Wall Loads

Room Brick t Plaster t Wall h Wall L

SN Floor Grid Opening
Name (mm) (mm) (m) (m)

For Block - A
1 Ground 1-1 230 25 2.648 4.521 W4
2 2-2 230 25 2.648 2.438 -
3 230 25 2.648 2.515 -
4 3-3 230 25 2.648 2.438 -
5 115 25 2.648 3.023 -
6 4-4 230 25 2.648 4.572 -
7 C-C 230 25 2.648 3.810 -
8 230 25 2.648 4.572 W1
9 230 25 2.648 1.930 W2
10 D-D 230 25 2.648 3.810 -
11 230 25 2.648 4.572 -
12 230 25 2.648 1.930 -
13 First 1-1 230 25 2.648 4.521 W1
14 2-2 230 25 2.648 2.438 -
15 230 25 2.648 2.515 -
16 115 25 2.648 1.295 D2
17 3-3 230 25 2.648 2.884 -
18 230 25 2.648 2.515 W2
19 115 25 2.648 4.521 D3
20 4-4 230 25 2.648 4.521 -
21 A-A 230 25 2.648 4.877 W4
22 C-C 230 25 2.648 3.810 -
23 230 25 2.648 1.930 W2
24 D-D 230 25 2.648 3.810 -
25 230 25 2.648 4.572 -
26 230 25 2.648 1.930 -
27 Second 1-1 230 25 2.648 4.521 D2
28 2-2 230 25 2.648 2.438 -
29 230 25 2.648 2.515 -
30 115 25 2.648 3.607 -
31 3-3 230 25 2.648 2.884 -
32 230 25 2.648 2.515 W4
33 115 25 2.648 3.023 -
34 4-4 230 25 2.648 4.521 -
35 A-A 230 25 2.648 4.877 D2
36 C-C 230 25 2.648 3.810 -
37 230 25 2.648 1.930 W2
38 D-D 230 25 2.648 3.810 -
39 230 25 2.648 4.572 -
40 230 25 2.648 1.930 -
41 Third 1-1 230 25 2.648 4.521 D2
42 2-2 230 25 2.648 2.438 -
43 230 25 2.648 2.515 -
44 3-3 230 25 2.648 2.884 -
45 230 25 2.648 2.515 W4
46 115 25 2.648 3.023 -
47 4-4 230 25 2.648 4.521 -
48 A-A 230 25 2.648 4.877 D2
49 C-C 230 25 2.648 3.810 -
50 230 25 2.648 1.930 W2
51 D-D 230 25 2.648 3.810 -
52 230 25 2.648 4.572 -
53 230 25 2.648 1.930 -
54 Fourth 2-2 115 25 2.648 3.302 -
55 3-3 230 25 2.648 2.134 D1
56 4-4 230 25 2.648 4.572 -
57 C-C 230 25 2.648 1.930 W2
58 D-D 230 25 2.648 4.572 -
59 230 25 2.648 1.930 -
60 Parapet 230 25 1.000 1.000 -
61 Parapet 115 25 1.000 1.000 -

1 230 Full Wall 230 25 2.853 1.000 -

2 115 Full Wall 115 25 2.853 1.000 -
3 Parapet 230 Full Wall 115 25 1.000 1.000 -

AAC Ht = 2.438 3.70

2.7 4.10
 Load Applied
Beam Load Area Load

Qty Opening Qty Load Load

Load Applied Applied
Applied Applied
Applied Load Load
Length Breadth
Length (m) (kN/m) (kN/m2)
(m) (m)

1 D1 1 4.877 6.16 -
- 2.743 11.46 -
- 2.819 11.50 -
- 2.743 11.46 -
- 4.877 4.41 -
- 4.877 12.09 -
- 4.115 11.94 -
1 D3 1 4.877 6.76 -
1 - 2.235 7.09 -
- 4.115 11.94 -
- 4.877 12.09 -
- 2.235 11.14 -
1 - 4.877 8.71 -
- 2.743 11.46 -
- 2.819 11.50 -
1 - 4.877 0.93 -
- 2.743 13.56 -
1 - 2.819 8.29 -
1 - 4.877 5.44 -
- 4.877 11.96 -
1 W3 1 5.182 8.64 -
- 4.115 11.94 -
1 - 2.235 7.09 -
- 4.115 11.94 -
 - 4.877 12.09 -
- 2.235 11.14 -
1 W1 1 4.877 6.97 -
- 2.743 11.46 -
- 2.819 11.50 -
- 4.877 5.26 -
- 2.743 13.56 -
1 - 2.819 9.09 -
- 4.877 4.41 -
- 4.877 11.96 -
1 W3 1 5.182 8.32 -
- 4.115 11.94 -
1 - 2.235 7.09 -
- 4.115 11.94 -
- 4.877 12.09 -
- 2.235 11.14 -
1 W1 1 4.877 6.97 -
- 2.743 11.46 -
- 2.819 11.50 -
- 2.743 13.56 -
1 - 2.819 9.09 -
- 4.877 4.41 -
- 4.877 11.96 -
1 W3 1 5.182 8.32 -
- 4.115 11.94 -
1 - 2.235 7.09 -
- 4.115 11.94 -
- 4.877 12.09 -
- 2.235 11.14 -
- 4.877 4.81 -
1 - 4.877 3.55 -
- 4.877 12.09 -
1 - 2.235 7.09 -
- 4.877 12.09 -
- 2.235 11.14 -
- 1.000 4.87 -
- 1.000 2.69 -

