鋼筋混凝土多層框架結(jié)構(gòu)課程設(shè)計(jì)計(jì)算書(shū)

1、一、設(shè)計(jì)資料1、建設(shè)地點(diǎn)：南方某城市郊區(qū)2、工程名稱：某綜合樓（底層為食堂，以上為宿舍）3、基本風(fēng)壓：0. 5kN/m24、地面粗糙類(lèi)型：B類(lèi)5、極端最高溫度+38 ,極端最低溫度+5 6、地質(zhì)條件：地基承載力的標(biāo)準(zhǔn)值為220KPa,不考慮地下水的作用7、最大降雨量為：110mm/小時(shí)8、該地區(qū)抗震設(shè)防烈度為6度9、建筑物平安等級(jí)II級(jí)10、室內(nèi)外高差0.450m,基礎(chǔ)頂面到一層地面距離0. 600m。11、樓面和屋面采用現(xiàn)澆鋼筋混凝土肋形樓蓋結(jié)構(gòu)，板厚、梁高、柱截面自定;12、屋面采用柔性防水，屋面恒荷載標(biāo)準(zhǔn)值（不包括現(xiàn)澆鋼筋混凝土肋形樓蓋自 重）為L(zhǎng)9KN/m2；屋面為上人屋面，活荷載標(biāo)準(zhǔn)

2、值為2. OKN/m2；樓面恒荷載標(biāo)準(zhǔn) 值（不包括現(xiàn)澆鋼筋混凝土肋形樓蓋自重）為L(zhǎng)OKN/m?。樓面活荷載標(biāo)準(zhǔn)值為2. OKN/m2o墻體采用灰砂磚,重度Y =18KN/m3,外墻貼瓷磚,墻面重4. 5KN/W, 內(nèi)墻（180）面采用水泥粉刷，墻面重4. 04KN/m2；內(nèi)墻（120）面采用水泥粉刷，標(biāo)準(zhǔn)層柱荷載樓面板傳荷梁傳荷墻傳荷合計(jì)基礎(chǔ)頂面荷載底層外縱墻自重基礎(chǔ)梁自重合計(jì)活載頂層柱荷載3.0 x 14.974 = 44.922/c/V29.232/c/V98927 kN173.081/c/V； = 61.328/c/V； = 19219kN80.547/c/V屋面板傳荷標(biāo)準(zhǔn)層柱荷載樓面板

3、傳荷2.0 x 14.974 = 29.948/c/V2.0 x 14.974 = 29.948/c/V（4）B軸柱縱向集中荷載計(jì)算恒載頂層柱荷載屋面板傳荷3.9 x 20.914 = 81.565/c/V梁傳荷合計(jì)標(biāo)準(zhǔn)層柱荷載樓面板傳荷梁傳荷10.508AN92.164/c/V3.0 x 20.914 = 62.742/c/V10.508/c/V墻傳荷合計(jì)基礎(chǔ)頂面荷載內(nèi)縱墻自重基礎(chǔ)梁自重141.286/cN214.536/c/V16.228 x O.L不按翼緣高度考慮），即b/ = 2080mm。BC梁取 lo/3=838O/3=2793mm 與 b+sn=250+8400-360-135=

4、8155mm 中的較 小值（因?yàn)?壇=80/660=0.120.1,不按翼緣高度/1/考慮），即b/ = 2515mm。翼緣高度無(wú)，=80mm。正截面承載力計(jì)算如表所示。按T形截面計(jì)算截面AB梁跨中截面（4層）AB梁跨中截面（其他層）M(kN m)56. 37110. 84M(N mm)56367600. 00110836320.00abf h/ (h0 - -(N mm)1338725440. 001338725440. 00判別截面類(lèi)型第一類(lèi)T形截面第一類(lèi)T形截面M as =. ?我1人比h。0. 00610.0120asb = 0.3836(Xs V sbOCs V sb=l-(l-2a

