"ASCE705W" --- ASCE 7-05 CODE WIND ANALYSIS PROGRAM

Program Description:

"ASCE705W" is a spreadsheet program written in MS-Excel for the purpose of wind loading analysis for buildings
and structures per the ASCE 7-05 Code. Specifically, wind pressure coefficients and related and required
parameters are selected or calculated in order to compute the net design wind pressures.

This program is a workbook consisting of eleven (11) worksheets, described as follows:

Worksheet Name Description

Doc This documentation sheet
Simplified Analysis using simplified method for low-rise buildings with h <= 60’
MWFRS (Low-Rise) Main Wind-Force Resisting System for low-rise buildings with h <= 60’
MWFRS (Any Ht.) Main Wind-Force Resisting System for buildings of any height
MWFRS (Case 2) Main Wind-Force Resisting System - Figure 6-9, Load Case 2
MWFRS (Case 4) Main Wind-Force Resisting System - Figure 6-9, Load Case 4
Wall C&C Analysis of wall Components and Cladding
Roof C&C Analysis of roof Components and Cladding
Stacks & Tanks Analysis of cantilevered chimneys, stacks, and vertical tanks
Open Structures (no roof) Analysis of open structures without roofs
Wind Map Basic wind speed map (Figure 6-1 of ASCE 7-05 Code)

Program Assumptions and Limitations:

1. Worksheet for "Simplified" analysis is applicable for low-rise buildings meeting the criteria of Section 6.4.1.
2. In the worksheet for Simplified analysis, the design MWFRS wind load is calculated for each direction.
The design MWFRS load is assumed to be the total wind load on either the width or the length of the
building respectively.
3. Worksheet for "MWFRS (Low-Rise)" is applicable for low-rise buildings as defined in Section 6.2.
4. Worksheets for "MWFRS (Any Ht.)", "Wall C&C", and "Roof C&C" are applicable for buildings with mean roof
heights of up to 500 feet.
5. In worksheets for "MWFRS (Any Ht.)", "Wall C&C", and "Roof C&C" the user may opt to utilize user designated
steps in height, 'z', in determining the wind pressure distribution.
6. Worksheets for "MWFRS (Any Ht.)", "Stacks & Tanks", and "Open Structures" can handle “rigid” as well as
“flexible” buildings and structures. For “rigid” buildings or structures, this program uses the smaller value of
either 0.85 or the calculated value from Section 6.5.8.1 of the Code for the gust effect factor, 'G'. For “flexible”
buildings or structures, this program calculates the gust effect factor, ‘Gf’, per Section 6.5.8.2 of the Code
based on the assumed formula for the fundamental period of vibration from Section 12.8.2.1 of the Code,
where the exponent 'x' in the formula T = Ct*h^x is assumed to be 0.75. In the "Stacks & Tanks" worksheet,
this program uses the specific formula from the ASCE 7-05 Code Commentary for the fundament (mode 1)
natural frequency for a thin-walled cantilevered vessel.
7. Worksheets for "Wall C&C" and "Roof C&C" are applicable for flat roof buildings, gable roof buildings with
roof angles <= 45 degrees, and monoslope roof buildings with roof angles <= 3 degrees.
8. Worksheet for "Stacks & Tanks" is applicable for cantilevered structures up to 600 feet tall.
9. Worksheet for "Open Structures" is applicable for open structures without roofs up to 500 feet
tall. This can be utilized for open process-type structures as well as pipe/utility racks and bridges.
10. This program uses the equations listed in the reference, “Guide to the Use of the Wind Load Provisions of
ASCE 7-05” by Kishor C. Mehta and William L. Coulbourne for determining the external wind pressure
coefficients, ‘GCp’, used in the Wall C&C and Roof C&C worksheets.
11. This program contains numerous “comment boxes” which contain a wide variety of information including
explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box”
is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the
desired cell to view the contents of that particular "comment box".)
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - MWFRS and Components/Cladding

Per ASCE 7-05 Code for Low-Rise, Enclosed Buildings with h <= 60' and Roof q <= 45o
Using Method 1: Simplified Procedure (Section 6.4)
Job Name: Subject: ###
Job Number: Originator: Checker: ###
###
Input Data: ###
Wind Speed, V = 90 mph (Wind Map, Figure 6-1) ###
Bldg. Classification = II (Table 1-1 Occupancy Category) ###
Exposure Category = B (Sect. 6.5.6) ###
Ridge Height, hr = 19.00 ft. (hr >= he) L ###
Eave Height, he = 15.00 ft. (he <= hr) ###
Building Width, W = 41.00 ft. (Normal to Building Ridge) ###
Building Length, L = 61.00 ft. (Parallel to Building Ridge) ###
Roof Type = Monoslope (Gable or Monoslope) W I
Topo. Factor, Kzt = 1.00 (Sect. 6.5.7 & Figure 6-4) Plan II
Wall C&C Name = Wall (Girt, Siding, Wall, or Fastener) III
Wall C&C Eff. Area = 75.00 ft.^2 (for Component/Cladding) IV
Roof C&C Name = Joist (Purlin, Joist, Decking, or Fastener) B
Roof C&C Eff. Area = 205.00 ft.^2 (for Component/Cladding) qo C
Overhang Eff. Area = 0.00 ft.^2 (for Component/Cladding) hr D
h<=60'
Hurricane Region? N he Gable
Monoslope
Resulting Parameters and Net Design Pressures: W Purlin
For Transverse Direction: (wind perpendicular to ridge) Elevation Joist
Roof Angle, q = 5.57 deg. Decking
Mean Roof Ht., h = 15.00 ft. (h = he for q < 10 deg.) Fastener
Adjustment Factor, l = 1.000 (adjusts for height and exposure) Girt
Importance Factor, I = 1.00 (Table 6-1) Siding
Wall & Roof End Zone Width, a = 4.100 ft. (use: "2*a" for MWFRS, "a" for C&C) Wall
Fastener
Transverse MWFRS Net Pressures, ps (psf) ps = l*Kzt*I*ps30 Y
Location Direction Zone Load Case 1 Load Case 2 (ps30 from Fig. 6-2) N
A = end zone of wall Horizontal A 12.99 --- ###
B = end zone of roof Horizontal B 0.00 --- ###
C = interior zone of wall Horizontal C 8.63 --- ###
D = interior zone of roof Horizontal D 0.00 --- ###
E = end zone of windward roof Vertical E -15.40 --- ###
F = end zone of leeward roof Vertical F -8.87 --- ###
G = interior zone of windward roof Vertical G -10.70 --- ###
H = interior zone of leeward roof Vertical H -6.85 --- ###
###
For Longitudinal Direction: (wind parallel to ridge) ###
Roof Angle, q = 0.00 deg. (assumed) ###
Mean Roof Ht., h = 17.00 ft. (h = (hr+he)/2) ###
Adjustment Factor, l = 1.000 (adjusts for height and exposure) ###
###
Longitudinal MWFRS Net Pressures, ps (psf) ps = l*Kzt*I*ps30 ###
Location Direction Zone Load Case 1 Load Case 2 (ps30 from Fig. 6-2) ###
A = end zone of wall Horizontal A 12.80 --- ###
B = end zone of roof Horizontal B 0.00 --- ###
C = interior zone of wall Horizontal C 8.50 --- ###
D = interior zone of roof Horizontal D 0.00 --- ###
E = end zone of windward roof Vertical E -15.40 --- ###
F = end zone of leeward roof Vertical F -8.80 --- ###
G = interior zone of windward roof Vertical G -10.70 --- ###