- 1.000 13.89 - 9.73 30% opening

- 1.000 7.66 -
- 1.000 2.69 -
Stairs Dead Load
STAIRCASE PLAN

B B

1.13
Y3
3.00

0.83
Y2

1.05
Y1
A A

X1 X2 X3
1.05 1.65 0.35

3.05
Number of risers : 18
Y1 : 1.05 m
Y2 : 0.83 m
Y3 : 1.13 m
X1 : 1.05 m
X2 : 1.65 m
X3 : 0.35 m
Minimum Thickness of Slab : 0.150 m
Top elevation : FL+ 3.00 m
Bottom elevation : FL+ 0.00 m

Length of run = 0.275 m

Height of riser = 0.167 m

X-Section Area of Left Landing = 0.21 m2

X-Section Inclined Area of Flight = 1.1576269 m2
X-Section Area of Right Landing = 0.07 m2
X-section Area of a Step = 0.0352083 m2

Dead Load of Left Landing = 15.75 kN

Dead Load of Inclined Flight = 30.387706 kN
Dead Load of Left Landing = 5.25 kN
Dead Load of Steps = 16.635938 kN

Area for Live Load = 7.78875 m2

Live Load intensity (w) = 3 kN/m2

Total Dead Load = 68.02 kN

Total Live Load = 23.37 kN

Load Distributed Beam Length = 3.23 m

Total Beam Length = 6.45 m
Applied Dead Load as UDL = 10.55 kN/m
Applied Live Load as UDL = 3.62 kN/m
 LOAD CALCULATIONS
Job No. : Rev. No. : R0
Project : Date :
Client : Designed by :
Description : WIND LOAD CALCULATION SHEET Checked by :
Length = 24.384 m 2)
Width = 13.41 m 3)
Bay Spacing = 6.10 m 5)
Purlin Spacing = 1.40 m
Eave Height = 1.5 m 6)
Roof Slope (θ) = 12.70 ˚
DEAD LOAD ON ROOF (DL)
Wt. of sheet = 10.00 Kg/m²
Dead Load (DL) = 0.61 KN/m on Rafter = 0.14 KN/m on Purlin

LIVE LOAD ON ROOF (LL)

Live load/unit area, roof = 75.00 Kg/m²
Live Load (LL) = 4.57 KN/m on Rafter = 1.05 KN/m on Purlin

COLLATERAL LOAD ON ROOF (LL)

Live load/unit area, roof = 30.00 Kg/m²
Live Load (LL) = 1.83 KN/m on Rafter = 0.42 KN/m on Purlin

EARTHQUAKE LOAD (EQ)

Seismic zone factor = 0.36 ZONE- V
Importance factor = 1.20
Response reduction factor = 4

WIND LOAD (WL)

Basic wind speed (Vb) = 47 m/s
Design wind speed (Vz) = Vbxk1xk2xk3xk4
= 47.00 m/s
where,
k1 = probability factor (risk coefficient)
= 1
k2 = terrain, height and structure size factor
= 1
k3 = topography factor
= 1
k4 = importance factor for cyclonic region
1

Wind pressure (pz) = 0.6xVz²

= 1.33 KN/m²

Design wind pressure (pd1) = pzxkaxkcxkd

= 1.07 KN/m²
where,
ka = area average factor ( as per clause-7.2.2)
= 0.9
kc = combination factor ( as per clause 7.3.3.13)
= 0.9
kd = wind directionality factor (as per caluse (7.2.1)
= 1

Design wind pressure (pd2) = 0.7 X pz ( as per clause 7.2 design wind pressure should not be less than 0.7pz)
= 0.93 KN/m²

Final design wind pressure will be higher of pd1 and pd2

Design wind pressure (pd) = 1.07 KN/m²

PRESSURE COEFFICIENTS:~ A & B

Encloser condition of the building = Partially Enclosed Enclosed
Internal pressure coeff.(Cpi) = -0.50 Partially Enclosed
Open
h/w = 0.11 C
= h/w<=1/2
l/w = 1.82
= 3/2<=l/w<4 A&B Wind
External pressure coeff.(Cpe) : Angle
Wind Coeff. For Wall Coeff. For Roof A B
Angle Left Right Left Right 90 degree
0 degree 0.70 -0.25 -0.56 -0.40
90 degree -0.50 -0.50 -0.72 -0.60
D
 WIND LOAD DIAGRAMS:~

Wind Across the Ridge 0 degrees (With +Ve Cpi) WL1

Wind Across the
FROM LEFT FROM RIGHT
###
###
-0.39 KN/m 0.65 KN/m 0.65 KN/m -0.39 KN/m ###
-0.06 0.10 0.10 -0.06

7.85 1.64 1.64 7.85

KN/m KN/m KN/m KN/m
1.20 0.25 0.25 1.20

Wind Across the Ridge 0 degrees (With -Ve Cpi) WL2

FROM LEFT FROM RIGHT

Wind Across the

-6.94 KN/m -5.89 KN/m -5.89 KN/m -6.94 KN/m
-1.06 -0.90 -0.90 -1.06 ###
###
###

1.31 -4.91 -4.91 1.31

KN/m KN/m KN/m KN/m
0.20 -0.75 -0.75 0.20

Wind parallel to Ridge 90 degrees (With +Ve Cpi) WLN1

Wind Across the

-1.44 KN/m -0.65 KN/m -0.65 KN/m -1.44 KN/m
-0.22 -0.10 -0.10 -0.22

0.00 0.00 0.00 0.00

KN/m KN/m KN/m KN/m
0.00 0.00 0.00 0.00

Wind parallel to Ridge 90 degrees (With -Ve Cpi) WNL2

FROM LEFT FROM RIGHT

<--------------------------
-7.98 KN/m -7.20 KN/m -7.20 KN/m -7.98 KN/m
-1.22 -1.10 -1.10 -1.22