5、s)20. 00610.0120As = & b/hoajjfy307. 95607. 34(mm2)配筋率p = As/bh0. 2240%0. 4417%最小配筋率Pmin = 0.2% Pmin Pmin選擇配筋率0. 2240%0. 4417%選擇配筋面積（mn?）307. 95607. 34選擇鋼筋2C162C20實(shí)際配筋面積（加2）402628實(shí)際配筋率0. 2924%0. 4567%按T形截面計(jì)算截面BC梁跨中截面（4層）BC梁跨中截面（其他層）M (kN m)281.93430. 86M(N mm)281931120.00430857480. 00aJcbf hf (h0 f

6、) (N mm)2083224800. 002083224800. 00判別截面類(lèi)型第一類(lèi)T形截面第一類(lèi)T形截面Mas =, 7h020. 01540. 0236a sb = 0.3836OCs V sbOts V sbS-(1-2%y0.01550. 0238As = W b/hoajjfy(mm2)1195. 861835. 24配筋率p = As/bh0. 6834%1.0487%最小配筋率Pmin 02%) Pmin Pmin選擇配筋率0. 6834%1. 0487%選擇配筋面積（mm?1195. 861835. 24選擇鋼筋4C204C25實(shí)際配筋面積（mn?）12561964實(shí)際配

7、筋率0.7177%1. 1223 %按矩形截面計(jì)算截面AB梁A端（4層）AB梁B端（4層）M (kN m)-43. 86-204. 33M(N mm)43864874.75204330452. 80M=na1fcbho0. 04040. 1882asb = 0.3836 Pmin選擇配筋率0. 2000%0. 9045%選擇配筋面積275. 001243. 66選擇鋼筋2C204C20實(shí)際配筋面積6281256實(shí)際配筋率0. 4567%0.9135%按矩形截面計(jì)算截面AB梁A端（其他層）AB梁B端（其他層）M (kN m)-120.39-304. 00M(N nun)120392027.153

8、03996691.10M ajcbfio0. 11090. 2799asb = 0.3836as Pmin Pmin選擇配筋率0. 5067%1. 4479%選擇配筋面積696. 771990. 80選擇鋼筋2C253C25+1C28實(shí)際配筋面積9822088實(shí)際配筋率0. 7142%1. 5185 %按矩形截面計(jì)算截面BC梁B端（4層）BC梁C端（4層）M (kN m)-236.16-169. 72M(N mm)236157207. 65169722703. 23Mas =7aJcbho0. 12990. 0933asb = 0.3836(Xs V Otsbots V a$b3-(1-2%產(chǎn)

9、0. 13960. 0981As= W bh()a/4(mm2)1068. 51751. 18配筋率p = As/bh0. 6106%0. 4292%最小配筋率Pmin = 2% Pmin Pmin選擇配筋率0. 6106%0. 4292%選擇配筋面積1068. 51751. 18選擇鋼筋4C203C20實(shí)際配筋面積1256942實(shí)際配筋率0.7177%0. 5383%3300 1 33003300 1 33003300 1 33003300 1 3300 . 3300 1 33003300 006600 圖1.結(jié)構(gòu)平面布置圖1、結(jié)構(gòu)體系選型：采用鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)體系。2、屋面結(jié)構(gòu)：屋面

10、采用現(xiàn)澆鋼筋混凝土肋形樓蓋結(jié)構(gòu)，板厚80。3、樓面結(jié)構(gòu)：樓面采用現(xiàn)澆鋼筋混凝土肋形樓蓋結(jié)構(gòu)，板厚80。三、框架計(jì)算簡(jiǎn)圖及兩柱線剛度1、確定框架計(jì)算簡(jiǎn)圖框架的計(jì)算單元如圖1所示，取軸上的一根框架計(jì)算。假定框架柱嵌固于 基礎(chǔ)頂面，框架梁與框架柱剛接。由于各層柱尺寸不變，故梁跨等于柱截面形心 軸線之間的距離。底層柱高從基礎(chǔ)頂面算至二層樓面，基礎(chǔ)頂面標(biāo)高為-0. 600m, 二層樓面標(biāo)高為4. 000m,故底層柱高為4. 60m。其余各層柱高均為3. 60m。由此可 繪出框架計(jì)算簡(jiǎn)圖，如圖2。按矩形截面計(jì)算截面BC梁B端（其他層）BC梁C端（其他層）M (kN m)-443. 52-338. 84M(

