V. ASCE 7-10 Wind Load Generation

To validate STAAD.Pro calculated equivalent joint loads for a closed structure subjected to Wind Loading. Wind Intensity is calculated as per ASCE 07 – 2010.

Details

When closed type structures are subjected to wind load, panels or closed surfaces are generated by the program based on the members in the ranges specified and their end joints. Wind load, in such way, is converted to equivalent joint loads and applied on the nodes of that closed surface. The area within each closed surface is determined and the share of this area (influence area) for each node in the list is calculated. Wind intensities have been calculated as per ASCE 07 – 2010. The detailed calculation of determination of equivalent joint loads is performed here in this document.

A two-story, single-bay frame is subjected to wind loading from +X direction. Assumptions made while calculating the wind intensities are tabulated in the Validation section of this document.

Verification

Calculation of Wind Intensity

Assumptions made in determination of wind intensities as per ASCE 07 – 2010

Analysis Procedure – Directional Procedure for MWFRS of enclosed buildings, Chapter 27
Type of roof – flat
Building Classification Category = Category II (Table 1.5-1)
Basic Wind Speed = 110 mph
Exposure Category = Exposure B (Clause 26.7.3)
Wind speed-up over Hills or Escarpment is not considered
Building Height = 20 ft
Building length along the direction of Wind (L) = 10 ft
Building length normal the direction of Wind (B) = 20 ft
Natural Frequency of the building = 2 Hz (Hence, as per clause 26.2, this is a rigid building)
Building Damping Ratio = 0.05
Enclosure Classification = Enclosed Building (Clause 26.10)
Directionality Factor Kd = 0.85 (Table 26.6-1, for MWFRS)
Topographic Factor, Kzt = 1 (Clause 26.8.2)
Building Wall to generate Wind Load on – Windward side
Gust Effect Factor, G = 0.85 (Clause 26.9.1)
External pressure Coefficient Cp = 0.85 (Windward wall pressure coefficient, as per Table 27.4-1)
Internal pressure coefficient GCpi = -0.18 (For Enclosed Buildings, Table 26.11-1)

Hence, the velocity pressure exposure coefficients (Kz) are calculated as per the formulae given in Table 27.3-1:

From Table 26.9.1, For Exposure B, α = 7 and zg = 1,200 ft

Height (ft)	Velocity Pressure Exposure Coefficient (Kz)
0 – 15	0.5747196698
16	0.5854155685
17	0.5956440691
18	0.6054513812
19	0.6148768735
20	0.6239543877

As per clause 27.3.2, velocity pressure q_z = 0.00256x K_z × K_zt × K_d × V² (lb/ft²)

Since Mean roof height h = Height of building = 20 ft

q_h = 0.00256× (K_z)_{h=20 ft} × K_zt × K_d × V² = 16.42847 lb/ft²

Design wind pressure, p is calculated as per clause 27.4.1 as -

p = q × G × Cp - q_i × (GCpi)

Values of q_z and p for different heights are calculated using the above formulae and tabulated below.

Height (ft)	Kz	q _z (lb/ft ² )	p (lb/ft2)
15	0.575	15.13	13.25
16	0.585	15.41	13.44
17	0.596	15.68	13.62
18	0.605	15.94	13.80
19	0.615	16.19	13.97
20	0.624	16.43	14.13

Calculation of Equivalent Joint Loads

Evidently, members AB, BG and GH along with the ground surface, forms the closed panel ABGH. P is the CG of the panel, located at 5 ft away from line AH and 5 ft away from line AB. So, influence area for joint A is AJPI. Area of AJPI = 5 × 5 = 25 ft².

Average intensity of wind pressure in this area AJPI = 13.25 lb/ft²

Exposure factor = 1 (for all the nodes in the model)

So, equivalent joint load in joint A = Influence area × Avg. Intensity of wind pressure × Exposure

= 25 × 13.25 × 1 = 331.2 lb = 0.33 kip

Joint B will be under influence of influence area BKQU and BKPJ. Area of each of those influence areas = 5 × 5 = 25 ft². Intensity of wind pressure in each of those influence areas = 13.25 lb/ft². Hence, equivalent joint load for each of those areas = 0.33 kip

So, total joint load in joint B = 0.331 × 2 = 0.662 kip

Joint C will be under influence area CVQU. Average intensity of wind pressure in this influence area will be

= (13.25 + 14.1284837) / 2 = 13.69 lb/ft²

Exposure Factor = 1

Area of CVQU = 5 × 5 = 25 ft²

Hence, equivalent joint load at joint C = 342.2 lb ≈ 0.343 kip

Joint W will be under influence of area WXRZ and WVQZ. Area of both of these = 25 ft². Average intensity of wind pressure in both of the influence areas = Average intensity of wind in the influence area CVQU = 13.68 lb/ft². Hence, equivalent joint load on joint W = 2 × 0.343 kip = 0.686 kip

