荷載內(nèi)力計(jì)算匯總

1、第二章荷載內(nèi)力計(jì)算2.1恒活載計(jì)算:屋面框架梁100厚鋼筋混凝土樓板：1:8水泥膨脹珍珠巖找坡層(均厚105 mm ):100厚憎水膨脹珍珠巖塊保溫層(p 250Ky)：，-m30. 1 05 壬3 k37 m230厚1:3水泥砂漿44200雙向箍筋:30 * 0.03 + 25 * 0.03 = 1.65 KN/-m2滿涂膠黏劑一層:0.4 * 0.01 = 0.004 KN/ m 20.02 * 30 = 0.622 5kn6/ m2 5.kn& / m20厚1:3水泥砂漿抹平壓光：屋面恒載匯總：屋面板均布恒載標(biāo)準(zhǔn)值：A8跨上屋面梁恒載標(biāo)準(zhǔn)值：BC, DE跨上屋面梁恒載標(biāo)準(zhǔn)值:框架梁自重6

2、.37 KN/ m 26.372g = 7-91 2 E 5-m2電，1 5，-m23.2KN/，-m 20.x 1 11 8 KN 6/ m 20.0 x x 7 = 2 0W8/ m 2(3.5 - 0.7) x 3.0418.51gk17/x3. 21 1 22g婦 18. 54 4.193. 21 1 2 2g414.7辦公樓樓面活載標(biāo)準(zhǔn)值為2.0 KNm2，則AB, BC, CD跨樓面梁上活載標(biāo)準(zhǔn)值為: qk11 2_(X 21 7. K%樓面縱向梁傳來(lái)作用于柱頂?shù)募泻奢d外縱墻自重標(biāo)準(zhǔn)值：墻重(7. 9 2.-85 x2. 1 X 9 1) 3. KN窗重1x 2. 1 1x9=

3、2 KN9 8合計(jì)內(nèi)縱墻自重標(biāo)準(zhǔn)值5 2. 1KN墻重(7.9 x 2.85 - 2.1x 1.5 x 2) x 3.04144.29KN窗重1x 2. 1 1x 51 2 KN. 3合計(jì)55.59KN外縱墻重5 2. KN次梁上墻重3. 04 (3. 5 乂). 5 = 4. 2KN3 8縱向框架梁自重3.雜 7.=9 2KN86縱向次梁自重3.雜 4.=2 1 KN2 8樓面恒載傳來(lái)7. 9 4-2(2 2 3x 4. x) 1.=9 8 KN2 5 A軸縱向框架梁傳來(lái)恒載標(biāo)準(zhǔn)值 = 198.0K7N內(nèi)縱墻重55.59KN次梁上墻重3. 04 (3. 5 . 5 = 3. 6KN32縱向框

4、架梁自重3.雜 7.=9 2KN86縱向次梁自重3.雜 3.=6 1 KN2 4樓面恒載傳來(lái)7. 9 3-6(2 2 3 3. 6) 1.=9 8 KN2 5 C軸縱向框架梁傳來(lái)恒載標(biāo)準(zhǔn)值G3 3 = 186.2K9N外縱墻重5 2. 1K7N次梁上墻重3. 04 (3. 5 . 5 = 3. 6KN32縱向框架梁自重3.雜 7.=9 2KN86縱向次梁自重3.雜 3.=6 1 KN2 4樓面恒載傳來(lái)7. x 3-6(2 2 3 3. &) 1.=9 8 KN25 E軸縱向框架梁傳來(lái)恒載標(biāo)準(zhǔn)值氣 2 = 18 2.8K7N同理，B軸36層182.87KN12層186.29KNA軸縱向框架梁傳來(lái)

5、樓面活載標(biāo)準(zhǔn)值Q : k1Q = 7.9 x 4.2 - (2.23 + 4.2) x 1.98 x 2.0 = 40.9 KN k iB軸縱向框架梁傳來(lái)樓面活載標(biāo)準(zhǔn)值Q :k 2Q2 2 = 7.9 x 3.6 - (1.63 + 3.6) x 1.98 x 2.0 = 36.17 KN(二層為 77.07KN)c軸縱向框架梁傳來(lái)樓面活載標(biāo)準(zhǔn)值Q :k 3Qk 3 = 36.17 x 2 = 72.34KNA軸縱向框架梁中心往外側(cè)偏離柱軸線，應(yīng)考慮130mm的偏心，以及由此產(chǎn)生的節(jié)點(diǎn)彎矩，則M婦=198.07x0.13 = 25.75KN - mM2 = 40.9 x 0.13 = 5.32

