The document discusses the structural design of a 12-story educational building in Dhaka, Bangladesh. It covers loading considerations including dead loads, live loads, wind loads, and seismic loads. Load combinations are listed. The structural system is described as intermediate moment-resisting frames. Manual and ETABS calculations are shown for wind loads in the X and Y directions and for seismic base shear, with a deviation of approximately 5% between the manual and ETABS results.

1. BAF SHAHEEN COLLGE (B+12) STORIED STRUCTURAL & FOUNDATION
DESIGN
STAAD ENGINEERS LTD

2. CONTENT
Loading Consideration
 Dead Load
 Load Combination
 Dead Load Floor
 Partition Wall Load
 Live Load
 Floor Finish
 Roof Live Load
 Wind Load
 Seismic Load
 Mesh
 Mass Source
Serviceability Check
 Sway Check
 Story Drift
 Mass Irregularity Check
 Torsional Irregularity
 Torsional Amplification
Factor
 Soft Story
Structural System & Design
 Intermediate moment-resisting frame (IMRF)
 Support Reaction (Dead Load+ Live Load)
 Dynamic Analysis

3. Loading Consideration

4. LOAD PATTERN
01. SW = Self Weight
02. DLFF= Floor Finish
03. DLB = Dead Load Beam
04. DLF = Dead Load Floor without Toilet, Kitchen Zone
05. DFLT= Dead Load Floor within Toilet, Kitchen Zone
05. LLF = Live Load Floor
06. LLB = Live Load Beam
07. LLR = Roof Live Load
08. WX = Wind Load X- Direction
09. WY = Wind Load Y- Direction
10. EQX = Earthquake X-Direction
11. EQY = Earthquake y-Direction
12. EQV = 0.5*TDL*2/3*Z*S Where, Z= Seismic Zone Coefficient, S= Site depend soil factor
13. TDL = SW+DLFF+DLF+DLB
14. Foundation Reaction Dead Load = SW+DLB+DLFT+DLFF (Except DLF)
14. Foundation Reaction Live Load = LLB+LLF+LLR
14. LL = LLB+LLF
14. TLL = LLB+LLF+LLR
Static Load Combinations List
1 :1.4DL
2 :1.2DL+1.6LL+0.5LLR
3 :1.2DL+1.0LL+1.6LLR
3A :1.2DL+1.6LLR+0.8WX
3B :1.2DL+1.6LLR-0.8WX
3C :1.2DL+1.6LLR+0.8WY
3D :1.2DL+1.6LLR-0.8WY
4A :1.2DL+1.0LL+0.5LLR+1.6WX
4B :1.2DL+1.0LL+0.5LLR-1.6WX
4C :1.2DL+1.0LL+0.5LLR+1.6WY
4D :1.2DL+1.0LL+0.5LLR-1.6WY
5A :1.2DL+1.0LL+EQX+0.3EQY+EQV
5B :1.2DL+1.0LL+EQX-0.3EQY+EQV
5C :1.2DL+1.0LL-EQX+0.3EQY+EQV
5D :1.2DL+1.0LL-EQX-0.3EQY+EQV
5E :1.2DL+1.0LL+EQY+0.3EQX+EQV
5F :1.2DL+1.0LL+EQY-0.3EQX+EQV
5G :1.2DL+1.0LL-EQY+0.3EQX+EQV
5H :1.2DL+1.0LL-EQY-0.3EQX+EQV
6A :0.9DL+1.6WX
6B :0.9DL-1.6WX
6C :0.9DL+1.6WY
6D :0.9DL-1.6WY
7A :0.9DL+EQX+0.3EQY-EQV
7B :0.9DL+EQX-0.3EQY-EQV
7C :0.9DL-EQX+0.3EQY-EQV
7D :0.9DL-EQX-0.3EQY-EQV
7E :0.9DL+EQY+0.3EQX-EQV
7F :0.9DL+EQY-0.3EQX-EQV
7G :0.9DL-EQY+0.3EQX-EQV
7H :0.9DL-EQY-0.3EQX-EQV
Sway Check
9A: DL+0.5LL+0.7WX
9B: DL+0.5LL-0.7WX
9C: DL+0.5LL+0.7WY
9D: DL+0.5LL-0.7WY

5. Loading Consideration
10 ft Partition Wall Load
=5/12*10’*120=500 lb/ft
on Beam and Slab
12 ft Partition Wall Load
=5/12*12’*120=600 lb/ft
on Beam and Slab
Live Load=42 psf
7 ft Partition Wall Load
=5/12*7’*120=350 lb/ft on Beam and Slab
Floor Finish=25 psf
Floor Plan