Joint G will be under the influence of area GZRM, GZQK, GMSL and GKPL. Area of each of these influence areas = 5 × 5 = 25 ft². Average intensity of wind pressure in each of these areas = average intensity of wind pressure in area BKQU = 13.25 lb/ft². Hence, equivalent joint load on joint G = 4 × 0.33 = 1.32 kip

Joint H will be under the influence of areas HLPI and HTSL. Area of each of those influence areas = 5 × 5 = 25 ft². Intensity of wind pressure in each of those influence areas = 13.25 lb/ft². Hence, equivalent joint load on joint H = 2 × 0.33 = 0.66 kip

Since the structure is symmetric about the line WH, the equivalent joint load at D = equivalent joint load at C = 0.34 kip, equivalent joint load at B = equivalent joint load at E = 0.66 kip and equivalent joint load at A = equivalent joint load at F = 0.33 kip.

Comparison

Table 1. Comparison of results
Parameter		Hand Calculation	STAAD.Pro	Difference
Joint load at node (kips)	1	0.33	0.33	none
	2	0.66	0.66	none
	5	0.66	0.66	none
	6	1.32	1.32	none
	9	0.33	0.33	none
	10	0.66	0.66	none
	13	0.34	0.34	none
	15	0.69	0.69	none
	17	0.34	0.34	none

STAAD Input

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\06 Loading\Wind Load\ASCE 7-10 Wind Load Generation.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 05-Sep-18
END JOB INFORMATION
*****************************************************************
*This problem has been created to verify the program calculated
*intensities of wind pressure as per ASCE 07-2010 and
*verify equivalent joint loads in the joints of a
*closed structure subjected to wind
*****************************************************************
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 10 0; 3 10 10 0; 4 10 0 0; 5 0 0 10; 6 0 10 10; 7 10 10 10;
8 10 0 10; 9 0 0 20; 10 0 10 20; 11 10 10 20; 12 10 0 20; 13 0 20 0;
14 10 20 0; 15 0 20 10; 16 10 20 10; 17 0 20 20; 18 10 20 20;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 2 6; 5 3 7; 6 5 6; 7 6 7; 8 7 8; 9 6 10; 10 7 11;
11 9 10; 12 10 11; 13 11 12; 14 2 13; 15 3 14; 16 6 15; 17 7 16; 18 10 17;
19 11 18; 20 13 14; 21 13 15; 22 14 16; 23 15 16; 24 15 17; 25 16 18; 26 17 18;
DEFINE MATERIAL START
ISOTROPIC STEEL_50_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 26 TABLE ST W14X873
CONSTANTS
MATERIAL STEEL_50_KSI ALL
SUPPORTS
1 4 5 8 9 12 FIXED
DEFINE WIND LOAD
TYPE 1 WIND 1
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 110.000 MPH 0 1 1 0 0.000 FT 30.000 FT 10.000 FT 1 2 -
20.000 FT 10.000 FT 10.000 FT 2.000 0.050 0 0 0 0 1 0.624 1.000 1.000 0.850 -
0 1 1 1 0.850 0.800 -0.180
!> END GENERATED DATA BLOCK
INT 0.013247 0.013247 0.0133217 0.0133951 0.0134672 0.0135381 0.0136078 -
0.0136764 0.0137439 0.0138104 0.0138759 0.0139404 0.014004 0.0140667 -
0.0141285 0.0169213 HEIG 0 15 15.3846 15.7692 16.1539 16.5385 16.9231 -
17.3077 17.6923 18.0769 18.4615 18.8461 19.2308 19.6154 20 20
EXP 1 JOINT 1 TO 12
LOAD 1 LOADTYPE Wind  TITLE LOAD CASE 1
WIND LOAD X 1 TYPE 1 YR 0 40
PERFORM ANALYSIS PRINT LOAD DATA
FINISH

STAAD Output

   LOADING     1  LOADTYPE WIND  TITLE LOAD CASE 1                            
   -----------
   JOINT LOAD - UNIT KIP  FEET
   JOINT   FORCE-X   FORCE-Y     FORCE-Z     MOM-X     MOM-Y     MOM-Z
       1      0.33      0.00        0.00      0.00      0.00      0.00
       2      0.66      0.00        0.00      0.00      0.00      0.00
       5      0.66      0.00        0.00      0.00      0.00      0.00
       6      1.32      0.00        0.00      0.00      0.00      0.00
       9      0.33      0.00        0.00      0.00      0.00      0.00
      10      0.66      0.00        0.00      0.00      0.00      0.00
      13      0.34      0.00        0.00      0.00      0.00      0.00
      15      0.69      0.00        0.00      0.00      0.00      0.00
      17      0.34      0.00        0.00      0.00      0.00      0.00
   ************ END OF DATA FROM INTERNAL STORAGE ************