2 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

H = interior zone of leeward roof Vertical H -6.80 --- ###

(continued)

3 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

###
Total Design MWFRS Horizontal Load (kips) ###
Transverse Longitudinal ###
Load Case 1 Load Case 2 Min. Load Load Case 1 Load Case 2 Min. Load ###
8.97 --- 11.59 7.12 --- 6.97 ###
Formulas: ###
Ph(Trans) = ((Pc*(L-4*a)+Pa*4*a)*he+(Pd*(L-4*a)+Pb*4*a)*(hr-he))/1000 ###
Ph(Trans)(min) = P(min)*L*hr/1000 , where: P(min) = 10.0 psf on projected area ###
Ph(Long) = (Pa*(hr+he)/2*4*a+Pc*((hr+he)/2*W-(hr+he)/2*4*a))/1000 ###
Ph(Long)(min) = P(min)*W*(hr+he)/2/1000 , where: P(min) = 10.0 psf on full area ###
###
Components & Cladding Net Pressures, ps (psf) pnet = l*Kzt*I*pnet30###
Item Location Zone Pos. (+) Neg. (-) (pnet30 from Fig. 6-3)###
Wall 4 = interior zone of wall 4 12.70 -13.95 ###
5 = end zone of wall 5 12.70 -15.80 ###
1 = interior zone of roof 1 4.70 -13.30 ###
Roof Joist 2 = end zone of roof 2 4.70 -15.80 ###
3 = corner zone of roof 3 4.70 -15.80 ###
Roof Overhang 2 = end zone of o.h. 2 --- --- ###
3 = corner zone of o.h. 3 --- --- ###
###
Notes: 1. For Method 1: Simplified Procedure of Section 6.4 to be used for an enclosed low-rise building ###
to determine the design wind loads, all of the following eight conditions of 6.4.1.1 must be met: ###
a. Building is a simple diaphragm building, in which wind loads are transmitted through floor ###
and roof diaphragms to the vertical Main Wind-Force Resisting System (MWFRS). ###
b. Building is a low-rise building where mean roof height, h <= 60 ft., and h <= min. of L or W. ###
c. Building is enclosed and conforms to wind-borne debris provisions of Section 6.5.9.3. ###
d. Building is a regular shaped building, having no unusual geometrical irregularity. ###
e. Building is not classified as a flexible building so it is considered "rigid". ###
f. Building is not subject to across-wind loading, vortex shedding, etc. ###
g. Building has an approximately symmetrical cross section in each direction with either a ###
flat roof, or gable roof with q <= 45 degrees. ###
h. Building is exempted from torsional load cases or torsional load cases do not control any ###
of the MWFRSs of the building. ###
2. Wind pressures (ps30) in Figure 6-2 and (pnet30) in Figure 6-3 were prepared based on following: ###
a. Mean roof height, h = 30 ft. , Exposure category = B , Importance factor, I =1.0 ###
b. Velocity pressure exposure coefficient, Kz = 0.70 ###
c. Directionality factor, Kd = 0.85 , Topographic factor, Kzt = 1.0 ###
d. Internal pressure coefficients, GCpi = +0.18, -0.18 (enclosed building) ###
e. MWFRS pressure coeff's. from Figure 6-10, and C&C pressure coeff's. from Figure 6-11. ###
f. MWFRS design wind pressure, Ps = l*Kzt*I*ps30, in psf. ###
g. Components & cladding design wind pressure, Pnet = l*Kzt*I*pnet30, in psf. ###
3. Design wind pressures are net pressures (sum of external and internal pressures). ###
4. Wall net pressure for MWFRS is total for both windward and leeward walls. ###
5. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. ###
6. If pressures for Zones "B" and "D" < 0, assume = 0. ###
7. For the design of the longitudinal MWFRS use roof angle, q = 0 degrees. ###
8. Both load cases 1 and 2 are be checked for roof angle, 25 degrees < q <= 45 degrees. ###
9. The total design MWFRS horizontal load is the total horizontal wind load on either the length (L) ###
or the width (W) of the building respectively assuming one end zone of a width = 2*a. ###
10. Minimum wind load for MWFRS design shall be 10 psf applied to area on projected vertical plane. ###
Minimum wind load for C&C shall be 10 psf acting in either direction normal to surface. ###
11. References: ###
a. ASCE 7-05 Standard, "Minimum Design Loads for Buildings and Other Structures". ###
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-05" ###
by: Kishor C. Mehta and William L. Coulbourne (2010). ###
###

4 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

(continued)

5 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
MWFRS - Wind Zones ###
###
###

Main Wind Force Resisting System - Me

Figure 6-2
Enclosed Buildings
Simplified Design Wind Pressure, ps30 (psf) (Exposure B a
Basic Wind
Speed, V
Index
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
###
Components and Cladding - Wind Zones ###

6 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

###

7 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Main Wind-Force Resisting System

Per ASCE 7-05 Code for Enclosed or Partially Enclosed Buildings
Using Method 2: Analytical Procedure (Section 6.5) for Low-Rise Buildings
Job Name: Subject: II
Job Number: Originator: Checker: III
IV
Input Data: B
C
Wind Speed, V = 90 mph (Wind Map, Figure 6-1) D
Bldg. Classification = II (Table 1-1 Occupancy Cat.) Wind Gable
Exposure Category = C (Sect. 6.5.6) B Monoslope
Ridge Height, hr = 53.33 ft. (hr >= he) Y
Eave Height, he = 20.00 ft. (he <= hr) N
Building Width = 200.00 ft. (Normal to Building Ridge) Wall Zone 6 =
Building Length = 250.00 ft. (Parallel to Building Ridge) Wall Zone 1E =
L
Roof Type = Gable (Gable or Monoslope) Roof Zone 2E =
Topo. Factor, Kzt = 1.00 (Sect. 6.5.7 & Figure 6-4) Plan Roof Zone 3E =
Direct. Factor, Kd = 0.85 (Table 6-4) Wall Zone 4E =
Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5)
Hurricane Region? Y qo
hr For Transverse Case:
h<=60'
Resulting Parameters and Coefficients: 0.5*L
he =
2.5*he =
Roof Angle, q = 18.43 deg. L Use =
Mean Roof Ht., h = 36.67 ft. (h = (hr+he)/2, for angle >10 deg.) Elevation