-6.54 -6.54 -6.54 -6.54

KN/m KN/m KN/m KN/m
-1.00 -1.00 -1.00 -1.00
 PRESURE COEFFICIENTS:~C & D
Encloser condition of the building =
Internal pressure coeff.(Cpi) = -0.50
GABLE COLUMN SPACING = 6.71 m
h/w = 0.11 C
= h/w<=1/2
l/w = 1.82
= 3/2<=l/w<4 C&D
External pressure coeff.(Cpe) :
Wind Coeff. For Wall A B
Angle C D
0 degree -0.60 -0.80
90 degree 0.70 -0.10
D
WIND LOAD DIAGRAMS:~

Wind Across the Ridge 0 degrees (With +Ve Cpi)

FROM LEFT & RIGHT

-0.72 KN/m
-0.10

Y
-2.16 KN/m
Z
X D -0.30

Wind Across the Ridge 0 degrees (With -Ve Cpi)

FROM LEFT & RIGHT

-7.92 KN/m
-1.10

-9.36 KN/m
Y D -1.30
X
Z

Wind parallel to Ridge 90 degrees (With +Ve Cpi)

FROM LEFT FROM RIGHT

8.64 KN/m 2.88 KN/m

1.20 0.40

C
C

2.88 KN/m 8.64 KN/m

Y
X DY 0.40
Z X
Z D 1.20

Wind parallel to Ridge 90 degrees (With -Ve Cpi)

FROM LEFT FROM RIGHT
1.44 KN/m
-4.32 KN/m
0.20
-0.60

C
C

-4.32 KN/m KN/m

1.44
D Y
X
-0.60 D
Z 0.20
 Parameters / SOIL TYPE
1+(α-1) x T/Ta if T < Ta Soil Type A

𝛼[𝐾+(1−𝐾)(𝑇_𝑎/𝑇)^2 ]
α Ta ≤ T ≤ Tc Ta 0.1

(𝑇_𝑎/𝑇)^2
Ch(T) = Tc 0.5
Tc ≤ T ≤ 6 alpha 2.5
K 1.8

Soil Type C 3 Ta = 0.1 1

Tc = 1 2
alpha = 2.5 3
K = 2 4

Time T Ch(T) Time T

0 1.0000 0 0.0500
0.1 2.5000 0.1 0.1250
1 2.5000 1 0.1250
3.0000
3.0000
1.1 2.4247 1.1 0.1212
1.2 2.2666 1.2 0.1133
1.3 2.0833 1.3 0.1042
2.5000
2.5000
1.4 1.9002 1.4 0.0950
1.5 1.7284 1.5 0.0864
1.6 1.5717 1.6 0.0786 2.0000
2.0000
1.7 1.4308 1.7 0.0715
1.8 1.3051 1.8 0.0653
1.9 1.1932 1.9 0.0597 1.5000
1.5000
2 1.0937 2 0.0547
2.1 1.0052 2.1 0.0503
2.2 0.9263 2.2 0.0463 1.0000
1.0000
2.3 0.8558 2.3 0.0428
2.4 0.7927 2.4 0.0396
2.5 0.7360 2.5 0.0368 0.5000
0.5000
2.6 0.6849 2.6 0.0342
2.7 0.6388 2.7 0.0319
2.8 0.5971 2.8 0.0299 0.0000
0.0000
2.9 0.5592 2.9 0.0280 00 11
3 0.5247 3 0.0262
3.1 0.4932 3.1 0.0247
3.2 0.4644 3.2 0.0232
3.3 0.4381 3.3 0.0219
3.4 0.4138 3.4 0.0207
3.5 0.3915 3.5 0.0196
3.6 0.3709 3.6 0.0185
3.7 0.3519 3.7 0.0176
3.8 0.3343 3.8 0.0167
3.9 0.3179 3.9 0.0159
4 0.3027 4 0.0151
4.1 0.2886 4.1 0.0144
4.2 0.2754 4.2 0.0138
4.3 0.2631 4.3 0.0132
4.4 0.2516 4.4 0.0126
4.5 0.2408 4.5 0.0120
4.6 0.2307 4.6 0.0115
4.7 0.2212 4.7 0.0111
4.8 0.2123 4.8 0.0106
4.9 0.2039 4.9 0.0102
5 0.1960 5 0.0098
5.1 0.1885 5.1 0.0094
5.2 0.1815 5.2 0.0091
5.3 0.1748 5.3 0.0087
5.4 0.1685 5.4 0.0084
5.5 0.1626 5.5 0.0081
5.6 0.1569 5.6 0.0078
5.7 0.1515 5.7 0.0076
5.8 0.1464 5.8 0.0073
5.9 0.1416 5.9 0.0071
 SOIL TYPE
B C D
0.1 0.1 0.5
0.7 1 2
2.5 2.5 2.25
1.8 2 0.8

