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Wind Girt Deflection Analysis

This document analyzes the wind-induced deflection of wood, metal stud, and steel tube framing members for a building. It provides the dimensions, materials, and wind load assumptions. The out-of-plane wind force is calculated as 22.4 psf but 16 psf is used. Deflections are calculated for the lintel, sill, and jamb and found to be less than the allowable deflection limits, showing the design is adequate.

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Franklyn Genove
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110 views1 page

Wind Girt Deflection Analysis

This document analyzes the wind-induced deflection of wood, metal stud, and steel tube framing members for a building. It provides the dimensions, materials, and wind load assumptions. The out-of-plane wind force is calculated as 22.4 psf but 16 psf is used. Deflections are calculated for the lintel, sill, and jamb and found to be less than the allowable deflection limits, showing the design is adequate.

Uploaded by

Franklyn Genove
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLS, PDF, TXT or read online on Scribd
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PROJECT : PAGE :

CLIENT : DESIGN BY :
JOB NO. : DATE: REVIEW BY :
Wind Girt Deflection Analysis of Wood, Metal Stud, and/or Steel Tube

INPUT DATA & ANALYSIS RESULTS


DIMENSIONS
L= 12 ft
H1 = 4 ft
H2 = 6 ft
H3 = ft 8
GIRT SECTIONS
LINTEL = 6 x 8 - Douglas Fir-Larch No. 1

SILL = (2) - 2 x 6 - No. 1

JAMB = HSS6X2X1/4

WIND LOAD
I= 1 (ASCE 7-05 Tab 6-1)
EXPOSURE = C
MEAN ROOF HEIGHT = 36 ft, (ASCE 7-05 Tab 6-3)
V= 90 mph, (IBC 06 Tab 1609.3.1)
BUILDING CORNER ? Yes (Zone 5, ASCE 7-05 Fig 6-11& 6-17)
THE DESIGN IS ADEQUATE.
DEFLECTION LIMITATION (IBC 06 Tab 1604.3) L / 240

ANALYSIS
OUT-OF-PLANE WIND FORCE (ASCE 7-05, Eq.6-22)

p  q h  G C P    G C Pi     0.00256 K h K Zt K dV 2I   G C P    G C Pi   = 22.4 psf USE 16 psf


(IBC 06 Table 1604.3 note: f )
Where Kh = 1.02 , (ASCE Tab. 6-3)
Kd = 0.85 , (ASCE Tab. 6-4)
Effective Area = 84.00 ft2, (ASCE Fig. 6-11A or 6-17)
GCp = -1.07 , (ASCE Fig. 6-11A or 6-17)
GCpi = 0.18 , (ASCE Fig. 6-5)
KZt = 1 Flat, (ASCE 6.5.7.2)

CHECK LINTEL DEFLECTION

5wL4
   0.31 in < L / 240 = 0.60 in [Satisfactory]
384 EI
Where w = 0.11 kips / ft
E = 1600 ksi
I = 104 in4

CHECK SILL DEFLECTION

5wL4
   0.53 in < L / 240 = 0.60 in [Satisfactory]
384 EI
Where w = 0.08 kips / ft
E = 1700 ksi
I = 42 in4

CHECK JAMB DEFLECTION

D max = 0.53 in, at 9.00 ft from top, < H / 240 = 0.90 in [Satisfactory]
Where Rlintel = 0.67 kips
Rsill = 0.48 kips
E = 29000 ksi
I = 13 in4

NOTE : Since girt size controlled by deflection, not by capacity, the wind coefficient w, 1.3, does not apply. (IBC 06 Section 1605.3.2)

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