asce702w

"ASCE702W" --- ASCE 7-02 CODE WIND ANALYSIS PROGRAM

Program Description:

"ASCE702W" is a spreadsheet program written in MS-Excel for the purpose of wind loading analysis for buildings and structures per the ASCE 7-02 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 eight (8) worksheets, described as follows:

Worksheet Name DescriptionDoc This documentation sheet

Simplified Analysis using simplified method for low-rise buildings with h

"ASCE702W.xls" ProgramVersion 2.0

2 of 37 07/05/2015 17:13:24

WIND LOADING ANALYSIS - MWFRS and Components/Cladding

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) ###Exposure Category = B (Sect. 6.5.6) ###

Ridge Height, hr = 15.00 ft. (hr >= he) ###Eave Height, he = 15.00 ft. (he


3 of 37 07/05/2015 17:13:25

H = interior zone of leeward roof Vertical H -6.80 --- ##(continued)


4 of 37 07/05/2015 17:13:25

######

Transverse Longitudinal ##Load Case 1 Load Case 2 Min. Load Load Case 1 Load Case 2 Min. Load ##

8.84 --- 9.15 6.29 --- 6.15 ##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 ##

####

Item Location Zone Pos. (+) Neg. (-) ##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 --- --- ##

##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 nine 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


5 of 37 07/05/2015 17:13:25

(continued)


6 of 37 07/05/2015 17:13:25

Enclosed BuildingsSimplified Design Wind Pressure, ps30 (psf) (Exposure B at h = 30 ft. with Iw = 1.0)

Basic WindSpeed, VIndex

##################

##

##############

MWFRS - Wind Zones ####

##

##################

##

##################

##

############

Components and Cladding - Wind Zones ##


7 of 37 07/05/2015 17:13:26

##


8 of 37 07/05/2015 17:13:26

WIND LOADING ANALYSIS - Main Wind-Force Resisting SystemPer ASCE 7-02 Code for Enclosed or Partially Enclosed Buildings

Using Method 2: Analytical Procedure (Section 6.5) for Low-Rise BuildingsJob Name: Subject: II

Job Number: Originator: Checker: IIIIV

Input Data: BC

Wind Speed, V = 90 mph (Wind Map, Figure 6-1) DBldg. Classification = II (Table 1-1) GableExposure Category = C (Sect. 6.5.6) Monoslope

Ridge Height, hr = 53.33 ft. (hr >= he) YEave Height, he = 20.00 ft. (he 10 deg.)

Check Criteria for a Low-Rise Building: Lesser of L or B:1. Is h


9 of 37 07/05/2015 17:13:26

MWFRS Wind Load for Transverse Direction MWFRS Wind Load for Longitudinal DirectionSurface 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 10.47Zone 2 -0.69 -15.71 -9.21 Zone 2 -0.69 -15.71 -9.21Zone 3 -0.47 -11.71 -5.21 Zone 3 -0.37 -9.93 -3.43Zone 4 -0.42 -10.75 -4.25 Zone 4 -0.29 -8.49 -1.99Zone 5 -0.45 -11.38 -4.88 Zone 5 -0.45 -11.38 -4.88Zone 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 14.27Zone 2E -1.07 -22.57 -16.07 Zone 2E -1.07 -22.57 -16.07Zone 3E -0.67 -15.41 -8.91 Zone 3E -0.53 -12.82 -6.32Zone 4E -0.62 -14.41 -7.91 Zone 4E -0.43 -11.02 -4.51

For Transverse when GCpf is neg. in Zone 2: For Longitudinal when GCpf is neg. in Zone 2:Zone 2 distance = 91.66 ft. Zone 2 distance = 91.66 ft.

Remainder of roof Zone 2 extending to ridge line shall use roof Zone 3 pressure coefficient.