6. Dead Load Partition
Wall on Beam/Slab =
350,500,600 lb/ft

7. Live Load= 42 psf
Floor Finish Load= 25 psf

8. Dead Load Floor = 30 psf
(Typical Floor)
Live Load Floor(Reading Room)= 61psf
6th Floor

9. Roof Live Load= 30 psf
Roof Floor Finish Load= 50 psf

10. Wind Load Calculation X-Direction
Dhaka
65.70 m/s 147.0 mph Surface L/B Cp Surface L/B Cp
A Windward Wall All 0.8 Windward Wall All 0.8
43.89 m Side Wall All -0.7 Side Wall All -0.7
86.64 m Lee ward wall 3.81 -0.21 Lee ward wall 0.26 -0.50
22.74 m
Concrete Moment
Resisting Frame
B
0.050 33.933384
0.714 Hz 17.831
0.872
0.820
12 story
1.15 L
2.586 Kz (kN/m2) case 1: All components, cladding, low rise building.
2
case 2: High rise building
Floor
Cumulative Height,
above GL (m)
kz (A) kz (B) kz (C) qz(kN/m2)
pz(kN/m2),
windward
pz(kN/m2),
leeward
ph(kN/m2),
leeward
Total
Pressure
(kN/m2)
Area(m2)
Storey
force,(kN)
Storey
force,(kip)
0.00 0 0.575 - - 1.486 1.04 0.27 0.54 1.58 0 0 0.0
GF 4.27 4.2672 0.575 - - 1.486 1.04 0.27 1.58 138.6 219 49.2
1F 3.66 7.9248 0.673 - - 1.739 1.21 0.32 1.76 83.2 146 32.8
2F 3.66 11.5824 0.750 - - 1.939 1.35 0.35 1.90 83.2 158 35.4
3F 3.66 15.24 0.811 - - 2.097 1.46 0.38 2.01 83.2 167 37.5
4F 3.66 18.8976 0.862 - - 2.230 1.56 0.41 2.10 83.2 175 39.2
5F 3.66 22.5552 0.907 - - 2.345 1.64 0.43 2.18 83.2 181 40.7
6F 3.66 26.2128 0.947 - - 2.448 1.71 0.45 2.25 83.2 187 42.1
7F 3.66 29.8704 0.983 - - 2.541 1.77 0.46 2.32 83.2 193 43.3
8F 3.66 33.528 1.016 - - 2.627 1.83 0.48 2.38 83.2 198 44.4
9F 3.66 37.1856 1.046 - - 2.705 1.89 0.49 2.43 83.2 202 45.4
10F 3.66 40.8432 1.074 - - 2.779 1.94 0.51 2.48 83.2 206 46.4
11F 3.66 44.5008 1.101 - - 2.848 1.99 0.52 2.53 83.2 210 47.3
Roof 3.66 48.1584 1.126 - - 2.913 2.03 0.53 2.58 83.2 214 48.1
3.66 51.816 1.150 - - 2.974 2.07 0.54 2.62
0 (EGL to PL)
INPUT
Importance facotor,I
Velocity Pressure,q z
Case
Level
Location
Basic Wind Speed, V
Exposure Category
Height, h (Above GL)
L
B
Framing Type
Damping Ratio
Frequency of building
Gust Factor Gx
Gust Factor Gy
No fo stories
BNBC
Wind force in ( perpendicular ) to B
Frequency determination
method (BNBC/ASCE)
Wind force in x direction
Wall pressure Coefficient
Wind force in y direction
Wall pressure Coefficient
W
ETABS
Result
53.94
45.48
44.51
43.48
42.36
41.18
39.77
36.03
34.36
32.35
31.72
29.31
14.51
Wind Load
Calculation
Manual and
ETABS Result
Deviation =
approximate
5%

12. Wind Load Calculation Y-Direction
Dhaka
65.70 m/s 147.0 mph Surface L/B Cp Surface L/B Cp
A Windward Wall All 0.8 Windward Wall All 0.8
43.89 m 22.32 Side Wall All -0.7 Side Wall All -0.7
22.74 m 37.4 Lee ward wall 0.26 -0.50 Lee ward wall 3.81 -0.21
86.64 m 248.12
Concrete Moment
Resisting Frame
B
0.050 33.933384
0.714 Hz 17.831
0.820
0.872
12 story
1.15 L
2.586 Kz (kN/m2) case 1: All components, cladding, low rise building.
2
case 2: High rise building
Floor
Cumulative Height,
above GL (m)
kz (A) kz (B) kz (C) qz(kN/m2)
pz(kN/m2),
windward
pz(kN/m2),
leeward
ph(kN/m2),
leeward
Total
Pressure
(kN/m2)
Area(m2)
Storey
force,(kN)
Storey
force,(kip)
0.00 0 0.575 - - 1.486 0.98 0.61 1.22 2.19 0 0 0.0
GF 4.27 4.2672 0.575 - - 1.486 0.98 0.61 2.19 528.2 1159 260.4
1F 3.66 7.9248 0.673 - - 1.739 1.14 0.71 2.36 316.9 748 168.1
2F 3.66 11.5824 0.750 - - 1.939 1.27 0.79 2.49 316.9 789 177.4
3F 3.66 15.24 0.811 - - 2.097 1.38 0.86 2.60 316.9 822 184.8
4F 3.66 18.8976 0.862 - - 2.230 1.46 0.91 2.68 316.9 850 191.0
5F 3.66 22.5552 0.907 - - 2.345 1.54 0.96 2.76 316.9 874 196.4
6F 3.66 26.2128 0.947 - - 2.448 1.61 1.00 2.83 316.9 895 201.2
7F 3.66 29.8704 0.983 - - 2.541 1.67 1.04 2.89 316.9 915 205.5
8F 3.66 33.528 1.016 - - 2.627 1.72 1.08 2.94 316.9 932 209.5
9F 3.66 37.1856 1.046 - - 2.705 1.77 1.11 2.99 316.9 949 213.2
10F 3.66 40.8432 1.074 - - 2.779 1.82 1.14 3.04 316.9 964 216.6
11F 3.66 44.5008 1.101 - - 2.848 1.87 1.17 3.09 316.9 978 219.8
Roof 3.66 48.1584 1.126 - - 2.913 1.91 1.19 3.13 316.9 992 222.9
3.66 51.816 1.150 - - 2.974 1.95 1.22 3.17
Wind force in ( perpendicular ) to B
Frequency determination
method (BNBC/ASCE)
Wind force in x direction
Wall pressure Coefficient
Wind force in y direction
Wall pressure Coefficient
Gust Factor Gy
No fo stories
BNBC
0 (EGL to PL)
INPUT
Importance facotor,I
Velocity Pressure,q z
Case
Level
Location
Basic Wind Speed, V
Exposure Category
Height, h (Above GL)
L
B
Framing Type
Damping Ratio
Frequency of building
Gust Factor Gx
W
ETABS
Result
245.64
226.03
222.32
218.34
214.03
209.31
198.16
191.35
183.14
172.60
163.37
133.52
81.14
Wind Load
Calculation
Manual and
ETABS Result
Deviation =
approximate
5%