Soil
Soil Type
Type CC

Soil
SoilType
TypeCC

11 22 33 44 55 66 77
66 77
Calculation of Rayleigh Time Period of Building
S/N Floor Mass-X (kg) Mass-Y (kg) Disp-X Disp-Y Force(kN)
mm m mm m
Stair
1 17590.31 17590.31 35.182 0.035182 37.333 0.037333 200
Cover
2 Roof 81817.56 81817.56 26.105 0.026105 27.52 0.02752 150
3 2S 143873.28 143873.28 11.83 0.01183 12.199 0.012199 100

Rayleigh Time period in X-Direction = 0.564 sec

Rayleigh Time period in Y-Direction = 0.577 sec

Emperical Time Period from code

Total height of building = 9.450 m
Time period of building = 0.4042 sec
With multiplication factor = 0.5053 sec

Design time period of building:

In X-direction = 0.5053 sec
In Y-direction = 0.5053 sec
m*disp-x^2 m*disp-y^2 F*disp-x F*disp-y

21.772812961 24.51654538 7036.4 7466.6

55.756296476 61.96456179 3915.75 4128
20.134907275 21.41058863 1183 1219.9
97.664016712 107.8916958 12135.15 12814.5

3902.5686
Block A
Elastic site spectra:
C(T) = Ch(T) * Z * I = 0.75
where,
Ch(T) = Spectral shape factor = 2.5
Z = Seismic zoning factor = 0.3 Pokhara
I = Importance factor = 1

Elastic site spectra for serviceability limit state:

Cs(T) = 0.20 * C(T) = 0.15

Ductility factor:
Ultimate limit state, Rμ = 4
Serviceability limit state, Rs = 1

Overstrength factor:
Ultimate limit state, Ωu = 1.5
Serviceability limit state, Ωs = 1.25

Equivalent static method:

ULS, Cd(T1) = C(T1) = 0.125
Rμ * Ωu
SLS, Cd(T1) = Cs(T1) = 0.120
Ωs

Design time period of building in X-direction = 0.5053 sec

Design time period of building in Y-direction = 0.5053 sec

k = exponent related to the structural period

k for building in X-direction = 1.0026
k for building in Y-direction = 1.0026
Eccentricity check As per NBC105:2020
Story Diaphragm XCM YCM XCR YCR Eccentricity Check % Eccentricity Result 1.5 esi + 0.05 bi esi-0.05bi
m m m m X Y X Y X Y Design Eccentricity 1 Design Eccentricity 2
1S D1 3.57 6.16 3.21 6.65 0.35 0.50 5.29 3.88 Ok Ok X Y X Y
2S D2 3.57 6.16 3.19 6.59 0.37 0.43 5.62 3.37 Ok Ok 0.86 1.08 0.019 -0.144
3S D3 3.45 7.42 3.19 6.57 0.26 0.85 3.89 6.65 Ok Ok 0.89 0.98 0.041 -0.209

Length along X= 6.65 m

Length along Y= 12.8 m

Max 0.89 1.08 0.041 -0.209

Max % 13.43 8.415 0.623 -1.634
Eccentricity Comparision of x and y direction
7.00
X-dir eccentricity Y-dir eccentricity
6.00

5.00
Eccentricity in Percentage

4.00

3.00

2.00

1.00

0.00
1S 2S 3S
Building Floor
TABLE: Centers of Mass and Rigidity
Story Diaphragm Mass X Mass Y XCM YCM CumulativeCumulative
X Y XCCM YCCM XCR YCR
kg kg m m kg kg m m m m
1S D1 84518.12 84518.12 3.5657 6.1577 84518.12 84518.12 3.5657 6.1577 3.2141 6.6541
2S D2 84518.12 84518.12 3.5657 6.1577 84518.12 84518.12 3.5657 6.1577 3.1918 6.5886
3S D3 37416.15 37416.15 3.4452 7.4246 37416.15 37416.15 3.4452 7.4246 3.1867 6.573
Staircase Cover D4 6084.21 6084.21 4.85 11.075 6084.21 6084.21 4.85 11.075 4.4961 10.1751
 Mass Irregularity Check for Block A
Mass X Mass Y Wi/Wi-1<1.5 Check Wi/Wi-1<1.5
Story Diaphragm
kg kg X-dir Y-dir
1S D1 144673.82 144673.82 1.394 OK 1.394
2S D2 103750.83 103750.83 1.257 OK 1.257
Roof D3 82517.60 82517.60