6、KN - m吃2 = 36.17 x 0.13 = 4.70KN - m樓面梁荷載簡(jiǎn)圖如下圖所示:11.I:.E 軸：M婦=186.29 x 0.13 = 24.22KN - m，圖2-2柱自重混凝土容重取28外沁，以考慮柱外抹灰重。底層：0.52 x 4.6 x 28 = 32.2KN ；一般層：0.52 x3.5 x 28 = 24.5KN2.2風(fēng)載計(jì)算：梁柱線剛度計(jì)算AB 跨：i = E = 2EI0 = 2Ex x0.25xO.73,； = 17.01x10-4E(m3)ll12，8.4BC 跨：i = E = 20 = 2Ex x0.25x0.7% = 19.85x 10-4E(m3

7、)ll12/ 7.2上部各層柱：i = E x -2 x 0.25 x 0.533 5 = 14.88 x 10-4E(m3) 底層柱：i = E x x 0.25 x 0.53/ 6 = 11.32 x 10-4 E (m3)線剛度見(jiàn)圖2-32.3風(fēng)載作用下框架內(nèi)力分析風(fēng)荷載作用下框架內(nèi)力分析14.S019.B&I質(zhì)14.8619.A519.85 1 -14.BSI翌I(lǐng)9.8514.8319.陀.15-14.8A9.S514.8B13.S514.88F.胡14.8319.851 1*.14.0019.851.林 : ，阮1 1.既19.8514.881.851沔1.3211.3211J213

8、-I -13圖2-3線剛度風(fēng)載：基本風(fēng)壓w =0.4K%，風(fēng)載體型系數(shù)R= 1.3，風(fēng)壓高度變化系 數(shù)按B類(lèi)粗糙度查表.各層迎風(fēng)面負(fù)荷寬度為7.2m，則各層柱頂集中風(fēng)荷載標(biāo)準(zhǔn)值如下表所示：.-：技1勺.的表2-1柱頂風(fēng)載標(biāo)準(zhǔn)值層數(shù)hR z各層柱頂集中風(fēng)載標(biāo)準(zhǔn)值（KN）622.11.290.4 x 1.3 x 1.0 x 1.29 x (0.6 +1.75) x 7.9 = 12.45518.61.220.4 x1.3 x1.0 x1.22 x 3.5 x 7.9 = 17.54415.11.140.4 x1.3 x1.0 x1.14 x 3.5 x 7.9 = 16.39311.61.040.

9、4 x1.3 x1.0 x1.04 x 3.5 x 7.9 = 14.9528.11.00.4 x 1.3 x 1.0 x1.0 x (0.6 +1.75) x 7.9 = 9.65 0.4x1.3x1.0 x1.0 x3.5x7.9 = 14.38 14.61.00.4 x1.3 x1.0 x1.0 x (2.3 +1.75) x 7.9 = 16.64圖2-4柱頂風(fēng)載標(biāo)準(zhǔn)值柱的側(cè)移剛度表2-2底層柱側(cè)移剛度項(xiàng)目K = E ic.0.5 + kic 2 + kD蘭ah 2 cZ D邊柱A17.01 1 =0.5 + 技-05713.6721.451 .J11.32.J2 +1.5E19851

10、.7511.320.5 +1.75 八，0.62 +1.753.85中 柱B17.01 +19.85 4 /n0.5 + 3.264.59J .匕u11.32U. / U2 + 3.26C19.85x2_,.5 + 3.51 07284.67.J11.32.2 + 3.51D19.85 x 2g0 1 1.5 + 3.51 07284.67J .J 11.32.2 + 3.51表2-3二層柱線剛度項(xiàng)目K3i上 c 2 + kD旦ah 2cZ D邊柱A17.01 =1.1414.883.3635.2935.87E19.85 J =1.3314.880.3995.82中 柱B17.01 +19.8