11、N mm)443519367.78338835843.40MQ aifcbho0. 24390. 1863asb = 0.3836OCs Otsbots Pmin Pmin選擇配筋率1.2434%0. 9095%選擇配筋面積2175.961591. 54選擇鋼筋3C25+1C282C25+1C28實(shí)際配筋面積22141597實(shí)際配筋率1.2651%0.9126%斜截面承載力計(jì)算如表所示。截面AB梁A端（4 層）AB梁B端（4 層）AB梁A端（其 他層）AB梁B端（其 他層）V(kN)-90. 12117. 28-127. 18191.93V(N)90117. 00117276.80127181

12、.40191931.600.25Bcfcbh。(N)532312.50532312.50532312.50532312.500風(fēng) (N)140122. 50140122. 50140122.50140122. 50?lsv IZ - 0.7ftbhoSfyvO按構(gòu)造配筋按構(gòu)造配筋按構(gòu)造配筋0. 28選擇箍筋間距250250250250“su56. 44選擇箍筋8 (2)8 (2)8 (2)8 (2)實(shí)際配筋面積101101101101配筋率0. 1616%0.1616%0. 1616%0. 1616%最小配筋率f0.24 箸=0.105%Jyv Pmin Pmin Pmin Pmin截面BC梁

13、B端（4層）BC梁C端（4層）BC梁B端（其 他層）BC梁C端（其 他層）V(kN)-275. 95149.90-512. 71246. 99V (N)275947. 20149899. 40512712.30246994.100.25Bcfcbh0(N)688875.00688875.00688875.00688875. 000.7回(N)181335.00181335.00181335.00181335. 00二，一。7九叫Sfyuh。0. 40按構(gòu)造配筋1.390. 28選擇箍筋間距250250100250sv99. 55139. 4769. 09選擇箍筋08 (2)08 (2)010

14、(2)8 (2)實(shí)際配筋面積101101157101配筋率0. 1616%0.1616%0. 628%0. 1616%最小配筋率f0.24-= 0.105%Jyv Pmin Pmin Pmin) Pmin在主梁與次梁相交處，加六排附加箍筋8 （2） 50抗沖切破壞，驗(yàn)算其承 載力：mnfyvAsvl = 6 x 101mm2 x 270N/mm2 = 163620N 275.101kN進(jìn)行吊筋計(jì)算：275.101kN- 163.620kN74=2 X 360N3，sin45。= 289mm選 2c12 (As = 226mm2)o2、框架柱截面設(shè)計(jì)A軸柱截面設(shè)計(jì)A軸柱選定截面尺寸450mm x

15、 450mm軸壓比驗(yàn)算：底層柱 =1550.66/c/V軸壓比曲=*=晨黑=04585 0.9(滿足要求)JccJLO / X45UX43U截面尺寸復(fù)核取拆=450 40 = 410mmohw 410d =0.91 Vmax = 35.67kN滿足最小截面尺寸要求考慮柱子同一截面分別承受正反向彎矩，采用對(duì)稱配筋。Nb = aJcWbbh。= 1594.80/cN根據(jù)內(nèi)力組合結(jié)果進(jìn)行配筋計(jì)算正截面承載力計(jì)算第一組內(nèi)力：Mmax = 48.85kN -m, N = 1265.45/c/VM1 46.98=0.96 0.9M2 48.85711/12 x 450 x 4503i= -= -= 129

