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ENGINEERING RECEIVED
MAY 2 3 2016
CIBUILDING OF DIV DIARVISION
Structural Calculations
Light Gauge Steel Storefront Framing
Ann Taylor - Store #2552
• Washington Square, Unit #H16
9585 SW Washington Square Road
Portland, Oregon 97223
HAY 102016
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Prepared For: Expires UN 3 0 2016
Sajo, Inc
1320 Boulevard Graham
Mont-Royal, Quebec H3P 3C8, Canada
Please note: Eclipse Engineering, Inc has reviewed only the adequacy of the storefront soffit
framing to support the interior vertical and lateral loads of the above noted project. We neither
take responsibility for any other element nor the integrity of the structure as a whole.
West Mete Suite B,Missoula,MT 59802 729 Nucleus Ave,Suite 0,Columbia Falls,MT 59912 421 West Riverside Ave SRRe 421 Spokane,WA 99201 376 SW Ruff Wee', uite 8,Been,OR 97702
ne:(406)721-6733•Fax:(406)721-0888 Phone:(406)892-2301•Far:406-892-2308 Phone:(509)921-7731•Fox:(509)921-5704 Phone:(541) i9•Fax:(541)312-8708
ECLIPSE ENGINEERING, INC '
2g''• ANN TAYLOR #2552 - II / a`
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`.• EC LI PS E ANN TAYLOR - STORE #2552 X
ENGINEERING WASHINGTON SQUARE MALL
PORTLAND,OREGON
376 SW BLUFF DRIVE,SUITE 8 BEND,OR 97702 DATE: DESIGN BY:ECLIPSE-ENGINEERING.COM (541)389-9659 5/212016 RVC
DOUBLE METAL STUD
HEADER-SEE PLAN
`V — METAL STUD POST IF CONTINUES
—a
+ 0
o e
COPE FLANGES OF HEADER AT
COLUMN&ATTACH w/(6)#10 TEK
SCREWS PER SIDE,(12)TOTAL
DOUBLE 3-5/8"xl8ga METAL STUD POST
-SEE PLAN&REF. DETAIL 2
Av
/1\ TYPICAL HEADER TO POST CONNECTION
SCALE: N.T.S.
TRACK-MATCH STUD SIZE&
GAUGE&MATCH WALL OR
HEADER WIDTH
F-7 DBL. METAL STUD
HEADER OR POST
#8 TEK SCREWS
ga 12"O.C.
LIGHT GAUGE POST OR HEADER SECTION
L/J SCALE: N.T.S
2113
EC LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
LIGHT GAUGE FRAMING CALCULATIONS
CODES: Current Editions of the: IBC & CBC &ASCE 7
Design Inputs: Typical STOREFRONT SOFFIT CEILING JOISTS
Joist Design Information -
Simple Span Length = 5.00 ft Steel Yield Stress= 33 ksi
Uniform Weight of Ceiling= 5.0 psf Modulus of Elast. = 29000 ksi
Tributary Width of Ceiling= 16 in
Uniform Load on Joist= 7.6 plf Unbraced Length X= 5.0 ft
Point Load on Joist = 0.0 lbs Unbraced Length Y= 1.0 ft
Location of Point Load = 0.0 ft Eff. Length Factor= 1.0
Joist Section Properties-
Type of Joist= STRUCTURAL STUD 362S162-33
Area = 0.262 in2 Thickness of Stud = 0.035 in
Effective Section = 0.268 in3 Effective Width = 1.62 in
Moment of Inertia = 0.551 in4 Self Weight = 0.89 plf
Radius of Gyration, x= 1.450 in
Radius of Gyration, y= 0.616 in Number of Studs = 1
Joist Design -
Maximum Shear = 18.9 lbs
Allowable Shear Stress = 1.99 ksi
Maximum Shear Stress = 0.07 ksi SHEAR OK
Maximum Moment= 23.6 ft-lbs
Allowable Bending Stress= 20.26 ksi
Maximum Bending Stress = 1.06 ksi BENDING OK
Maximum Deflection = 0.007 in
Set Deflection Limit= 240 L/240
Allowable Deflection = 0.250 in L/240 DEFLECTION OK
USE: 3625162-33 CEILING JOISTS SPANNING 5 FEET MAXIMUM TO SUPPORT THIS
INTERIOR SOFFIT CEILING
3/13
i EC LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
Design Inputs: STOREFRONT CEILING HEADER HDR 1
Joist Design Information-
Simple Span Length = 15.00 ft Steel Yield Stress= 33 ksi
Uniform Weight of Ceiling= 5.0 psf Modulus of Elast. = 29000 ksi
Tributary Width of Ceiling= 60 in
Height of Soffit Above = 5.0 ft Unbraced Length X= 15.0 ft
