2

9、.5 （6.3- - ） =35.601 KN 22豎向荷載作用下結(jié)構(gòu)計算簡圖豎向荷載作用下結(jié)構(gòu)計算簡圖如圖4.4.1及4.4.2所示水平荷載計算計算質(zhì)點(diǎn)重力荷載代表值精品文檔精品文檔1）頂層重力荷載代表值計算如表4.5.1。表4.5.1頂層重力荷載代表值計算項(xiàng) 目組合值系數(shù)福我倡屋向恒徜載1.06.39 m6.3m 9 M (5.7 x 2 + 3.3) = 5326.0011 KN梁自重1.06.3父 9 M 4M 3.6 十(5.7父2+3.3)父10父 2.375 + 5.7m17m1.4 = 1301.265KN半層柱自重1.00.5父 38.025m 40 = 760.5KN墻自重

10、（半層墻+女兒墻）1.00.5x3.24x(6.3-0.65)x9x2+ 0.5 x 3.364 x (5.7 父 2 + 3.3 3 黑 0.65)父 2+ 0.5x5.22x(6.3-0.65)x17+ 0.5x5.394x(5.7x2-2x0.65)x8+ 4.86乂(6.3父9 + 5.7父 2+3.3)父 2 = 1370.2611KN雪荷載0.50.10 父6.3 父 9 M (5.7 父 2 + 3.3) = 83.349 KN頂層重力荷載代表值8799.702KN2）標(biāo)準(zhǔn)層重力荷載代表值計算如表4.5.2表4.5.2標(biāo)準(zhǔn)層重力荷載代表值計算項(xiàng) 目組合值系數(shù)福我倡樓面包柿載1.0

11、3.77 父6.3父 9 M (5.7 父 2 + 3.3) = 3142.257KN梁自重1.06.3父 9 M 4M 3.6+(5.7父2+3.3/10父 2.375 + 5.7M17M1.4 = 1301.265KN柱自重1.038.025m 40 =1521KN墻自重（上下各半層）1.03.24父(6.3-0.65)父 9M 2+ 3.364父(5.7父2 + 3.3-3父 0.65)父 2+ 5.22x(6.3-0.65)x17+ 5.394父(5.7父2-2父0.65)父82.1M1.0M0.2M7M16 = 1305.466KN樓面均布活載0.52.0父(6.3-0.2)父(5.

12、7-0.2)父 17 + 2.5”(3.3-0.2)父(6.3父9-0.2) + (6.3-0.2)M5.7=1665.5KN標(biāo)準(zhǔn)層重力荷載代表值8102.738KN精品文檔精品文檔3）底層重力荷載代表值計算如表4.5.3。表4.5.3底層重力荷載代表值計算項(xiàng) 目組合值系數(shù)福我倡樓面包柿載1.03.77 m 6.3m 9 m (5.7 m 2 + 3.3) = 3142.257KN梁自重1.06.3父 9 M 4M 3.6 十(5.7父2+3.3)父10父 2.375 + 5.7m17m1.4 = 1301.265KN柱自重1.03.6 十 0.55 1521M= 1753.375KN3.6墻

13、自重（上下各半層）1.03.6 十 0.551305.466 父=1504.912KN3.6樓面均布活載0.52.0 x (6.3-0.2) x (5.7-0.2) x 17 + 2.5父(3.3-0.2)父(6.3父9-0.2) + (6.3-0.2)m5.7=1665.5KN底層重力荷載代表值8534.559KN根據(jù)表4.5.14.5.3 ,等效總重力荷載為：Geq 八 0.85Gi =0.85 (8799.702 6 8102.738 8534.559) = 56058.086KND值的計算1）各構(gòu)件截面尺寸：縱向框架梁： 300mmX600mm橫向框架梁：250mmX500mm柱：65

14、0mmX650mm2）梁截面慣性矩：現(xiàn)澆樓面中框架I =2.0|0，邊框架梁I =1.5I0, I0 = bh3/123）各構(gòu)件線剛度：i =EI /l。結(jié)果如表4.5.4所示表4.5.4各構(gòu)件線剛度i計算項(xiàng) 目I (父104)l(m)i(M10“E)AB、CD跨邊框架梁3.9065.76.853AB、CD跨中框架梁5.2085.79.137BC跨邊框架梁3.9063.311.836BC跨中框架梁5.2083,315.782縱向邊框架梁8.16.312.857縱向中框架梁10.86.317.143標(biāo)準(zhǔn)（頂）層柱14.8763.641.322底層柱14.8764.731.6514）框架柱抗側(cè)移剛