16、.90y/A J 450 x 450lc4600Mi-=35.41 0,7乙彎矩增大系數(shù)其中%s = 1 +1300%s = 1 +晨0.5以 0.5 x 16.7 x 450 x 4501265.45 x 103=1.34一 x048.85 x 106 11265.45 x 1034600 9)2 x 1.34 = 1.75450因此，M = CmTnsM2 = 0.988 x 1.75 x 48.85 = 84.46/cN mM 84.46 Qen = =x 10J = 67mm N 1265.45匕=+ e0 = 67 + 20 = 87mm 3h0 = 123mmh450e = e；-

17、/ = 87 -I40 = 272mm22按小偏壓計(jì)算。2Ne OASa.frbhr.(一四“/明1265.45 x 103 1.0 x 16.7 x 0.5176 x 450 x 4101265.45 x 103 x 272 - 0.43 x 1,0 x 16.7 x 450 x 4102(0.5176- 0.8)(410-40)+ 1.0 x 16.7 x 450 x 410+ 0.5176 = 0.45152, Ne O.5Qa1fcbhoAs = 4 =fy(hO a/)1265.45 x 103 x 272 - 0.4720 x (1 - 0.5 x 0,4720) x 1.0 x

18、16.7 x 450 x 4102360 x (410 - 40)=731 mm2按最小配筋率計(jì)算一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450mm2 全部縱向鋼筋， Pminbh 0.0055 x 450 x 450=rmm = 557mms 22第二組內(nèi)力：M = 34.38/c/V - m, Nmax = 1550.66/c/V%23.66= 0.688 0.9M2 34.38I 1/12 x 450 X 4503i = -= = 129.90、4 、450 x 450lc 4600-=35.41 i 129.90%34- 121乙=34

19、- 12 x (-0.688)= 42.256不需要考慮二階效應(yīng)M 34.38&= =x 10J = 22mm N 1550.66et = eQ + ea = 22 + 20 = 42mm 3h0 = 123mmh450e = ej-= 42 H40 = 227mm22按小偏壓計(jì)算N - aJcWbbh。2Ne OA3a1fcbho&一哂狐一硝十 ”的+ & = 0.50862,Ne_f(l_0.5f)a/Mo4 = 4= 954 mmzfyh0 - a；)按最小配筋率計(jì)算一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450mm2全部縱向鋼筋0.00

20、55 x 450 x 4507=557mmz第三組內(nèi)力：M = 23.50kN rrif Nm/n = 152.34/cAf11.53=0.49 0.923.501/12 x 450 X 4503=129.90450 x 450lc4600%-=35.41 3/i0 = 123mmh450e =as = 174 H40 = 359mm22按大偏壓計(jì)算Nx =20.27mm ajcb二4Ne - aJcbx(hQ -1)fy (h。 %)=-47 mm2按最小配筋率計(jì)算一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450mm2全部縱向鋼筋， Pminb

21、h 0.0055 x 450 x 450=As = 557mm22根據(jù)計(jì)算結(jié)果，A軸柱截面選3c16 (4 = 4 = 603mm2)斜截面受剪承載力計(jì)算 剪力最大的內(nèi)力組合M = 39.9 kN m, N = 946.22 kN, Vmax = 3567kN剪跨比人=奈=舞= &393,取入=31.75入 + 1.01.75入 + 1.0ftbhQ + 0.07N = 192.96/c/V Vmax=35.676N可不進(jìn)行斜截面受剪承載力計(jì)算，按構(gòu)造要求配筋。B軸柱截面設(shè)計(jì)B軸柱選定截面尺寸500mm x 500mm軸壓比驗(yàn)算：底層柱= 3457.37 kN軸壓比.=氏= S8281 0.9

22、(滿足要求) 截面尺寸復(fù)核取拆=500 40 = 460mmohw 4601 =0.92 Vmax 滿足最小截面尺寸要求考慮柱子同一截面分別承受正反向彎矩，采用對(duì)稱配筋。Nb = aJcbbhQ = 1988.10/c/V根據(jù)內(nèi)力組合結(jié)果進(jìn)行配筋計(jì)算正截面承載力計(jì)算 第一組內(nèi)力：Mmax = 211.44 kN m, N = 2371.63/c/V199.31 =0.94 0.9211.441/12 x 500 x 5003=144.34500 x 500lc3600%-=24.94 0,7“2彎矩增大系數(shù)= 1 +其中=0.88=0.88_ 0.5以 _ 0.5 x 16.7 x 500 x

