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CE 511-L
BANDONG, CAMILLE BIANCA
PROPOSED WAREHOUSE
CORTES, ANASTACIO IV
GONZALES, JOHNAS KEVIN ANTHONY
GONZALES, JUSTIN GEORGE
Engr. Mark Elson C. Lucio SHEET NO.
2
PAYNAGANAN, KIMBERLY MAE
WIND LOAD CALCULATION
35.5 m by 59.35 m Multi-span Gable Roof Warehouse Building with data as follows:
Location:
Tondo, Manila
Topography:
Homogenous
Terrain:
Flat Open Terrain
Dimensions:
35.5 m by 59.35 m
Eave Height:
RidgeHeight:
12.1
8.5
Main Wind Force Resisting System
Ref. (Code Provisions)
Exposure and Building Classification
The Building is located on flat and open terrain. It may not fit exposures B or
D; therefore EXPOSURE C is used.
The Building's Function is a Commercial-Industrial. It is not an essential
Facility or likely to be occupied by 300 persons at one time. Category IV is
appropriate; Therefore, Iw = 1.0
207.5.6.2 and 207.5.6.3
Importance Factor
Ocupancy Category
Description
Iw
I
Essential
1.15
II
Hazardous
1.15
III
Special Occupancy
1.15
IV
Standard Occupancy
1.00
V
Miscellaneous
0.87
207.5.6 and Table 207-3
Basic Wind Speed, V
The Building is in Laguna province, which is in Zone 2 of the Philippine
Wind Zone Map. Therefore, the Basic Wind Speed is V=
200
Table 207-1
Calculation Procedure
Method 2. Analytical Procedure is used in this example. In addition,
provisions of building of all heights, given in Section 207.5.12.2.1 for
207.5
MWFRS will be used.
Wind Directionality, Kd
Wind Directionality Factor, Kd=
0.85
207.5.4.4 and Table 207-2
CE 511-L
BANDONG, CAMILLE BIANCA
PROPOSED WAREHOUSE
CORTES, ANASTACIO IV
GONZALES, JOHNAS KEVIN ANTHONY
GONZALES, JUSTIN GEORGE
Engr. Mark Elson C. Lucio SHEET NO.
PAYNAGANAN, KIMBERLY MAE
3
WIND LOAD CALCULATION
Ref. (Code Provisions)
Velocity prressures,qz and qh
The velocity pressures are computed using the following equation:
qz = 47.3X10-6(Kz)(Kzt)(Kd)(V^2)(Iw)
where:
Kz = varies
Kzt = 1.00
Iw = 1.00
Kd = 0.85
Substituting the values into eq'n 207-15 yields:
qz = 47.3X10-6(Kz)(1.0)(0.85)(200^2)(1.0)
WIND NORMAL TO RIDGE
kz
Velocity Pressures (q)
207.5.10 & EQ'N. 207 - 15
Case 1 & 2
0
1.37
0.85
4.5
1.37
0.85
6
1.45
0.90
7.5
1.51
0.94
9
1.58
0.98
Windward wall
9.5
1.59
0.99
12
1.67
1.04
12.1
1.68
1.04
15
1.75
1.09
Mean Roof Height
10.8
1.64
1.02
Design Wind Pressure
Design wind pressures for MWFRS of this building can be obtained using
sec. 207.5.12.2.2 for low-rise buildings in this example, pressures are
determined using buildings of all heights criteria:
P=qGCp-qi(GCpi)
207.5.12.2.2 & EQ'N 207 - 17
where q = qz for windward wall at height z above ground
q = qn for leeward wall, side walls and roof at height b
qi = qn for enclosed buildings
G = gust effect factor
Cp = external pressure coeff.
Fig. 207-6
Gcpi = internal pressure coeff.
Fig. 207-5
SURFACE
HEIGHT (z)
CE 511-L
BANDONG, CAMILLE BIANCA
PROPOSED WAREHOUSE
CORTES, ANASTACIO IV
GONZALES, JOHNAS KEVIN ANTHONY
Engr. Mark Elson C. Lucio SHEET NO.
GONZALES, JUSTIN GEORGE
4
PAYNAGANAN, KIMBERLY MAE
WIND LOAD CALCULATION
Ref. (Code Provisions)
For this example, when the wind is normal to the ridge, the
windward roof experiences both positive and negative external
pressures. Combining those external pressures with + and external pressures will result in four loading cases when wind
is normal to the ridge. When wind is parallel to the ridge positive
and negative internal pressures result in two loading cases
the external pressure coeffcients for θ = 0° apply in this case.
External Wall
The pressure coefficients for the windward and side walls are 0.8
and -0.7, respectively for all L/B ratios. The leeward wall pressure
coefficient is a function of L/B ratio for wind normal to ridge,
L/B = 59.35/35.5 = 1.67; By interpolation, the leeward wall pressure
coefficient is -0.366. For wind parallel to the ridge,
L/B = 35.5/59.35 = 0.6; Therefore the value of Cp = -0.5
In summary, the wall pressure coefficients are:
Wall Pressure Coefficients, Cp
Surface
Cp
Windward Wall
0.8
Fig. 207-6
-0.366
Leeward Wall
-0.7
Side Wall
-0.5
Windward roof
0
-0.5
Leeward roof
External Roof Cp ( wind normal to ridge)
Windward
Angle
h/L
0.25
Normal to ridge for θ
≥ 10°
0.5
0.5
10
15
-0.7
-0.5
-0.18
0
-0.702
-0.502
-0.18
-0.001
-0.9
-0.7
-0.18
-0.18
CE 511-L
BANDONG, CAMILLE BIANCA
PROPOSED WAREHOUSE
CORTES, ANASTACIO IV
GONZALES, JOHNAS KEVIN ANTHONY
GONZALES, JUSTIN GEORGE
Engr. Mark Elson C. Lucio SHEET NO.