11、5 =2.4814.880.5548.08C19.85 x 2 =2.6714.880.5728.34D19.85 x 2 =2.6714.880.5728.34表2-4其余層柱線剛度項(xiàng)目Z i K = c. ki =c 2 + kD =旦（h 2 cZ D邊柱（2）19.85 J 有=1.3314.880.3995.8228.32中柱（2）19.85 x 2 /=2.6714.880.5728.34風(fēng)載作用下的框架內(nèi)力分析第6層B軸線柱：D 5 82 一.求柱剪力： 一=0.21,則 V = 0.21x12.45 = 2.61KNZ D 28.32反彎點(diǎn)高度：由k = 1.33查得*= 0.

12、36a= 1.0）,= （0 ;=叔.=,y t. 0，,頂層不考慮 y所以 y = y + y + y + y = 0.36 1230柱端彎矩：柱頂M =（1-0.36）x3.5x2.61=5.85KN -m 上柱底 M下=0.36 x 3.5 x 2.61=3.29KN - mC軸線柱：求柱剪力：= -8 = 0.294，則 V = 0.294x 12.45 = 3.66KN Z D 28.32反彎點(diǎn)高度：由k = 2.67查得* =0.434 a= 1.0)，= (0 ；= it .=, y t. 0,頂層不考慮 y所以 y = y + y + y + y = 0.4341230柱端彎矩

13、：柱頂 M =(1-0.434 )x 3.5 x 3.66=7.25KN - m 上柱底 M下=0.434 x 3.5 x 3.66=5.56KN - m其余各層見(jiàn)下表：表2-5風(fēng)載作用下的框架內(nèi)力分析層654321BDiZ D0.210.210.210.210.230.21V2.613.683.443.142.223.49y0.360.360.360.360.50.55Mr5.858.247.717.033.897.22上M3.294.644.333.963.898.83CD/ Z D0.2940.2940.2940.2940.230.22V3.665.164.824.402.223.66y

14、0.4340.4340.4340.4340.50.55M7.2510.229.558.723.897.58上M5.567.847.326.683.899.26DDi Z D0.2940.2940.2940.2940.230.22V3.665.164.824.402.223.66y0.4340.4340.4340.4340.50.55Mr7.2510.229.558.723.897.58上M5.567.847.326.683.899.26EDj Z D0.210.210.210.210.160.18V2.613.683.443.141.573.0y0.360.360.360.360.50.58M

15、5.858.247.717.032.755.8上M3.294.644.333.962.758A下D/ D0.150.17V1.452.83y0.640.6M1.835.21_LM3.257.81下表2-6梁端柱軸力計(jì)算層BCDEAB6土 1.32土 0.31土 0.31土 1.325土 4.02土 0.72土 0.72土 4.024土 6.94土 1.22土 1.22土 6.943土 9.63土 1.68土 1.68土 9.632土 10.95土 1.83土 1.88土 11.3土 0.65土 0.671土 12.58土 1.87土 2.27土 13.28土 2.27土 0.68表2-7梁端彎

16、矩、剪力計(jì)算層654321BCMi5.8511.5312.3511.364.235.98bMr3.637.898.708.025.295.74bl7.27.27.57.27.27.2V1.322.72.922.691.321.63CDbMl3.637.898.708.025.295.74Mr3.637.898.78.025.295.74bl7.27.27.27.27.27.2V1.012.192.422.231.471.59DEbMl3.637.898.78.025.295.74Mr5.8511.5312.3511.366.718.55bl7.27.27.27.27.27.2V1.322.72

17、.922.691.671.98bABMi1.838.46Mr3.625.13b8.48.40.651.62軸力正負(fù)號(hào)表示風(fēng)載可左右兩方向作用于框架，當(dāng)風(fēng)載反作用于框架時(shí)，軸力將變號(hào)。框架在風(fēng)載作用下的內(nèi)力圖見(jiàn)圖2-5, 2-6：圖2-5風(fēng)荷載彎矩圖2.4恒載作用下框架內(nèi)力分析梁端、柱端彎矩采用彎矩分層法計(jì)算。由于結(jié)構(gòu)和荷載均對(duì)稱，故計(jì)算時(shí) 可采用半框架。梁固端彎矩：將梯形荷載折算成固端等效均布荷載，q廣(1-2a2+a3)q o7.9則頂層 BC 跨：a=4 =0.274，7.2q = 4.79 + 25.16(1-2 x 0.2742 + 0.2743)= 26.67 堅(jiān)匕,ql2 26.6