23、 500一N -2371.63 x 10313600 9r)ns = 1 H；rx ()2 x 1.88 = 1.32 TOC o 1-5 h z 1300 f 211-44 X 106 + 20/4605002371.63 x 103),因此，M = CmrnsM2 = 0.982 X 1.32 X 211.44 = 274.08/c/V mM 274.082en = =x 10 = 116mmu N 2371.6361 = e0 + ea = 116 + 20 = 136mm O.3/io = 138mmh500e = 6j % = 136 H40 = 346mm22按小偏壓計(jì)算。2Ne

24、OA3a1fcbhoG .2麗 Y) + aifcbh+ 匕=0.63282,Ne-l-O.5aJcbho4s = %s =77；：= 372 mm pminbhfy (% 一 %)按最小配筋率計(jì)算450mm2一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450mm2全部縱向鋼筋4s = &pminbh 0.0055 x 450 x 4509 IILLILl L r Z=557mm第二組內(nèi)力：M = 93.32 kN m, Nmax = 3457.37 kN93.32 =0.71 0.9130.671/12 x 500 x 5003=144.3450

25、0 x 500lc4600%-=31,87 34 12 J = 34 12 x (-0.71)=i144.34M2i )42.52不需要考慮二階效應(yīng)M 93.32 Qen = =x 10J = 27mmu N 3457.37Cj = e0 += 27 + 20 = 47mm O,3/io = 138mmh500e = , H% = 47 H40 = 257mm22按小偏壓計(jì)算。N - aJcWbbh。gzNe 0.43% 入 Mn+ 2 = 1.05092，Ne - f (1 一 0.5f)%帥0As = As = 49 mmz 0,9M2 113.461/12 x 500 x 5003=14

26、4.34500 x 500lc3600%-=24.94 0.7乙彎矩增大系數(shù)九s = 1 +其中0.5fcA 0.5 x 16.7 x 500 x 500256.09 x 103.=8.1514,800圖2.計(jì)算簡(jiǎn)圖2、框架梁柱的線剛度計(jì)算對(duì)于中框架梁取21。AB跨梁13.15 x 107 x 2 X x 0.25 x 0.553EI12A?ab 梁= = 330 x id kN mI6.6BC跨梁3.15 x 107 x 2 x x 0.25 x 0.73EI12/汨=,=5.36 x IO,kN mBC/、 i8.4A、C軸底層柱3.15 x 107 x x 0.45 x 0.453EI1

27、2/恤層柱=/ =46= 2.34x 10 kN-mA、C軸2、3、4層柱i3.15 x 107 x x 0.45 x 0.453EI124L n 4尸件=.=2.99 x IO,kN , mN、3、4居仕I36Tlns = 1 H7105.06 x 106JL J U yJ I256.09 x 103Tlns = 1 H7105.06 x 106JL J U yJ I256.09 x 1033600 9rx ()2 x 8.15 = 1.35+ 20/460500因此，M = CmrnsM2 = 0.976 x 1.35 x 105.06 = 138A3kN mM 138.43 aen =

28、=x 10J = 1317mm N 105.06ei = eQ + ea = 1317 + 20 = 1337mm O.3/io = 138mmh500e = ej-as = 1337 H40 = 1547mm22按大偏壓計(jì)算。Nx =12.58mmajcbNe a1fcbx(3,取入=31 75:九四 + 0.07N = 322.16/c/V Vmax = 115.82/c/VX + 1.0可不進(jìn)行斜截面受剪承載力計(jì)算，按構(gòu)造要求配筋。C軸柱截面設(shè)計(jì)C軸柱選定截面尺寸450mm x 450mm軸壓比驗(yàn)算：底層柱4a% = 1919.71 kN軸壓比的=*= 0,5677 0.9(滿足要求)

