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建筑地震作用计算的案例综述地震作用标准值计算
1.1对于高度不超过质量和刚度沿高度分布比较均匀，变形以剪切为主的结40m,构，可以采用底部剪力法计算水平地震作用.墙体及门窗计算1每一层的重力荷载代表值1屋盖屋面恒荷载
6.41kN/m2雪荷载
0.35kN/m2女儿墙重量
1.4x
2.868x[
0.1+
3.9+
9.6+
3.9x2+8+
3.9x2+
6.3+3x2+8x2+
2.4+6]=47L384kN每层楼板面积
42.4x
18.6+
6.5x
24.6=
948.54m2第六层2山墙[
23.4-
0.6x6+3x2-
0.6x2x4-
0.8-
1.5x
1.2x2-
2.4x
2.1x4-
1.5x
2.1x3]x
2.21=
100.577kN横墙[8-
0.2x4-
0.8x6+8-
0.5x2x4-
0.8X13-
0.9x
2.4-
0.9x2,1x2]xl.98=
861.34kN外纵墙[
44.8+
0.l-
0.6x7-
0.3+44・8+
0.l-
0.6x6-
0.3x4-
0.8-
2.4x
2.1xl7-
1.5x
2.1-
2.1xl.2x2-
2.1x
2.1x2]x
2.16=
344.585kN内纵墙:[
3.9-
0.6+3+
0.l-
0.3+
3.9x3+8x2+
6.3+
0.l-0,6x5-
0.3+
3.9+
9.6+
3.9xl-
2.4xL2x2-
2.lx
1.2-1x
2.4x17-
1.8x
2.4x2-
0.9x
2.4x2]x
2.12=
366.135kN楼面;舌载:
839.74-
44.8x
2.4-
10.5x
6.3-8x
3.9x2-8x3x2+8x
3.9x2x
3.5+3x63+8x
2.4+8x
3.9x
2.5+8x3x7+
44.8x
2.4x
2.5=
2201.63kN门
0.45=
26.949kN窗x2+
1.2x
1.2x94-3x
1.2+
2.4x1,2x2x
0.4=
65.448kN第
五、
四、
三、二层山墙:[
23.4-
0.6x6+3x2-
0.6x2x
3.90-
0.8-
1.5x12x2-
2.4x
2.1x4-
1.5x
2.1x3]x
2.16=
92.988kN横墙[8-
0.2x
3.90-
0.8x6+8-
0.5x2x
3.90-
0.8x13-
0.9x
2.4-
0.9x
2.1x2]x
2.21=
930.940kN外纵墙[
44.8+
0.1-
0.6x7-
0.3+
44.8+
0.1-
0.6x6-03x
3.90-
0.8-
2.4x
2.1x17-
1.5x
2.1-
2.4x
1.2-
2.1x
1.2x2-
2.1x
2.lx2]x
2.16=
317.023kN内纵墙:[
3.9-
0.64-3+
0.1-
0.3+
3.9x3+8x2+
6.3+
0.1-
0.6x5-
0.3+
3.9+
9.6+
3.9xl-
2.4xL2x2-
2.lx
1.2-1x
2.4x17-l.8x
2.4x2-
0.9x
2.4x2]x
2.21=
368.044kN楼面，舌载:
839.74-
43.2x
2.4-
10.5x
6.3-8x
3.9x2-8x3x2+8x
3.9x2x
3.5+3x
6.34-
7.5x
2.4+8x
3.9x
2.5+8x3x7+
43.2x
2.4x
2.5=l
982.87kN楼面恒载
4.94kN/m2fl
0.45=
24.069kN窗
2.4x
2.1x21+
1.5x
2.1x4+
2.4x
1.2+
1.5xl.2x2+
2.1x1,2x3+
2.1x
2.1x2+
1.2xl.2x9+3xl.2+
2.4xl.2x2xO.4=
65.448kN第一层山墙[x
2.1x2-1,8x
2.4]x
2.16=
189.965kN横墙[
7.5-
0.2x
5.70-
0.75x6+
7.5-
0.5x2x
5.70-
0.75x13-
0.9x
2.4-
0.9x
2.1x2-
2.4x
2.1]xl.98=
1235.728kN外纵墙[
43.2+
0.1-
0.6x7-
0.3+
43.2+
0.1-
0.6x6-
0.3x
5.70-
0.8-
2.4x2Jxl4-l.5x
2.l-
2.4x
1.2-
2.1x
1.2x2-
2.1x2,1x2-
5.4x2,4]x
2.16=
604.303kN内纵墙:[
3.9-
0.6+3+
0.1-
0.3+
3.9x3+8x2+
6.3+
0.1-
0.6x5-
0.3+
3.9-
0.6+
3.
91.2x2-
2.1xl.2-lx
2.4xl5-
1.8x
2.4x2-
0.9x
2.4x2]x
2.21=
633.556kN门:
1.0x
2.4x15+
0.9x
2.4x3+1,8x
2.4x3x
0.4+
0.9x
2.1x2x
0.45+
1.8窗x2+l.2x
1.2x9+
2.4x
1.2x2x
0.4=
58.716kN.梁柱计算2第六层梁
5.644x[
23.4+3x2-
0.6x8+8-
0.5x
2.0xl3]+
2.204x8-
0.20x2xl0+
2.204x
2.20x5+
5.644x
2.2x2+
5.685x
44.8+
0.1-
0.6x7-
0.3+
44.8+
0.1-
0.60x6-
0.30+
5.494x
3.9-
0.6+3+
0.1-
0.3+
3.9x3+8x2+
6.3+
0.1-
0.6x5-
0.30+
3.9+
9.6+
3.9x4+8+
6.3+
0.1-
0.6x6-
0.3+
6.3-
0.5-
0.3=
1782.295kN第
五、
四、
三、
二、一层梁同第六层梁，为
1782.295kN柱
9.642x
4.0x23+
9.648x4x11=
1311.576kN第
五、
四、
三、二层柱
9.642x
3.9x23+
9.648x
3.9x11=
1278.787kN第一层柱
9.642x
5.4x23+
9.648x
5.4x11=
1770.628kN.各层重力荷载代表值3二G
66.41+
0.5x
0.4X
948.54+
471.38+
0.5X
100.577+
344.585+
861.34+
366.135+
26.949+
65.448+
1311.576+
1782.295=
10061.829kNG=
4.
94948.54+
0.
51982.87+
0.
5100.577+
344.585+
861.34X X X5+
366.135+
26.949+
65.448+
1311.576+
0.5x
92.988+
317.023+
930.940+
368.044+
24.069+
65.448+
1278.787+
1782.295=
10536.472kNG4=
4.
94948.54+
0.
51982.87+
0.
5100.577+
344.585+
861.34X X X+
366.135+
26.949+
65.448+
1311.576+
0.5x
92.988+
317.023+
930.940+
368.044+
24.069+
65.448+
1278.787+
1782.295=
10532.682kNG=
4.
94948.54+
0.
51982.87+
0.
5100.577+
344.585+
861.34X XX3+
366.135+
26.949+
65.448+
1311.576+
0.5x
92.988+
317.023+
930.940+
368.044+
24.069+
65.448+
1278.787+
1782.295=
10532.682kNG=
4.
94948.54+
0.
51982.87+
0.
5100.577+
344.585+
861.34XXX2+
366.135+
26.949+
65.448+
1311.576+
0.5x
92.988+
317.023+
930.940+
368.044+
24.069+
65.448+
1278.787+
1782.295=
10532.682kNG=
4.
94948.54+
0.
51982.87+
0.
5100.577+
344.585+
861.34I XXX+
366.135+
26.949+
65.448+
1311.576+
0.5x
189.965+
604.303+
1235.728+
633.556+
62.757+
58.716+
1770.628+
1484.574=
10977.928kN总重力荷载代表值G=G i+G2+G3+G4+G5+G6=
10061.829+
10536.472+
10532.682+
10532.682+
10532.682+
10977.928=
63174.275kN.多遇地震作用4
（1）计算结构等效重力荷载代表值Geq乙Geq=
0.852G=
0.85x
63174.275=
536989.134kNt（）计算水平地震影响系数⑴阴2抗震设防烈度为度，多遇地震，二类场地，设计地震分组为第二组，查《工7程结构抗震设计》知水平地震影响系数最大值特征周期值amax=
0.08,Tg=
0.40s,由于贝中=单==
0.05,ij y=
0.9,
0.02,
1.0基本周期扇Ti=
0.25+
0.00053W=
0.25+
0.00053x25dl=
0.379S由于所以
0.1TiTg,ai=r12amax=
1.0x
0.08=
0.08（）结构总水平地震作用3F K=aiG=
0.08x
536989.134=
42959.131kNE eq
（4）计算各楼层水平地震作用标准值因为顶部附加地震作用系数不考虑，为TE
1.4Tg,
0.35T
0.55,3n0g所以顶部附加集中力△Fn=3nFEK=0水平地震作用标准值（品）Fj=-^-F l-EkSjli GjHj=l
0061.829x25+
10536.472x21+
10532.682x
17.1+
10532.682X
13.2+
10532.682x
9.3+
10977.928x
5.4=
949186.655F6=
10061.