19683.94 19683.94
318620.77 318620.77
452095.99 452095.99
452095.99 452095.99
452095.99 452095.99
517521.61 517521.61
 TABLE: Centers of Mass and Rigidity
Check Story Diaphragm Mass X Mass Y XCM YCM Cumulative X
kg kg m m kg
OK 1S D1 144673.82 144673.82 4.3818 5.4002 144673.82
OK 2S D2 103750.83 103750.83 4.2057 5.4528 103750.83
Roof D3 82517.6 82517.6 3.7736 5.6905 82517.6
Cumulative Y XCCM YCCM XCR YCR
kg m m m m
144673.82 4.3818 5.4002 4.3325 5.1081
103750.83 4.2057 5.4528 4.3499 5.1372
82517.6 3.7736 5.6905 4.359 5.137
 TABLE: Modal Participating Mass Ratios
Case Mode Period UX UY Sum UX Sum UY RZ Sum RZ
sec
Modal 1 0.777 0.0002 0.8604 0.0002 0.8604 0.0172 0.0172
Modal 2 0.755 0.883 0.0002 0.8832 0.8607 0.0001 0.0173
Modal 3 0.678 0.000004185 0.0175 0.8832 0.8782 0.8636 0.8809
Modal 4 0.27 0.0001 0.0894 0.8833 0.9676 0.0039 0.8847
Modal 5 0.262 0.0896 0.0004 0.9729 0.9679 0.0041 0.8888
Modal 6 0.235 0.0047 0.0037 0.9776 0.9717 0.0835 0.9723
Modal 7 0.182 0.0012 0.0249 0.9789 0.9966 0.0005 0.9728
Modal 8 0.173 0.02 0.0013 0.9988 0.9979 0.0029 0.9757
Modal 9 0.159 0.0002 0.0004 0.999 0.9983 0.0217 0.9974
Modal 10 0.143 0.0002 0.0017 0.9992 1 0.0002 0.9976
Modal 11 0.135 0.0005 6.755E-06 0.9997 1 0.001 0.9987
Modal 12 0.124 0.0003 1.844E-06 1 1 0.0013 1
Modal 13 0.006 0 0 1 1 0 1
Modal 14 0.006 0 0 1 1 0 1
Modal 15 0.005 0 0 1 1 0 1
Modal 16 0.005 0 0 1 1 0 1
Modal 17 0.005 0 0 1 1 0 1
Modal 18 0.005 0 0 1 1 0 1
Modal 19 0.005 0 0 1 1 0 1
Modal 20 0.005 0 0 1 1 0 1
Modal 21 0.005 0 0 1 1 0 1
Modal 22 0.005 0 0 1 1 0 1
Modal 23 0.005 0 0 1 1 0 1
Modal 24 0.005 0 0 1 1 0 1
Modal 25 0.004 0 0 1 1 0 1
Modal 26 0.004 0 0 1 1 0 1
Modal 27 0.004 0 0 1 1 0 1
Modal 28 0.004 0 0 1 1 0 1
Modal 29 0.004 0 0 1 1 0 1
 TABLE: Modal Direction Factors
Case Mode Period Frequency Circular Frequency Eigenvalue
sec
Modal 1 0.823 1.215 7.6323 58.2522
Modal 2 0.791 1.265 7.9465 63.1472
Modal 3 0.641 1.559 9.7958 95.9584
Modal 4 0.277 3.61 22.6849 514.6043
Modal 5 0.271 3.694 23.2098 538.697
Modal 6 0.22 4.536 28.4998 812.2381
Modal 7 0.175 5.707 35.8561 1285.6613
Modal 8 0.171 5.839 36.69 1346.1561
Modal 9 0.155 6.465 40.6237 1650.2821
Modal 10 0.136 7.377 46.3531 2148.6065
Modal 11 0.133 7.52 47.2511 2232.6673
Modal 12 0.12 8.364 52.5555 2762.077
Modal 13 0.006 154.041 967.8682 936768.8338
Modal 14 0.006 154.049 967.9186 936866.3886
Modal 15 0.006 163.059 1024.5269 1049655.33
Modal 16 0.006 163.066 1024.5754 1049754.716
Modal 17 0.006 169.209 1063.1709 1130332.297
Modal 18 0.006 169.212 1063.1887 1130370.189
Modal 19 0.006 175.63 1103.5131 1217741.188
Modal 20 0.006 175.641 1103.5865 1217903.124
Modal 21 0.006 181.754 1141.9938 1304149.93
Modal 22 0.006 181.771 1142.099 1304390.179
Modal 23 0.005 184.056 1156.4574 1337393.633
Modal 24 0.005 184.09 1156.6709 1337887.631
Modal 25 0.005 185.318 1164.3887 1355801.062
Modal 26 0.005 193.54 1216.05 1478777.625
Modal 27 0.005 193.806 1217.7185 1482838.443
Modal 28 0.005 193.811 1217.7488 1482912.178
Modal 29 0.005 199.883 1255.9022 1577290.4
Modal 30 0.005 206.527 1297.6451 1683882.751
Modal 31 0.005 206.527 1297.6495 1683894.279
 Vertical Irregularity check Vertical Irregularity check Vertical Irregularity check
Story Load Case Stiffness X Stiffness Y Ratio Check Story Load Case Stiffness X Stiffness Y Ratio Check Story Load Case Stiffness X Stiffness Y Ratio
kN/m kN/m Ki/Ki-1 <1 kN/m kN/m Ki/Ki-1 <1 kN/m kN/m Ki/Ki-1
Fourth NBC_EQx_ULS 1 127255.095 0.00 0.612 Ok Fourth NBC_EQx_ULS 2 126469.885 0.00 0.611 Ok Fourth NBC_EQx_ULS 3 127938.161 0 0.612
Third NBC_EQx_ULS 1 207938.492 0.00 0.713 Ok Third NBC_EQx_ULS 2 206963.78 0.00 0.706 Ok Third NBC_EQx_ULS 3 208922.428 0 0.720
Second NBC_EQx_ULS 1 291651.428 0.00 0.409 Ok Second NBC_EQx_ULS 2 292990 0.00 0.407 Ok Second NBC_EQx_ULS 3 290325.032 0 0.411
First NBC_EQx_ULS 1 713821.92 0.00 0.025 Ok First NBC_EQx_ULS 2 720685.474 0.00 0.025 Ok First NBC_EQx_ULS 3 707087.866 0 0.025
Ground NBC_EQx_ULS 1 28676312.524 0.00 Ground NBC_EQx_ULS 2 28712509.442 0.00 Ground NBC_EQx_ULS 3 28640206.755 0

