Specifications (32) ECLIPSE ECLIPSE - ENGINEERING . COM
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Structural CalculatiorrogrInts
` '� OCT 2
8 2014
Steel Storage Racks <2 ;rtt�
By Mobile Media Storage Solutions
PO #154680SC
57;i:13-77711 2015
Michael Kors
Washington Square Mall
9620 SW Washington Square Road — Space #G06
Tigard, Oregon 97223
Prepared For:
Mobile Media Storage Solutions
PO Box 177
Pine Bush. NY 12566
Please note: The calculations contained within justify the seismic resistance of the shelving racks
for both lateral and overturning forces as required by: the 2014 Oregon Structural Specialty Code.
ASCE 7. and RMI — MH16.1. These storage racks are not accessible to the general public.
KSSOULA WW}TEFISH SFOKANE. BEND
113 West Mali,Suite B,Mme,MT 59802 1005 BakerAve.,Suite E,Whish,MT 56937 421 West Riverside Ave.,Suite 421 Spokane,WA 99201 376 SW Bluff Drive,Suite 8,Bend,OR 97702
Phone:(406)7215733•Fax(406)721-4988 Phone.(406)862-3715•Fax 406.882-3718 Plane:(509)871.7731•Fax(509)9215704 Phone.(541)3889859•Fac(541)312-8708
i EC LI PS E Michael Kors 10/28/2014
ENGINEERING Tigard, OR RVC
MOBILE MEDIA STORAGE SOLUTIONS
STEEL STORAGE RACKS-LIGHT RETAIL
_ CODES: Current Editions of the: IBC&CBC&ASCE 7& RMI
Design Inputs: Rivet Style Steel Storage Racks - Typical Units
Shelving Geometry-
Height of Shelving Unit= 10.0 ft Steel Yield Stress= 33 ksi
Width of Shelving Unit= 5.0 ft Modulus of Elast. = 29000 ksi
Depth of Shelving Unit= 2.0 ft
Number of Shelves/Unit= 6 Eff. Length Factor= 1.0
Vertical Shelf Spacing= 24.0 in Unbraced Length,x= 24.0 in
Back to Back Units? NO Unbraced Length,y= 24.0 in
Are There Mobile Units? YES Type of Post? 14ga Upright Posts
Type of Beam? Double Rivet Low
Shelving Loading-
Maximum Weight per Shelf= 100 lbs Display On Plaque Near Shelving Units
Live Load per Shelf= 10.00 psf
Dead Load per Shelf= 1.5 psf
Weight of Each Post= 7.5 lbs
Weight of Mobile Carriage= 50 lbs
Floor Load Calculations:
Total Load on Each Post= 180 lbs
Total Load On Each Unit= 770 lbs
Floor Area Load = 10.0 ft2
Allowable Floor Loading= 100 psf For Main Floor Slab on Grade
Floor Load Under Shelf= 77 psf 10K FOR 100psf RETAIL FLOOR LOADING
Seismic Information-
Importance Factor- 1.0 Not Open to the Public
Site Class- D Worst Case Assumed
Mapped Accel. Parameters:
Ss= 0.978 Fa= 1.109 Sms= 1.085 Sds= 0.723
S1= 0.425 Fv= 1.575 Sm1= 0.669 5d1= 0.446
Structural System-ASCE 7 Section 15.5.3
4. Steel Storage Racks: R= 4 a = 2.5 Ip= 1.0
Average Roof Height= 20 ft 0'-0" For Ground Floor Location
Height of Rack Attachment= 0 ft Ground Floor
Shear Coeff Boundaries= Vm;n= 0.217
Vmax= 1.157
Design Base Shear Coeff= Vt= 0.155 ,Adjusted For ASD
1
,*;% Michael Kors 10/28/2014
. ECLIPSE
ENGINEERING Tigard, OR RVC
Lateral Force Distribution per ASCE 7 Section 15.5.3.3
Total Dead Load per Shelf= 19.99 lbs
Total Live Load per Shelf= 100 lbs
Lateral DL Force per Shelf= 3.10 lbs
Lateral LL Force per Shelf= 15.49 lbs
67%of LL Force per Shelf= 10.38 lbs
Total DL Base Shear= 18.58 lbs
Total LL Base Shear= 92.97 lbs
Load Case 1: Each Shelf is Loaded to 67%of its Live Weight
Total Base Shear= 80.87 lbs (Controlling Load Case By Inspection
Percentage to Each Shelf: Lateral Force per Shelf:
Cl = 0.0 % Fl= 0.00 lbs
C2= 6.7 % F2 = 5.39 lbs
C3 = 13.3 % F3= 10.78 lbs
C4= 20.0 % F4= 16.17 lbs
C5 = 26.7 % F5= 21.57 lbs
C6= 33.3 % F6= 26.96 lbs
C7= 0.0 % F7= 0.00 lbs
C8= 0.0 % F8= 0.00 lbs
C9= 0.0 % F9 = 0.00 lbs
C10= 0.0 % F10= 0.00 lbs
C11= 0.0 % F11= 0.00 lbs
C12 = 0.0 % F12 = 0.00 lbs
C13 = 0.0 % F13 = 0.00 lbs
C14= 0.0 % F14= 0.00 lbs
Sum%'s= 100.0 Checks OK Total = 80.87 lbs
Load Case 2:Top Shelf Only is Loaded to 100%of its Live Weight
Total Base Shear= 34.08 lbs Does Not Control
Percentage to Each Shelf: Lateral Force per Shelf:
C1= 0 % F1= 0.00 lbs
Crop= 1.000 % F2 = 34.08 lbs
By inspection,the force distribtution for intermediate shelves without live load (case 2) is negligible.