Uniform Weight of Soffit = 10.0 psf Unbraced Length Y= 1.0 ft
Uniform Load on Header= 78.7 plf Eff. Length Factor= L0
Point Load on Header= 0.0 lbs
Location of Point Load = 0.0 ft
Joist Section Properties -
Type of Joist= STRUCTURAL.STUD 8005162-43
Area = 1.074 in2 Thickness of Stud = 0.045 in
Effective Section = 2.038 in3 Effective Width = 3.24 in
Moment of Inertia = 9.000 in° Self Weight= 3.66 plf
Radius of Gyration, x= 5.874 in
Radius of Gyration, y= 1.092 in Number of Studs= 2
Joist Design -
Maximum Shear= 590.0 lbs
Allowable Shear Stress = 1.96 ksi
Maximum Shear Stress = 0.55 ksi SHEAR OK
Maximum Moment= 2212.3 ft-lbs
Allowable Bending Stress= 17.99 ksi
Maximum Bending Stress = 13.03 ksi BENDING OK
Maximum Deflection = 0.343 in
Set Deflection Limit = 240 L/240
Allowable Deflection = 0.750 in L/240 DEFLECTION OK
USE: A DOUBLE 8005162-43 BOX HEADER SPANNING 15 FEET MAXIMUM TO
SUPPORT THIS INTERIOR SOFFIT AND CEILING
4/13
i EC LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
Design Inputs: STOREFRONT CEILING HEADER HDR 2
Joist Design Information -
Simple Span Length = 10.75 ft Steel Yield Stress= 33 ksi
Uniform Weight of Ceiling = 5.0 psf Modulus of Elast. = 29000 ksi
Tributary Width of Ceiling = 60 in
Height of Soffit Above = 4.0 ft Unbraced Length X= 10.8 ft
Uniform Weight of Soffit = 70.0 psf Unbraced Length Y= 1.0 ft
Uniform Load on Header= 67.8 plf Eff. Length Factor= 1.0
Point Load on Header= 0.0 lbs
Location of Point Load = 0.0 ft
Joist Section Properties-
Type of Joist= STRUCTURAL STUD 8005162-33
Area = 0.826 in2 Thickness of Stud = 0.035 in
Effective Section = 1.420 in3 Effective Width = 3.24 in
Moment of Inertia = 6.768 in4 Self Weight= 2.82 plf
Radius of Gyration, x = 5.886 in
Radius of Gyration, y= 1.100 in Number of Studs= 2
Joist Design -
Maximum Shear= 364.5 lbs
Allowable Shear Stress= 1.15 ksi
Maximum Shear Stress = 0.44 ksi SHEAR OK
Maximum Moment = 979.7 ft-lbs
Allowable Bending Stress = 17.76 ksi
• Maximum Bending Stress = 8.28 ksi BENDING OK
Maximum Deflection = 0.104 in
Set Deflection Limit= 240 L/240
Allowable Deflection = 0.538 in L/240 DEFLECTION OK
USE: A DOUBLE 8005162-33 BOX HEADER SPANNING 10.75 FEET MAXIMUM TO
SUPPORT THIS INTERIOR SOFFIT AND CEILING
5/13
H', i EC- LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
Design Inputs: STOREFRONT CEILING HEADER HDR 3
Joist Design Information- Supporting HDR 2
Simple Span Length = 13.00 ft Steel Yield Stress= 33 ksi
Uniform Weight of Ceiling= 5.0 psf Modulus of Elast. = 29000 ksi
Tributary Width of Ceiling= 60 in
Height of Soffit Above= 4.0 ft Unbraced Length X= 13.0 ft
Uniform Weight of Soffit= 10.0 psf Unbraced Length Y= 1.0 ft
Uniform Load on Header= 68.7 plf Eff. Length Factor= 1.0
Point Load on Header= 364.5 lbs From HDR 2
Location of Point Load = 9.5 ft
Joist Section Properties-
Type of Joist= STRUCTURAL STUD 800S162-43
Area = 1.074 in2 Thickness of Stud = 0.045 in
Effective Section = 2.038 in3 Effective Width = 3.24 in
Moment of Inertia = 9.000 in4 Self Weight= 3.66 plf
Radius of Gyration, x= 5.874 in
Radius of Gyration, y= 1.092 in Number of Studs = 2
Joist Design -
Maximum Shear = 712.7 lbs
Allowable Shear Stress= 1.96 ksi
Maximum Shear Stress = 0.66 ksi SHEAR OK
Maximum Moment= 2382.8 ft-lbs
Allowable Bending Stress = 17.99 ksi
Maximum Bending Stress = 14.03 ksi BENDING OK
Maximum Deflection = 0.251 in
Set Deflection Limit= 240 L/240
Allowable Deflection = 0.650 in L/240 DEFLECTION OK