Check Criteria for a Low-Rise Building: Lesser of L or B:

1. Is h <= 60' ? Yes, O.K. 2. Is h <= Lesser of L or B? Yes, O.K. 0.1*(L or B):
Compare to 0.4*h:
External Pressure Coeff's., GCpf (Fig. 6-10): Compare to .04*(L, B):
(For values, see following wind load tabulations.) Compare to 3':
Positive & Negative Internal Pressure Coefficients, GCpi (Figure 6-5): Use 'a' =
+GCpi Coef. = 0.18 (positive internal pressure) Use '2*a' =
-GCpi Coef. = -0.18 (negative internal pressure)

If h < 15 then: Kh = 2.01*(15/zg)^(2/a) (Table 6-3, Case 1b) +GCpi Coef. (PIP) =
If h >= 15 then: Kh = 2.01*(z/zg)^(2/a) (Table 6-3, Case 1b) -GCpi Coef. (NIP) =
a= 9.50 (Table 6-2)
zg = 900 (Table 6-2)
Kh = 1.02 (Kh = Kz evaluated at z = h) a=
I= 1.00 (Table 6-1) (Importance factor) zg =
Kh =
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq. 6-15) I=
qh = 18.06 psf qh = 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z = h) qh =
Design Net External Wind Pressures (Sect. 6.5.12.2.2):
p = qh*[(GCpf) - (+/-GCpi)] (psf, Eq. 6-18)

Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 6-10):
a = 14.67 ft.
2*a = 29.33 ft.

8 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

MWFRS Wind Load for Transverse Direction MWFRS Wind Load for Longitudinal Direction
Surface GCpf p = Net Pressures (psf) Surface *GCpf p = Net Pressures (psf)
(w/ +GCpi) (w/ -GCpi) (w/ +GCpi) (w/ -GCpi)
Zone 1 0.52 6.08 12.58 Zone 1 0.40 3.97 10.47
Zone 2 -0.69 -15.71 -9.21 Zone 2 -0.69 -15.71 -9.21
Zone 3 -0.47 -11.71 -5.21 Zone 3 -0.37 -9.93 -3.43
Zone 4 -0.42 -10.75 -4.25 Zone 4 -0.29 -8.49 -1.99
Zone 5 -0.45 -11.38 -4.88 Zone 5 -0.45 -11.38 -4.88
Zone 6 -0.45 -11.38 -4.88 Zone 6 -0.45 -11.38 -4.88
Zone 1E 0.78 10.84 17.34 Zone 1E 0.61 7.77 14.27
Zone 2E -1.07 -22.57 -16.07 Zone 2E -1.07 -22.57 -16.07
Zone 3E -0.67 -15.41 -8.91 Zone 3E -0.53 -12.82 -6.32
Zone 4E -0.62 -14.41 -7.91 Zone 4E -0.43 -11.02 -4.51

*Note: Use roof angle q = 0 degrees for Longitudinal Direction.

For Trans. when GCpf is neg. in Zones 2/2E: For Long. when GCpf is neg. in Zones 2/2E:
Zones 2/2E dist. = 50.00 ft. Zones 2/2E dist. = 50.00 ft.
Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.

MWFRS Wind Load for Transverse, Torsional Case MWFRS Wind Load for Long., Torsional Case
Surface GCpf p = Net Pressure (psf) Surface GCpf p = Net Pressure (psf)
(w/ +GCpi) (w/ -GCpi) (w/ +GCpi) (w/ -GCpi)
Zone 1T --- 1.52 3.14 Zone 1T --- 0.99 2.62
Zone 2T --- -3.93 -2.30 Zone 2T --- -3.93 -2.30
Zone 3T --- -2.93 -1.30 Zone 3T --- -2.48 -0.86
Zone 4T --- -2.69 -1.06 Zone 4T --- -2.12 -0.50

Notes: 1. For Transverse, Longitudinal, and Torsional Cases:

Zone 1 is windward wall for interior zone. Zone 1E is windward wall for end zone.
Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls.
Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in turn as the reference corner.
4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame
construction, and buildings <=2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 6.1.4.1, the minimum wind load for MWFRS shall not be less than 10 psf.
6. References : a. ASCE 7-05, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-05"
by: Kishor C. Mehta and William L. Coulbourne (2010).

9 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Low-Rise
Buildings
h <= 60'

10 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Main Wind-Force Resisting System

Per ASCE 7-05 Code for Enclosed or Partially Enclosed Buildings
Using Method 2: Analytical Procedure (Section 6.5) for Buildings of Any Height
Job Name: Subject: Parallel
Job Number: Originator: Checker: I
II
Input Data: III
IV
Wind Direction = Normal (Normal or Parallel to building ridge) B
Wind Speed, V = 120 mph (Wind Map, Figure 6-1) Wind C
Bldg. Classification = II (Table 1-1 Occupancy Cat.) B D
Exposure Category = B (Sect. 6.5.6) Gable
Ridge Height, hr = 157.00 ft. (hr >= he) Monoslope
Eave Height, he = 157.00 ft. (he <= hr) Y
Building Width = 100.00 ft. (Normal to Building Ridge) N
L
Building Length = 200.00 ft. (Parallel to Building Ridge) For h/L<=0.25:
Roof Type = Monoslope (Gable or Monoslope) Plan For h/L=0.5:
Topo. Factor, Kzt = 1.00 (Sect. 6.5.7 & Figure 6-4) For h/L>=1.0:
Direct. Factor, Kd = 0.85 (Table 6-4) actual h/L =
Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5) qo Use Roof Cp =
Hurricane Region? N
Damping Ratio, b = 0.030 (Suggested Range = 0.010-0.070) hr
h
Period Coef., Ct = 0.0200 (Suggested Range = 0.020-0.035) he for 0 to h/2
(Assume: T = Ct*h^(3/4) , and f = 1/T) for h/2 to h
for h to 2*h
Resulting Parameters and Coefficients: for > 2*h
L
Elevation
Roof Angle, q = 0.00 deg.
Mean Roof Ht., h = 157.00 ft. (h = he, for roof angle <=10 deg.) L = 100 ft.
Windward Wall Cp = 0.80 (Fig. 6-6) B = 200 ft.
Leeward Wall Cp = -0.50 (Fig. 6-6)
Side Walls Cp = -0.70 (Fig. 6-6)
Roof Cp (zone #1) = -1.04 -0.18 (Fig. 6-6) (zone #1 for 0 to h/2) a=
Roof Cp (zone #2) = -0.70 -0.18 (Fig. 6-6) (zone #2 for h/2 to h) zg =
Roof Cp (zone #3) = N.A. N.A. (Fig. 6-6) (zone #3 for h to 2*h) Kh =
Roof Cp (zone #4) = N.A. N.A. (Fig. 6-6) (zone #4 for > 2*h) I=
+GCpi Coef. = 0.18 (Figure 6-5) (positive internal pressure) qh =
-GCpi Coef. = -0.18 (Figure 6-5) (negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 6-3, Case 2a)
a= 7.00 zg = 1200 (Table 6-2)
Kh = 1.12 (Kh = Kz evaluated at z = h)
I= 1.00 (Table 6-1) (Importance factor)
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq. 6-15)
qh = 35.23 psf qh = 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z = h)
Ratio h/L = 1.570 freq., f = 1.127 hz. (f >= 1, Rigid structure)
Gust Factor, G = 0.818 (Sect. 6.5.8)
Design Net External Wind Pressures (Sect. 6.5.12.2):
p = qz*G*Cp - qi*(+/-GCpi) for windward wall (psf), where: qi =qh (Eq. 6-17, Sect. 6.5.12.2.1)
p = qh*G*Cp - qi*(+/-GCpi) for leeward wall, sidewalls, and roof (psf), where: qi = qh (Sect. 6.5.12.2.1)