Calculate the moment for each column based on the total seismic base shear for each shelf being loaded
to 67%of it's allowable live weight. The column at the center of the shelving rack is the worst case for
this condition.
2
EC LI PSE Michael Kors 10/28/2014
ENGINEERING Tigard, OR RVC
Column Calculations - Combined Bending and Axial
Post Type: Double Rivet"L" or"T" Post
Width = 1.5 in rx= 0.470 in
Depth = 1.5 in Sx= 0.040 in3
Thickness= 0.075 in Ix= 0.060 in4
Fy= 33 ksi Ap= 0.220 in2
E= 29000 ksi
Column Bending Calculations-
Max Column Moment= 27.9 ft-lbs At Base of Unit
Allowable Bending Stress= 19.8 ksi Based on 33ksi Steel
Bending Stress on Column = 8.4 ksi Bending Stress OK
Column Deflection Calculations-
Max Deflection = 0.074 in At Base of Unit
Deflection Ratio= 325
Allowable Deflection = 6 in Max Deflection =5%of Height
Deflection at Top= 0.369 in Deflection OK
Shelf Rivet Connection-
Diameter of Rivet= 0.25 in
Shear on Each Rivet= 223.1 lbs
Allowable Shear Stress= 16.3 ksi Based on 36ksi Steel
Shear Stress on Rivet= 4.5 ksi Shear Stress OK
Column Axial Calculations-
Allowable Buckling Stress= 109.8 ksi
Elastic Flexural Buckling= 22.3 ksi
Allowable Comp. Stress= 20.8 ksi
Factor of Safety for Comp. = 1.92
Nominal Column Capacity= 3997 lbs
Allowable Column Capacity= 2221 lbs
Axial Load on Column = 180 lbs (Axial Load OK
Critical Buckling Load = 29814 lbs
Magnification Factor= 0.988 Cm= 0.85
Combined Bending And Axial Forces-
-- Axial Stress Unity= 0.054
Bendng Stress Unity= 0.363
Combined Stress Unity= 0.418 I (Column is Adequate I
3
Michael Kors 10/28/2014
EC Ll PS E Tigard, OR RVC
E N G I N E E R I N G g
Overturning and Anti-Tip Calculations
Overturning Forces-
Total Weight of Rack= 522 lbs Load Case 1: Dead Load +67% Live Load
Total Lateral Force of Rack= 81 lbs
Overturning Force of Rack= 593 ft*lbs 'Controlling Overturning Force
Total Weight of Rack= 220 lbs Load Case 2: Dead Load + 100%Top Shelf
Total Lateral Force of Rack= 34 lbs
Overturning Force of Rack= 285 ft*lbs 'Does Not Control
Tension Force per Anchor= 166 lbs Per Side of Unit
Shear Force per Anchor= 40 lbs
USE: 'Hilti' HUS-EZ(or equivalent) POST INSTALLED ANCHOR BOLTS
Allowable Tension Force= 736 lbs For 2500 psi Concrete
Allowable Shear Force= 792 lbs 3/8" Diameter x 2.5" Embeddment
Vertical Seismic Force= 26.4 lbs
Overstrength Factor= 1 For Anchoring to Concrete
Combined Loading= 0.091 I 'Floor Anchors are Adequate
Anti-Tip Track Design-
Type of Anti-Tip Device= Arm and Track
Tension per Side= 166 lbs
Capacity of Screws to Carriage= 349 lbs 1(2)#12 Screws Are Adequate I
Anti-Tip Yield Stress= 16 ksi 6063-T5
Thickness Anti-Tip= 0.12 in
Width of Anti-Tip= 0.43 in
Section Modulus of Leg= 0.0092 in3
Allowable Stress on Leg= 16 ksi
Bending Stress on Leg= 5.81 ksi
Anti-Tip Stress Unity= 0.363 I Bending Stress OK
Section Modulus of Track= 0.090 in3
Spacing of Track A.B's= 24 in
Allowable Alumn. Stress= 16 ksi 6063-T5
Bending Stress on Track= 5.55 ksi
Track Stress Unity= 0.347 I Bending Stress OK
4
ECLIPSE Michael Kors 10/28/2014
ENGINEERING Tigard, OR RVC
Shelf Beam Calculations
_ Type of Shelf Beam: Double Rivet Low
Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf
Modulus of Elast. = 29000 ksi Shelf LL= 10.00 psf
Area of Beam = 0.2474 in2
Section Modulus of Beam = 0.0591 in3
Moment of Inertia of Beam = 0.0716 in4
Allowable Load per Shelf= 100 lbs
Shelf Distributed Load = 11.5 plf Case 1 Distrubuted Load