USE: A DOUBLE 800S162-43 BOX HEADER SPANNING 13 FEET MAXIMUM TO
SUPPORT THIS INTERIOR SOFFIT AND CEILING
6/13
i EC LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
Design Inputs: STOREFRONT CEILING HEADER HDR 4
Joist Design Information - Supporting HDR 3
Simple Span Length = 13.25 ft Steel Yield Stress= 33 ksi
Uniform Weight of Ceiling = 5.0 psf Modulus of Elast. = 29000 ksi
Tributary Width of Ceiling = 60 in
Height of Soffit Above = 5.0 ft Unbraced Length X= 13.3 ft
Uniform Weight of Soffit= 10.0 psf Unbraced Length Y= 1.0 ft
Uniform Load on Header= 79.3 plf Eff. Length Factor= 1.0
Point Load on Header = 712.7 lbs From HDR 3
Location of Point Load = 11.0 ft
Joist Section Properties -
Type of Joist= STRUCTURAL STUD 1000S162-43
• Area = 1.254 in2 Thickness of Stud = 0.045 in
Effective Section = 2.604 in3 Effective Width = 3.24 in
Moment of Inertia = 15.046 in4 Self Weight= 4.26 plf
Radius of Gyration, x = 7.154 in
Radius of Gyration, y= 1.036 in Number of Studs= 2
Joist Design -
Maximum Shear= 1116.8 lbs
Allowable Shear Stress = 1.33 ksi
Maximum Shear Stress = 0.89 ksi SHEAR OK
Maximum Moment= 3070.6 ft-lbs
Allowable Bending Stress = 17.27 ksi
Maximum Bending Stress = 14.15 ksi BENDING OK
Maximum Deflection = 0.194 in
Set Deflection Limit= 240 L/240
Allowable Deflection = 0.663 in L/240 DEFLECTION OK
USE: A DOUBLE 1000S162-43 OR 800S162-54 BOX HEADER SPANNING 13.25 FEET
MAXIMUM TO SUPPORT THIS INTERIOR SOFFIT AND CEILING
7/13
E( LI PS E Ann Taylor-Washington Square 5/2/2016 _
ENGINEERING Tigard, OR RVC
Design Inputs: STOREFRONT CEILING HEADER HDR 5
Joist Design Information -
Simple Span Length = 21.75 ft Steel Yield Stress= 33 ksi
Uniform Weight of Ceiling = 5.0 psf Modulus of Elast. = 29000 ksi
Tributary Width of Ceiling = 60 in
Height of Soffit Above = 5.0 ft Unbraced Length X= 21.8 ft
Uniform Weight of Soffit = 10.0 psf Unbraced Length Y= 1.0 ft
Uniform Load on Header= 81.1 plf Eff. Length Factor= 1.0
Point Load on Header= 0.0 lbs
Location of Point Load = 0.0 ft
Joist Section Properties-
Type of Joist= STRUCTURAL STUD 1200S1.62-54
Area = 1.792 in2 Thickness of Stud = 0.057 in
Effective Section = 3.828 in3 Effective Width = 3.24 in
Moment of Inertia = 28.596 in4 Self Weight= 6.10 plf
Radius of Gyration, x= 8.380 in
Radius of Gyration, y= 0.972 in Number of Studs = 2
Joist Design-
Maximum Shear= 882.0 lbs
Allowable Shear Stress= 1.54 ksi
Maximum Shear Stress = 0.49 ksi SHEAR OK
Maximum Moment= 4795.7 ft-lbs
Allowable Bending Stress= 24.43 ksi
Maximum Bending Stress = 15.03 ksi BENDING OK •
Maximum Deflection = 0.492 in
Set Deflection Limit= 240 L/240
Allowable Deflection = 1.088 in L/240 DEFLECTION OK
USE: A DOUBLE 12005162-54 BOX HEADER SPANNING 21.75 FEET MAXIMUM TO •
SUPPORT THIS INTERIOR SOFFIT AND CEILING
8/13
EC LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
Design Inputs: JOIST AND HEADER CONNECTION ANALYSIS
Screw Design Data -Shear Capacity
Capacity of#8 Screws = 164 lbs In 33 mil (20ga) material
Capacity of#10 Screws = 177 lbs In 33 mil (20ga) material
Capacity of#8 Screws = 244 lbs In 43 mil (18ga) material
Capacity of#10 Screws = 263 lbs In 43 mil (18ga) material
Joist Connection Design-
Maximum Ceiling Joist Shear= 18.9 lbs #of Screws =
Screw Size=
Ceiling Joist Screw Unity = 0.058 SCREWS OK
USE: FASTEN CEILING JOISTS TO TRACK WITH 2 #8 SCREWS AND ANCHOR TRACK TO
SUPPORTING HEADER/STUDWALL WITH 2 #8 SCREWS AT 16 in O.C.