14. Seismic Load and Base Shear Manual & ETABS :
height above base (ft) soil type Town
Zone
coefficient
Zone
Seismic design
category of building
Occupanc
y
Category
Importanc
e factor,I
158.00 SC Dhaka 0.2 2 See BNBC Table 6.2.18 III 1.25
Structural Type 0.5 Cd= 5
0.2 Fv= 1.725
1.15 Ω0
2.5
Zone 1 Zone 2 Zone 3 Zone 4 Zone 1 Zone 2 Zone 3 Zone 4
Percentage of critical damping
Response Reduction factor, R Sa = SB B C D D C D D D
Wa = SC B C D D C D D D
η Revised SD C D D D D D D D
1.000 1.000
Revised
Building
Period,T(s)
1.523 frequency = 0.66 (Hz) SE D D D D D D D D
Cs 14.289 0.000 TB 0.2 flexible ah= 0.1533
Cs 2.875 0.000 TC 0.6 Ev= 0.0767 B= OMRF min
Cs 1.132 1.132 TD 2 Comb 5 1.28 D+Eh C= IMRF min
Cs 1.487 0.000 Ct 0.0466 (m) 0.016 (ft) Comb 7 0.82 D+Eh D= SMRF min
Cs selected 1.132 m 0.9 Seismic Design Category
Sa 13 story
251406 kN
7299.8 kN K= 1.51
ETABS 7301.2947
Storey Height above base(ft) Cum.height(m) Wx(kN) Wxhik
∑Wxhik
E Fh(kN)
0.00 - 19339 0 234269790 0 0
14.00 14.00 19339 1044694 33 33
12.00 26.00 19339 2663126 83 83
12.00 38.00 19339 4726380 147 147
12.00 50.00 19339 7156454 223 223
12.00 62.00 19339 9906486 309 309
12.00 74.00 19339 12944211 403 403
12.00 86.00 19339 16245633 506 506
12.00 98.00 19339 19791991 617 617
12.00 110.00 19339 23568086 734 734
12.00 122.00 19339 27561276 859 859
12.00 134.00 19339 31760829 990 990
12.00 146.00 19339 36157484 1127 1127
12.00 158.00 19339 40743141 1270 1270
E-2. Special reinforced concrete
shear walls
Seismic Force Resisting System
vertical earthquake
Occupancy Category IV
Table 6.2.18: Seismic design category of building
ETABS
INPUT
Floor
Loads
(kN)
Base shear distribution (Horizontal)
0.2 sec Spectral Acc, Ss=
1 sec Spectral Acc, S1=
2.904 % Wa (g)
Concrete moment-resisting frames
Base shear, V = Eh
Wa
Lateral seismic force coefficient, g
Total seismic weight of the building
5 %
6.5
Site Class
Occupancy Category I, II and III
Site coefficient, Fa
03. It will be highly apprecialbe If you inform GnS any
inconsistancy of this excel program
0
80
160
240
320
400
480
560
640
720
800
880
960
- 5.00 10.00 15.00

15. Load Pattern Direction R Ω Cd I Ss S1 TL Site Class Fa Fv SDS SD1 Weight Used Base Shear
EQX X 6.5 2.5 5 1.25 0.5 0.2 2 F 1.15 1.725 0.383333 0.23 251405.7981 7301.2947
EQX X + Ecc. Y 6.5 2.5 5 1.25 0.5 0.2 2 F 1.15 1.725 0.383333 0.23 251405.7981 7301.2947
EQX X - Ecc. Y 6.5 2.5 5 1.25 0.5 0.2 2 F 1.15 1.725 0.383333 0.23 251405.7981 7301.2947
EQY Y 6.5 2.5 5 1.25 0.5 0.2 2 F 1.15 1.725 0.383333 0.23 251405.7981 7301.2947
EQY Y + Ecc. X 6.5 2.5 5 1.25 0.5 0.2 2 F 1.15 1.725 0.383333 0.23 251405.7981 7301.2947
EQY Y - Ecc. X 6.5 2.5 5 1.25 0.5 0.2 2 F 1.15 1.725 0.383333 0.23 251405.7981 7301.2947
TABLE: Auto Seismic - ASCE 7-05
Seismic Load and Base Shear ETABS
Seismic Load
Calculation
Manual and
ETABS Result
Deviation =
approximate
1%

16. Slab and Wall 2’x2’ Mesh

17. ETABS Model
Dead Load 100%
Self Weight =1
Dead Load Beam =1
Dead Load Floor =1
Floor Finish=1
Live Load 25%
Live Load Beam =0.25
Live Load Floor =0.25
Roof Live Load =0.25
Mass Source

18. Mass Source Define

19. SWAY CHECK
Sway limit=H/500
Allowable limit for this Building = 1728 in/500=3.456 in
Sway limit this Building at Service condition = 2.18 in
2.18 in <3.456 in
So, This Building Sway Check Status is in Allowable Limit

20. SWAY CHECK

21. SWAY CHECK

22. SWAY CHECK

23. SWAY CHECK

24. SWAY CHECK

25. SWAY CHECK

26. SWAY CHECK

27. SWAY CHECK

28. DRIFT CHECK

29. a) STORYDISPLACEMENTisthelateral displacement
of floor or point fromitsorigional position.
b) STORYDRIFTisthelateral displacement of onelevel
relativeto thelevel below.
c) STORYDRIFTRATIOisthestorydrift dividedbythe
storyheight.
Story Load Case/Combo Direction Drift Story Load Case/Combo Direction Drift Story Load Case/Combo Direction Drift Story Load Case/Combo Direction Drift
ROOF EQX 1 X 0.000976 9F EQY 1 Y 0.001153 5F EQX 1 X 0.001534 2F EQY 1 Y 0.000864
ROOF EQX 2 X 0.000987 9F EQY 2 Y 0.001176 5F EQX 2 X 0.001549 2F EQY 2 Y 0.000996
ROOF EQX 3 X 0.000966 9F EQY 3 Y 0.001333 5F EQX 3 X 0.00152 2F EQY 3 Y 0.000998
ROOF EQY 1 Y 0.000894 8F EQX 1 X 0.00142 5F EQY 1 Y 0.001273 1F EQX 1 X 0.000698
ROOF EQY 2 Y 0.000908 8F EQX 2 X 0.001434 5F EQY 2 Y 0.001349 1F EQX 2 X 0.000706
ROOF EQY 3 Y 0.001037 8F EQX 3 X 0.001406 5F EQY 3 Y 0.001468 1F EQX 3 X 0.000691
11F EQX 1 X 0.001084 8F EQY 1 Y 0.001225 4F EQX 1 X 0.001471 1F EQY 1 Y 0.000589
11F EQX 2 X 0.001095 8F EQY 2 Y 0.00126 4F EQX 2 X 0.001484 1F EQY 2 Y 0.000682
11F EQX 3 X 0.001072 8F EQY 3 Y 0.001416 4F EQX 3 X 0.001457 1F EQY 3 Y 0.000605
11F EQY 1 Y 0.000976 7F EQX 1 X 0.001498 4F EQY 1 Y 0.001207 GF EQX 1 X 0.000046
11F EQY 2 Y 0.000989 7F EQX 2 X 0.001513 4F EQY 2 Y 0.001297 GF EQX 1 Y 0.000016
11F EQY 3 Y 0.001131 7F EQX 3 X 0.001484 4F EQY 3 Y 0.001392 GF EQX 2 X 0.000048
10F EQX 1 X 0.001197 7F EQY 1 Y 0.001273 3F EQX 1 X 0.00133 GF EQX 2 Y 0.000021
10F EQX 2 X 0.001209 7F EQY 2 Y 0.001322 3F EQX 2 X 0.001342 GF EQX 3 X 0.000045
10F EQX 3 X 0.001185 7F EQY 3 Y 0.001471 3F EQX 3 X 0.001317 GF EQX 3 Y 0.000011
10F EQY 1 Y 0.001065 6F EQX 1 X 0.00154 3F EQY 1 Y 0.001076 GF EQY 1 Y 0.000152
10F EQY 2 Y 0.001081 6F EQX 2 X 0.001555 3F EQY 2 Y 0.001185 GF EQY 2 Y 0.000172
10F EQY 3 Y 0.001234 6F EQX 3 X 0.001525 3F EQY 3 Y 0.001242 GF EQY 3 Y 0.000132
9F EQX 1 X 0.001316 6F EQY 1 Y 0.001292 2F EQX 1 X 0.001097
9F EQX 2 X 0.001329 6F EQY 2 Y 0.001354 2F EQX 2 X 0.001108
9F EQX 3 X 0.001303 6F EQY 3 Y 0.001491 2F EQX 3 X 0.001085
TABLE: Story Drifts from ETABS TABLE: Story Drifts from ETABS TABLE: Story Drifts from ETABS TABLE: Story Drifts from ETABS
ETABS Drift Ratio Result