18、7 x 7.22 = = 115.21 奶-m。圖2-6風(fēng)荷載軸力剪力圖7.9CD 跨：以=一4 = 0.274,7.2q = 4.79 + 25.16(1-2 x 0.2742 + 0.2743)= 26.67 KN/m1 ql2 26.67 x 7.22 = 1212= 115.21KN - m。7.9同理其余層：BC跨：以=一4 = 0.274 ,7.2q = 13.3 +12.84(1 -2x0.2742 +0.2743) = 24.47 KN/m ,i ql2 24.47 x 7.2212 = = 105.71KN-m。127.9CD跨:以=一4 = 0.274 ,7.2q = 4.

19、79 +12.84(1-2 x 0.2742 + 0.2743)= 15.96KN/m ,ql215.96 x 7.22=68.95 KN - m。1212用分層法計(jì)算梁、柱端彎矩結(jié)構(gòu)內(nèi)力可采用分層法計(jì)算，除底層柱外，柱的線剛度需要乘以修正系數(shù) 0.9，且除底層外，其它各柱彎矩傳遞系數(shù)取%。4ir =上柱上柱41上柱+4下柱+ i,c1 3. 39 = 0. 287X 1 3. +39 1 9. 8 5r =1 3. 3 9= 0. 2 8 7下柱 2 x 1 3. + 9 1 9. 8 51 9. 8 5r = 0. 4 2 6BC 2X 1 3. + 9 1 9. 8 5表2-8修正后的梁

20、柱線剛度表(10-4E - m3)邊跨中跨柱iABiBCiCDiDEiC3-619.8519.8519.8513.39217.0119.8519.8519.8513.39117.0119.8519.8519.8511.32中間層節(jié)點(diǎn)的節(jié)點(diǎn)分配系數(shù)和固端彎矩計(jì)算過(guò)程如下:中間層B節(jié)點(diǎn)分配系數(shù)：中間層C節(jié)點(diǎn)分配系數(shù):4，柱13.39r上柱4,上柱+ 4,下柱+ lCB + lCD4 X13.39 + 3 X19.85=0.237r下柱=0.237， 九=0.351，七d = 0.175中間層C節(jié)點(diǎn)分配系數(shù):R 上柱=Rt = 0.2 3,Rdc = 0.351, Rde = 0.175內(nèi)力計(jì)算：I

21、下MbcMcbCtMcfNtc0.4030.5970.460.310.2323.44-115.21115.21-115.2157.6136.9854.79= 27.39-6.3 - 口-3.212.543.76- 1.88BBMMCCM上下BCCB下上CF0.2870.2870.4260.3510.2370.2370.175MFC24.2223.3923.392.732.7326.1250.34-105.7134.71105.7117.36-9.5 -19.0 /:4.05 2.03-0.71-76.45105.39-68.9534.48-12.83-12.83-9.47-4.74-0.48-

22、0.48-0.36-0.18-13.31-13.31-78.0629.56-0.86-0.58-0.43-0.2262.96-62.96131.02頂層-9.07-122.0654.18中間層sovwu -hTAUnwu IrnKKU -hTXU snwu IrnMKU 6mAU QHU Qwu 6nnu 4AU E幅 幅頃頃怫 w bb棚 怵時(shí)的儺WATronznu 30 Lxwo CWHO ORZnu 6HZ-nu CWHO 002nu 6HZ-nu 4dnu 00 go o o SOOOQU 1TZ_nu A3nu 療計(jì)邱 神DTAw 祁CT2 F表2-9橫載作用下梁端剪力及柱軸力荷載引

23、起的剪力彎矩引起的剪力總剪力柱軸力層數(shù)AB跨BC跨AB跨BC跨A柱B柱匕二匕匕=VCVA = VBVB = VCVAVBNuNiNuNi2100.9481.42-9.6-5.9991.3487.41286.7309.8273.7296.8197.1181.42-5.82-5.391.2986.72599.16629.13574.38604.35層數(shù)654321何載引起的剪力BC跨82.9781.4281.4281.4281.4281.42CD跨82.9750.7950.7950.7950.7950.79DE跨82.9781.4281.4281.4281.4281.42彎矩引起的剪力BC跨-9.