Vertical Irregularity check Vertical Irregularity check Vertical Irregularity check

Story Load Case Stiffness X Stiffness Y Ratio Check Story Load Case Stiffness X Stiffness Y Ratio Check Story Load Case Stiffness X Stiffness Y Ratio
kN/m kN/m Ki/Ki-1 <1 kN/m kN/m Ki/Ki-1 <1 kN/m kN/m Ki/Ki-1
Fourth NBC_EQy_ULS 1 0 208987.616 0.551 Ok Fourth NBC_EQy_ULS 2 0 221228.634 0.553 Ok Fourth NBC_EQy_ULS 3 0 200364.815 0.548
Third NBC_EQy_ULS 1 0 379465.495 0.706 Ok Third NBC_EQy_ULS 2 0 399804.223 0.691 Ok Third NBC_EQy_ULS 3 0 365654.238 0.726
Second NBC_EQy_ULS 1 0 537579.879 0.489 Ok Second NBC_EQy_ULS 2 0 578430.026 0.559 Ok Second NBC_EQy_ULS 3 0 503737.197 0.513
First NBC_EQy_ULS 1 0 1099885.018 0.308 Ok First NBC_EQy_ULS 2 0 1034362.568 0.311 Ok First NBC_EQy_ULS 3 0 982894.874 0.255
Ground NBC_EQy_ULS 1 0 3573777.458 Ground NBC_EQy_ULS 2 0 3328066.827 Ground NBC_EQy_ULS 3 0 3858661.833

TABLE: Story Stiffness

Story Load Case Shear X Drift X Stiffness X Shear Y Drift Y Stiffness Y
kN mm kN/m kN mm kN/m
Seventh NBC_EQx_ULS 1 508.4897 9.148 55586.762 0 0.272 0
Sixth NBC_EQx_ULS 1 2503.152 10.288 243318.876 0 0.292 0
Fifth NBC_EQx_ULS 1 4699.7274 12.952 362860.131 0.00E+00 0.773 0
Fourth NBC_EQx_ULS 1 6517.9071 15.315 425599.038 0.00E+00 1.391 0
Third NBC_EQx_ULS 1 7939.5476 16.399 484151.402 0.00E+00 1.894 0
Second NBC_EQx_ULS 1 9038.3796 15.093 598863.737 0.00E+00 2.083 0
First NBC_EQx_ULS 1 9786.362 9.629 1016305.097 0.00E+00 1.406 0
Ground NBC_EQx_ULS 1 10335.2203 0.642 16091720.42 0.00E+00 0.041 0
Base-2 NBC_EQx_ULS 1 10579.1514 0.332 31877222.2 0.00E+00 0.014 0
Stair
NBC_EQx_ULS 1 0 2.73 0 0 0.237 0
Cover
4S NBC_EQx_ULS 1 1040.5572 8.177 127255.095 0 0.289 0
3S NBC_EQx_ULS 1 2203.2653 10.596 207938.492 0 0.355 0
2S NBC_EQx_ULS 1 3057.7638 10.484 291651.428 0 0.353 0
1S NBC_EQx_ULS 1 3611.3534 5.059 713821.92 0 0.247 0
GF NBC_EQx_ULS 1 3913.0727 0.136 28676312.524 0 0.032 0
ity check
Check
<1
Ok
Ok
Ok
Ok

ity check
Check
<1
Ok
Ok
Ok
Ok
 TABLE: Story Response ( Drift) for ULS Drift vs Story Elevation
Story Elevation Location X-Dir Y-Dir 14
m 12

Story elvation (m)

Staircase Cover 12 Top 9.19E-04 1.02E-03 10
8
3S 9 Top 2.19E-03 2.09E-03
6
2S 6 Top 4.31E-03 4.01E-03 4
1S 3 Top 4.18E-03 3.72E-03 2
Plinth 0 Top 0.00E+00 0.00E+00 0
0.00E+00 1.00E-03 2.00E-03 3.00E-03 4.0
Drift
Ductility Factor Rμ = 4
Max Drift in X-Dir = 4.31E-03 Rμ x Max Drift = 0.01724
Max Drift in Y-Dir = 4.01E-03 Rμ x Max Drift = 0.016048

TABLE: Story Response ( Drift) for SLS Drift vs Story Elevation

Story Elevation Location X-Dir Y-Dir 14
m 12

Story elvation (m)

Staircase Cover 12 Top 8.82E-04 9.83E-04 10
3S 9 Top 2.10E-03 2.00E-03 8
2S 6 Top 4.14E-03 3.85E-03 6
1S 3 Top 4.01E-03 3.58E-03 4
Plinth 0 Top 0.00E+00 0.00E+00 2
0
Max Drift in X-Dir = 4.14E-03 < 0.006 OK 0.00E+00 1.00E-03 2.00E-03 3.00E-03 4.0
Max Drift in Y-Dir = 3.85E-03 < 0.006 OK Drift
Drift vs Story Elevation Graph EQX_ULS TABLE: Story Response
Story Elevation Location
X-Dir m
Staircase
12 Top
Y-Dir Cover
3S 9 Top
2S 6 Top
1S 3 Top
Plinth 0 Top
-03 2.00E-03 3.00E-03 4.00E-03 5.00E-03
Drift