Header Connection Design-
Maximum Header Shear= 1116.8 lbs #of Screws=
Screw Size = ; `i;
Header Screw Unity= 0.708 SCREWS OK
USE: FASTEN HEADER TO SUPPORTS WITH 3 #10 SCREWS PER SIDE OF HEADER
Wall Stud Connection Design - See Calc on Next Page
Maximum Stud Shear= 53.3 lbs #of Screws = r
Screw Size =
Wall Stud Screw Unity= 0.163 SCREWS OK
USE: FASTEN WALL STUDS TO TRACK WITH 2 #8 SCREWS AND ANCHOR TRACK TO
SUPPORTING STRUCTURE WITH 2 #8 SCREWS AT 16 in O.C.
Bracing Connection Design - See Calc on Next Page
Maximum Stud Shear= 226.3 lbs #of Screws = 2
Screw Size = #8
Bracing Screw Unity= 0.690 SCREWS OK
USE: FASTEN BRACING STUDS TO CEILING JOIST WITH 2 #8 SCREWS AND ANCHOR TRACK TO
SUPPORTING STRUCTURE WITH 2 #8 SCREWS AT 48 in O.C.
9/13
i EC LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
Design Inputs: STOREFRONT STUD WALL FRAMING
Joist Design Information -
Simple Span Length = 16.0 ft Steel Yield Stress= 33 ksi
Uniform Vertical Weight= 10.0 psf Modulus of Elast. = 29000 ksi
Uniform Transverse Pressure = 5.0 psf
Point Load on Stud = 0.0 lbs Unbraced Length X= 16.0 ft
Location of Point Load A.F.F = 0.0 ft Unbraced Length Y= 4.0 ft
Spacing of Wall Studs = 16.0 in Eff. Length Factor= 1.0
Height of Gyp. Ceiling= 76.0 ft
Design Uniform Lateral Load = 6.67 plf
Design Axial Load = 213.3 lbs
Joist Section Properties-
Type of Joist= STRUCTURAL STUD 362S162-43
Area = 0.340 in2 Thickness of Stud = 0.045 in
Effective Section = 0.372 in3 Effective Width = 1.62 in
Moment of Inertia = 0.710 in4 Self Weight = 1.16 plf
Radius of Gyration, x = 1.445 in
Radius of Gyration, y= 0.611 in Number of Studs = 1
Stud Capacity-
Allowable Buckling Stress= 16.2 ksi Polar Radius of Gyr= 2.036 in
Flexural Buckling Stress= 13.1 ksi Torsion Constant= 0.00023 in4
Nominal Buckling Stress= 11.5 ksi Warping Constant= 0.376 in6
Factor of Safety for Comp. = 1.8
Nominal Axial Capacity= 1673 lbs Allowable Capacity= 930 lbs
Maximum Design Moment= 213.3 ft-lbs
Maximum Design Shear= 53.3 lbs
Allowable Bending Stress = 19.73 ksi
Actual Bending Stress = 6.88 ksi Bending Stress OK
Allowable Shear Stress= 1.99 ksi
Actual Shear Stress = 0.16 ksi Shear Stress OK
Allowable Axial Stress = 2.73 ksi
Actual Axial Stress = 0.63 ksi Axial Stress OK
Combined Stress Unity= 0.578 Combined Stress OK
Wall Stud Deflection = 0.477 L/402
Allowable Deflection Ratio = 180 L/ `, Deflection OK •
10/13
i EC LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
Design Inputs: STOREFRONT HEADER/GLAZING LATERAL BRACING
Joist Design Information -
Max Unsupported Length = 6.0 ft Steel Yield Stress = 33 ksi
Uniform Vertical Weight= 0.0 psf Modulus of Elast. = 29000 ksi
Uniform Transverse Pressure= 5.0 psf
Point Load on Stud = 0.0 lbs Unbraced Length X= 6.0 ft
Location of Point Load A.F.F = 0.0 ft Unbraced Length Y= 6.0 ft