30. Cd 5.5 I 1.25 ∆a = 0.015
Elastic
Displacement(mm)
Amplified
Displacement
Story Drift Allowable
δ ∆m ∆i ∆a
ROOF 3657.6 55.626 244.7544 15.7124 54864 Safe
11F 3657.6 52.055 229.042 17.4372 54864 Safe
10F 3657.6 48.092 211.6048 19.2588 54864 Safe
9F 3657.6 43.715 192.346 21.1816 54864 Safe
8F 3657.6 38.901 171.1644 22.858 54864 Safe
7F 3657.6 33.706 148.3064 24.112 54864 Safe
6F 3657.6 28.226 124.1944 24.7852 54864 Safe
5F 3657.6 22.593 99.4092 24.6928 54864 Safe
4F 3657.6 16.981 74.7164 23.6676 54864 Safe
3F 3657.6 11.602 51.0488 21.2916 54864 Safe
2F 3657.6 6.763 29.7572 17.6484 54864 Safe
1F 3657.6 2.752 12.1088 11.2376 54864 Safe
GF 4267.2 0.198 0.8712 0.8712 64008 Safe
EX 1 Direction
Story H(m) Check
Cd 5.5 I 1.25 ∆a = 0.015
Elastic
Displacement(mm)
Amplified
Displacement
Story Drift Allowable
δ ∆m ∆i ∆a
ROOF 3658 56.169 247.1436 15.8752 54864 Safe
11F 3658 52.561 231.2684 17.6176 54864 Safe
10F 3658 48.557 213.6508 19.4568 54864 Safe
9F 3658 44.135 194.194 21.3884 54864 Safe
8F 3658 39.274 172.8056 23.0824 54864 Safe
7F 3658 34.028 149.7232 24.3452 54864 Safe
6F 3658 28.495 125.378 25.0184 54864 Safe
5F 3658 22.809 100.3596 24.9304 54864 Safe
4F 3658 17.143 75.4292 23.8876 54864 Safe
3F 3658 11.714 51.5416 21.4588 54864 Safe
2F 3658 6.837 30.0828 17.8332 54864 Safe
1F 3658 2.784 12.2496 11.3564 54864 Safe
GF 4267 0.203 0.8932 0.8932 64008 Safe
H Check
EX 2 Direction
Story
DRIFT EQX-Direction

31. Cd 5.5 I 1.25 ∆a = 0.015
Elastic
Displacement(mm)
Amplified
Displacement
Story Drift Allowable
δ ∆m ∆i ∆a
ROOF 3657.6 47.271 207.9924 14.3836 54864 Safe
11F 3657.6 44.002 193.6088 15.6992 54864 Safe
10F 3657.6 40.434 177.9096 17.1424 54864 Safe
9F 3657.6 36.538 160.7672 18.5548 54864 Safe
8F 3657.6 32.321 142.2124 19.712 54864 Safe
7F 3657.6 27.841 122.5004 20.4952 54864 Safe
6F 3657.6 23.183 102.0052 20.7944 54864 Safe
5F 3657.6 18.457 81.2108 20.482 54864 Safe
4F 3657.6 13.802 60.7288 18.1236 54864 Safe
3F 3657.6 9.683 42.6052 16.4428 54864 Safe
2F 3657.6 5.946 26.1624 13.8336 54864 Safe
1F 3657.6 2.802 12.3288 9.4776 54864 Safe
GF 4267.2 0.648 2.8512 2.8512 64008 Safe
EY 1 Direction
Story H(m) Check
Cd 5.5 I 1.25 ∆a = 0.015
Elastic
Displacement(mm)
Amplified
Displacement
Story Drift Allowable
δ ∆m ∆i ∆a
ROOF 3658 50.468 222.0592 14.608 54864 Safe
11F 3658 47.148 207.4512 15.9148 54864 Safe
10F 3658 43.531 191.5364 17.3932 54864 Safe
9F 3658 39.578 174.1432 18.9288 54864 Safe
8F 3658 35.276 155.2144 20.2708 54864 Safe
7F 3658 30.669 134.9436 21.274 54864 Safe
6F 3658 25.834 113.6696 21.7932 54864 Safe
5F 3658 20.881 91.8764 21.7052 54864 Safe
4F 3658 15.948 70.1712 20.8692 54864 Safe
3F 3658 11.205 49.302 19.0696 54864 Safe
2F 3658 6.871 30.2324 16.0336 54864 Safe
1F 3658 3.227 14.1988 10.9736 54864 Safe
GF 4267 0.733 3.2252 3.2252 64008 Safe
H Check
EY 2 Direction
Story
DRIFT EQY-Direction