Shelf Point Load = 57.5 lbs Case 2 Point Load at Midpoint
Allowable Bending Stress= 19.8 ksi
Allowable Shear Stress= 13.2 ksi
Maximum Beam Moment= 35.9 ft-lbs
Moment From Post= 27.9 ft-lbs
Maximum Design Moment= 63.8 ft-lbs
Maximum Design Shear= 28.8 lbs
Beam Bending Stress= 12.96 ksi
Beam Shear Stress= 0.12 ksi
Bending Stress Unity= 0.655 Bending Stress OK
Shear Stress Unity= 0.009 Shear Stress OK
Max Allowable Deflection = 0.250 in L/240
Maximum Beam Deflection = 0.031 in Deflection OK
5
Michael Kors 10/28/2014
EC Ll PS E Tigard, OR RVC
E N G I N E E R I N G g
Wall Supported Unit Calculations
Seismic Force at Top of Units-
Average Roof Height= 20.0 ft
Height of Rack Attachment= 10.0 ft
Shear Coeff Boundaries= Vm;n= 0.217
Vmax= 1.157
Design Base Shear Coeff= Vt= 0.258 Adjusted For ASD
Total Weight per Unit= 482 lbs
Lateral Force at Top/Bottom = 62 lbs
Standard Stud Spacing= 16 in
Wall Connections per Rack= 3.7
Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud
Force Per Connection = 17 lbs Screw Capacity OK
Seismic Uplift Force on Each Shelf
Seismic Uplift on Shelves-
Vertical Seismic Component= 16.6 lbs
Vertical Dead Load per Shelf= 115.0 lbs
Connection Points per Shelf= 4.0 Each Corner
Net Uplift Load per Shelf= -52.4 lbs
IUplift Forcer per Connection = -13.1 lbs Rivet Connection OK
•
6
i E( LI PS E Michael Kors 10/28/2014
ENGINEERING Tigard, OR RVC
Light Gage Steel Stud Wall Framing
Stud Design Data-
Height of Wall Studs= 16.0 ft Int. Non-Brg-Worst Case Ht Assumed
Location of Point Load = 8.0 lbs
Design Lateral Load = 16.8 lbs From Shelving Unit
Additional Lateral Load= 0.0 psf Interior Pressure N/A with Seismic
Design Axial Load = 85.3 lbs Dead Load of Wall Framing
Spacing of Studs= 16.0 in
TRY:3-5/8"x 1-1/4" x 20ga Studs @ 16" o.c. (Worst Case Assumed)
Width = 3.625 in rx= 1.402 in
Depth = 1.25 in ry= 0.415 in
Thickness= 0.0312 in Sx= 0.210 in3
Fy= 33 ksi lx= 0.375 in4
E= 29000 ksi Ap= 0.194 in2
K= 1.0 Unbraced Length X= 16 ft
Unbraced Length Y= 1 ft
Stud Capacity-
Buckling Stress,X= 15.26 ksi
Buckling Stress,Y= 342.32 ksi
Allowable Buckling Stress= 15.26 ksi
Nominal Axial Strength = 2961 lbs
Factor of Safety= 1.92
Allowable Axial Load = 1542 lbs
Maximum Design Moment= 67.3 ft-lbs
Maximum Design Shear= 8.4 lbs
Allowable Bending Stress= 21.78 ksi
Actual Bending Stress= 3.85 ksi Bending Stress OK
Allowable Shear Stress= 13.20 ksi
Actual Shear Stress= 0.04 ksi Shear Stress OK
Allowable Axial Stress= 7.95 ksi
Actual Axial Stress= 0.44 ksi Axial Stress OK
Combined Stress Unity= 0.23 Combined Stress OK
7
EC LI PS E Michael Kors 10/28/2014
ENGINEERING Tigard, OR RVC
Slab Bearing & Uplift Calculations
Slab Design Properties-
Minimum Concrete Strength = 2500 psi Assumed
Thickness of Concrete Slab= 4 in Assumed
Weight of Concrete Slab= 50 psf
Allowable Bearing Pressure= 500 psf Assumed
Bearing Loads On Post= 30 lbs Dead Load
150 lbs Live Load
297 lbs EQ Load
Uplift Loads on Post= 166 lbs Resultant Uplift
Slab Bearing Capacity-
Depth of Post on Slab= 3.5 in Base Plate
Factored Bearing Load = 700 lbs
Required Bearing Area = 51.84 in2 7.20 inches per side
Critital Section = -0.15 in For Bending
Soil Pressure on Crit. Section = 1943.5 plf Along Critical Length
Section Modulus= 32.0 in3 Plain Concrete per Foot
Shear Area = 30 in
Conc.Shear Stress= 5.8 psi
Allowable Shear Stress= 73.2 psi Shear Stress OK
Conc. Bending Stress= 0.1 psi
Allowable Bending Stress= 137.5 psi Bending Stress OK