24、45-4.02-4.02-4.02-5.99-5.3CD跨00003.263.38DE跨-9.45-4.02-4.02-4.02-7.69-7.85總剪 力VB73.5277.477.477.475.4376.12VC82.9750.7950.7950.7954.0554.17VD82.9750.7950.7950.7954.0554.17VE73.5277.477.477.473.7389.27NB上253.82573.19820.561103.931390.721600.11NB下276.92560.29843.661127.031413.821630.08NC上238.46498.647

25、58.8210191279.181539.36柱軸力NC下261.56521.74781.921042.11302.281569.33N。上238.46498.64758.8210191279.181539.36N。下261.56521.74781.921042.11302.281569.33NE上253.82573.19820.561103.931302.271585.74NE下276.92560.29843.661127.031325.471615.71豎向荷載梁端調(diào)幅系數(shù)取0.8,跨中彎矩由調(diào)幅后的梁端彎矩和跨內(nèi)實(shí)際荷載求得。彎矩圖中，括號(hào)內(nèi)的數(shù)值表示調(diào)幅后的彎矩值。以底層AB跨中彎矩

26、為例：梁端彎矩調(diào)幅后：Ma = 0.8 x 101.77 = 81.42KN - mMa = 0.8 x 150.69 = 120.55KN - m跨中彎矩：7.9M = 8142 一12055 + x 13.3 x 8.42 +1 x 12.84 x 8.42 3 - 4 x (4)2AB28248.4=121.22KN - m同理，可求得其它各層調(diào)幅后的彎矩值。V-V礦/圖2-7恒載彎矩圖圖2-8恒載軸力剪力圖2.5活載作用下框架內(nèi)力分析因各樓層活載值均為2.0KNm2，可采用滿布荷載法近似考慮活載不利布置的影響。分層法除底層外，其余各層柱乘以。.9的修正系數(shù)，且傳遞系數(shù)取3。梁固端彎矩，

27、將梯形荷載折算成固端等效均布荷載，則:7.9頂層AB 跨：a=- = 0.235，q = 1.98x(1 -2x0.2352 + 0.2353)= 1.78KN/m,ql2| 1.78 x 8.42+= += 10.48KN - m12127.9BC跨：a = 4 = 0.274, q = 1.98x(1 -2x0.2742 + 0.2743)= 1.72KNZ7.2m1 ql 2 1.78 x 7.22+= +1212=7.43KN - m其余各層：AB跨:a=與=0.235 , q = 7.9 x 0.903 = 73 %，1 ql2 7.13 x 8.42= 1212= 41.95KN

28、- mBC跨:7.9a=2! = 0.274, q = 7.9 X 0.87 = 6.87 KN m,+生-121 6.87 x 7.22 =+12=+29.68KN - m內(nèi)力計(jì)算BMMC MM下BCCB下CFFC0.4030.5970.460.310.231.18-7.437.43-7.433.721/22.523.73=1.8762.96-62.96131.02-9.07-122.0654.18頂層-0.86-0.58-0.43 -0.22BBMMCCMM上下BCCB下上CFFC0.2870.2870.4260.3510.2370.2370.1754.77 177-29.6829.68-

29、29.6810 89_5.4514.84一菅茅0.961.911.291.290.95-0.480.280.28 0.4226.1250.34-76.45105.39-13.31-13.31-78.0629.56中間層層二ldnu 5nnu Taznu Jznu 1+adnu 501nu 9znu 00 Tdnu 60nu &o A的祁 祁成站 加 祁bowMs時(shí)的并 仲層底30 OOSNO 6HZ 時(shí)砂祁 WDTw 加20i OOSNO 4K3 祁#頃林9i cno No coo 6OO0U4UO izz 1Z3U 邨BT小加 祎腫統(tǒng)表2-10活載作用下梁端剪力及柱軸力層數(shù)荷載引起的剪力彎矩

30、引起的剪力總剪力柱軸力AB跨BC跨AB跨BC跨A柱B柱匕二匕匕=VCVA = VBVB = VCVAVBNuNiNuNi212.7210.35-1.680.5711.0410.9221.2644.3619.9743.07150.7641.28-1.660.6949.141.97134.36164.33121.21151.18層數(shù)654321何載引起的剪力BC跨10.3541.2841.2841.2841.2841.28CD跨10.3541.2841.2841.2841.2841.28DE跨10.3541.2841.2841.2841.2841.28彎矩引起的剪力BC跨-0.66-1.0-1.0

31、-1.0-0.57-0.69CD跨00000.260.45DE跨-0.661.01.01.02.483總剪 力VB9.6940.2840.2840.2840.7140.59VC10.3541.2841.2841.2841.5441.73VD10.3541.2841.2841.2841.0240.83VE9.6940.2840.2840.2843.7644.28NB上18.74118.29217.84317.39458.27599.03NB下41.84141.39240.94340.49418.37629NC上28.45165.17301.89438.61575.59712.76柱軸力NC下51

32、.55188.27324.99461.71598.69742.73N。上28.45165.17301.89438.61575.07711.34N。下51.55188.27324.99461.71598.17741.31NE上18.74118.29217.84317.39420.42523.97NE下41.84141.39240.94340.49443.52553.94豎向荷載梁端調(diào)幅系數(shù)取0.8,跨中彎矩由調(diào)幅后的梁端和跨內(nèi)實(shí)際荷載 求得.彎矩圖中,括號(hào)內(nèi)的數(shù)值表示調(diào)幅后彎矩值，以底層梁AB跨中彎矩為例. 梁端彎矩調(diào)幅后M = 0.8 x 28.93 = 23.14KN - mMb = 0.8

33、 x 42.91 = 34.33KN - m s 28.93 + 42.91跨中彎矩M = 1.2 xj 79 x(8.4)2 x8.4 V 7I-2 x(23.14 + 34.33)+0.2 x= 50.15KN - m同理，得其余層調(diào)幅后彎矩.圖2-9活載彎矩圖圖2-10活載軸力剪力圖2.6地震作用下框架內(nèi)力分析各樓層重力荷載頂層：屋面 6 層6.37 x 21.6 x 55.4 = 7623KN2 層 6.37 x 8.4x 55.4 = 2964.34KN 女兒墻 6 層 0.24 x 0.6 x (21.6 + 55.4) x 2 x 11.8 = 262KN2 層 0.24 x 0

34、.6 x (8.4 + 55.4) x 2 x 11.8 = 216.82KN 粉刷 6 層 2 x 0.6 x 0.02 x (21.6 + 55.4) x 2 x 17 = 62.83KN2 層 2 x 0.6 x 0.02 x (8.4 + 55.4) x 2 x 17 = 52.06KN 邊梁6 層0.5 x 0.25 x 7.2 x 25 x 21 = 472.5KN2 層 0.5 x 0.25 x 8.4x 25 x 7 = 183.75KN 粉刷6 層2 x(0.5 - 0.1)x 0.02 x 7.2 x 17 x 21 = 41.13KN2 層 2 x(0.5 - 0.1)x

35、 0.02 x 8.4 x 17 x 7 = 15.99KN 次梁6 層0.5 x 0.25 x 7.2 x 25 x 21 = 472.5KN 2 層 184KN粉刷6 層2 x(0.5 - 0.1)x 0.02 x 7.2 x 17 x 21 = 41.13KN2 層2 x(0.5 - 0.1)x 0.02 x 8.4 x 17 x 7 = 15.99KN 中間梁 6 層0.7 x 0.25 x 7.2 x 25 x 20 = 630KN 2 層 882KN粉刷 6 層 2 x(0.7 - 0.1)x 0.02 x 7.2 x 17 x 20 = 29.4KN2 層 41.16KN 填充墻

