计算书.docx

1、计算书重力荷载计算如下：1楼面活荷载标准值根据荷载规范及本设计实际应符合的规范要求，楼，屋面活荷载标准值取值如下：办公室，会议室，接待室：2.0KN/m；走廊，门厅，楼梯，资料室：2.5 KN/m；厕所，盥洗室：2.0 KN/m；上人屋面：2.0 KN/m.2.楼地面屋面做法及重力荷载代表值计算如下： （1），喷面浆饰面顶棚 满刮2厚面层耐水腻子找平 0.00213.5=0.027 KN/m 满刮35厚底基防裂腻子分遍找平 0.00513.5=0.067 KN/m 5厚1：0.5:3水泥石灰石膏砂浆 0.00517=0.085 KN/m 3厚1:0.5:1水泥石灰石膏砂浆打底 0.00317=

2、0.051 KN/m、 素水泥浆一道甩毛 合计 0.23 KN/m （2），铺6-10厚地砖楼面 0.00628=0.17 KN/m 5厚1:2.5水泥砂浆粘结层 0.00520=0.1 KN/m 20厚1:3平硬性水泥砂浆结合层 0.0220=0.4 KN/m 水泥砂浆一道 60厚C17.5轻集料混凝土垫层 0.0622=1.32 KN/m 100厚钢筋混凝土楼板 0.126=2.6 KN/m合计 3.58 KN/m （3）卫生间楼面 5厚陶瓷锦砖 0.12 KN/m 30厚1:3干硬性水泥砂浆结合层 0.0320=0.6 KN/m 撒素水泥面 1.5厚合成高分子涂膜防水层 0. 1KN/m

3、 1:3水泥砂浆找坡层，最薄处20厚 200.02=0.4 KN/m 100厚钢筋混凝土楼板 0.126=2.6 KN/m 合计 3.82 KN/m（4）其他楼面 20厚花岗石铺面 0.0228=0.56 KN/m 撒素水泥面 20厚1:3干硬性水泥砂浆结合层 0.0220=0.4 KN/m 水泥浆一道 100厚钢筋混凝土楼板 0.126=2.6 KN/m 合计 3.56 KN/m(5)地面 5厚陶瓷锦砖 0.12 KN/m 撒素水泥面 20厚1:3干硬性水泥砂浆结合层 200.02=0.4 KN/m 60厚C15混凝土垫层 250.06=1.5 KN/m 150厚3:7灰土 0.1517.5

4、=2.63 KN/m 合计 4.65 KN/m（6）卫生间地面 5厚陶瓷锦砖 0.12 KN/m 撒素水泥面 30厚1:3干硬性水泥砂浆结合层 0.0320=0.6 KN/m 1.5厚合成高分子涂膜防水层 0.1 KN/m 1:3水泥砂浆找坡层，最薄处20厚 200.02=0.4 KN/m 60厚C15混凝土垫层 0.0625=1.5 KN/m 素土夯实 合计 2.72 KN/m （7）屋面 810厚铺砖，用3厚1:1水泥砂浆粘结，缝宽5，用1:1水泥砂浆勾缝 0.00819.8+0.00320=0.22 KN/m 25厚1:3水泥砂浆找平层 0.02520=0.5 KN/m 2-3厚麻刀灰隔

5、离层 0.00316=0.048 KN/m 1.2厚（pvc）防水卷材 0.5 KN/m 2厚水泥聚合物 0.00216=0.032 KN/m 25厚1:3水泥砂浆找平层 0.02520=0.5 KN/m 35厚挤塑泡沫板保温层 0.14 KN/m 30厚200200彩色混凝土预制保温板 0.0325=0.75 KN/m 1:6水泥焦渣找坡（最薄处30厚） 0.0320=0.6 KN/m 钢筋混凝土屋面板（80厚） 0.0825=2.08 合计 5.37 KN/m2.墙体自重计算墙体做法见建筑说明；外墙0.00920+0.00520+60.24+0.5+0.0120+0.00620=2.54

6、KN/m。内墙：1）卫生间 60.24+2（0.12+200.004+200.009）=2.2 KN/m 。2）其他墙 0.246+（0.00620+0.0120）2=1.76 KN/m。3.梁柱自重标准值计算如下：次梁截面应满足h=l/18-l/12=433-650.取h=550mm。截面宽度取300mm。主梁截面应满足h=l/15-l/10=520-780.取h=650mm。截面宽度取400mm。主梁自重：0.400.6526=6.76 KN/m梁侧粉刷 ：3（0.65-0.1）0.0217=0.56 KN/m=7.32 KN/m。次梁自重：0.30.5526=4.29 KN/m粉刷：3（

7、0.55-0.1）0.0217=0.46 KN/m=4.75 KN/m。柱自重标准值如下表：柱自重标准值如下表楼层截面高度(m)根数每根重量（KN）90.7*0.74.53463.1782-80.7*0.73.34046.25810.7*0.74.24058.948梁的自重标准值如下表;梁自重标准值楼层截面高度根数每根重量1-80.4*0.657.82957.0960.4*0.654.2730.7440.4*0.653.31124.1560.4*0.656.91150.5080.4*0.653.9928.5480.3*0.556.9932.7750.3*0.553.3215.6750.3*0.

8、554.2119.9590.4*0.657.82757.0960.4*0.653.31024.1560.4*0.654.2930.7440.4*0.653.91128.5480.4*0.656.91650.5080.3*0.554.2118.27墙体自重标准值计算如下表:墙体自重标准值楼层墙体每片面积单位面积重片数自重层总墙重9有窗4.2*4.5（卫生间）2137.822163.9*4.5（卫生间1.98134.754.2*4.52.34173.93.9*4.52.2812480.23.9*4.51.9593083.3*4.52.23266.2有门4.2*4.5（卫生间）2275.67.8*4

9、.5（卫生间）2.1173.74.2*4.51.58259.76.9*4.51.622100.6整片7.8*4.5（外）2.544356.67.8*4.5（内）1.762123.63.3*4.5（内）1.76252.36.9*4.5（内）1.762109.33.9*4.5（内）2.22115.83-8有窗4.2*3.3（卫生间）1.92126.622163.9*3.3（卫生间1.89124.34.2*3.32.2391.53.9*3.31.7321467.63.3*3.32.12246.24.2*3.31.79249.6有门4.2*3.3（卫生间）1.94253.84.2*3.31.48361

10、.57.8*3.3（卫生间）2151.57.8*3.31.6510424.7整片6.9*3.31.7610400.87.8*3.3（外）2.544261.53.9*3.32.2384.93.9*3.3（外）2.54132.77.8*3.3（内）1.76290.62有窗4.2*3.3（卫生间）1.92126.615863.9*3.3（卫生间1.89124.34.2*3.32.2391.53.9*3.31.7321467.63.3*3.32.12246.26.9*3.31.43132.6有门4.2*3.3（卫生间）1.94253.87.8*3.3（卫生间）2151.57.8*3.31.654169

11、.94.2*3.31.48482整片7.8*3.3（外）2.544261.53.9*3.3（内）1.76245.36.9*3.3（内）1.763120.23.9*3.3（外）2.54132.74.2*3.3（外）2.54135.27.8*3.3（内）1.76145.31有窗4.2*4.22.28520116323.9*4.21.921653.6有门4.2*4.21.48378.34.2*7.81.61152.7整片7.8*4.2（外）2.544332.87.8*4.2（内）1.762115.34.2*6.9（内）1.7631534.2*4.2（外）2.54144.8注：在三-九层每层加4.2长

12、，高为层高的外墙。4.女儿墙自重女儿墙高1500mm，墙厚240mm，自重18KN/m3,则女儿墙自重标准值为：1.50.24（55.5182+18.9182）=964 KN。5.重力荷载代表值计算如下：(单位：KN)自重统计层次墙柱梁楼面屋面总自重116322357.921749.683279.26189659.2918215861850.321749.683211.72869610.9886322161850.321749.683322.159810067.444722161850.321749.683322.159810067.44822161850.321749.683322.1598

13、10698.306931802148.0521633.4883322.15984990.23367553.0016各层重力荷载代表值层次重力荷载代表值Gi（KN)19659.291829610.98863710067.4398810698.305897553.0016水平地震作用下框架计算：根据振型分解法计算。首先根据张俊发教授编写的matlab程序，结合matlab软件计算周期和振型，然后沿用传统手算“先合并后分配”的思想，用“D值法”计算框架内力，计算步骤如下所示：1.周期及振型如下所示：T = 0.8600 0.2996 0.1997 0.1503 0.1168 0.0967 0.084

14、3 0.0768 0.0732振型： 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 0.9351 0.4653 -0.2032 -1.1238 -2.5158 -4.1283 -5.7516 -7.1351 -7.9523 0.8855 0.1736 -0.4850 -0.7105 0.4478 4.0462 10.1153 17.2252 22.2627 0.8107 -0.1588 -0.5110 0.3642 2.7213 3.1250 -3.9543 -19.8388 -34.8849 0.7128 -0.

15、4540 -0.2675 1.0999 0.8009 -4.8211 -6.3211 13.8415 44.8620 0.5947 -0.6428 0.1170 0.8116 -2.3538 -1.9296 10.0195 -1.8363 -51.4374 0.4596 -0.6809 0.4399 -0.2323 -1.8810 5.2996 -3.2928 -10.9659 54.1125 0.3148 -0.5621 0.5287 -1.0414 1.4150 0.7206 -6.7800 18.3362 -50.2895 0.1616 -0.3204 0.3573 -0.9457 2.