11 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Normal to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height
Surface z Kz qz Cp p = Net Design Press. (psf)
(ft.) (psf) (w/ +GCpi) (w/ -GCpi)
Windward Wall 0 0.57 18.01 0.80 5.45 18.13
15.00 0.57 18.01 0.80 5.45 18.13
20.00 0.62 19.55 0.80 6.46 19.14
25.00 0.67 20.84 0.80 7.30 19.98
30.00 0.70 21.95 0.80 8.03 20.71
35.00 0.73 22.94 0.80 8.68 21.36
40.00 0.76 23.83 0.80 9.26 21.94
45.00 0.79 24.65 0.80 9.80 22.48
50.00 0.81 25.40 0.80 10.29 22.97
55.00 0.83 26.10 0.80 10.75 23.43
60.00 0.85 26.76 0.80 11.18 23.86
70.00 0.89 27.97 0.80 11.97 24.65
80.00 0.93 29.05 0.80 12.68 25.36
90.00 0.96 30.05 0.80 13.33 26.01
100.00 0.99 30.97 0.80 13.93 26.61
120.00 1.04 32.62 0.80 15.01 27.70
140.00 1.09 34.09 0.80 15.98 28.66
For z = hr: 157.00 1.12 35.23 0.80 16.72 29.40

For z = he: 157.00 1.12 35.23 0.80 16.72 29.40

For z = h: 157.00 1.12 35.23 0.80 16.72 29.40
Leeward Wall All - - -0.50 -20.75 -8.07
Side Walls All - - -0.70 -26.52 -13.84
Roof (zone #1) cond. 1 - - - -1.04 -36.32 -23.64
Roof (zone #1) cond. 2 - - - -0.18 -11.53 1.15
Roof (zone #2) cond. 1 - - - -0.70 -26.52 -13.84
Roof (zone #2) cond. 2 - - - -0.18 -11.53 1.15

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Per Code Section 6.1.4.1, the minimum wind load for MWFRS shall not be less than 10 psf.
3. References : a. ASCE 7-05, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-05"
by: Kishor C. Mehta and William L. Coulbourne (2010).
4. Roof zone #1 is applied for horizontal distance of 0 to h/2 from windward edge.
5. Roof zone #2 is applied for horizontal distance of h/2 to h from windward edge.

12 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Determination of Gust Effect Factor, G:

Is Building Flexible? No f >=1 Hz.

1: Simplified Method for Rigid Building

G= 0.850

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 6-2):
a^ = 0.143
b^ = 0.84
a(bar) = 0.250
b(bar) = 0.45
c= 0.30
l= 320 ft.
e(bar) = 0.333
z(min) = 30 ft.

Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations:

z(bar) = 94.20 = 0.6*h , but not < z(min) , ft.
Iz(bar) = 0.252 = c*(33/z(bar))^(1/6) , Eq. 6-5
Lz(bar) = 453.94 = l*(z(bar)/33)^(e(bar)) , Eq. 6-7
gq = 3.4 (3.4, per Sect. 6.5.8.1)
gv = 3.4 (3.4, per Sect. 6.5.8.1)
gr = 4.218 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 6-9
Q= 0.805 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 6-6

2: Calculation of G for Rigid Building

G= 0.818 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 6-4

3: Calculation of Gf for Flexible Building

b= 0.030 Damping Ratio
Ct = 0.020 Period Coefficient
T= 0.887 = Ct*h^(3/4) , sec. (Approximate fundamental period)
f= 1.127 = 1/T , Hz. (Natural Frequency)
V(fps) = N.A. = V(mph)*(88/60) , ft./sec.
V(bar,zbar) = N.A. = b(bar)*(z(bar)/33)^(a(bar))*V*(88/60) , ft./sec. , Eq. 6-14
N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 6-12
Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 6-11
hh = N.A. = 4.6*f*h/(V(bar,zbar))
Rh = N.A. = (1/hh)-1/(2*hh^2)*(1-e^(-2*hh)) for hh>0, or = 1 for hh=0 ,Eq. 6-13a,b
hb = N.A. = 4.6*f*B/(V(bar,zbar))
RB = N.A. = (1/hb)-1/(2*hb^2)*(1-e^(-2*hb)) for hb>0, or = 1 for hb=0,Eq. 6-13a,b
hd = N.A. = 15.4*f*L/(V(bar,zbar))
RL = N.A. = (1/hd)-1/(2*hd^2)*(1-e^(-2*hd)) for hd>0, or = 1 for hd=0 ,Eq. 6-13a,b
R= N.A. = ((1/b)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 6-10
Gf = N.A. = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) ,
Use: G = 0.818 Eq. 6-8

13 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Figure 6-9 - Design Wind Load Cases of MWFRS for Buildings of All Heights

Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of
the structure, considered separately along each principal axis.
Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each
principal axis of the structure in conjunction with a torsional moment as shown, considered
separately for each principal axis.
Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the
specified value. (Note: Load Case 3 would approximate "oblique" applied wind loading.)
Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the
specified value.

Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in
accordance with the provisions of Section 6.5.12.2.1 and 6.5.12.2.3 as applicable for buildings
of all heights.
2. Above diagrams show plan views of building.
3. Notation:
Pwx, Pwy = Windward face pressure acting in the X, Y principal axis, respectively.
PLx, PLy = Leeward face pressure acting in the X, Y principal axis, respectively.
e (ex, ey) = Eccentricity for the X, Y principal axis of the structure, respectively.
MT = Torsional moment per unit height acting about a vertical axis of the building.