36、 6 層0.24 x(3.5 - 0.7)x (7.2 -1) x 11.8 x 25 = 1229KN2 層 1291KN粉刷6 層0.04 x(3.5 - 0.7)x (7.2 -1) x 17 x 25 = 295KN2 層 310KN帶窗墻6 層0.24 x(3.5 - 0.7)x (3.5 - 0.5) x 11.8 x 21 = 500KN2 層 500KN粉刷 6 層0.04 x(3.5 - 0.7)x (3.5 - 0.5) x 17 x 21 = 40KN2 層 40KN窗 6 層2.1 x 1.9 x(0.5 -11.8 x 0.24 -17 x 0.02)x 21 = -

37、224KN2 層 224KN柱 6 層 0.5 x 0.5 x 3.5 x 25 x 40 = 875KN(2 層 1050KN 舌載 x 0.50.5 x (3.95 +15.8) = 9.88KN匯總： 6 層 11946KN ； 2 層 11939KN中間層：次梁+粉刷 516.63KN樓面3.25 x 21.6 x 55.4 = 3889KN邊梁0.5 x 0.25 x 7.2 x 25 x 21 = 473KN粉刷2 x(0.5 - 0.1)x 0.02 x 7.2 x 17 x 21 =41.13KN中間梁0.7 x 0.25 x 7.2 x 25 x 20 = 630KN粉刷2

38、x(0.7 - 0.1)x 0.02 x 7.2 x 17 x 20 =29.4KN帶窗墻0.24 x(3.5 - 0.7)x (3.5 - 0.5) x 11.8 x 21 = 500KN粉刷0.04 x(3.5 - 0.7 )x (3.5 - 0.5) x 17 x 21 = 40 KN窗及門(mén)0.5 x 0.5 x 3.5 x 25 x 40 = 875KN活載 x 0.59.88KN匯總：1856KN樓面底層:3.25 x 30 x 55.4 = 5402KN邊梁+粉刷472.5 + 41.13 = 513.63KN次梁+粉刷6 層+2 層二716.63KN中間梁+粉刷882 + 41.

39、16 = 923.16KN填充墻+粉刷1291 + 310 = 1601KN帶窗墻+粉刷500 + 40 = 540KN窗及門(mén)-640KN1050KN活載x 0.59.88KN匯總:9644KN煲 98?眥1?館圖2-11地震作用示意圖2.6.2表2-11樓層抗側(cè)剛度(10-4 E - m)層次層高柱號(hào)柱數(shù)目b x hI = bh 3 E/12 HKa單柱D&樓層Z Di63.5邊柱20.5 x 0.54.46 x 1040.380.1669901398038646中柱20.760.2812233244663-53.5邊柱20.5 x 0.54.46 x 1040.380.1669901398

40、038646中柱20.760.28122332446623.5邊柱1(1)0.5 x 0.54.46 x 1040.33(0.38)0.14(0.16)6117(6990)1310748932中柱1（2）0.71(0.76)0.26(0.28)11359(12233)3582514.6邊柱1（1）0.5 x 0.53.4 x 1040.33(0.38)0.36(0.37)5013(7134)1214738564中柱1（2）0.71(0.76)0.45(0.46)8677(8810)26417自振周期計(jì)算根據(jù)經(jīng)驗(yàn)公式得自振周期為:表2-12框架頂點(diǎn)假想位移計(jì)算層號(hào)G. (KN)IV (KN)iZ

41、 DiAp (m)iAT (m)614931493386460.0390.60959822475386460.0640.5749823457386460.0890.5139824439386460.1150.421214925931489320.1210.306112067137385640.1850.185設(shè)計(jì)地震分組第一組，11類(lèi)場(chǎng)地查表，得特征周期T廣0.35S。多遇地震下的水平地震影響系數(shù)最大值a= 0.08。max自振周期T = 1.7中 vAT = 1.7 x 0.8x 0.609 = 0.87S1TT T 1.4T = 1.4x0.35 = 0.49S，查表得S = 0.08T + 0.07 = 0.14，則:GHGHji=1Fek(1 -8 ) = 126x 4 243x (l Og = “KN760951.7 8G HGHjii =1F 球(1 -8 ) = 1493x8x243x(l-4) = $57KN760951.7 8GHGHjii =1F (1 -8 ) = 982x 1L6 x 243 x