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Client Revised Job No.
Portlpnd.Oregon
Date
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PPG HEAT PPG FLOAT GLASS —
p� IDE -SIDE
LAMINATED GLASS— 4.mS PPG ANNEALED FLOAT GLASS
® LENGTH OF UNSUPPORTED SPAN (INCHES)
1/8.1/8 INCH (3 -3mm) 10 15 20 25 30 40 50 60 BO 100 150
ASPECT RATIO (LONG SIDE ., SHORT SIDE) 100
L i 0 300 1 2 3 4 5 300 0 60 - 8 0 0
p 200 111111111 _- p 60 . , ,, ► ,"■.■ 6D
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_ Probability v 15■�, 20
x so = = = 60 Architects S
50 Architects g e = 8/1000 Lights Specified Probability , ��, , 15
of Breakage a
a 3D 40 of Breakage = 8/1000 Laminates M 1D
inute Uniform ¢ „1 ,', �,�
x 40
Wind Load Duration Wind Load Duration 10 15 20 25 30 40 50 60 80 100 150
10
for a 1- Minute Uniform for a 1-Minute
3/16- 3/161NCH (5•Smm)
Four Sides Supported 7
a 300 1 3 4 6 4vo Sides Supported PPG HEAT STRENGTHENED GLASS
10 0 �, 3DO in Weathertight Rabbet
100
a
I n Weatherti ht Rabbet r -
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0 200 20 . a y . . 80
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B. DESIGN SPECIFICATIONS
114.114 INCH (6.6mm)
10 15 2 Q _
IT 300 1 2 3 4 5
j 10 10
a 20 Fly 10 F72 300
0 25 30 40 50 60 80 100 15.
° 20�` FOOTNOTES: PPG HERCULITE' TEMPERED GLASS
0 200 30 FTC - � 200 , CONTACT YOUR PPG REPRE- 100
150 150 SENTATIVE FOR a 80 . , ,,, ,, o
40 FT' Wei 3 0 FT 0. a 1
A NON- LISTED PPG a
- II 1 , BO 00
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w 80 -_ 3 40 ■■ 40 �
Di � _ �
80 FT7 80 2 IMPACT AND OTHER LOAD
Vl 60 CONSIDERATIONS REQUIRE IIIII v 50 -- 6U SPECIAL STUDY. 30 40 - - -- 5D 3. SUPPORT DEFLECTION SHALL 30 U 4D NOT EXCEED 11175 SPAN AT a DESIGN LOAD rn 20
a 30 1 2 3 30 4. CHECK SPECIFICATIONS AND -, SHORT SIDE) 5 CODE REQUIREMENTSw15 ASPECT RATIO (LONG SIDE 4
U
K
Q
1.
10 15 20 25 30 40 50 60 80 0' 150 10
I LENGTH OF UNSUPPORTED S • • N (I CHES)
5 MF I� 114 r .
• APPROXIMATE CENTER DEFLECTION OF ANNEALED t' /' °4
HEAT STRENGTHENED, AND TEMPERED FLOAT GLASS* AT
WIND LOAD SPECIFIED BY ARCHITECT. (2 -SIDE SUPPORT)
. TABLE 1 TO ESTIMATE CENTER DEFLECTION (D)
Thickness Factor FOR PPG MONOLITHIC FLOAT GLASS
(INCH) (A)
1/8 2.80 Center Deflection = Factor (D) = A + B + C
5/32 2.50
1/46 2.20 STEPS EXAMPLE
5/16 1.60
1 0
5/: 1.80 1. Determine thickness (INCH) 1. Thickness = 1/4 INCH.
. 3/4 0.40 specified by architect.
•
TABLE 2 2. Determine length of unsup- 2. Unsupported span = 50
Unsupported ported span (INCHES) specified INCHES.
Span Factor P P ( ) P
(INCHES) (B) by architect.
10 4.00 - - - -- - - -- - - -- - - -- -- - -- ----- - - - - --
s0 5.90 3. Determine wind load (PSF) 3. Wind load = 20 PSF.
40 6.40 specified by architect.
50 6.80
60 7.10 - - - - -- - - - -- - -
70 7.40
80 7.60 4. Enter Table 1 to determine 4. Factor (A) = 2.00.
90 7.80 Factor (A) for specified
thickness.
e-5 TABLE 3 - -- --- - - - - - -- --
. Wind Load Factor 5. Enter Table 2 to determine 5. Factor (B) = 6.80.
(PSF) (C) Factor (B) for specified
5 0.1-0 unsupported span.
20 1.30
--
30 1.50 - -- - -- -- - - --
so 1.760 6. Enter Table 3 to determine 6. Factor (C) = 1.30.
60 1.80 Factor (C) for specified
70 1.85 wind load.