14 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Main Wind-Force Resisting System

Per ASCE 7-05 Code Method 2 for Enclosed or Partially Enclosed Buildings
Design Wind Load Case 2 from Figure 6-9
Job Name: Subject:
Job Number: Originator: Checker:

ASCE 7-05 Figure 6-9 - Design Wind Load Case 2

P2
For Case 2 (x-direction wind)
By
P1

MT
Bx
P1

P2
Application of Additional Torsional Moment

Input Data: Results:

Bldg. Dimension (x-dir.) = 100.00 ft. Length, Bx = 200.00 ft.
Bldg. Dimension (y-dir.) = 200.00 ft. Length, By = 100.00 ft.
Windward, Pwx = 0.0290 ksf Eccentricity, ex = 30.00 ex = 0.15*Bx
ft.,
Leeward, PLx = 0.0080 ksf Tors. Moment, MT = 166.5 ft-k,MT=0.75*(Pwx+PLx)*Bx*ex
Perimeter Force, qw = 0.004163 kips/ft./ft. Ht., qw = MT/(2*Bx*By)
Applied Load, P1 = 0.416 kips/ft. Ht., P1 = qw*By
Applied Load, P2 = 0.833 kips/ft. Ht., P2 = qw*Bx
Note: Loadings P1 and P2 are to be applied per ft. of building height.
For Case 2 (y-direction wind)

P2

P1

Bx MT

P1

P2
Application of Additional Torsional Moment

Results:
Input Data: Length, Bx = 200.00 ft.
Bldg. Dimension (x-dir.) = 100.00 ft. Length, By = 100.00 ft.
Bldg. Dimension (y-dir.) = 200.00 ft. Eccentricity, ey = 15.00 ey = 0.15*By
ft.,
Windward, Pwy = 0.0298 ksf Tors. Moment, MT = 36.3 ft-k,MT=0.75*(Pwy+PLy)*By*ey
Leeward, PLy = 0.0025 ksf Perimeter Force, qw = 0.000908 kips/ft./ft. Ht., qw = MT/(2*Bx*By)
Applied Load, P1 = 0.091 kips/ft. Ht., P1 = qw*By
Applied Load, P2 = 0.182 kips/ft. Ht., P2 = qw*Bx
Note: Loadings P1 and P2 are to be applied per ft. of building height.

15 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Main Wind-Force Resisting System

Per ASCE 7-05 Code Method 2 for Enclosed or Partially Enclosed Buildings
Design Wind Load Case 4 from Figure 6-9
Job Name: Subject:
Job Number: Originator: Checker:

ASCE 7-05 Figure 6-9 - Design Wind Load Case 4

P2

P1

MT

P1

P2
Application of Additional Torsional Moment

Input Data:

Bldg. Dimension (x-dir.) = 100.00 ft.

Bldg. Dimension (y-dir.) = 200.00 ft.
Windward, Pwx = 0.0290 ksf
Leeward, PLx = 0.0080 ksf
Windward, Pwy = 0.0298 ksf
Leeward, PLy = 0.0025 ksf

Results:

Length, Bx = 200.00 ft.

Length, By = 100.00 ft.
Eccentricity, ex = 30.00 ft.,ex = 0.15*Bx
Eccentricity, ey = 15.00 ft.,ey = 0.15*By
Torsional Moment, MT = 152.3 ft-kips, MT = 0.563*(Pwx+PLx)*Bx*ex + 0.563*(Pwy+PLy)*By*ey
Perimeter Force, qw = 0.003807 kips/ft./ft. Ht., qw = MT/(2*Bx*By)
Applied Load, P1 = 0.381 kips/ft. Ht., P1 = qw*By
Applied Load, P2 = 0.761 kips/ft. Ht., P2 = qw*Bx
Note: Loadings P1 and P2 are to be applied per ft. of building height.

16 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Wall Components and Cladding

Per ASCE 7-05 Code for Buildings of Any Height
Using Method 2: Analytical Procedure (Section 6.5)
Job Name: Subject: II
Job Number: Originator: Checker: III
IV
Input Data: B
C
Wind Speed, V = 90 mph (Wind Map, Figure 6-1) D
Bldg. Classification = II (Table 1-1 Occupancy Category) Gable
Exposure Category = C (Sect. 6.5.6) BMonoslope
Ridge Height, hr = 53.33 ft. (hr >= he) Y
Eave Height, he = 20.00 ft. (he <= hr) N
Building Width = 200.00 ft. (Normal to Building Ridge) Girt
Building Length = 250.00 ft. (Parallel to Building Ridge) Siding
L
Roof Type = Gable (Gable or Monoslope) Wall
Topo. Factor, Kzt = 1.00 (Sect. 6.5.7 & Figure 6-4) Plan Fastener
Direct. Factor, Kd = 0.85 (Table 6-4) Compare to 3':
Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5) Use 'a' =
Hurricane Region? N qo
Component Name = Girt (Girt, Siding, Wall, or Fastener) hr
h
Effective Area, Ae = 208 ft.^2 (Area Tributary to C&C) +GCpi Coef. (PIP)
he =
-GCpi Coef. (NIP) =
Resulting Parameters and Coefficients: L
Elevation
Roof Angle, q = 18.43 deg. a=
Mean Roof Ht., h = 36.67 ft. (h = (hr+he)/2, for roof angle >10 deg.) zg =
Kh =
Wall External Pressure Coefficients, GCp: I=
GCp Zone 4 Pos. = 0.77 (Fig. 6-11A) qh =
GCp Zone 5 Pos. = 0.77 (Fig. 6-11A)
GCp Zone 4 Neg. = -0.87 (Fig. 6-11A)
GCp Zone 5 Neg. = -0.93 (Fig. 6-11A)
Positive & Negative Internal Pressure Coefficients, GCpi (Figure 6-5):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi Coef. = -0.18 (negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 6-3, Case 1a)
a= 9.50 (Table 6-2)
zg = 900 (Table 6-2)
Kh = 1.02 (Kh = Kz evaluated at z = h)
I= 1.00 (Table 6-1) (Importance factor)
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq. 6-15)
qh = 18.06 psf qh = 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z = h)

Design Net External Wind Pressures (Sect. 6.5.12.4):

For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf)
For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf)
where: q = qz for windward walls, q = qh for leeward walls and side walls
qi = qh for all walls (conservatively assumed per Sect. 6.5.12.4.2)

17 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Wind Load Tabulation for Wall Components & Cladding

Component z Kh qh p = Net Design Pressures (psf)
(ft.) (psf) Zone 4 (+) Zone 4 (-) Zone 5 (+) Zone 5 (-)
Girt 0 1.02 18.06 17.11 -18.91 17.11 -20.13
15.00 1.02 18.06 17.11 -18.91 17.11 -20.13
20.00 1.02 18.06 17.11 -18.91 17.11 -20.13
25.00 1.02 18.06 17.11 -18.91 17.11 -20.13
30.00 1.02 18.06 17.11 -18.91 17.11 -20.13
35.00 1.02 18.06 17.11 -18.91 17.11 -20.13
40.00 1.02 18.06 17.11 -18.91 17.11 -20.13
45.00 1.02 18.06 17.11 -18.91 17.11 -20.13
50.00 1.02 18.06 17.11 -18.91 17.11 -20.13
For z = hr: 53.33 1.02 18.06 17.11 -18.91 17.11 -20.13

For z = he: 20.00 1.02 18.06 17.11 -18.91 17.11 -20.13

For z = h: 36.67 1.02 18.06 17.11 -18.91 17.11 -20.13

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Width of Zone 5 (end zones), 'a' = 14.67 ft.
3. Per Code Section 6.1.4.2, the minimum wind load for C&C shall not be less than 10 psf.
4. References : a. ASCE 7-05, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-05"
by: Kishor C. Mehta and William L. Coulbourne (2010).