32. Allowabledrift 0.015 Allowabledrift 0.015
StoryDrift Ratio Allowable StoryDrift Ratio Allowable
*∆ ∆a *∆ ∆a
ROOF 0.000004 0.015000 Safe 0.000004 0.015000 Safe
11F 0.000005 0.015000 Safe 0.000005 0.015000 Safe
10F 0.000005 0.015000 Safe 0.000005 0.015000 Safe
9F 0.000006 0.015000 Safe 0.000006 0.015000 Safe
8F 0.000006 0.015000 Safe 0.000006 0.015000 Safe
7F 0.000007 0.015000 Safe 0.000007 0.015000 Safe
6F 0.000007 0.015000 Safe 0.000007 0.015000 Safe
5F 0.000007 0.015000 Safe 0.000007 0.015000 Safe
4F 0.000006 0.015000 Safe 0.000007 0.015000 Safe
3F 0.000006 0.015000 Safe 0.000006 0.015000 Safe
2F 0.000005 0.015000 Safe 0.000000 0.015000 Safe
1F 0.000003 0.015000 Safe 0.000003 0.015000 Safe
GF 0.000000 0.015000 Safe 0.000000 0.015000 Safe
EX 2 Direction
Story Check Check
EX 1 Direction
Allowable drift 0.015 Allowable drift 0.015
Story Drift Ratio Allowable Story Drift Ratio Allowable
*∆ ∆a *∆ ∆a
ROOF 0.000004 0.015000 Safe 0.000004 0.015000 Safe
11F 0.000004 0.015000 Safe 0.000004 0.015000 Safe
10F 0.000005 0.015000 Safe 0.000005 0.015000 Safe
9F 0.000005 0.015000 Safe 0.000005 0.015000 Safe
8F 0.000005 0.015000 Safe 0.000006 0.015000 Safe
7F 0.000006 0.015000 Safe 0.000006 0.015000 Safe
6F 0.000006 0.015000 Safe 0.000006 0.015000 Safe
5F 0.000006 0.015000 Safe 0.000006 0.015000 Safe
4F 0.000005 0.015000 Safe 0.000006 0.015000 Safe
3F 0.000004 0.015000 Safe 0.000005 0.015000 Safe
2F 0.000004 0.015000 Safe 0.000004 0.015000 Safe
1F 0.000003 0.015000 Safe 0.000003 0.015000 Safe
GF 0.000001 0.015000 Safe 0.000001 0.015000 Safe
EY 2 Direction
Story Check Check
EY 1 Direction
DRIFT Ratio Check EQX & EQY-Direction

33. Mass Irregularity
WEIGHT (MASS) IRREGULARITY
Mass irregularity shall be considered to exist where the effective mass of any story is more than 150% of the
effective mass of an adjacent story. A roof that is lighter than the floor below need not be considered.
BNBC2020 2.5.5.4 ,Figure 6.2.28 Different types of vertical irregularities of buildings

34. Mi Mi Mi Mi
Mi+1 Mi-1 Mi+1 Mi-1
ROOF 92349.75 92349.75 - - - - - - - -
11F 109459.31 109459.31 - - 0.88 Regular - - 0.88 Regular
10F 124783.07 124783.07 1.14 Regular 0.99 Regular 1.14 Regular 0.99 Regular
9F 125807.97 125807.97 1.01 Regular 1.00 Regular 1.01 Regular 1.00 Regular
8F 125778.85 125778.85 1.00 Regular 1.00 Regular 1.00 Regular 1.00 Regular
7F 125372.83 125372.83 1.00 Regular 0.99 Regular 1.00 Regular 0.99 Regular
6F 126976.95 126976.95 1.01 Regular 1.03 Regular 1.01 Regular 1.03 Regular
5F 122888.72 122888.72 0.97 Regular 1.00 Regular 0.97 Regular 1.00 Regular
4F 122888.72 122888.72 1.00 Regular 0.99 Regular 1.00 Regular 0.99 Regular
3F 124336.99 124336.99 1.01 Regular 0.99 Regular 1.01 Regular 0.99 Regular
2F 125588.67 125588.67 1.01 Regular 1.02 Regular 1.01 Regular 1.02 Regular
1F 123712.43 123712.43 0.99 Regular 1.07 Regular 0.99 Regular 1.07 Regular
GF 116160.08 116160.08 0.94 Regular - - 0.94 Regular - -
Mass(WeightIrregularity)
Mass XDirection YDirection
Story MassX MassY Check Check Check Check
WEIGHT (MASS) IRREGULARITY

