Sheet No.
name date
Design
Project Check
Bulding Approve
Earthquake Lateral Forces calculations according to ASEC7-10
INPUT:
Building Occupancy Category II Table 1-1
Importance Factor I 1.00 TABLE 11.5-1
Response mod. coefficient R = 3.00 TABLE 12.2-1
Mapped Acceleration Param. at short Period Ss = 0.060g Clause 11.4.1
Mapped Acceleration Param. at Period 1sec. S1 = 0.070g Clause 11.4.1
Soil Profile Description Very Dense soil TABLE 20.3-1
Site Class C TABLE 20.3-1
Structure Type Steel moment-resisting frames TABLE 12.8-2
Ct = 0.0724 TABLE 12.8-2
x = 0.80 TABLE 12.8-2
Story Count n =3
Live Load portion to be considered in base shear calc. = 0.25
Dead Live Loads
Story Total [KN] Story Height [m]
Loads[KN] [KN]
1 3784 860.00 3999 4
2 3562 830.00 3769.5 4
3 1368 126.00 1399.5 2.8
4 167.62 588.44 314.73 2.8
5 228 286.13 299.53125 3.4
6 0
7 0
8 0
9 0
10 0
total 8714.00 1816.00 9168.00 10.80
Building Total Weight. W #VALUE!
Total height of Structure hn #VALUE!
Design Parameters and Period Determination
Short-period site coeffi cient Fa #VALUE! #VALUE! TABLE 11.4-1
Long-period site coeffi cient Fv #VALUE! #VALUE! TABLE 11.4-2
Design Spectral Acceleration Parameters:
Accele. param. at short periods SMS = Fa Ss #VALUE! Eq. (11.4-1)
Accele. param. at period 1sec SM1 = Fv S1 #VALUE! Eq. (11.4-2)
Design Accele. at short periods SDS =(2/3) SMS #VALUE! Eq. (1 1.4-3)
Design Accele. at period 1sec. SD1 =(2/3) SM1 #VALUE! Eq. (1 1.4-4)
Seismic Design Category SDC #N/A TABLE 11.6-1
Period Determination Eq. (12.8-7)
Approximate fundamental period Ta = Ct ( hn)x #VALUE! sec. TABLE 12.8-1
Upper limit Coefficient Cu #VALUE!
Long-period transition period TL = 6.000 sec.
Maximum Fundamental Period. Tu = Ta . Cu #VALUE! sec.
Period calculated using programs Tprog. sec.
PeriodUsed in next calculations Tused #VALUE! sec.
Page 1 of 16
Sheet No.
name date
Design
Project Check
Bulding Approve
Calculation of Equivalent Lateral Force according Clause 12.8:
a- Calculation of Seismic Response Coefficient Cs according 12.8.1.1:
Response coeffi cient CS = SDS/(R/I) #VALUE! Eq. (12.8-2)
Max. acc. Eq. (12.8.4) CS = SD1/(T.R/I) for T≤TL #VALUE! Eq. (12.8-3)
Max. acc. Eq. (12.8.3) CS = SD1/(T .R/I) for T>TL
2
#VALUE! Eq. (12.8-4)
Cs minimum CS = 0.044SDSI ≥ 0.01 #VALUE! Eq. (12.8-5)
Cs min. for S1 >= 0.6g CS = 0.5S1/(R/I) = 0.0000 Eq. (12.8-6)
Used Seismic Response Coefficient Cs Cs = #VALUE! #VALUE!
b- Calculation of Seismic Base Shear V according Clause 12.8.1:
Seismic Base Shear V = CS W #VALUE! KN Eq. (12.8-1)
Design Response Spectrum acceleration Sa according Clause 11.4.5:
T0 = 0.2 SD1/SDS #VALUE! Clause 11.4.5-2:
Ts = SD1/SDS #VALUE! Clause 11.4.5-2:
0.90
0.80
0.70
0.60
0.50
Sa(g)
0.40
0.30
0.20
0.10
0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
T Sec.
c- Vertical Distribution of Seismic Forces Fx according Clause 12.8.3:
Distribution exponent k #VALUE! Clause 12.8.3
The lateral seismic force Fx = CvxV Eq. (12.8-11)
Vertical distribution factor Cvx =Wx(hx)k / ∑Wx.(hx)k Eq. (12.8-12)
Weight Wx Story height hx Wx.(hx)k Cvx
Story Fx (KN)
(KN) height(m) (m)
1 3999.00 4.00 4.00 15996.00 0.26 #VALUE!
2 3769.50 4.00 8.00 30156.00 0.49 #VALUE!
3 1399.50 2.80 10.80 15114.60 0.25 #VALUE!
4 0.00 0.00 0.00 0.00 0.00 #VALUE!
4 0.00 0.00 0.00 0.00 0.00 #VALUE!
6 0.00 0.00 0.00 0.00 0.00 #VALUE!
7 0.00 0.00 0.00 0.00 0.00 #VALUE!
7 0.00 0.00 0.00 0.00 0.00 #VALUE!
9 0.00 0.00 0.00 0.00 0.00 #VALUE!
10 0.00 0.00 0.00 0.00 0.00 #VALUE!
∑Wx.(hx)61266.60
k
V = #VALUE! KN
Page 2 of 16
Sheet No.
name date
Design
Project Check
Bulding Approve
Page 3 of 16
TABLE 20.3-1 SlTE CLASSIFICATION
Soil Profile Soil Profile Type
Description
Hard Rock A
Rock B
Very Dense soil C
Soft rock C
Stiff Soil D
Soft Clay soil E
Soils requiring
site response F
analysis
TABLE 11.4-1 SlTE COEFFICIENT, Fa
Site Class Ss<=0.25 Ss=0.50 Ss=0.75 Ss=1.0 Ss>=1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F N/A N/A N/A N/A N/A
TABLE 11.4-2 SlTE COEFFICIENT, Fv
Site Class S1<=0.1 S1=0.20 S1=0.3 S1=0.4 S1>=0.5
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F N/A N/A N/A N/A N/A
TABLE 12.2-1
R
1.25
1.50
2.00
2.50
3.00
3.25
3.50
4.00
4.50
5.00
5.50
6.00
6.50
7.00
7.50
8.00
TABLE 11.5-1 IMPORTANCE FACTORS
Occupancy Importance
Category Factor
I 1.00
II 1.00
III 1.25
IV 1.50
TABLE 12.8-1 COEFFICIENT FOR UPPER LIMIT
ON CALCULATED PERIOD
SD1 Coefficient Cu
0.4 1.4
0.3 1.4
0.2 1.5
0.15 1.6
0.1 1.7
Table 11.6-1 Seismic Design Category
I or II III IV
SDS <0.167 A A A
0.167<=SDS<0.33 B B C
.33<=SDS<0.5 C C D
SDS >= 0.5 D D D
Enter the Value according Soil investigation report
Enter the Value according Soil investigation report
TABLE 12.8-2 VALUES OF APPROXIMATE PERIOD
PARAMETERS Ct AND x
Structure Type Ct x Ct [ft]
Steel moment-resisting frames 0.0724 0.8 0.028
Concrete moment-resisting frames 0.0466 0.9 0.016
Eccentrically braced steel frames 0.0731 0.75 0.03
All other structural systems 0.0488 0.75 0.02