< 0.025 OK
< 0.025 OK `

Drift vs Story Elevation Graph EQX_SLS TABLE: Story Response

Story Elevation Location
X-Dir m
Staircase
12 Top
Y-Dir Cover
3S 9 Top
2S 6 Top
1S 3 Top
Plinth 0 Top

-03 2.00E-03 3.00E-03 4.00E-03 5.00E-03

Drift `
 EQY_ULS TABLE: Story Response RSx_ULS TABLE: Story Response
X-Dir Y-Dir Story Elevation Location X-Dir Y-Dir Story
m
Staircase
0.000919 0.000104 12 Top 0.000222 0.001024
Cover
0.002186 0.000245 3S 9 Top 0.000571 0.002086
0.00431 0.000409 2S 6 Top 0.00114 0.004012
0.004176 0.000467 1S 3 Top 0.000954 0.003724
0 0 Plinth 0 Top 0 0

EQY_SLS TABLE: Story Response RSx_SLS TABLE: Story Response

X-Dir Y-Dir Story Elevation Location X-Dir Y-Dir Story
m
Staircase
0.000882 9.90E-05 12 Top 0.000213 0.000983
Cover
0.002099 0.000235 3S 9 Top 0.000548 0.002003
0.004138 0.000392 2S 6 Top 0.001094 0.003851
0.004009 0.000448 1S 3 Top 0.000916 0.003575
0 0 Plinth 0 Top 0 0
TABLE: Story Response RSy_ULS TABLE: Story Response
Elevation Location X-Dir Y-Dir Story Elevation Location X-Dir Y-Dir
m m

TABLE: Story Response RSy_SLS TABLE: Story Response

Elevation Location X-Dir Y-Dir Story Elevation Location X-Dir Y-Dir
m m
 TABLE: Mass Summary by Story
Story UX UY UZ Total Weight Area Weight/Area
kg kg kg (kN) (m2) (kN/m2
Stair Cover 19683.94 19683.94 0 192.90 0.00
4S 318620.8 318620.8 0 3122.48 0.00
3S 452096.04 452096.04 0 4430.54 0.00
2S 452096.04 452096.04 0 4430.54 0.00
1S 452096.04 452096.04 0 4430.54 0.00
GF 517521.63 517521.63 0 5071.71 0.00
Base 94544.82 94544.82 0 926.54 0.00
Ground 825710.76 825710.76 0 8091.97 335.09 24.15
Base-2 820247.97 820247.97 0 8038.43 335.09 23.99
 Base Shear of Building
Ecc.
Load Pattern Direction Eccentricity Top Story Bottom Story C K Weight Used Base Shear
Overridden
% kN kN
NBC_EQx_ULS X 3S Plinth 0.125 1.0026 2943.13 367.89
NBC_EQx_ULS X + Ecc. Y 10 FALSE 3S Plinth 0.125 1.0026 2943.13 367.89
NBC_EQx_ULS X - Ecc. Y 10 FALSE 3S Plinth 0.125 1.0026 2943.13 367.89
NBC_EQy_ULS Y 3S Plinth 0.125 1.0026 2943.13 367.89
NBC_EQy_ULS Y + Ecc. X 10 0 3S Plinth 0.125 1.0026 2943.13 367.89
NBC_EQy_ULS Y - Ecc. X 10 FALSE 3S Plinth 0.125 1.0026 2943.13 367.89
NBC_EQx_SLS X 3S Plinth 0.12 1.0026 2943.13 353.18
NBC_EQx_SLS X + Ecc. Y 10 0 3S Plinth 0.12 1.0026 2943.13 353.18
NBC_EQx_SLS X - Ecc. Y 10 0 3S Plinth 0.12 1.0026 2943.13 353.18
NBC_EQy_SLS Y 3S Plinth 0.12 1.0026 2943.13 353.18
NBC_EQy_SLS Y + Ecc. X 10 0 3S Plinth 0.12 1.0026 2943.13 353.18
NBC_EQy_SLS Y - Ecc. X 10 0 3S Plinth 0.12 1.0026 2943.13 353.18

TABLE: Auto Seismic - User Coefficients

Load Pattern Type Direction Eccentricity Ecc. Overridden Top Story Bottom Story C K Weight Used Base Shear
% kN kN
NBC_EQx_ULS Seismic X 0 3S Plinth 0.125 1.0026 2943.1269 367.8909
NBC_EQx_ULS Seismic X + Ecc. Y 10 0 3S Plinth 0.125 1.0026 2943.1269 367.8909
NBC_EQx_ULS Seismic X - Ecc. Y 10 0 3S Plinth 0.125 1.0026 2943.1269 367.8909
NBC_EQy_ULS Seismic Y 0 3S Plinth 0.125 1.0026 2943.1269 367.8909
NBC_EQy_ULS Seismic Y + Ecc. X 10 0 3S Plinth 0.125 1.0026 2943.1269 367.8909
NBC_EQy_ULS Seismic Y - Ecc. X 10 0 3S Plinth 0.125 1.0026 2943.1269 367.8909
NBC_EQx_SLS Seismic X 0 3S Plinth 0.12 1.0026 2943.1269 353.1752
NBC_EQx_SLS Seismic X + Ecc. Y 10 0 3S Plinth 0.12 1.0026 2943.1269 353.1752
NBC_EQx_SLS Seismic X - Ecc. Y 10 0 3S Plinth 0.12 1.0026 2943.1269 353.1752
NBC_EQy_SLS Seismic Y 0 3S Plinth 0.12 1.0026 2943.1269 353.1752
NBC_EQy_SLS Seismic Y + Ecc. X 10 0 3S Plinth 0.12 1.0026 2943.1269 353.1752
NBC_EQy_SLS Seismic Y - Ecc. X 10 0 3S Plinth 0.12 1.0026 2943.1269 353.1752
 Base Shear Calculaitons
400.00
367.89 367.89
350.00

