Subject:
Date: 04/30/2017
Client:
Checked by:
NSCP 2015 SEISMIC ANALYSIS (STATIC FORCE PROCEDURE)
Building Data:
# suspended floors
Floor
Level
Seismic Factors:
5
Height Dead Load
(kN)
(m)
5
3.1
4802.6
4
3.1
4802.6
3
3.1
4321.4
2
3.1
3602.7
1
3.1
4556.6
0
‐1
‐2
‐3
‐4
‐5
‐6
‐7
‐8
‐9
‐10
‐11
‐12
‐13
‐14
15.5
12.4
9.3
6.2
3.1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Importance Factor, I
1
NSCP 2015 Section 208.4.2 (Table 208 1)
Soil profile type, S
SD
NSCP 2015 Section 208.4.3 (Table 208 2)
Seismic Zone factor, Z
0.4
NSCP 2015 Section 208.4.4.1 (Table 208 3)
A
NSCP 2015 Section 208.4.4.2 (Table 208 4)
Near source factor, Na
1.2
NSCP 2015 Section 208.4.4.3 (Table 208 5)
Near source factor, Nv
1.6
NSCP 2015 Section 208.4.4.3 (Table 208 6)
Seismic coefficient, Ca
0.528
NSCP 2015 Section 208.4.4.4 (Table 208 7)
Seismic coefficient, Cv
1.024
NSCP 2015 Section 208.4.4.4 (Table 208 8)
Siesmic source Type
‐
‐
‐
‐
‐
‐
6
Structural System Factor, R
‐
‐
NSCP 2015 (Table 208 11A to 208 11D)
‐
‐
0.0488 NSCP 2015 Section 208.5.2.2
Frame material factor, Ct
Base Shear Computation:
Fundamental Period of Vibration:
3/4
TA = Ct(hn)
=
0.38
0.381
1
TB=
T=
0.38
3/4
sec
sec
C t (h n )
NSCP 2015 Sec 208.5.2.2 (Method A)
sec
(Method B, Computed using Rayleigh method)
sec controls!
Total Design Base Shear:
V = (CvI/RT) x W =
0.447693
0.447693 W
=
9887.70 kN
kN
NSCP 2015 Section 208.5.2.2 (Eq. 208 8)
‐
The total design base shear need not exceed:
V = (2.5CaI/R) x W =
0.22
0.2200
00 W
=
4858.90 kN
kN (✔)
NSCP 2015 Section 208.5.2.2 (Eq. 208 9)
‐
The total base shear shall not be less than:
V = (0.11CaI) x W =
0.05808 W
=
1282.75 kN
kN
NSCP 2015 Section 208.5.2.2 (Eq. 208 10)
‐
For seismic Zone 4, the total base design shear shall not be less than:
V = (0.8ZNVI/R) x W = 0.085333 W
=
1884.66 kN
kN
NSCP 2015 Section 208.5.2.2 (Eq. 208 11)
‐
15.
15.5
5
2208
22085.
5.9
9
Floor
level
w (kN)
h (m)
5
4
3
2
1
4802.6
4802.6
4321.4
3602.7
4556.6
15.5
12.4
9.3
6.2
3.1
0
‐1
‐2
‐3
‐4
‐5
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.00
0.00
0.00
0.00
0.00
0.00
‐6
0
0
0
0
0
0
0
0
0
0.00
0
0
Level 4
Level 2
1373.69 kN
F4 1373.69
927.04
04 kN
F3 927.
515.24
24 kN
F2 515.
0
0
0
0
0
0
0
0
0
0
0
0
Level 1
F1
0
0
0
0
0
0
0
0
0
TOTAL:
‐7
‐8
‐9
‐10
‐11
‐12
wh
(kN m)
F (kN)
∙
0
0
‐14
0
Σ = 22085.9
‐13
The Total Base Design Shear =
74440.3 1717.11
59552.2 1373.69
40189
927.04
22336.7 515.24
14125.5 325.83
210643.8
*Programmed by: Kevin Saluague (kevinsaluague09@gmail.com)
0.22 W
=
4858.9
4858.9 kN
Force at top due to whiplash effect
for T ≤ 0.7
0
for 0.7 < T <3.6
0.07TV =
129.66
for T ≥ 3.6
0.25V =
1214.72
Ft =
0
Vertical Distribution of forces:
Level n
Level 8
Level 7
Level 6
Level 5
Level 3
Fn
F8
F7
F6
1717.11 kN
F5 1717.11
325.
325.83
83
kN
*n = uppermost level (for n>8)
*Level 1 is the first suspended floor above the ground
*References: ∙National Structural Code of the Philippines 201
Uniform Building Code (UBC) 1997
∙
Wind and Earthquake Resistant Buildings by Taranath, Bungal
∙
kN