MWFRS Wind Load for Transverse, Torsional Case MWFRS Wind Load for Long., Torsional CaseSurface 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 2.62Zone 2T --- -3.93 -2.30 Zone 2T --- -3.93 -2.30Zone 3T --- -2.93 -1.30 Zone 3T --- -2.48 -0.86Zone 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"


10 of 37 07/05/2015 17:13:26

Low-RiseBuildingsh


11 of 37 07/05/2015 17:13:26

WIND LOADING ANALYSIS - Main Wind-Force Resisting SystemPer ASCE 7-02 Code for Enclosed or Partially Enclosed Buildings

Using Method 2: Analytical Procedure (Section 6.5) for Buildings of Any HeightJob Name: Subject: Parallel

Job Number: Originator: Checker: III

Input Data: IIIIV

Wind Direction = Normal (Normal or Parallel to building ridge) BWind Speed, V = 120 mph (Wind Map, Figure 6-1) C

Bldg. Classification = II (Table 1-1) DExposure Category = B (Sect. 6.5.6) Gable

Ridge Height, hr = 157.00 ft. (hr >= he) MonoslopeEave Height, he = 157.00 ft. (he 2*h

0.00 deg.Mean Roof Ht., h = 157.00 ft. (h = he, for roof angle 2*h) I =

+GCpi Coef. = 0.18 (Figure 6-5) (positive internal pressure) qh =-GCpi Coef. = -0.18 (Figure 6-5) (negative internal pressure)

7.00 zg = 1200 (Table 6-2)Kh = 1.12 (Kh = Kz evaluated at z = h)

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 psfRatio 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)

Damping Ratio, =

Roof Angle, =

=

If z 15 then: Kz = 2.01*(z/zg)^(2/) (Table 6-3, Case 2a) =

I =

qh = 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z = h)

o

L

B

hr

heh

Plan

ElevationL

Wind


12 of 37 07/05/2015 17:13:26

Normal to Ridge Wind Load Tabulation for MWFRS - Buildings of Any HeightSurface 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 18.1320.00 0.62 19.55 0.80 6.46 19.1425.00 0.67 20.84 0.80 7.30 19.9830.00 0.70 21.95 0.80 8.03 20.7135.00 0.73 22.94 0.80 8.68 21.3640.00 0.76 23.83 0.80 9.26 21.9445.00 0.79 24.65 0.80 9.80 22.4850.00 0.81 25.40 0.80 10.29 22.9755.00 0.83 26.10 0.80 10.75 23.4360.00 0.85 26.76 0.80 11.18 23.8670.00 0.89 27.97 0.80 11.97 24.6580.00 0.93 29.05 0.80 12.68 25.3690.00 0.96 30.05 0.80 13.33 26.01

100.00 0.99 30.97 0.80 13.93 26.61120.00 1.04 32.62 0.80 15.01 27.70140.00 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 29.40For z = h: 157.00 1.12 35.23 0.80 16.72 29.40

Leeward Wall All - - -0.50 -20.75 -8.07Side Walls All - - -0.70 -26.52 -13.84

Roof (zone #1) cond. 1 - - - -1.04 -36.32 -23.64Roof (zone #1) cond. 2 - - - -0.18 -11.53 1.15Roof (zone #2) cond. 1 - - - -0.70 -26.52 -13.84Roof (zone #2) cond. 2 - - - -0.18 -11.53 1.15

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

3. References : a. ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004).

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.

2. Per Code Section 6.1.4.1, the minimum wind load for MWFRS shall not be less than 10 psf.


13 of 37 07/05/2015 17:13:26

Determination of Gust Effect Factor, G:

Is Building Flexible? No f >=1 Hz.

G = 0.850

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 6-2):0.143

b^ = 0.840.250

b(bar) = 0.45c = 0.30

320 ft.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) = 453.94gq = 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. 6-9Q = 0.805 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 6-6

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

0.030 Damping RatioCt = 0.020 Period CoefficientT = 0.887 = Ct*h^(3/4) , sec. (Period)f = 1.127 = 1/T , Hz. (Natural Frequency)

V(fps) = N.A. = V(mph)*(88/60) , ft./sec.V(bar,zbar) = N.A.

N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 6-12Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 6-11

N.A. = 4.6*f*h/(V(bar,zbar))Rh = N.A.

N.A. = 4.6*f*B/(V(bar,zbar))RB = N.A.

N.A. = 15.4*f*L/(V(bar,zbar))RL = N.A.R = N.A.

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

1: Simplified Method for Rigid Building

^ =

(bar) =

l =(bar) =

= l*(z(bar)/33)^((bar))Eq. 6-7

2: Calculation of G for Rigid Building

3: Calculation of Gf for Flexible Building =

= b(bar)*(z(bar)/33)^((bar))*V*(88/60) , ft./sec. , Eq. 6-14

h == (1/h)-1/(2*h^2)*(1-e^(-2*h)) for h > 0, or = 1 for h = 0 ,Eq. 6-13

B == (1/B)-1/(2*B^2)*(1-e^(-2*B)) for B > 0, or = 1 for B = 0,Eq. 6-13

L == (1/L)-1/(2*L^2)*(1-e^(-2*L)) for L > 0, or = 1 for L = 0 ,Eq. 6-13 = ((1/)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 6-10


14 of 37 07/05/2015 17:13:26

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

the structure, considered separately along each principal axis.

principal axis of the structure in conjunction with a torsional moment as shown, considered separately for each principal axis.

specified value.

specified value.