300.00 Base Shear Calculaitons

400.00
Base Shear (kN)

250.00 367.89 367.89

350.00
200.00
EQx-ULS
300.00
EQy-ULS
150.00

Base Shear (kN)

250.00

100.00 200.00 EQx-ULS

EQy-ULS
50.00 150.00

100.00
0.00
50.00
Earthquake
0.00

Earthquake
EQx-ULS
EQy-ULS
 Torsion Irregularity Check Torsion Irregularity Check Torsion Irregularity Check
Story Load Case/Combo Direction Maximum Average Ratio Check
Story Load Case/Combo Direction Maximum Average Ratio Check Story Load Case/Combo Direction Maximum Average Ratio Check
mm <1.5 mm mm <1.5 mm mm <1.5
Staircase Cover NBC_EQx_ULS 1 X 1.756 1.487 1.181 Ok Staircase Cover NBC_EQx_ULS 2 X 1.986 1.584 1.254 Ok Staircase Cover NBC_EQx_ULS 3 X 1.526 1.391 1.097 Ok
Roof NBC_EQx_ULS 1 X 7.355 6.193 1.188 Ok Roof NBC_EQx_ULS 2 X 8.342 6.326 1.319 Ok Roof NBC_EQx_ULS 3 X 6.368 6.06 1.051 Ok
2S NBC_EQx_ULS 1 X 12.109 10.439 1.16 Ok 2S NBC_EQx_ULS 2 X 13.77 10.66 1.292 Ok 2S NBC_EQx_ULS 3 X 10.448 10.218 1.023 Ok
1S NBC_EQx_ULS 1 X 9.677 8.546 1.132 Ok 1S NBC_EQx_ULS 2 X 11.008 8.706 1.265 Ok 1S NBC_EQx_ULS 3 X 8.426 8.386 1.005 Ok

Torsion Irregularity Check Torsion Irregularity Check Torsion Irregularity Check

Story Load Case/Combo Direction Maximum Average Ratio Check
Story Load Case/Combo Direction Maximum Average Ratio Check Story Load Case/Combo Direction Maximum Average Ratio Check
mm mm <1.5 mm mm <1.5 mm mm <1.5
Staircase Cover NBC_EQy_ULS 1 Y 1.594 1.454 1.096 Ok Staircase Cover NBC_EQy_ULS 2 Y 1.792 1.542 1.161 Ok Staircase Cover NBC_EQy_ULS 3 Y 1.396 1.365 1.023 Ok
Roof NBC_EQy_ULS 1 Y 6.499 6.254 1.039 Ok Roof NBC_EQy_ULS 2 Y 7.326 6.34 1.156 Ok Roof NBC_EQy_ULS 3 Y 6.664 6.168 1.08 Ok
2S NBC_EQy_ULS 1 Y 10.751 10.56 1.018 Ok 2S NBC_EQy_ULS 2 Y 12.141 10.7 1.135 Ok 2S NBC_EQy_ULS 3 Y 11.482 10.421 1.102 Ok
1S NBC_EQy_ULS 1 Y 8.591 8.587 1 Ok 1S NBC_EQy_ULS 2 Y 9.707 8.686 1.118 Ok 1S NBC_EQy_ULS 3 Y 9.502 8.488 1.119 Ok

TABLE: Story Max/Avg Drifts

Story Load Case/Combo Direction Max Drift Avg Drift Ratio
Staircase Cover NBC_EQx_ULS 1 X 1.756 1.487 1.18
Staircase Cover NBC_EQy_ULS 3 Y 1.396 1.365 1.02
Roof NBC_EQy_ULS 3 Y 6.664 6.168 1.08
2S NBC_EQy_ULS 3 Y 11.482 10.421 1.1
1S NBC_EQy_ULS 3 Y 9.502 8.488 1.12

1S NBC_EQx_SLS 1 X 10.61 9.982 1.06

1S NBC_EQx_SLS 2 X 12.551 9.966 1.26
1S NBC_EQx_SLS 3 X 11.325 9.997 1.13
1S NBC_EQy_SLS 1 Y 10.777 10.495 1.03
1S NBC_EQy_SLS 2 Y 11.367 10.527 1.08
1S NBC_EQy_SLS 3 Y 11.866 10.463 1.13
NBC_EQx_ULS_
1S RS Max X 13.765 12.054 1.14
NBC_EQx_ULS_
1S RS Max Y 4.052 2.438 1.66
NBC_EQy_ULS_
1S RS Max X 2.834 1.788 1.59
NBC_EQy_ULS_
1S RS Max Y 12.804 11.918 1.07
NBC_EQx_SLS_R
1S S Max X 13.215 11.572 1.14
NBC_EQx_SLS_R
1S S Max Y 3.89 2.34 1.66
NBC_EQy_SLS_R
1S S Max X 2.721 1.717 1.59
NBC_EQy_SLS_R
1S S Max Y 12.292 11.442 1.07