35. Torsional Irregularity
BNBC2020 2.5.5.4 ,Figure 6.2.28

36. Torsional Irregularity
Story Load Case/Combo Direction Max Drift Avg Drift Ratio Story Load Case/Combo Direction Max Drift Avg Drift Ratio
ROOF EQX 1 X 0.140598 0.136035 1.034 ROOF EQY 1 Y 0.128697 0.120011 1.072
ROOF EQX 2 X 0.142069 0.136252 1.043 ROOF EQY 2 Y 0.130729 0.119366 1.095
ROOF EQX 3 X 0.139126 0.135818 1.024 ROOF EQY 3 Y 0.149391 0.120655 1.238
11F EQX 1 X 0.156027 0.151123 1.032 11F EQY 1 Y 0.140484 0.130963 1.073
11F EQX 2 X 0.157626 0.151366 1.041 11F EQY 2 Y 0.142373 0.130248 1.093
11F EQX 3 X 0.154428 0.15088 1.024 11F EQY 3 Y 0.162845 0.131679 1.237
10F EQX 1 X 0.172328 0.166941 1.032 10F EQY 1 Y 0.1534 0.143174 1.071
10F EQX 2 X 0.174074 0.167217 1.041 10F EQY 2 Y 0.155638 0.142404 1.093
10F EQX 3 X 0.170581 0.166666 1.023 10F EQY 3 Y 0.177629 0.143944 1.234
9F EQX 1 X 0.189523 0.183719 1.032 9F EQY 1 Y 0.166004 0.155465 1.068
9F EQX 2 X 0.191408 0.18402 1.04 9F EQY 2 Y 0.169368 0.15468 1.095
9F EQX 3 X 0.187637 0.183418 1.023 9F EQY 3 Y 0.192018 0.15625 1.229
8F EQX 1 X 0.204523 0.198378 1.031 8F EQY 1 Y 0.176377 0.16592 1.063
8F EQX 2 X 0.206524 0.198701 1.039 8F EQY 2 Y 0.181395 0.165158 1.098
8F EQX 3 X 0.202522 0.198055 1.023 8F EQY 3 Y 0.203832 0.166682 1.223
7F EQX 1 X 0.215759 0.209388 1.03 7F EQY 1 Y 0.183383 0.173368 1.058
7F EQX 2 X 0.217839 0.209727 1.039 7F EQY 2 Y 0.190326 0.17266 1.102
7F EQX 3 X 0.213679 0.209049 1.022 7F EQY 3 Y 0.211772 0.174075 1.217
6F EQX 1 X 0.221756 0.215296 1.03 6F EQY 1 Y 0.186058 0.176818 1.052
6F EQX 2 X 0.223868 0.215643 1.038 6F EQY 2 Y 0.194999 0.176193 1.107
6F EQX 3 X 0.219644 0.214948 1.022 6F EQY 3 Y 0.21473 0.177442 1.21
5F EQX 1 X 0.220959 0.214576 1.03 5F EQY 1 Y 0.183297 0.175206 1.046
5F EQX 2 X 0.223044 0.214923 1.038 5F EQY 2 Y 0.194238 0.174692 1.112
5F EQX 3 X 0.218873 0.214228 1.022 5F EQY 3 Y 0.211447 0.17572 1.203
4F EQX 1 X 0.211762 0.205665 1.03 4F EQY 1 Y 0.173819 0.167318 1.039
4F EQX 2 X 0.21375 0.206001 1.038 4F EQY 2 Y 0.186723 0.166948 1.118
4F EQX 3 X 0.209775 0.205329 1.022 4F EQY 3 Y 0.200466 0.167688 1.195
3F EQX 1 X 0.191511 0.186013 1.03 3F EQY 1 Y 0.154967 0.151043 1.026
3F EQX 2 X 0.193305 0.18632 1.037 3F EQY 2 Y 0.170643 0.150893 1.131
3F EQX 3 X 0.189717 0.185706 1.022 3F EQY 3 Y 0.178789 0.151192 1.183
2F EQX 1 X 0.157927 0.153186 1.031 2F EQY 1 Y 0.124423 0.12411 1.003
2F EQX 2 X 0.159562 0.153516 1.039 2F EQY 2 Y 0.143447 0.124261 1.154
2F EQX 3 X 0.156293 0.152857 1.022 2F EQY 3 Y 0.14377 0.123958 1.16
1F EQX 1 X 0.100546 0.075261 1.336 1F EQY 1 Y 0.084806 0.064717 1.31
1F EQX 2 X 0.101602 0.076081 1.335 1F EQY 2 Y 0.098177 0.069096 1.421
1F EQX 3 X 0.099491 0.074441 1.337 1F EQY 3 Y 0.08717 0.068204 1.278
GF EQX 1 X 0.007798 0.007335 1.063 GF EQX 1 Y 0.002696 0.000923 2.922
GF EQX 2 X 0.008011 0.007354 1.089 GF EQX 2 Y 0.003561 0.001046 3.404
GF EQX 3 X 0.007585 0.007316 1.037 GF EQX 3 Y 0.001831 0.000799 2.291
TABLE: Story Max/Avg Drifts TABLE: Story Max/Avg Drifts
X-Direction
§ Max 0.223
§ Min 0.82
§ Avg 0.5215
No Irregulariries YES
Irregulariries NO
Extrem Irregulariries NO
Y-Direction
§ Max 0.77
§ Min 0.6
§ Avg 0.685
No Irregulariries YES
Irregulariries NO
Extrem Irregulariries NO
Torisonal Irregularities

37. Drifts Ratio Check Eccentricity ExtremeTorsional IrregularityCheck
Maxdrift Avgdrift %
Ecc..Abolute
length Maxdrift Avgdrift % Ecc..Abolute length
ROOF 86614 0.00097600 0.00094500 1.034 Regular 0.00098700 0.00094600 1.043 Regular
11F 86614 0.00108400 0.00104900 1.032 Regular 0.00109500 0.00105100 1.041 Regular
10F 86614 0.00119700 0.00115900 1.032 Regular 0.00120900 0.00116100 1.041 Regular
9F 86614 0.00131600 0.00127600 1.032 Regular 0.00132900 0.00127800 1.040 Regular
8F 86614 0.00142000 0.00137800 1.031 Regular 0.00143400 0.00138000 1.039 Regular
7F 86614 0.00149800 0.00145400 1.030 Regular 0.00151300 0.00145600 1.039 Regular
6F 86614 0.00154000 0.00149500 1.030 Regular 0.00155500 0.00149800 1.038 Regular
5F 86614 0.00153400 0.00149000 1.030 Regular 0.00154900 0.00149300 1.038 Regular
4F 86614 0.00147100 0.00142800 1.030 Regular 0.00148400 0.00143100 1.038 Regular
3F 86614 0.00133000 0.00129200 1.030 Regular 0.00134200 0.00129400 1.037 Regular
2F 7188 0.00109700 0.00106400 1.031 Regular 0.00110800 0.00106600 1.039 Regular
1F 18771 0.00069800 0.00067800 1.030 Regular 0.00070600 0.00067900 1.039 Regular
GF 18771 0.00004600 0.00004400 1.063 Regular 0.00004800 0.00004400 1.089 Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
EX+X1Direction EX-X2Direction
Story DX
Drifts
Ratio Check Ax
Eccentricity
Ax
ExtremeTorsional
IrregularityCheck
Regular
Torsional Irregularity

38. 0.05
Maxdrift Avgdrift %
Ecc..Abolute
length Maxdrift Avgdrift %
Ecc..Abolute
length
ROOF 9195 0.00089400 0.00083300 1.072 Regular 0.00090800 0.00082900 1.095 Regular
11F 9195 0.00097600 0.00090900 1.073 Regular 0.00098900 0.00090400 1.093 Regular
10F 9195 0.00106500 0.00099400 1.071 Regular 0.00108100 0.00098900 1.093 Regular
9F 9195 0.00115300 0.00108000 1.068 Regular 0.00117600 0.00107400 1.095 Regular
8F 9195 0.00122500 0.00115200 1.063 Regular 0.00126000 0.00114700 1.098 Regular
7F 9195 0.00127300 0.00120400 1.058 Regular 0.00132200 0.00119900 1.102 Regular
6F 9195 0.00129200 0.00122800 1.052 Regular 0.00135400 0.00122400 1.107 Regular
5F 9195 0.00127300 0.00121700 1.046 Regular 0.00134900 0.00121300 1.112 Regular
4F 9195 0.00120700 0.00116200 1.039 Regular 0.00129700 0.00115900 1.118 Regular
3F 9195 0.00107600 0.00104900 1.026 Regular 0.00118500 0.00104800 1.131 Regular
2F 9195 0.00086400 0.00086200 1.003 Regular 0.00099600 0.00086300 1.154 Regular
1F 14757 0.00058900 0.00055500 1.062 Regular 0.00068200 0.00055800 1.221 Irregular 1.0353 0.052 763.921
GF 12446 0.00015200 0.00012100 1.251 Irregular 1.0868 0.054 676.320 0.00017200 0.00012400 1.384 Irregular 1.3302 0.067 827.770
Regular
Regular
ExtremeTorsional
IrregularityCheck
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
Regular
ExtremeTorsional
IrregularityCheck
Regular
Regular
Regular
Regular
Eccentricity
EY+Y1Direction EY-Y2Direction
Story DY
Drifts
Ratio Check Ax
Eccentricity Drifts
Ratio Check Ax
Torsional Irregularity

39. Torsional Amplification Factor
For structures assigned to SDC C, D, E, or F without flexible diaphragm
and with horizontal irregularity Type 1a or 1b (Torsional Irregularity or
Extreme Torsional Irregularity), the accidental torsion Mt at each floor
level needs to be amplified by a factor: (BNBC 2020 code sec 2.5.7.6.2)
Where,
Ax = Amplification factor
𝛿𝑚𝑎𝑥 = the maximum displacement of extreme at level-x
𝛿𝑎𝑣𝑔 = the average displacement of extreme at level-x
ETABS Model Displacement Ratio (maximum)=1.384 (+EQX)
Exist Accidental Eccentricity= ±5%
Torsional irregularities exist accidental eccentricity is multiplied by
Amplification factor Ax=
New Accidental Eccentricity =5%*1.33=0.05*1.33=0.066

40. Soft Story (Stiffness Irregularity) Check
Soft Story: A story where the lateral
stiffness is Less than 70% of that in the
story above,
Or
Less than 80% of the average stiffness of
three stories above.

41. Ki Ki Ki Ki
StiffnessX1
Ki+1 Kmi
StiffnessX 2
Ki+1 Kmi
0.7 0.8 0.7 0.8
ROOF 1694297.13 - - ROOF 1693558.97 - -
11F 3103927.58 1.83 Regular 11F 3102445.70 1.83 Regular
10F 4229708.32 1.36 Regular 10F 4227519.27 1.36 Regular
9F 4992086.99 1.18 Regular 3009311.01 9F 4989576.12 1.18 Regular 3007841.31
8F 5550937.08 1.11 Regular 4108574.30 1.35 Regular 8F 5548274.71 1.11 Regular 4106513.70 1.35 Regular
7F 6013115.67 1.08 Regular 4924244.13 1.22 Regular 7F 6009555.87 1.08 Regular 4921790.03 1.22 Regular
6F 6458677.22 1.07 Regular 5518713.25 1.17 Regular 6F 6448692.95 1.07 Regular 5515802.23 1.17 Regular
5F 6947108.48 1.08 Regular 6007576.66 1.16 Regular 5F 6931121.68 1.07 Regular 6002174.51 1.15 Regular
4F 7699966.52 1.11 Regular 6472967.12 1.19 Regular 4F 7669461.46 1.11 Regular 6463123.50 1.19 Regular
3F 8959845.41 1.16 Regular 7035250.74 1.27 Regular 3F 8923199.66 1.16 Regular 7016425.36 1.27 Regular
2F 11456646.47 1.28 Regular 7868973.47 1.46 Regular 2F 11401175.31 1.28 Regular 7841260.93 1.45 Regular
1F 17219038.01 1.50 Regular 9372152.80 1.84 Regular 1F 17185487.95 1.51 Regular 9331278.81 1.84 Regular
GF 230352933.27 13.38 Regular 12545176.63 18.36 Regular GF 229764341.16 13.37 Regular 12503287.64 18.38 Regular
check
K
mi
=
avg(K
i-1,i-2,i-3
)
EQ+X Direction EQ- X Direction
Story check
K
mi
=
avg(K
i-1,i-2,i-3
)
check Story check
Soft Story (Stiffness Irregularity) Check

42. Ki Ki Ki Ki
Stiffness Y 1
Ki+1 Kmi
Stiffness Y 2
Ki+1 Kmi
0.7 0.8 0.7 0.8
ROOF 1932820.09 - - ROOF 1933837.19 - -
11F 3606063.44 1.87 11F 3607933.19 1.87
10F 4966503.08 1.38 Regular 10F 4966105.14 1.38 Regular
9F 5932218.03 1.19 Regular 3501795.54 9F 5931002.06 1.19 Regular 3502625.17
8F 6662745.22 1.12 Regular 4834928.18 1.38 Regular 8F 6662561.89 1.12 Regular 4835013.46 1.38 Regular
7F 7258441.54 1.09 Regular 5853822.11 1.24 Regular 7F 7280966.25 1.09 Regular 5853223.03 1.24 Regular
6F 7831963.08 1.08 Regular 6617801.60 1.18 Regular 6F 7877404.01 1.08 Regular 6624843.40 1.19 Regular
5F 8517639.27 1.09 Regular 7251049.95 1.17 Regular 5F 8553034.85 1.09 Regular 7273644.05 1.18 Regular
4F 9454957.48 1.11 Regular 7869347.96 1.20 Regular 4F 9474434.24 1.11 Regular 7903801.70 1.20 Regular
3F 10990957.67 1.16 Regular 8601519.94 1.28 Regular 3F 10971785.45 1.16 Regular 8634957.70 1.27 Regular
2F 14305885.63 1.30 Regular 9654518.14 1.48 Regular 2F 13894570.10 1.27 Regular 9666418.18 1.44 Regular
1F 20951164.67 1.46 Regular 11583933.59 1.81 Regular 1F 20806308.36 1.50 Regular 11446929.93 1.82 Regular
GF 82562928.06 3.94 Regular 15416002.66 5.36 Regular GF 80651316.28 3.88 Regular 15224221.30 5.30 Regular
check
K
mi
=
avg(K
i-1,i-2,i-3
)
EQ+Y Direction EQ- Y Direction
Story check
K
mi
=
avg(K
i-1,i-2,i-3
)
check Story check
Soft Story (Stiffness Irregularity) Check