29、/ fcAc 16.7x450 x450L 截面尺寸復(fù)核取拆=450 40 = 410mmohw 410=0.91 Vmax = 90.17 kN滿足最小截面尺寸要求考慮柱子同一截面分別承受正反向彎矩，采用對(duì)稱配筋。Nb = aJcWbbh。= 1594.80/cN根據(jù)內(nèi)力組合結(jié)果進(jìn)行配筋計(jì)算正截面承載力計(jì)算第一組內(nèi)力：Mmax = 186.36/c/V 租，N = 1380.97 kN%176.711 = 0.95 0.9M2 186.36I 11/12 x 450 X 4503i = -= = 129.9014 J 450 x 450lc3600Mi-=27,71 0.7%彎矩增大系數(shù)其中

30、1.22_ 0.5fcA _ 0.5 x 16.7 x 450 x 450一N -1380.97 x 1034 ns = 1 +36001300/ 186.36 x 1061380.97 x 103450）2x 1.22 = 1.16因此，M = CmrnsM2 = 0.985 x 1.16 x 186.36 = 212.93/c/V m因此，M = CmrnsM2 = 0.985 x 1.16 x 186.36 = 212.93/c/V mM 212.93 aen = =x 105 = 154mmu N 1380.97= eQ + ea = 154 + 20 = 174mm 3/i0 = 1

31、23mmh450e =as = 174 H40 = 359mm22按大偏壓計(jì)算。Nx =184mm a J*Ne - abx 一 克Ne - abx 一 克fy （八 o 一 4 ）=421 mm2按最小配筋率計(jì)算一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450mm2按最小配筋率計(jì)算一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450mm2全部縱向鋼筋Pmi/nbh2Pmi/nbh20.0055 x 450 x 450=557mm2第二組內(nèi)力：M = 322kN m, Nmax = 1919.71 kN

32、第二組內(nèi)力：M = 322kN m, Nmax = 1919.71 kN/ _ 3.22M2 57.69/ _ 3.22M2 57.69=0.056 34- 1234- 12 x （-0.056）= 34.672i129.90M217需要考慮二階效應(yīng) 截面偏心距調(diào)節(jié)系數(shù)%Cm = 0.7 + 0.3Cm = 0.7 + 0.3x J = 0.7 + 0.3 x 0.056 = 0.717 0.7M2彎矩增大系數(shù)其中年 TIS = 1 + 1300如s = 1 +0.5 0.5 x 16.7 x 450 x 4501919.71 x 103=0.88因此,M = C7nqz1sM257.69 x

33、 1061919.71 x 1034600 9）2 x 0.88 = 1.584500.717 x 1.58 x 57.69 = 65.35/cN mM 65.35&en = =x 10J = 34mm N 1919.714=e（）+ e。= 34 + 20 = 54mm 3h0 = 123mmh450e = e； Hg = 54 H40 = 239mm22按小偏壓計(jì)算N - aJXbbh。2Ne 0.43a/b/in+ & = 0.60112Aa = 543按最小配筋率計(jì)算一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450mm2全部縱向鋼筋a =

34、 a f = Pminbhs _ s _ 20.0055 x 450 x 450?第三組內(nèi)力：M = 97.35kN m, Nmin = 193.00 kN85.23M2 97.35=0.88 0.91/12 x 450 X 4503450 x 450129.90lc3600%-=27.71 3/i0 = 123mmh450e = e；-a. = 524 H40 = 709mm22按大偏壓計(jì)算Nx =25.68mm a J*Ne-ajcbx-)4 =4 = 452mmfyo a；)按最小配筋率計(jì)算一側(cè)縱向鋼筋A(yù)s = As = pminbh = 0.002 x 450 x 450 = 450m