18 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Wall Components and Cladding:

Wall Zones for Buildings with h <= 60 ft.

Wall Zones for Buildings with h > 60 ft.

19 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Roof Components and Cladding

Per ASCE 7-05 Code for Bldgs. of Any Height with Gable Roof q <= 45o or Monoslope Roof q <= 3o
Using Method 2: Analytical Procedure (Section 6.5)
Job Name: Subject: II
Job Number: Originator: Checker: III
IV
Input Data: B
C
Wind Speed, V = 90 mph (Wind Map, Figure 6-1) D
Bldg. Classification = II (Table 1-1 Occupancy Category) Gable
Exposure Category = C (Sect. 6.5.6) BMonoslope
Ridge Height, hr = 53.33 ft. (hr >= he) Y
Eave Height, he = 20.00 ft. (he <= hr) N
Building Width = 200.00 ft. (Normal to Building Ridge) Purlin
Building Length = 250.00 ft. (Parallel to Building Ridge) Joist
L
Roof Type = Gable (Gable or Monoslope) Decking
Topo. Factor, Kzt = 1.00 (Sect. 6.5.7 & Figure 6-4) Plan Fastener
Direct. Factor, Kd = 0.85 (Table 6-4) For Zone 1,2,3 Pos. =
Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5) For Zone 1 Neg. =
Hurricane Region? N q o For Zone 2 Neg. =
Component Name = Joist (Purlin, Joist, Decking, or Fastener) hr Forh Zone 3 Neg. =
Effective Area, Ae = 208 ft.^2 (Area Tributary to C&C) Use Zone 1,2,3 Pos.
he =
Overhangs? (Y/N) N (if used, overhangs on all sides) Use Zone 1 Neg. =
L Use Zone 2 Neg. =
Resulting Parameters and Coefficients: Use Zone 3 Neg. =
Elevation

Roof Angle, q = 18.43 deg.

Mean Roof Ht., h = 36.67 ft. (h = (hr+he)/2, for roof angle >10 deg.) Fig's. 6-11B, 6-11C, and 6-11D:
Fig. 6-11B:
Roof External Pressure Coefficients, GCp: For Zone 1,2,3 Pos. =
GCp Zone 1-3 Pos. = 0.30 (Fig. 6-11B thru 6-11D) For Zone 1 Neg. =
GCp Zone 1 Neg. = -0.80 (Fig. 6-11B thru 6-11D) For Zone 2 Neg. =
GCp Zone 2 Neg. = -1.20 (Fig. 6-11B thru 6-11D) For Zone 3 Neg. =
GCp Zone 3 Neg. = -2.00 (Fig. 6-11B thru 6-11D) Fig. 6-11C:
Positive & Negative Internal Pressure Coefficients, GCpi (Figure 6-5): For Zone 1,2,3 Pos. =
+GCpi Coef. = 0.18 (positive internal pressure) For Zone 1 Neg. =
-GCpi Coef. = -0.18 (negative internal pressure) For Zone 2 Neg. =
If z <= 15 then: Kz = 2.01*(15/zg)^(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 6-3, Case 1a) 3 Neg. =
For Zone
a= 9.50 Fig. 6-11D:
zg = 900 (Table 6-2) For Zone 1,2,3 Pos. =
Kh = 1.02 (Kh = Kz evaluated at z = h) For Zone 1 Neg. =
I= 1.00 (Table 6-1) (Importance factor) For Zone 2 Neg. =
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq. 6-15) For Zone 3 Neg. =
qh = 18.06 psf Use
qh = 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at Zone
z = h)1,2,3 Pos. =
Use Zone 1 Neg. =
Design Net External Wind Pressures (Sect. 6.5.12.4): Use Zone 2 Neg. =
For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) Use Zone 3 Neg. =
For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf)
where: q = qh for roof
qi = qh for roof (conservatively assumed per Sect. 6.5.12.4.2)
Width 'a' for Zone 2 fo
Lesser of L or B:

20 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Wind Load Tabulation for Roof Components & Cladding

Component z Kh qh p = Net Design Pressures (psf)
(ft.) (psf) Zone 1,2,3 (+) Zone 1 (-) Zone 2 (-) Zone 3 (-)
Joist 0 1.02 18.06 8.67 -17.70 -24.92 -39.37
15.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
20.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
25.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
30.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
35.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
40.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
45.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
50.00 1.02 18.06 8.67 -17.70 -24.92 -39.37
For z = hr: 53.33 1.02 18.06 8.67 -17.70 -24.92 -39.37

For z = he: 20.00 1.02 18.06 8.67 -17.70 -24.92 -39.37

For z = h: 36.67 1.02 18.06 8.67 -17.70 -24.92 -39.37

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Width of Zone 2 (edge), 'a' = 14.67 ft.
3. Width of Zone 3 (corner), 'a' = 14.67 ft.
4. For monoslope roofs with q <= 3 degrees, use Fig. 6-11B for 'GCp' values with 'qh'.
5. For buildings with h > 60' and q > 10 degrees, use Fig. 6-17 for 'GCp' values with 'qh'.
6. For all buildings with overhangs, use Fig. 6-11B, C, and D for 'GCp' values per Sect. 6.5.11.4.2.
7. If a parapet >= 3' in height is provided around perimeter of roof with q <= 10 degrees,
Zone 3 shall be treated as Zone 2.
8. Per Code Section 6.1.4.2, the minimum wind load for C&C shall not be less than 10 psf.
9. References : a. ASCE 7-05, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-05"
by: Kishor C. Mehta and William L. Coulbourne (2010).

21 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Roof Components and Cladding:

q <= 7 deg. 7 deg. < q <= 27 deg. 27 deg. < q <= 45 deg.

Roof Zones for Buildings with h <= 60 ft.

(for Gable Roofs <= 45o and Monoslope Roofs <= 3o)

Roof Zones for Buildings with h > 60 ft.