43. Table 6.2.19: Response Reduction Factor, Deflection
Amplification Factor and Height Limitations for Different
Structural Systems
DUAL SYSTEM : INTERMEDIATE MOMENT
FRAMES CAPABLE OF RESISTING AT LEAST
25% OF PRESCRIBED SEISMIC FORCES
(WITH BRACING OR SHEAR WALL)
Total Base Shear =1641.39 kip
EQX-Direction
Column Base Shear Fx = 441 kip
441
1641.39
*100 = 26.86%
EQY-Direction
Column Base Shear Fy= 437
437
1641.39
*100 = 26.62%

44. EQX-Direction Base Shear
Column Base Shear Fx = 441 kip

45. EQY-Direction Base Shear
Column Base Shear Fy= 437 kip

46. Dynamic Analysis (BNBC2020-SECTION 2.5.8)
Dynamic analysis method involves applying principles of structural dynamics to
compute the response of the structure to applied dynamic (earthquake) loads.
Requirement for dynamic analysis
Dynamic analysis should be performed to obtain the design seismic force, and
its distribution to different levels along the height of the building and to the
various lateral load resisting elements, for the following buildings:
Regular buildings with height greater than 40 m in Zones 2, 3, 4 and greater
than 90 m in Zone 1.
Irregular buildings (as defined in Sec 2.5.5.3) with height greater than 12 m in
Zones 2, 3, 4 and greater than 40 m in Zone 1.
For irregular buildings, smaller than 40 m in height in Zone 1, dynamic analysis,
even though not mandatory, is recommended.
Methods of analysis
Dynamic analysis may be carried out through the following methods:
(i) Response Spectrum Analysis method is a linear elastic analysis method using
modal analysis procedures, where the structure is subjected to spectral
accelerations corresponding to a design acceleration response spectrum. The
design earthquake ground motion in this case is represented by its response
spectrum.

47. DYNAMIC ANALYSIS
STATIC ANALYSIS

49. Input
Output
Ex1 1641.39
Ey1 1641.39
RSX1 1599.05 0
RSY1 0 1587.24
Model FactorNew Factor
85% of U
X 1.02648 U1 111.22 114.16 97.04
U2 0.00 34.25 29.11
Y 1.03412 U2 99.31 102.70 87.29
U1 0.00 30.81 26.19
Base Shear
RSX
RSY
Dynamic Analysis:
Define  Function  Response  Define modal case.
PΔ  Noniterative based on mass  Mode  30.
Define Load Case Rsx & Rsy.
Load case type  Response Spectrum.
For Rsx U1 form BNBC.
U2 from BNBC.
Rsy U2 form BNBC.
U1 from BNBC.
Load Combo  Ex ~ Rsx
 Ey ~ Rsy add copy
Run Show Table  Analysis Result  Reaction  Base Reaction.
Select Eq Loads.
X - Ex1/Rsx1
Y – Ey1/Rsy1
Then change load pattern Rsx1 – U1 Factors.
U2 – 30% of U1 factors.
Same for Ry1
BNBC Factor change 85%.
So, change U by 85% and U2 = 30%
DYNAMIC ANALYSIS & SCALING

50. DYNAMIC ANALYSIS RESPONSE SPECTRUM LOAD CASES DEFINITION

51. DYNAMIC ANALYSIS RESPONSE SPECTRUM LOAD CASES DEFINITION

52. Modal Case Definition

53. Case Mode Period ( sec) Sum RX Sum RY Sum RZ Case Mode Period ( sec) Sum RX Sum RY Sum RZ
Modal 1 2.243 0.0001 0.3163 0.0166 Modal 24 0.082 0.8354 0.7788 0.9217
Modal 2 2.03 0.3193 0.3165 0.0169 Modal 25 0.08 0.8429 0.7789 0.9254
Modal 3 1.596 0.3196 0.3231 0.6807 Modal 26 0.076 0.8432 0.7942 0.9254
Modal 4 0.617 0.3204 0.5938 0.6836 Modal 27 0.066 0.8712 0.7944 0.9255
Modal 5 0.557 0.6134 0.5947 0.6838 Modal 28 0.065 0.8718 0.7996 0.9289
Modal 6 0.433 0.6146 0.5999 0.823 Modal 29 0.063 0.8719 0.8062 0.9333
Modal 7 0.329 0.615 0.5999 0.8231 Modal 30 0.062 0.873 0.8062 0.9356
Modal 8 0.298 0.6157 0.6687 0.824 Modal 31 0.056 0.8744 0.8109 0.9371
Modal 9 0.269 0.6954 0.6696 0.8241 Modal 32 0.055 0.898 0.812 0.9377
Modal 10 0.207 0.6961 0.671 0.8746 Modal 33 0.053 0.9004 0.8172 0.9398
Modal 11 0.183 0.6974 0.7224 0.8753 Modal 34 0.048 0.9032 0.826 0.9401
Modal 12 0.165 0.7601 0.7239 0.8755 Modal 35 0.047 0.9274 0.8271 0.9404
Modal 13 0.129 0.7609 0.7313 0.8962 Modal 36 0.042 0.9306 0.8286 0.9405
Modal 14 0.128 0.7614 0.7521 0.9015 Modal 37 0.04 0.9543 0.8286 0.9432
Modal 15 0.119 0.7795 0.7523 0.9018 Modal 38 0.035 0.9772 0.8291 0.9432
Modal 16 0.113 0.7804 0.7535 0.9025 Modal 39 0.032 0.9774 0.9685 0.9434
Modal 17 0.112 0.7981 0.7539 0.9028 Modal 40 0.028 0.9777 0.9782 0.9506
Modal 18 0.106 0.8032 0.7551 0.904 Modal 41 0.025 0.9795 0.9782 0.9534
Modal 19 0.106 0.8033 0.7592 0.9043 Modal 42 0.016 0.9797 0.9803 0.9537
Modal 20 0.097 0.8044 0.7614 0.9093 Modal 43 0.015 0.9823 0.9805 0.9541
Modal 21 0.094 0.8049 0.7784 0.9097 Modal 44 0.007 0.9948 0.9806 0.9541
Modal 22 0.09 0.8185 0.7786 0.9129 Modal 45 0.006 0.9949 0.9938 0.9541
Modal 23 0.082 0.8279 0.7788 0.9207
TABLE: Modal Participating Mass Ratios
Modal Participating Mass Ratios

54. FOUNDATION SUPPORT REACTION DEAD LOAD :
TOTAL DEAD LOAD= 50029.597 kip

55. FOUNDATION SUPPORT REACTION LIVE LOAD :
TOTAL LIVE LOAD= 8926.017 kip

56. SHEAR WALL DETAILING: