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PROJECT :
PAGE :
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CLIENT :
DESIGN BY :
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JOB NO. :
DATE :
REVIEW BY :
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Lateral Force for One-Story Wall Based on IBC 2006
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INPUT DATA
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WALL THICKNESS
t=8in
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PARAPET HEIGHT
hp=4ft
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WALL HEIGHT
h=14ft
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TOTAL WALL DENSITY
r=150pcf
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SEISMIC PARAMETER
SDS=0.54
(ASCE 7-05 Sec 11.4.4)
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SEISMIC DESIGN CATEGORY
SDC=C
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DIAPHRAGM FLEXIBLE ? (0=no, 1=yes)
1Yes
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SEISMIC IMPORTANCE FACTORI=1
(ASCE 7-05 Tab 11.5-1)
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WIND IMPORTANCE FACTORI=1
(ASCE 7-05 Tab 6-1)
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BASIC WIND SPEED
V=90mph
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EXPOSURE CATEGORY (B, C, D)
=C
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TOPOGRAPHIC FACTOR
KZt=1
Flat, (ASCE 6.5.7.2)
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DESIGN SUMMARY
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Out-of-plane force for wall design
w1=22.5
psf (Wind governs)
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Out-of-plane force for parapet design
w2=61.7
psf (Wind governs)
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Out-of-plane force for anchorage design
Fanch=440
plf (Horizontal direction)
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(The governing seismic forces have been reduced by 0.7 for ASD)
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WIND ANALYSIS
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Out-of-plane wind force for wall design (ASCE 7-05, Eq.6-22)
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=22.5psf
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Where :
Kh=0.86,Kd=0.85,GCp=-1.30,GCpi=0.18
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(mean roof h =
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ft, changeable)
(ASCE Tab. 6-4)
(corner ?
Yes, TA =18.66666667ft2 )
(ASCE Fig. 6-5)
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(ASCE Tab. 6-3)
(ASCE Fig. 6-11A)
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Out-of-plane wind force for parapet design (ASCE 7-05, Eq.6-24)
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=61.7
psf, (ASCE7-02,6.5.12.4.4)
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Where :
Kp=0.88,Kd=0.85,GCp=-1.40,GCp=-2.80GCpi=0.18
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(ASCE Tab. 6-3)
(ASCE Tab. 6-4)
=1.00
(roof, ASCE Fig. 6-11B)
(roof, ASCE Fig. 6-5)
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(TA =5.333333333ft2 )
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(wall, ASCE Fig. 6-11A)
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Out-of-plane wind force for anchorage design
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=440
plf (Horizontal)
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SEISMIC ANALYSIS
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Out-of-plane seismic force for wall design (ASCE 7-05, Sec.12.11.1)
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=0.22Wp =21.6psf< ==Note: 1.
For UBC 97 / CBC 2001, the equation is different ,
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the hx is Attachment Point elevation.
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Where :
Wp=100.0psf ,I=1.0
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(IBC Tab 1604.5 & ASCE Tab 11.5-1)
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Out-of-plane seismic force for parapet design (ASCE 7-05, Sec. 13.3.1)
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=0.65Wp =64.8psf
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Where :
ap=2.5,Ip=1.0,Rp=2.5
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(ASCE Tab. 13.5-1)
(ASCE Sec. 13.1.3)
(ASCE Tab. 13.5-1)
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Out-of-plane seismic force for anchorage design
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For masonry or concrete under seismic design category A & B, both flexible & rigid diaphragm (ASCE 7-05 Sec. 12.11.2)
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So for multiple story wall, still using average lateral force of Roof & Base
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2.80Wp =
is adequate for wall self design.
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280
plf (Horizontal)
2.
The wall is only mass attached to structure at points. So there are no slope
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(Not applicable)
lateral force distribution and multiple story response.
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Where :
Fmin=280plf
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(ASCE Sec. 12.11.2)
3.
For fence wall, the attachment point only at bottom, so
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For seismic design category C and above, flexible diaphragm (ASCE 7-05 Sec. 12.11.2.1)
per UBC 97 / CBC 2001. But for IBC,
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5.00Wp =
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500
plf (Horizontal)
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(Applicable)
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For seismic design category C and above, rigid diaphragm (ASCE 7-05 Sec. 12.11.2 & Sec. 13.3.1)
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=3.00Wp =300
plf (Horizontal)
(Not applicable)
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Where :
ap=1.0
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(ASCE Tab. 13.5-1)
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