80 1.90
90 1.95 - - - - -- ---- --- - -- -- -- --
100 2.00
7. Calculate Factor (D) = 7. Factor (D) = A + B + C
A + B + C. Factor (D) = 2.00 + 6.80
TABLE 4 + 1.30 = 10.10.
Approximate
Factor (D) Deflection -- --- - - - - -- - - - - -- ----- - - - - -- - -- ----- - - --
A + B + C (INCHES)
8. Enter Table 4 to estimate 8. Center deflection
< 9.00 Negligible center deflection for = 1.30 INCHES.
9.00 .10 calculated Factor (D).
9.10 .13 •
9.20 .15
9.30 .20 •
9.40 .25
9.50 .30
9.60 .40
9.70 .50
9.8. .60
1.00 III
11. • 1.30
1 10.20 1.60
10.30 2.00
10.40 2.50
10.50 3.20 .
10.60 4.00
10.70 5.00
10.e0 6.30 *At any load level, the deflection of ANNEALED, HEAT
10.90 7.90 STRENGTHENED, and TEMPERED glass is the same for
11.00 10.00 lights of the same size and thickness.
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Job Number : Lenscrafters Checked By:
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Envelope AISI Cold Formed Steel Code Checks
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. 9 ASCE 7 -02 Seismic Demands:
Site Spectrum:
Input values below from map or CD: Code Reference
Spectral Response Acceleration, Short Period S S = 1.06 g 9.4.1.2.4
Spectral Response Acceleration, 1 -Sec. Period S = 0.37 g 9.4.1.2.4
Input value below from soils report:
Site Class Class = D 9.4.1.2.1
Input Value from IBC Table 1615.1.2:
Site Coefficient for Short Period F = 1.08 Table 9.4.1.2.4a
Site Coefficient for 1 -Sec. Period F„ = 1.66 Table 9.4.1.2.4b
Determine Maximum Considered Earthquake (MCE) parameters:
MCE Spectral Response Acceleration, Short T S = 1.14 g 9.4.1.2.4
MCE Spectral Response Acceleration, 1 -Sec. T S = 0.61 g 9.4.1.2.4
Determine Design Base Earthquake (DBE) parameters:
DBE Spectral Response Acceleration, Short T SDS = 0.76 g 9.4.1.2.5
DBE Spectral Response Acceleration, 1 -Sec. T SDI = 0.409 g 9.4.1.2.5
Building Response:
Input Building properties:
Response Modification Factor R = - Table 9.5.2.2
System Overstrength Factor £2 = - Table 9.5.2.2
Deflection Amplification Factor Cd = - Table 9.5.2.2
Occupancy Category Categ. = II " Table 1 -1
Period Coefficient C t = - 9.5.5.3.2
Period Coefficient x = - 9.5.5.3.2
Analysis Calculated Fundamental Period Tb = n/a sec
Effective Height h„ = ft 9.5.5.3.2
Determine Period for Base Shear:
Seismic Use Group Group = I 9.1.3
Seismic Design Category Cat. = D 9.4.2
Occupancy Importance Factor / = 1.00 9.1.4
Coefficient for Upper Limit on Calculated Period Cu = 1.40 9.5.5.3.1
Approximate Fundamental Period T = #VALUE! sec. 9.5.5.3.2
Design Fundamental Period Limit (if using Tb) TuM = #VALUE! sec. 9.5.5.3
Design Period T = #VALUE! sec. 9.5.5.3
Determine Base Shear:
Seismic Response Coefficient C = #VALUE! 9.5.5.2.1
!Seismic Base Shear (Equiv. Lat. Force Proc.) V= #VALUE! 19.5.5.2
11/13/2006 ASCE 7 -02 Seismic Demands (no system).xls.xls
. , Address Map Coordinate (Lat/Long) Finder Page 1 of 2
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Map Coordinates Finder for Street Address, City, State, or Zip
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get satellite photos and driving directions. If you have more than one address, use our other page to map multiple locations. With thi:
can find center map coordinates using zip code, city, or state as well.
Enter in an Address (ex: 1600 Pennsylvania Avenue NW, Washington, DC) or Zip Code, a City, or a State:
9730 Washington Sq Rd, tigard, or ( Map it! i
Latitude: 45.44739 / Longitude: - 122.782198 .
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Maximum Considered Earthquake Ground Motion for 48 states Page 1 of 1
Zuse
Earthquake Hazards Program
LOCATION 45.44739 Lat. - 122.782198 Long.
The interpolated Probabilistic ground motion values, in %g, at the requested poin
Maximum Considered
Earthquake
Ground Motion
Ss, 0.2 sec SA 106.30
Si, 1.0 sec SA 37.33
Analysis Options page
Design Values page
•
1
http: // eqdesign. cr. usgs. gov /cgi- bin/design- lookup- 96.cgi 11/13/2006
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O Date
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