(for Gable Roofs <= 10o and Monoslope Roofs <= 3o)

22 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Chimneys, Stacks, and Vertical Tanks

Per ASCE 7-05 Code for Cantilevered Structures Classified as Other Structures
I
Job Name: Subject: II
Job Number: Originator: Checker: III
IV
Input Data: D B
C
V= 90 mph (Wind Map, Figure 6-1) D
Class. = II (Occupancy Category from Table 1-1) Round
Exposure = B (Exposure Category from Sect. 6.5.6) Wind Hexagon
h
Kzt = 1.00 (Topographic Factor from Sect. 6.5.7) Octagon
h= 80.00 ft. (Height of Vessel itself) Square
Hb = 50.00 ft. (Height of Vessel Base Above Ground) Normal
Outside D = 4.00 ft. (Diameter or Width of Surface Normal to Wind) Diagonal
Hb >= 0
t= 0.3750 in. (Wall Thickness of Vessel) Ground Y
gt = 490 pcf (Vessel Material Unit Weight) Elevation N
Shape? Round (Round, Hexagon, Octagon, or Square) Base Shear and Moment Tabulation
b= 0.010 (Damping Ratio = 0.010-0.070) for trapezoidal pressure distribution:
Kd = 0.95 (Direct. Factor, Table 6-4) Wind Load Tabulation for Stack / Tank
Cf = 0.750 (Force Coef. from Fig. 6-21) z Kz qz p=qz*G*Cf F=qz*G*Cf*D
Hurricane? N (ft.) (psf) (psf) (lb/ft)
50.00 0.81 15.97 10.18 40.72
55.00 0.83 16.41 10.46 41.85
Resulting Parameters and Coefficients: 60.00 0.85 16.82 10.73 42.90
65.00 0.87 17.21 10.97 43.89
If z < 15 then: Kz = 2.01*(15/zg)^(2/a) 70.00 0.89 17.58 11.21 44.83
If z >= 15 then: Kz = 2.01*(z/zg)^(2/a) 75.00 0.91 17.93 11.43 45.72
a= 7.00 (Table 6-2) 80.00 0.93 18.26 11.64 46.58
zg = 1200 (Table 6-2) 85.00 0.94 18.58 11.85 47.39
I= 1.00 (Table 6-1) (Import. Factor) 90.00 0.96 18.89 12.04 48.17
h/D = 20.000 95.00 0.97 19.18 12.23 48.92
Freq., f = 2.034 Hz. (f >= 1.0) Rigid 100.00 0.99 19.47 12.41 49.64
Period, T = 0.492 sec. 105.00 1.00 19.74 12.58 50.34
G= 0.850 (Gust Factor, Sect. 6.5.8) 110.00 1.02 20.00 12.75 51.01
120.00 1.04 20.51 13.07 52.30
130.00 1.07 20.98 13.38 53.51
Velocity Pressure (Sect. 6.5.10, Eq. 6-15):
qz = 0.00256*Kz*Kzt*Kd*V^2*I

Net Design Wind Pressures (Sect. 6.5.13):

p = qz*G*Cf (psf)

Net Design Wind Forces (Sect. 6.5.15, Eq. 6-28):

F = qz*G*Cf*D (lb/ft)

Total Shear & Moment @ Base of Vessel:

SV(total) = 3.83 kips

SM(total) = 159.74 ft-kips

23 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Determination of Gust Effect Factor, G: SV(total):

###
Flexible? No f >= 1.0 Hz.

1: Simplified Method for Rigid Structure

G= 0.85 di =
I=
Parameters Used in Both Item #2 and Item #3 Calculations (from Table 6-2): m=
a^ = 0.143 f=
b^ = 0.84 T=
a(bar) = 0.250
b(bar) = 0.45
c= 0.30 di =
l= 320 ft. I=
e(bar) = 0.333 m=
z(min) = 30 ft. f=
T=
Calculated Parameters Used in Both Rigid and/or Flexible Structure Calculations:
z(bar) = 48.00 = 0.6*h , but not < z(min) , ft.
Iz(bar) = 0.282 = c*(33/z(bar))^(1/6) , Eq. 6-5 di =
Lz(bar) = 362.57 = l*(z(bar)/33)^(e(bar)) , Eq. 6-7 I=
gq = 3.4 (3.4, per Sect. 6.5.8.1) m=
gv = 3.4 (3.4, per Sect. 6.5.8.1) f=
gr = 4.355 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 6-9 T=
Q= 0.894 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 6-6

2: Calculation of G for Rigid Structure di =

G= 0.864 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 6-4 I=
m=
3: Calculation of Gf for Flexible Structure f=
b= 0.010 Damping Ratio T=
di = 3.9375 = D-(2*t/12), ft. (Inside diameter or clear inside dimension between flats.)
I= 0.767 = 0.0491*(D^4-di^4), ft^4
m= 0.0059 kip-sec^2/ft^2, m = 0.7854*(D^2-di^2)*γt/g
f= 2.034 Hz., f = 0.56/h^2*SQRT(E*I/m) (from ASCE 7-05 Ch. C6, Eqn. C6-22a, page 294)
T= 0.492 = 1/f, sec. (fundamental period)
V(fps) = N.A. = V(mph)*(88/60) , ft./sec.
V(bar,zbar) = N.A. = b(bar)*(z(bar)/33)^(a(bar))*V*(88/60) , ft./sec. , Eq. 6-14
N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 6-12
Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 6-11
hh = N.A. = 4.6*f*h/(V(bar,zbar))
Rh = N.A. = (1/hh)-1/(2*hh^2)*(1-e^(-2*hh)) for hh > 0, or = 1 for hh = 0 , Eq. 6-13a,b
hb = N.A. = 4.6*f*D/(V(bar,zbar))
RB = N.A. = (1/hb)-1/(2*hb^2)*(1-e^(-2*hb)) for hb > 0, or = 1 for hb = 0 , Eq. 6-13a,b
hd = N.A. = 15.4*f*D/(V(bar,zbar))
RL = N.A. = (1/hd)-1/(2*hd^2)*(1-e^(-2*hd)) for hd > 0, or = 1 for hd = 0 , Eq. 6-13a,b
R= N.A. = ((1/b)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 6-10
Gf = N.A. = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Eq. 6-8
Use: G = 0.850

24 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

WIND LOADING ANALYSIS - Open Structures without Roofs

Per ASCE 7-05 Code
Using Method 2: Analytical Procedure (Section 6.5) for Other Structures of Any Height
Job Name: Subject: II
Job Number: Originator: Checker: III
IV
Input Data: B
Resulting Parameters and Coefficients: C
Wind Speed, V = 90 mph D
Class., Occ. Category = II (Table 1-1) If z < 15 then: Kz = 2.01*(15/zg)^(2/a) Y
Exposure Category = C (Sect. 6.5.6) If z >= 15 then: Kz = 2.01*(z/zg)^(2/a) N
Topo. Factor, Kzt = 1.00 (Sect. 6.5.7) a= 9.50 (Table 6-2)
Height of Structure, h = 125.00 ft. zg = 900 (Table 6-2)
Structure Width, B = 150.00 ft. (normal to wind) I= 1.00 (Table 6-1)
Structure Length, L = 100.00 ft. (parallel to wind) freq., f = 1.337 Hz. (f >=1) Rigid
Damping Ratio, b = 0.010 (0.010 to 0.070) G = 0.850 (Gust Factor, Sect. 6.5.8)
Period Coefficient, Ct = 0.0200 (0.020 to 0.035)
Direct. Factor, Kd = 0.85 (Table 6-4) Velocity Pressure (Sect. 6.5.10, Eq. 6-15):
Hurricane Region? N qz = 0.00256*Kz*Kzt*Kd*V^2*I
Net Design Wind Pressures (Sect. 6.5.15):
Note: Per Code Section 6.1.4.1, design wind force for open p = qz*G*Cf (psf), where 'qz' is evaluated at
buildings and other structures shall not be less than 10 psf height 'z' of the centroid of projected area.
multiplied by the area, 'Af', the area normal to wind direction.