15、度值D的計算精品文檔精品文檔12ich2式中a值為柱的側(cè)向剛度修正系數(shù)，由以下公式求得:樓層Ka以又層i1+i2+i3 + i4K =2icKa =2 + K底層i1 +i2K =-2ic0.5+ K a 2 + K具體計算過程及結(jié)果如表4.5.54.5.6所示。表4.5.5框架柱抗側(cè)移剛度值D的計算（橫向框架）柱類別iCib1ib2ib3i b4KaD每層數(shù)量頂層KZ141.322KZ241.322KZ341.322KZ441.322標(biāo)準(zhǔn) 層KZ141.3226.85306.85300.16580.076550.87874KZ241.3226.85311.8366.85311.8360.45

16、230.18442.11668KZ341.3229.13709.13700.22110.099551.142716KZ441.3229.13715.7829.13715.7820.60300.23172.659516底層KZ131.6516.85300.21650.32331.66764KZ231.6516.85311.8360.59050.42102.17168KZ331.6519.13700.28870.34461.777516KZ431.6519.13715.78270.78730.46182.382016注：表中ic與ib的單位為10E）, E取3.0X 107KN/m2（C30）,

17、D的單位為l04KN/m柱號見圖4.5.1.表4.5.6框架柱抗側(cè)移剛度值D的計算（縱向框架）柱類別iCi b1ib2ib3i b4KaD每層數(shù)量頂層KZ141.322KZ241.322KZ341.322KZ441.322精品文檔精品文檔柱類別iC1 blib2ib31 b4KaD每層數(shù)量標(biāo)準(zhǔn) 層KZ141.32212.857O12.857O0.31110.13461.54504KZ241.32217.143O17.143OO.41490.17181.97208KZ341.32212.85712.85712.85712.8570.62230.23732.723816KZ441.32217.14

18、317.14317.14317.1430.82970.29323.365416底層KZ131.65112.857O0.40620.37661.94264KZ231.65117.143O0.54160.40982.11388KZ331.65112.85712.8570.81240.46662.406816KZ431.65117.14317.1431.08330.51352.648716注：表中ic與ib的單位為（m10E） , E取3.0X107KN/m2（C30）, D的單位為l04KN/m柱號見圖4.5.1.圖4.5.1 柱號圖5）框架等效剛度計算如表4.5.7所示。表4.5.7框架各層等效

19、剛度D D計算表 單位：lO4KN/m、一-.運(yùn)羊別及數(shù)量項(xiàng)目KZ1KZ2KZ3KZ4工D481616底層橫向框架1.66762.17161.77752.382090.5952標(biāo)準(zhǔn)層橫向框架0.87872.11661.14272.659581.2828底層縱向框架1.94262.11382.40682.6487105.5688標(biāo)準(zhǔn)層縱向框架1.54501.97202.72383.3654119.3832結(jié)構(gòu)頂點(diǎn)假想位移（用以計算結(jié)構(gòu)基本周期）8分別由Ui= Gi/Z D計算橫向、縱向框架頂點(diǎn)假想位移精品文檔精品文檔其中：G8 =8799.702KN , Gi =8534.559KN , G27

20、 =8102.738KN 。計算過程如表4.5.8所示.表4.5.8結(jié)構(gòu)頂點(diǎn)假想位移計算表單位：KN KN/m m結(jié)構(gòu)頂點(diǎn)假想位移計算表（橫向）位置G1G2G3G4G5G6G?GsG GDu18372.32778102.7388102.7388102.7388102.7388102.7388799.70265950.699059520.07279728102.7388102.7388102.7388102.7388102.7388102.7388799.70257416.138128280.07063738102.7388102.7388102.7388102.7388102.7388799.

21、70249313.398128280.06066948102.7388102.7388102.7388102.7388799.70241210.658128280.050751 U11卜 t1118102.7388102.7388102.7388799.70233107.928128280.0407326-/ - X8102.7388102.7388799.70225005.188128280.03076378102.7388799.70216902.448128280.02079588799.7028799.7028128280.010826 iX-I叫黃=2 u = 0.3579m結(jié)構(gòu)頂點(diǎn)

22、假想位移計算表（縱向)8J LM8799.7028799.70211938320.00737178102.7388799.70216902.4411938320.01415868102.7388102.7388799.70225005.1811938320.02094558102.7388102.7388102.7388799.70233107.9211938320.02773248102.7388102.7388102.7388102.7388799.70241210.6511938320.0345238102.7388102.7388102.7388102.7388102.7388799.

23、70249313.3911938320.04130728102.7388102.7388102.7388102.7388102.7388102.7388799.70257416.1311938320.04809418534.5598102.7388102.7388102.7388102.7388102.7388102.7388799.70265950.6910556880.062472位置G1G2G3G4G5G6G7G8G GDuu u 0.2566m計算結(jié)構(gòu)基本自振周期Ti由公式Ti =1.7%jW?分別計算橫向縱向框架基本自振周期如下：Tg = 0.45s（建筑抗震設(shè)計規(guī)范（GB 5001

24、1-2010）表5.1.4-2 ）橫=1.7% 心丁 = 1.7 父 0.65父 50.3579 = 0.66s 1.4Tg = 0.63s；縱=1.7% AT = 1.7 父0.65父而2麻=0.56s 七肛=0.63s精品文檔精品文檔計算橫向框架水平地震作用時 須考慮頂部附加集中水平地震作用，且6n =0.08Tl +0.01=0.08父0.66 +0.01 = 0.0628 (建筑抗震設(shè)計規(guī)范(GB 50011-2010)第 5.2.1 條)。地震影響系數(shù)0f1的確定1)查建筑抗震設(shè)計規(guī)范(GB 50011-2010)得，本工程抗震設(shè)防烈度為 7 度，第三組。設(shè)計基本地震加速度值為0.1

25、0g (建筑抗震設(shè)計規(guī)范(GB50011-2010) 附錄A.0.20.5 )。多遇地震作用下amax =0.08,罕遇地震作用下o(max =0.50 (建筑抗 震設(shè)計規(guī)范(GB 50011-2010)第5.1.4條)。2)查建筑抗震設(shè)計規(guī)范 (GB 50011-2010)得，由第 5.1.5 條，由于 Tg V1 -5Tg ,故% =(Tg/T1)%2Umax。帶入 Umax =0.08, Tg=0.45s, T1 橫=0.66s , T1 縱=0.56s,刈2 =1.0 , 0 =0.9得橫向框架：1 =(0.45/0.66嚴(yán) 1.0 0.08 =0.0567縱向框架 L =(0.45/

26、0.56)0.9 1.0 0.08 =0.0657總水平地震作用標(biāo)準(zhǔn)值計算1)橫向水平地震作用(建筑抗震設(shè)計規(guī)范(GB50011-2010)第5.2.1條)：FEk =1 1Geq =0.0567 56058.086 =3178.490KNFn =、nFEk =0.0628 3178.49 =199.610KN(1 -、n)FEk -2978.880KN2)縱向水平地震作用(建筑抗震設(shè)計規(guī)范(GB50011-2010)第5.2.1條)：FEk = ；1Geq -0.0657 56058.086 =3683.016KNFn =0KN水平地震作用計算1)抗震計算方法(建筑抗震設(shè)計規(guī)范(GB 500

27、11-2010)第5.1.2條)： 當(dāng)高度不超過40m、以剪切變形為主且質(zhì)量和剛度沿高度分布比較均勻的結(jié) 構(gòu)，以及近似于單質(zhì)點(diǎn)體系的結(jié)構(gòu)，可采用底部剪力法等簡化方法。采用底部剪力法計算水平地震作用時，各樓層可僅考慮一個自由度。本結(jié)構(gòu)符合上述要求，故可采用底部剪力法進(jìn)行抗震計算。2)計算橫向、縱向水平地震作用下各樓層水平地震作用標(biāo)準(zhǔn)值( 建筑抗震 設(shè)計規(guī)范(GB 50011-2010)第5.2.1條)。Fi = nGiHi FEk(1-n)(i =1,2,8) GjHj jf精品文檔精品文檔各樓層的水平地震作用及層間剪力如表4.5.9、4.5.10所示。表4.5.9橫向水平地震作用計算表層數(shù)層高高度HiGiGiHiGiHi/Z GHFi0Fi層間剪力Vi83.60029.9008799.702263111.0900.230685.142199.610884.752884.75273.60026.3008102.738213102.0090.186554.072554.0721438.82463.60022.7008102.738183932.1530.161479.600479.6001918.42453.60019.1008102.738154762.2960.135402.149402.1492320.57343.60015.5008102.73812