829253515.794/
949186.655=
931.727kNX XF=
10532.
682213515.794/
949186.655=
819.275kNX X5F=
10532.
68217.
13515.794/
949186.655=
667.124kNX X4F=
10532.
68213.
23515.
7947949186.655=
514.973kNX X3F2=
10532.682x
9.3x
3515.794/
949186.655=
362.822kNFi=
10977.928x
5.4x
3515.794/
949186.655=
219.577kN计算各层层间剪力5V=
931.727kN6V=
931.727+
819.275=
1751.002kN5V=931,727+
819.275+
667.124=
2418.126kN4V=
931.727+
819.275+
667.124+
514.973=
2933.099kN3V2=
931.727+
819.275+
667.124+
514.973+
362.822=
3295.921kNVi=
931.727+
819.275+
667.124+
514.973+
362.822+
219.577=
3515.498kN各楼层的最小剪力值验算入[,查得入VEK,min21=
0.016V k6,min=
0.016x
10061.829=
160.989kN
931.727kNEVEk5,min=
329.573kN
1751.002kNV k4,min=
498.096kN
2418.126kNEVEk3,min=
666.619kN
2933.0kNVEk2,min=
835.142kN
3295.921kNV ki,min=
850.788kN
3515.498kNE满足要求计算出的水平地震作用是每个结构层所承受的总荷载，在进行框架计算时需要按照各框架的抗侧移刚度将各层间水平地震作用分配到每根框架上去DmEDik一根框架每层的分配系数「看一NZDqj=l注为层号，为本根框架柱的数目，为本层所有柱的数目i mn第号轴线横向框架各层所分配到的水平地震作用⑪V6=
127434.3/
127454.3x4+
121031.864+
224802.004+
268446.482+
22256.373x2x
927.546=l
08.756kNV5=
202.241kNV=
279.177kN4V=
381.316kN2Vi=
410.458kN地震作用下的位移计算L2表横向水平地震作用下的侧移验算2-10皿层ViKN AUj/m hi/AUj/h次m
6931.
7271089430.
1260.
0008240.
000213651751.
001123298.
11920.
001523.
90.
00038260942418.
121123298.
11920.
002113.
90.
00054660332933.
091123298.
11920.
002563.
90.
00064960123295.
921123298.
11920.
002793.
90.
00073160913515.
491123298.
11920.
007125.
40.00128860表水平地震作用下的反弯点高度比2-11层次A柱B柱C柱D柱y o=O.345yo=O.45yo=O.45yo=O.3456yi=y2=y3=0yi=y2=y3=0yi=y2=y3=0yi=y2=y3=0y=
0.345y=
0.45y=
0.45y=
0.345yo=O.45yo=O.5O yo=O5O y o=O.45尸尸尸5y y2=y3=0y y2=y3=y y2=y3=yi=y2=y3=0y=
0.45y=
0.50y=
0.50y=
0.45（）y=
0.45yo=O.5O yo=O.5O=O.454yo4yi=y2=y3=0y尸y2=y3=0yi=y2=y3=0yi=y2=y3=0y=
0.45y=
0.50y=
0.50y=
0.45yo=O.5O yo=O.5O yo=O.5O yo=O.503p=y2=y3=0yi=y2=y3=0ri=y2=y3=0yi=y2=y3=0y=
0.50y=
0.50y=
0.50y=
0.50yo=O.5O yo=O.5O yo=O.5O yo=O.5O2yi=y2=y3=0yi=y2=y3=0yi=y2=y3=0yi=y2=y3=0y=
0.50y=
0.50y=
0.50y=
0.50（）yo=O.645yo=O.55yo=O.55y=
0.645刊yi=y231yi=y2=y3=0y尸y2=y3=0yi=y2=y3=0二0y=
0.645y=
0.55y=
0.55y=
0.645•---L--口
108.756o「.丁■■「S B5n一5n
202.241L5B5n n.
278.177•——B5B0Vnn__________--
338.869_________________L_________l8B5Fl
381.316厂---「B1B
411410.458-J1I图水平地震作用下结构计算简图2-7。
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