Open Structure - Net Design Wind Pressures, p

Force Coefficient, Cf
z Kz qz qz*G 1.20 1.60 1.80 2.00
(ft.) (psf) (psf) p p p p
(psf) (psf) (psf) (psf)
0 0.85 14.96 12.72 15.26 20.35 22.89 25.44
15 0.85 14.96 12.72 15.26 20.35 22.89 25.44
20 0.90 15.90 13.51 16.21 21.62 24.32 27.02
25 0.95 16.66 14.16 16.99 22.66 25.49 28.32
30 0.98 17.31 14.72 17.66 23.55 26.49 29.43
35 1.01 17.88 15.20 18.24 24.32 27.36 30.40
40 1.04 18.39 15.63 18.76 25.02 28.14 31.27
45 1.07 18.86 16.03 19.23 25.64 28.85 32.05
50 1.09 19.28 16.39 19.66 26.22 29.50 32.77
55 1.12 19.67 16.72 20.06 26.75 30.09 33.44
60 1.14 20.03 17.03 20.43 27.24 30.65 34.06
70 1.17 20.69 17.59 21.11 28.14 31.66 35.18
80 1.21 21.28 18.09 21.71 28.95 32.56 36.18
90 1.24 21.82 18.55 22.25 29.67 33.38 37.09
100 1.27 22.31 18.96 22.75 30.34 34.13 37.92
120 1.32 23.18 19.70 23.64 31.53 35.47 39.41
For z = h: 125 1.33 23.38 19.87 23.85 31.80 35.77 39.75

25 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Determination of Gust Effect Factor, G:

Flexible? No f >=1 Hz.

1: Simplified Method for Rigid Structure

G= 0.85

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 6-2):
a^ = 0.105
b^ = 1.00
a(bar) = 0.154
b(bar) = 0.65
c= 0.20
l= 500 ft.
e(bar) = 0.200
z(min) = 15 ft.

Calculated Parameters Used in Both Rigid and/or Flexible Structure Calculations:

z(bar) = 75.00 = 0.6*h , but not < z(min) , ft.
Iz(bar) = 0.174 = c*(33/z(bar))^(1/6) , Eq. 6-5
Lz(bar) = 589.22 = l*(z(bar)/33)^(e(bar)) , Eq. 6-7
gq = 3.4 (3.4, per Sect. 6.5.8.1)
gv = 3.4 (3.4, per Sect. 6.5.8.1)
gr = 4.258 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 6-9
Q= 0.848 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 6-6

2: Calculation of G for Rigid Structure

G = 0.855 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 6-4

3: Calculation of Gf for Flexible Structure

b = 0.010 Damping Ratio
Ct = 0.020 Period Coefficient
T = 0.748 = Ct*h^(3/4) , sec. (Period)
f = 1.337 = 1/T , Hz. (Natural Frequency)
V(fps) = N.A. = V(mph)*(88/60) , ft./sec.
V(bar,zbar) = N.A. = b(bar)*(z(bar)/33)^(a(bar))*V*(88/60) , ft./sec. , Eq. 6-14
N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 6-12
Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 6-11
hh = N.A. = 4.6*f*h/(V(bar,zbar))
Rh = N.A. = (1/hh)-1/(2*hh^2)*(1-e^(-2*hh)) for hh > 0, or = 1 for hh = 0 , Eq. 6-13a,b
hb = N.A. = 4.6*f*B/(V(bar,zbar))
RB = N.A. = (1/hb)-1/(2*hb^2)*(1-e^(-2*hb)) for hb > 0, or = 1 for hb = 0 , Eq. 6-13a,b
hd = N.A. = 15.4*f*L/(V(bar,zbar))
RL = N.A. = (1/hd)-1/(2*hd^2)*(1-e^(-2*hd)) for hd > 0, or = 1 for hd = 0 , Eq. 6-13a,b
R= N.A. = ((1/b)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 6-10
Gf = N.A. = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Eq. 6-8
Use: G = 0.850

26 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

27 of 32 11/02/2023 20:25:08
 "ASCE705W.xls" Program
Version 1.4

Other Structures - Method 2 All Heights

Figure 6-22 Force Coefficients Open Signs &
Cf Lattice Frameworks
e Flat-Sided Rounded Members
Members D*SQRT(qz) <= 2.5 D*SQRT(qz) > 2.5

< 0.1 2.0 1.2 0.8

0.1 to 0.29 1.8 1.3 0.9

0.3 to 0.7 1.6 1.5 1.1

Notes: 1. Signs with openings comprising 30% or more of the gross area are classified as open signs.
2. The calculation of the design wind forces shall be based on the area of all exposed members
and elements projected on a plane normal to the wind direction. Forces shall be assumed to
act parallel to the wind direction.
3. The area 'Af' consistent with these force coefficients is the solid area projected normal to the
wind direction.
4. Notation:
e = ratio of solid area to gross area
D = diameter of a typical round member, in feet.
qz = velocity pressure evaluated at height 'z' above ground in psf.

Other Structures - Method 2 All Heights

Figure 6-23 Force Coefficients
Cf Trussed Towers
Open Structures

Tower Cross Section Cf

Square 4.0*e^2 - 5.9*e + 4.0

Triangle 3.4*e^2 - 4.7*e + 3.4

Notes: 1. For all wind directions considered, area 'Af' consistent with force coefficients shall be solid area
of tower face projected on plane of that face for tower segment under consideration.
2. Specified force coefficients are for towers with structural angles or similar flat-sided members.
3. For towers containing rounded member, it is acceptable to multiply specified force coefficients
by following factor when determining wind forces on such members: 0.51*e^2 + 0.57 <= 1.0.
4. Wind forces shall be applied in directions resulting in maximum member forces and reactions.
For towers with square cross-sections, wind forces shall be multiplied by following factor when
wind is directed along a tower diagonal: 1+ 0.75*e <= 1.2.
5. Wind forces on tower appurtenances such as ladder, conduits, lights, elevators, etc., shall be
calculated using appropriate force coefficients for these elements.
6. Notation: e = ratio of solid area to gross area of one tower face for segment considered.

28 of 32 11/02/2023 20:25:08
FIGURE 6-1: Basic Wind Speed
FIGURE 6-1a: Western Gulf of Mexico Hurricane Coastline
FIGURE 6-1b: Eastern Gulf & Southeastern U.S. Hurricane Coastline
FIGURE 6-1c: Mid and Northern Atlantic Hurricane Coastline