Spacing of Bracing Studs = 48.0 in Eff. Length Factor= 1.0
Tributary Area to Header= 8.0 ft
Design Uniform Lateral Load = 40 plf Along Header
Design Axial Load in Brace = 226 lbs Based on Brace Spacing Above
Joist Section Properties-
Type of Joist= STRUCTURAL STUD 362S162-33
Area = 0.262 in2 Thickness of Stud = 0.035 in
Effective Section = 0.268 in3 Effective Width = 1.62 in
Moment of Inertia = 0.551 in4 Self Weight = 0.89 plf
•
Radius of Gyration, x = 1.450 in
Radius of Gyration, y = 0.616 in Number of Studs = 1
Stud Capacity-
Allowable Buckling Stress = 21.0 ksi Polar Radius of Gyr= 2.048 in
Flexural Buckling Stress= 11.0 ksi Torsion Constant= 0.00011 in4
Nominal Buckling Stress= 9.7 ksi Warping Constant= 0.297 in6
Factor of Safety for Comp. = 1.8
Nominal Axial Capacity= 1083 lbs Allowable Capacity = 602 lbs
Maximum Design Moment = 16.0 ft-lbs
Maximum Design Shear= 226.3 lbs
Allowable Bending Stress= 19.74 ksi
Actual Bending Stress = 0.72 ksi Bending Stress OK
Allowable Shear Stress= 1.99 ksi
Actual Shear Stress= 0.86 ksi Shear Stress OK
Allowable Axial Stress= 2.30 ksi
Actual Axial Stress= 0.86 ksi Axial Stress OK
Combined Stress Unity= 0.412 Combined Stress OK
Wall Stud Deflection = 0.073 L/986
• Allowable Deflection Ratio= 180 L/ Deflection OK
11/13
i EC- LI PS E Ann Taylor-Washington Square 5/2/2016
ENGINEERING Tigard, OR RVC
SEISMIC FORCE - NON STRUCTURAL COMPONENTS
CODES: Current Editions of the: IBC& CBC&ASCE 7
Design Inputs:
Seismic Coefficient Information:
Risk Category= II
Importance Factor= 1..0
Site Class= D Worst Case Assumed
Mapped Acceleration Parameters:
Ss= 0.977 Fa= 1.108 Sm5= 1.083 Sds = 0.722
S1= 0.425 F„= 1.574 Smi = 0.669 Shc = 0.446
Seismic Design Category: SDC = D -Sds
SDC = D -Sd1
Non-Structural Component System:
Interior Walls and Partitions: a = 1.0 Weight of Wall: 15 psf
Rp= 2.5
Total Height of Structure: h = 30 ft
Height to Wall C.O.G: z = 15 ft
•
Seismic Coeff Boundaries: FpMAx= 1.155
FpMIN= 0.217
Seismic Base Shear Coeff: FP = 0.231
Base Shear: Vp= 3.5 psf
Min. Base Shear: VPMIN= 5.0 psf
Design Base Shear:I Vp= 5.0 psf
USE: MINIMUM 5 PSF FOR STOREFRONT FRAMING
12/13
USGS Design Maps Summary Report
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.44899°N, 122.78299°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
Anew
,Hillsboro ''
'Portland Gre
Beaverton.
10
Ti gar •
, . t
��. Lake Oswego
47 44 Tualatin
Sherwood "-
USGS-Provided Output
Ss = 0.977 g SMs = 1.083 g SDs = 0.722 g
S, = 0.425 g SM4 = 0.669 g SD1 = 0.446 g
For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.68
1.10
0.99 0.72
0.68 0.64
0.77 0.56
0.66 0.48
a 0.55 call 0.40
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.0B
0.00 0.0D
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.00 2.00
Period, T(sec) Period,T(sec)
Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
13/13