5
PAYNAGANAN, KIMBERLY MAE
WIND LOAD CALCULATION
Ref. (Code Provisions)
Internal Gcpi
The openings are evenly distributed in the walls ( enclosed
207.5.11.1 & Fig. 207 - 5
building). The reduction factor of 207.5.11.1.4 is not applicable
for enclosed buildings; therefore, Gcpi =
0.18
-0.18
Gust Effect Factor
For rigid structures use G =
207.5.8.1 & Table 207 - 5
0.85
MWFRS net pressures
p=qGCp-qiGCpi
p=qz(0.85)Cp-(1640)(±0.18)
windward wall, 0 - 4.5m, wind normal to ridge
p= 1367(0.84) (0.8) - 1640 (±0.18)
The net pressures for MWFRS (wind normal to ridge) are
summarized in the table below:
Wind Normal To Ridge
Surface
Height (z)
q
Net Pressure (kPa) (+Gcpi) (Gcpi)
0
1.37
0.63
1.22
4.5
1.37
0.63
1.22
6
1.45
0.69
1.28
7.5
1.51
0.73
1.32
9
1.58
0.78
1.37
9.5
1.59
0.79
1.38
Leeward Wall
all
1.64
-0.81
-0.22
Side Wall
all
1.64
-1.27
-0.68
Windward Roof
-
1.64
-0.99
-0.40
-
1.64
-0.30
0.30
Leeward Roof
-
1.64
-0.99
-0.40
Windward Wall
EQ'N 207-17
CE 511-L
BANDONG, CAMILLE BIANCA
PROPOSED WAREHOUSE
CORTES, ANASTACIO IV
GONZALES, JOHNAS KEVIN ANTHONY
GONZALES, JUSTIN GEORGE
Engr. Mark Elson C. Lucio SHEET NO.
6
PAYNAGANAN, KIMBERLY MAE
WIND LOAD CALCULATION
Ref. (Code Provisions)
External Roof Cp ( wind parallel to ridge)
For wind parallel to ridge, h/L = 10.8 / 35.5 = 0.3 and θ < 15°, The
values of Cp for wind parallel to ridge are shown in the table:
Wall Pressure Coefficients, Cp
Surface
Cp
Windward Wall
0.8
-0.5
Leeward Wall
Side Wall
SURFACE
Roof
-0.7
h/L
0.3
LENGTH
Cp
0 to h
-0.9
h to 2h
-0.5
-0.3
> 2h
The net pressures for MWFRS ( wind parallel to ridge) are
summarized on table below:
Surface
WIND PARALLEL TO RIDGE
Net Pressure (kPa) (+Gcpi) (Height (z)
q
Gcpi)
0
1.37
0.63
1.22
4.5
1.37
0.63
1.22
6
1.45
0.69
1.28
7.5
1.51
0.73
1.32
9
1.58
0.78
1.37
9.5
1.59
0.79
1.38
12
1.67
0.84
1.43
12.1
1.68
0.84
1.43
Leeward Wall
all
1.64
-0.99
-0.40
Side Wall
all
-
1.64
-1.27
-0.68
1.64
-1.55
-0.96
-
1.64
-0.99
-0.40
1.64
-0.71
-0.12
Windward Wall
Windward Roof
Fig. 207-6
CE 511-L
BANDONG, CAMILLE BIANCA
PROPOSED WAREHOUSE
CORTES, ANASTACIO IV
GONZALES, JOHNAS KEVIN ANTHONY
GONZALES, JUSTIN GEORGE
Engr. Mark Elson C. Lucio SHEET NO.
7
PAYNAGANAN, KIMBERLY MAE
WIND LOAD CALCULATION
Ref. (Code Provisions)
Computation for Components and Cladding
ROOF
Purlin Spacing:
1
a:
0.4(10.8)=
4.32
0.1(19.4)=
1.94
choose a = 1.94
EWA = L x W
where: L =span length, W = effective width
EWA = 19.4(1)
19.4 sqm.
C&C net pressures
p = qh[(GCp) - (Gcpi)]
for values of GCp refer to figure 207-13
Zone
qh
1
1.63
2
1.63
3
1.63
GCp
+Gcpi
-Gcpi
0.4
0.359
0.945
-1.1
-2.086
-1.500
0.4
0.359
0.945
-1.7
-3.064
-2.478
0.4
0.359
0.945
-1.7
-3.064
-2.478
WALL:
Girt Spacing = 1.2
EWA = 1.2(19.4) = 23.28sqm.
C&C net pressures
p = qh[(GCp) - (Gcpi)]
for values of GCp refer to figure 207-11
Zone
qh
4
1.63
5
1.63
GCp
+Gcpi
-Gcpi
0.95
1.255
1.842
-0.95
-1.842
-1.255
0.95
1.255
1.842
-1.11
-2.103
-1.516
EQ'N 207-22
CE 511-L
BANDONG, CAMILLE BIANCA
PROPOSED WAREHOUSE
CORTES, ANASTACIO IV
GONZALES, JOHNAS KEVIN ANTHONY
GONZALES, JUSTIN GEORGE
Engr. Mark Elson C. Lucio SHEET NO.
PAYNAGANAN, KIMBERLY MAE
WIND LOAD CALCULATION
PROPOSED WAREHOUSE
Location:
Tondo, Manila
Owner:
Eddie Chua
1

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