35、m2全部縱向鋼筋=557mmzAs = AQminbh 0.0055 x 450 x 450Q=557mm根據(jù)計(jì)算結(jié)果，A軸柱截面選3c16 (4 = 4 = 603mm2)斜截面受剪承載力計(jì)算 剪力最大的內(nèi)力組合M = 167.31/c/V-m, N = 1375.69 kN, Vmax = 90.17 kN剪跨比人選=舞=a393,取入=31.75入 + 1.0ftbhQ + 0.07/V = 223.03/cN Vmax=90.17 kN可不進(jìn)行斜截面受剪承載力計(jì)算，按構(gòu)造要求配筋。B軸底層柱1l, 3.15 x 107 x x 0.50 x 0.503EI12A底層柱=-=獲=357義

36、10 kNmB軸2、3、4層柱13.15 x 107 X x 0.50 x 0.503EI12九2、3、4層柱=7 =-=生56 X10 fc/V-mI3.0另U軸2、3、4層柱= 1.0,那么其余各桿件的相對(duì)線剛度如圖2所示，作為計(jì)算各節(jié)點(diǎn)桿端彎矩分配系數(shù)的依據(jù)。四、荷載計(jì)算1、恒載標(biāo)準(zhǔn)值計(jì)算(1)屋面屋面自重0.08 x 25 + 1.9 = 3.9/c/V/m2樓面樓面自重0.08 x 25 + 1.0 = 3.0/cN/m2 梁700mm x 250mm梁自重(0.70 - 0.08)x 0.25 x 25 = 3.875/cN/zn梁側(cè)抹灰(0.70 - 0.08)x 0.015 x

37、 17 x 2 = 0.316/c/V/m合計(jì)4.191/c/V/m(4) 梁550mm x 250mm梁自重(0.55 - 0.08)x 0.25 x 25 = 2.938fcN/m梁側(cè)抹灰(0.55 - 0.08)x 0.015 x 17 x 2 = 0.240/cN/m合計(jì)3.178/cN/m 梁500mm x 250mm梁自重(0.50 - 0.08)x 0.25 x 25 = 2.625/cN/m梁側(cè)抹灰(0.50 - 0.08)x 0.015 x 17 x 2 = 0.214/cN/m合計(jì)2.839/cN/m(6) 梁450mm x 250mm梁自重(0.45 0.08)x 0.2

38、5 x 25 = 2.313fcN/m梁側(cè)抹灰(0.45 - 0.08)x 0.015 x 17 x 2 = 0.189fc/V/m合計(jì)2.502fc/V/m 基礎(chǔ)梁500mm x 250mm梁自重0.50 x 0.25 x 25 = 3.125fc/V/m(8) A、C軸柱柱自重柱面抹灰合計(jì)(9)B軸柱0.45 x 0.45 x 25 = 5.063/c/V/m0.45 x 0.015 x 17 x 3 = 0.344/c/V/m5A07kN/m柱自重柱面抹灰合計(jì)(10)外縱墻(標(biāo)準(zhǔn)層)0.50 x 0.50 x 25 = 6.25fc/V/m0.50 x 0.015 x 17 x 3 =

39、0.383/c/V/m6.633fc/V/m墻自重外墻貼瓷磚鋁合金玻璃窗合計(jì)(11)外縱墻(底層)0.9 x 0.18 x 18 = 2.916fc/V/m4.5kN/m0.45/cN/m7.866/cN/m墻自重4.6 - 2.1 - 0.55 - 0.4; x 0.18 x 18外墻貼瓷磚=5.022/c/V/m鋁合金玻璃窗4.5/c/V/m合計(jì)0A5kN/m9.972/cN/m(12)內(nèi)縱墻(標(biāo)準(zhǔn)層)墻自重3.6-0,5； x 0.18 x 18 = 10.044fc/V/m4.04/cN/m0.2kN/m14.284/c/V/m水泥粉刷木門(mén)合計(jì)(13)內(nèi)縱墻(底層)墻自重水泥粉刷木門(mén)合計(jì)(14)內(nèi)隔墻(標(biāo)準(zhǔn)層)4.6 - 0.5 - 0.4; X 0.18 x 18 = 11.988f