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:

Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of

Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each

Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the

Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the

Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in

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.


15 of 37 07/05/2015 17:13:26

WIND LOADING ANALYSIS - Wall Components and CladdingPer ASCE 7-02 Code for Buildings of Any Height

Using Method 2: Analytical Procedure (Section 6.5)Job Name: Subject: II


Input Data: BC


Ridge Height, hr = 53.33 ft. (hr >= he) YEave Height, he = 20.00 ft. (he


16 of 37 07/05/2015 17:13:26

Wind Load Tabulation for Wall Components & CladdingComponent 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 -20.1320.00 1.02 18.06 17.11 -18.91 17.11 -20.1325.00 1.02 18.06 17.11 -18.91 17.11 -20.1330.00 1.02 18.06 17.11 -18.91 17.11 -20.1335.00 1.02 18.06 17.11 -18.91 17.11 -20.1340.00 1.02 18.06 17.11 -18.91 17.11 -20.1345.00 1.02 18.06 17.11 -18.91 17.11 -20.1350.00 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 -20.13For 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.


17 of 37 07/05/2015 17:13:26

Wall Components and Cladding:

Wall Zones for Buildings with h 60 ft.


18 of 37 07/05/2015 17:13:26

WIND LOADING ANALYSIS - Roof Components and Cladding

Using Method 2: Analytical Procedure (Section 6.5)Job Name: Subject: II


Input Data: BC


Ridge Height, hr = 53.33 ft. (hr >= he) YEave Height, he = 20.00 ft. (he 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. =

For Zone 3 Neg. =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. =

1.00 (Table 6-1) (Importance factor) For Zone 2 Neg. =For Zone 3 Neg. =

qh = 18.06 psf Use Zone 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 = 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 for h


19 of 37 07/05/2015 17:13:27

Wind Load Tabulation for Roof Components & CladdingComponent 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 -39.3720.00 1.02 18.06 8.67 -17.70 -24.92 -39.3725.00 1.02 18.06 8.67 -17.70 -24.92 -39.3730.00 1.02 18.06 8.67 -17.70 -24.92 -39.3735.00 1.02 18.06 8.67 -17.70 -24.92 -39.3740.00 1.02 18.06 8.67 -17.70 -24.92 -39.3745.00 1.02 18.06 8.67 -17.70 -24.92 -39.3750.00 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 -39.37For 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.

6. For all buildings with overhangs, use Fig. 6-5B for 'GCp' values per Sect. 6.5.11.4.2.

Zone 3 shall be treated as Zone 2.


4. For monoslope roofs with 60' and > 10 degrees, use Fig. 6-5B for 'GCpi' values with 'qh'.

7. If a parapet >= 3' in height is provided around perimeter of roof with


20 of 37 07/05/2015 17:13:27

Roof Components and Cladding:

Roof Zones for Buildings with h 60 ft.

(for Gable Roofs


21 of 37 07/05/2015 17:13:27


22 of 37 07/05/2015 17:13:28

WIND LOADING ANALYSIS - Chimneys, Stacks, and Vertical TanksPer ASCE 7-02 Code for Cantilevered Structures Classified as Other Structures

IJob Name: Subject: II


Input Data: BC

V = 90 mph (Wind Map, Figure 6-1) DClass. = II (Structure Classification from Table 1-1) Round

Exposure = B (Exposure Category from Sect. 6.5.6) HexagonalKzt = 1.00 (Topographic Factor from Sect. 6.5.7) Square

h = 80.00 ft. (Height of Stack/Tank itself) YHb = 50.00 ft. (Ht. of Stack/Tank Base Above Ground) ND = 3.00 ft. (Diameter or Width of Surface Normal to Wind)

Shape? Round (Round, Hexagonal, or Square)0.010 (Damping Ratio = 0.010-0.070) Base Shear and Moment Tabulation

Ct = 0.0412 (Period Coefficient = 0.020-0.035) for trapezoidal pressure distribution:Kd = 0.95 (Direct. Factor, Table 6-4) Wind Load Tabulation for Stack / Tank

Hurricane? N z Kz qz p=qz*G*Cf F=qz*G*Cf*D(ft.) (psf) (psf) (lb/ft)

Resulting Parameters and Coefficients: 50.00 0.81 15.97 12.54 37.6155.00 0.83 16.41 12.88 38.6560.00 0.85 16.82 13.21 39.6265.00 0.87 17.21 13.51 40.54

7.00 (Table 6-2) 70.00 0.89 17.58 13.80 41.41zg = 1200 (Table 6-2) 75.00 0.91 17.93 14.08 42.23

1.00 (Table 6-1) (Import. Factor) 80.00 0.93 18.26 14.34 43.02h/D = 26.667 85.00 0.94 18.58 14.59 43.77

freq., f = 0.907 Hz. (f < 1) Flexible 90.00 0.96 18.89 14.83 44.49G = 1.122 (Gust Factor, Sect. 6.5.8) 95.00 0.97 19.18 15.06 45.18Cf = 0.700 (Figure 6-19)(Press. Coef.) 100.00 0.99 19.47 15.28 45.85

(for Mod. Smooth Surface) 105.00 1.00 19.74 15.50 46.49110.00 1.02 20.00 15.71 47.12

Velocity Pressure (Sect. 6.5.10, Eq. 6-15): 120.00 1.04 20.51 16.10 48.30130.00 1.07 20.98 16.47 49.42

Net Design Wind Pressures (Sect. 6.5.13):p = qz*G*Cf (psf)

Net Design Wind Forces (Sect. 6.5.13, Eq. 6-25):F = qz*G*Cf*D (lb/ft)

Resulting Total Base Shear & Moment:

3.53 kips324.23 ft-kips

= Elevation

If z < 15 then: Kz = 2.01*(15/zg)^(2/)If z >= 15 then: Kz = 2.01*(z/zg)^(2/)

=

I =

qz = 0.00256*Kz*Kzt*Kd*V^2*I

V(total) =M(total) =

Ground

D

h

Hb >= 0

Wind


23 of 37 07/05/2015 17:13:28

Determination of Gust Effect Factor, G:###

Flexible? Yes f < 1 Hz.

G = N.A.

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 6-2):0.143

b^ = 0.840.250

b(bar) = 0.45c = 0.30

320 ft.0.333

z(min) = 30 ft.

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. 6-5Lz(bar) = 362.57

gq = 3.4 (3.4, per Sect. 6.5.8.1)gv = 3.4 (3.4, per Sect. 6.5.8.1)gr = 4.166 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 6-9Q = 0.895 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 6-6

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

0.010 Damping RatioCt = 0.041 Period CoefficientT = 1.102 = Ct*h^(3/4) , sec. (Period)f = 0.907 = 1/T , Hz. (Natural Frequency)

V(fps) = 132.00 = V(mph)*(88/60) , ft./sec.V(bar,zbar) = 65.23

N1 = 5.043 = f*Lz(bar)/(V(bar,zbar)) , Eq. 6-12Rn = 0.050 = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 6-11

5.119 = 4.6*f*h/(V(bar,zbar))Rh = 0.176

0.192 = 4.6*f*b/(V(bar,zbar))RB = 0.883

0.643 = 15.4*f*L/(V(bar,zbar))RL = 0.680R = 0.817

Gf = 1.122 = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Eq. 6-8Use: G = 1.122

V(total):

1: Simplified Method for Rigid Structure

^ =

(bar) =

l =(bar) =

= l*(z(bar)/33)^((bar))Eq. 6-7

2: Calculation of G for Rigid Structure

3: Calculation of Gf for Flexible Structure =

= b(bar)*(z(bar)/33)^((bar))*V*(88/60) , ft./sec. , Eq. 6-14

h == (1/h)-1/(2*h^2)*(1-e^(-2*h)) for h > 0, or = 1 for h = 0 , Eq. 6-13a,b

B == (1/B)-1/(2*B^2)*(1-e^(-2*B)) for B > 0, or = 1 for B = 0 , Eq. 6-13a,b

d == (1/L)-1/(2*L^2)*(1-e^(-2*L)) for L > 0, or = 1 for L = 0 , Eq. 6-13a,b = ((1/)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 6-10

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

DocSimplifiedMWFRS (Low-Rise)MWFRS (Any Ht.)Wall C&CRoof C&CStacks & TanksWind Map

asce702w

Documents