16、6760 -5.3700 8.4580 -13.3801 29.47102.由此得出各阶振型的地震影响系数如下：烈度8度PGA0.20g地震分组第一组场地类别类max0.16Tg0.35sT0.75地震影响系数第一振型T=0.86=(Tg/T)2max0.0923第二振型T=0.2996=2max0.16第三振型T=0.1997=2max0.163.各阶振型下水平地震作用如下表：各阶振型下水平地震作用原始数据重力荷载代表值质量第一振型质点Hi（m）hiGi(KN)mi（T）X1imiX1imiX1i2F1i（kN）931.84.57553.0016770.71441770.714449770.

17、71445915.2081 827.33.310698.3061091.6640.93511020.814873954.563991212.1974 724.03.310067.441027.290.8855909.6650962805.508441080.2092 620.73.310067.441027.290.8107832.823821675.17027988.9617 517.43.310067.441027.290.7128732.252152521.94933869.5349 414.13.310067.441027.290.5947610.9292295363.31961725

18、.4663 310.83.3 10067.441027.290.4596472.1423808216.99664560.6597 27.53.3 9610.9886980.71310.3148308.728490997.187729366.6089 14.24.2 9659.2918985.6420.1616159.279750525.739608189.1415 87858.7878965.1825817.3502434431.15016907.9877 第二振型X2imiX2imiX2i2F2i（kN）1770.714449770.714449-653.546120.4653507.951

19、1927236.34969-430.729610.1736178.33750530.95939087-151.22564-0.1588-163.133616425.90561828138.33313-0.454-466.3895581211.7408594395.486406-0.6428-660.3418677424.4677526559.952999-0.6809-699.4816081476.277027593.142497-0.5621-551.2588461309.8625974467.453389-0.3204-315.7997033101.1822249267.790064-13

20、99.4020532587.459609第三振型X3imiX3imiX3i2F3i（kN）1770.714449770.71445-244.4272166-2.032-2218.260964507.5063703.5074433-0.485-498.235541241.64424158.012253-0.511-524.945075268.24693166.483013-0.2675-274.80001573.50900487.1510880.1107113.720978112.588912-36.06588950.4399451.9047722198.79291-143.31874250.5

21、287518.5030278274.13255-164.43995830.3573352.1698939125.8303-111.6884561-1309.228476472.96564.振型参与系数与有效质量系数确定如下表：振型参与系数有效质量系数1.3128 0.8519 -0.5408 0.0844 -0.20226 0.0295 0.9658 满足90%要求振型参与系数：振型的有效质量系数质量参与系数：其中：m为参与振型数。5.框架内力计算总框架内力质点Hi（m）hiX1iV1iX2iV2iX3iV3iSRSS-V931.84.51915.2081 1-653.546121-244.4

22、272171150.8575827.33.30.93512127.4054 0.4653-1084.2757-2.032459.08022682431.5144724.03.30.88553207.6147 0.1736-1235.5014-0.485617.09247983492.2856620.73.30.81074196.5764 -0.1588-1097.1682-0.511783.57549274407.8364517.43.30.71285066.1112 -0.454-701.68183-0.2675870.72658075188.0637414.13.30.59475791.5

23、776 -0.6428-141.728830.1107834.66069125853.1287310.83.3 0.45966352.2372 -0.6809451.4136630.4399691.34194886405.672927.53.3 0.31486718.8462 -0.5621918.8670520.5287526.90199046801.82614.24.2 0.16166907.9877 -0.32041186.657120.3573415.21353437021.4565应对总框架剪力Vf进行调整，总框架剪力不应小于0.2Vo和1.5Vf中的较小值。6.变形验算变形验算质点

24、Hi（m）hiV1iV2iV3i层间刚度U1iU2iU3iSRSS层间位移1/层间位移角931.84.5915.2081 -653.54612-244.4272178070000.001134-0.00080985-0.0003030.0014260943155.473111827.33.32127.4045 -1084.2757459.080226819300000.001102-0.00056180.00023790.0012598522619.356115724.03.33207.6147 -1235.5014617.092479819300000.001662-0.000640160.

25、00031970.0018094741823.73399620.73.34196.5764 -1097.1682783.5819300000.002174-0.000568480.0004060.0022838531444.92631517.43.35066.1112 -701.68183870.726619300000.002625-0.000363570.00045120.0026881161227.625638414.13.35791.5776 -141.72883834.660719300000.003001-7.3435E-050.00043250.0030327091088.135974310.83.3 6352.2372 451.413663691.341919700000.0032240.0002291440.00035090.0032516111014.88166827.53.3 6718.8462 918.867052526.90219700000.0034110.000466430.00026750.003452704955.7727