Slab Uplift Capacity-
p p Y
Required Area to Resist Uplift= 5.55 ft2
Length of Slab Req'd = 1.11 ft Assume Full Shelf Width x Req'd Length
Worst Case Length of Slab= 5.00 ft Maximum of Width or Length Req'd
Distance to Anchor Bolt= 2.50 ft
Shear Force on 1ft Strip= 175.0 lbs
Allowable Shear Force= 1760.0 lbs Shear OK
Bending Moment on 1ft Strip= 218.8 ft-lbs
Allowable Bending Moment= 366.7 ft lbs Bending OK
8
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 45.45072°N, 122.7807°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
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USGS-Provided Output
S = 0.978 g S = 1.085 g Sin = 0.723 g
Sl = 0.425 g SMl = 0.670 g SDI. = 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
0.22
1.10 0.20
0.95 0.72
4.22 0.64
0.77 0.56
0.66 A 0.40
N 0.55 H 0.40
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.02
a.00 0.00
0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.G0 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 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.
I1III1M1.11.11I
www.hilti.usProfis Anchor 2.4.7
Company: Eclipse Engineering.Inc Page: 1
Specifier: Project: Hilti HUS-EZ Anchor
Address: Sub Project I Pos.No.: Anchor Capacity _
Phone I Fax: Date: 5/21/2014
E-Mail:
Specifiers comments: _ -
1 Input data
Y
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2)
Effective embedment depth: hef=1.860 in..hnom=2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 3/1/2014 12/1/2015
Proof: design method ACI 318/AC193
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete.2500.f5=2500 psi;h=4.000 in.
Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C.D.E.or F) yes(D.3.3.5)
Geometry[in.]&Loading[Ib,in.lb]
Z
go t8
6
4
',.:c'eF:,....' ' '.:`..l'," ,,p;-, ,,,,„-10x
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan
#111`TI
www.hilti.us Profis Anchor 2.4.7
Company: Eclipse Engineering.Inc Page: 2
Specifier: Project: Hilti HUS-EZ Anchor
Address: Sub-Project I Pos.No.: Anchor Capacity
Phone I Fax: I Date: 5/21/2014
E-Mail:
. 2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity oN/liv[%] Status
Tension Concrete Breakout Strength 300 1051 29/- OK
Shear Pryout Strength 100 1132 -/9 OK
Loading PN l3v c Utilization 13"[%] Status
Combined tension and shear loads 0.285 0.088 5/3 15 OK
Convert to ASD =
3 Warnings Multiply by 0.7
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles.formulas and
security regulations in accordance with Hilti's technical directions and operating.mounting and assembly instructions.etc..that must be strictly
complied with by the user. All figures contained therein are average figures.and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore.you bear the sole responsibility for the absence of errors.the completeness and the relevance of the data to be put in by you.
Moreover.you bear sole responsibility for having the results of the calculation checked and cleared by an expert.particularly with regard to
compliance with applicable norms and permits.prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors.the correctness and the relevance of the results or suitability for a specific
application.
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regular backup of programs and data and.if applicable.carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
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programs.arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan