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Specifications (51) ` ®0EPLIPSE ECLIPSE - ENGINEERING .ENGINEERING N G Structural Calculations Steel Storage Shelving By Mobile Media Storage Solutions PO #189000SC Lucky Brand Jeans Washington Square Mall 9712 SW Washington Square Rd - Space #F03 Tigard, OR 97223 MAR 0 7 2018 •<<-ODPRO% w 76024P f-- ,• at/ '-- OREGON "Pa O Q 13, �20 2 Expires IN 80 2018 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 for both vertical and lateral forces as required by: the 2014 OSSC,ASCE 7-10, and ANSI/RMI-MH16.1 (2012). These storage shelves are not accessible to the general public MISSOULA COLUMi7d ,".; � ONE BEND PORTLAND 113 West Man Seek&> oula-MT69802 729 Nucleus Ave. � ,i1 .&Me621Spolone,WA 99291 3785W 6110Me.SAe 8,Bend,OR 97702 111 SW Columbia Sheet Sole 1999 Poland,OR 97201 Phase:(409)721-6733•Few(408)6524788 Phone:(498)892 -. ( '-4 Phone(609)9217731•Fax(409)6524788 Phone:(641)380-9659•Fax(408)652-4788 Phone:(603)105-1225•Fax(408)652.4788 % EC LI PSE ENGINEERING MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING-LIGHT RETAIL CODES: Current Editions of the: IBC&CBC&ASCE 7& RMI Design Inputs: Steel Storage Shelving: Typical 60"x30" Hang Unit 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= 2.5 ft Number of Shelves/Unit= 4 Eff. Length Factor= 1.7 Vertical Shelf Spacing= 39.0 in Unbraced Length,x= 39.0 in Back to Back Units? NO Unbraced Length,y= 39.0 in Are There Mobile Units? YES Type of Post? 14ga Upright Posts Type of Beam? Double Rivet Beam Shelving Loading- Live Load per Shelf= 8 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf= 100 lbs Per 2.5ft Wide Shelf Dead Load per Shelf= 2.5 psf Particle Board Shelf Material Weight of Each Post= 7.5 lbs Weight of Mobile Carriage= 50 lbs Floor Load Calculations: Total Load on Each Post= 139 lbs Total Load On Each Unit= 605 lbs Floor Area Load = 12.5 ft2 Allowable Floor Loading= 100 psf For Main Floor Slab on Grade Floor Load Under Shelf= 48 psf OK FOR 100psf RETAIL FLOOR LOADING - Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D Site Class- D Worst Case Assumed Mapped Accel. Parameters: S5= 0.977 Fa= 1.110 Sms= 1.084 Sds= 0.723 S1= 0.425 F„= 1.574 Sm1= 0.669 5d1= 0.446 Structural System -ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 a = 2.5 1p= 1.0 Average Roof Height= 20 ft 0'-0" For Ground Floor Location Height of Base Attachment= 0 ft Ground Floor Shear Coeff Boundaries= Vmin= 0.032 Vmax= 0.181 Design Base Shear Coeff= Vt= 0.126 Adjusted For ASD 1 EC LI PSE ENGINEERING Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 38.7 lbs Total Live Load per Shelf= 100 lbs Lateral DL Force per Shelf= 4.9 lbs Lateral LL Force per Shelf= 12.6 lbs 67%of LL Force per Shelf= 8.5 lbs Total DL Base Shear= 19.6 lbs Total LL Base Shear= 50.6 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 26011 in-lbs Total Base Shear= 53.5 lbs Controlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: h1= 3 in 100 lbs 1.2% Fl = 0.7 lbs h2= 42 in 100 lbs 17.1% F2 = 9.1 lbs h3= 81 in 100 lbs 32.9% F3 = 17.6 lbs h4= 120 in 100 lbs 48.8% F4= 26.1 lbs h5= 0 in 0 lbs 0.0% F5 = 0.0 lbs h6= 0 in 0 lbs 0.0% F6= 0.0 lbs h7= 0 in 0 lbs 0.0% F7= 0.0 lbs h8= 0 in 0 lbs 0.0% F8= 0.0 lbs h9= 0 in 0 lbs 0.0% F9= 0.0 lbs h10= 0 in 0 lbs 0.0% F10= 0.0 lbs h11 = 0 in 0 lbs 0.0% F11= 0.0 lbs h12= 0 in 0 lbs 0.0% F12= 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14= 0 in 0 lbs 0.0% F14= 0.0 lbs h15 = 0 in 0 lbs 0.0% F15 = 0.0 lbs Sum = 100% Total = 53.5 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 32.2 lbs Does Not Control By inspection,the force distribution 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 system is the worst case for this condition. 2 L4=7%"EC Ll PS E ENGINEERING 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 lx= 0.060 in4 Ap= 0.220 in2 Column Bending Calculations- Max Column Moment= 21.5 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 6.4 ksi Bending Stress OK Column Deflection Calculations- Max Deflection = 0.348 in At Top of Unit Deflection Ratio = 344 L/A Allowable Deflection = 6 in Max Deflection = 5%of Height Deflection OK Shelf Rivet Connection- Diameter of Rivet= 0.25 in Shear on Each Rivet= 171.7 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 3.5 ksi Shear Stress OK Column Axial Calculations- Per"L" Post DL+ PL= 139 lbs RMI Load Combination#1 DL+ PL+ EQ= 274 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 6.3 ksi Allowable Comp. Stress= 6.3 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 1365 lbs Allowable Column Capacity= 758 lbs Static Axial Load on Column = 139 lbs Axial Load OK Combined Bending And Axial Forces- Critical Buckling Load = 3907 lbs Axial Stress Unity= 0.361 Magnification Factor= 0.936 Bending Stress Unity= 0.295 Cm= 0.85 Combined Stress Unity= 0.657 Column is Adequate 3 EC LI PS E ENGINEERING Overturning and Anti-Tip Calculations Overturning Forces- Total Weight= 423 lbs Load Case 1: Dead Load+67% Live Load Total Lateral Force = 53 lbs Overturning Force= 412 ft*lbs Controlling Overturning Force Total Weight= 255 lbs Load Case 2: Dead Load+ 100%Top Shelf Total Lateral Force = 32 lbs Overturning Force= 288 ft*lbs Does Not Control Tension Force per Anchor= 59 lbs Per Side of Unit Shear Force per Anchor= 27 lbs valent)POST INSTALLED ANCHOR BOLTS • Allowable Tension Force= 736 lbs For 2500 psi Concrete Allowable Shear Force = 792 lbs 3/8" Diameter x 2.5" Embedment Vertical Seismic Force= 21.4 lbs Overstrength Factor= 2 For Anchoring to Concrete Combined Loading= 0.161 Floor Anchors are Adequate Anti-Tip Track Design- Type of Anti-Tip Device= Arm and Track Tension per Side= 59 lbs Capacity of Screws to Carriage= 349 lbs (2)#12 Screws Are Adequate 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= 2.07 ksi Anti-Tip Stress Unity= 0.129 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= 1.98 ksi Track Stress Unity= 0.124 Bending Stress OK 4 ECLIPSE ENGINEERING Shelf Beam Calculations Type of Shelf Beam: Double Rivet Beam Steel Yield Stress= 33 ksi Shelf DL= 2.5 psf Modulus of Elast. = 29000 ksi Shelf LL= 8.00 psf Area of Beam = 0.277 in2 Section Modulus of Beam = 0.219 in3 Moment of Inertia of Beam = 0.22 in4 Allowable Load per Shelf= 100 lbs Shelf Distributed Load= 13.1 plf Distributed Load Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Maximum Beam Moment= 41.0 ft-lbs Simple Span Maximum Design Moment= 41.0 ft-lbs Maximum Design Shear= 32.8 lbs Beam Bending Stress= 2.2 ksi Beam Shear Stress= 0.12 ksi Bending Stress Unity= 0.114 Bending Stress OK Shear Stress Unity= 0.009 Shear Stress OK Max Allowable Deflection = 0.333 in L/180 Maximum Beam Deflection = 0.017 in Deflection OK Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 171.7 lbs Beam Shear on Rivet= 32.8 lbs Resultant Shear= 174.8 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 9.6 ksi Shear Stress on Rivet= 3.6 ksi Shear Stress OK 5 '1 EC LI PS E ENGINEERING Wall Supported Unit Calculations Seismic Force at Top of Units- Average Roof Height= 20.0 ft Height of Attachment= 10.0 ft Shear Coeff Boundaries= Vm;n= 0.217 Vmax= 1.156 Design Base Shear Coeff= Vt= 0.258 Adjusted For ASD Total Weight per Unit= 372 lbs Lateral Force at Top/Bottom = 48 lbs Standard Stud Spacing= 16 in Wall Connections per Unit= 3 Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud Force Per Connection = 16 lbs Screw Capacity OK Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves- Vertical Seismic Component= 19.0 lbs Vertical Dead Load per Shelf= 131.3 lbs Connection Points per Shelf= 4.0 Each Corner Net Uplift Load per Shelf= -59.8 lbs Uplift Forcer per Connection = -14.9 lbs Rivet Connection OK 6 EC LI PS E ENGINEERING• 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 = 10.0 ft Design Lateral Load 16.0 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs= 16.0 in Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx= 1.450 in Depth = 1.625 in ry= 0.616 in Thickness= 0.035 in Sx= 0.268 in3 Fy= 33 ksi lx= 0.551 in4 E = 29000 ksi Ap= 0.262 in2 K= 1.0 Unbraced Length X= 16 ft Unbraced Length Y= 4 ft Stud Capacity- Buckling Stress, X= 16.32 ksi Buckling Stress, Y= 47.14 ksi Allowable Buckling Stress= 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety= 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment= 273.3 ft-lbs Maximum Design Shear= 63.3 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress= 12.24 ksi Bending Stress OK Allowable Shear Stress= 13.20 ksi Actual Shear Stress= 0.24 ksi Shear Stress OK Allowable Axial Stress= 8.50 ksi Actual Axial Stress= 0.33 ksi Axial Stress OK Combined Stress Unity= 0.60 Combined Stress OK 7 : ECLIPSE ENGINEERING • 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= 70 lbs Dead Load 200 lbs Live Load 165 lbs EQ Load Uplift Loads on Post= 59 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 1.5 in Factored Bearing Load = 639 lbs Required Bearing Area = 125.21 in2 11.19 inches per side Critical Section = 2.84 in For Bending Soil Pressure on Crit. Section = 735.3 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area = 22 in Conc. Shear Stress= 7.3 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 7.7 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 1.98 ft2 Length of Slab Req'd = 0.40 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 '1 EC LI PS E ENGINEERING MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING-LIGHT RETAIL CODES: Current Editions of the: IBC&CBC&ASCE 7 & RMI Design Inputs: Steel Storage Shelving: Typical 60"x30" Fold Unit 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= 2.5 ft Number of Shelves/Unit= 9 Eff. Length Factor= 1.7 Vertical Shelf Spacing= 14.6 in Unbraced Length,x= 14.6 in Back to Back Units? NO Unbraced Length,y= 14.6 in Are There Mobile Units? YES Type of Post? 14ga Upright Posts Type of Beam? Double Rivet Beam Shelving Loading- Live Load per Shelf= 5 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf= 63 lbs Per 2.5ft Wide Shelf Dead Load per Shelf= 2.5 psf Particle Board Shelf Material Weight of Each Post= 7.5 lbs Weight of Mobile Carriage= 50 lbs Floor Load Calculations: Total Load on Each Post= 218 lbs Total Load On Each Unit= 924 lbs Floor Area Load = 12.5 ft2 Allowable Floor Loading= 100 psf For Main Floor Slab on Grade Floor Load Under Shelf= 74 psf OK FOR 100psf RETAIL FLOOR LOADING • Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D Site Class- D Worst Case Assumed Mapped Accel. Parameters: S5= 0.977 Fa= 1.110 Sms= 1.084 Sds= 0.723 S1= 0.425 F„= 1.574 Sm1= 0.669 5d1= 0.446 Structural System -ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 ap= 2.5 IP= 1.0 Average Roof Height= 20 ft 0'-0" For Ground Floor Location Height of Base Attachment= 0 ft Ground Floor Shear Coeff Boundaries= Vm;"= 0.032 Vmax= 0.181 Design Base Shear Coeff= Vt= 0.126 Adjusted For ASD 9 EC LI PS E ENGINEERING Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 34.6 lbs Total Live Load per Shelf= 62.5 lbs Lateral DL Force per Shelf= 4.4 lbs Lateral LL Force per Shelf= 7.9 lbs 67%of LL Force per Shelf= 5.3 lbs Total DL Base Shear= 39.4 lbs Total LL Base Shear= 71.1 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 42316 in-lbs Total Base Shear= 87.0 lbs Controlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: 111 = 3 in 63 lbs 0.5% F1= 0.5 lbs h2= 18 in 63 lbs 3.2% F2= 2.8 lbs h3 = 32 in 63 lbs 5.8% F3= 5.1 lbs h4= 47 in 63 lbs 8.5% F4= 7.4 lbs h5= 62 in 63 lbs 11.1% F5= 9.7 lbs h6= 76 in 63 lbs 13.8% F6= 12.0 lbs h7= 91 in 63 lbs 16.4% F7= 14.3 lbs h8= 105 in 63 lbs 19.0% F8= 16.6 lbs h9= 120 in 63 lbs 21.7% F9= 18.9 lbs h10= 0 in 0 lbs 0.0% F10= 0.0 lbs h11 = 0 in 0 lbs 0.0% F11= 0.0 lbs h12= 0 in 0 lbs 0.0% F12= 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14= 0 in 0 lbs 0.0% F14= 0.0 lbs h15= 0 in 0 lbs 0.0% F15= 0.0 lbs Sum = 100% Total = 87.0 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 47.3 lbs Does Not Control By inspection,the force distribution 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 system is the worst case for this condition. 10 EC LC PSE ENGINEERING 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 Ap= 0.220 in2 Column Bending Calculations- Max Column Moment= 13.2 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 4.0 ksi Bending Stress OK Column Deflection Calculations Max Deflection = 0.073 in At Top of Unit Deflection Ratio= 1648 L/A Allowable Deflection = 6 in Max Deflection =5%of Height Deflection OK Shelf Rivet Connection- Diameter of Rivet= 0.25 in Shear on Each Rivet= 105.5 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 2.1 ksi Shear Stress OK Column Axial Calculations- Per"L" Post DL+ PL= 218 lbs RMI Load Combination#1 DL+ PL+ EQ= 425 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress = 21.2 ksi Allowable Comp. Stress= 20.1 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 3909 lbs Allowable Column Capacity= 2172 lbs Static Axial Load on Column = 218 lbs Axial Load OK Combined Bending And Axial Forces- Critical Buckling Load = 27782 lbs Axial Stress Unity= 0.196 Magnification Factor= 0.986 Bending Stress Unity= 0.172 Cm= 0.85 Combined Stress Unity= 0.368 Column is Adequate 11 EC LI PSE ENGINEERING Overturning and Anti-Tip Calculations Overturning Forces- Total Weight= 688 lbs Load Case 1: Dead Load +67% Live Load Total Lateral Force= 87 lbs Overturning Force= 614 ft*lbs Controlling Overturning Force Total Weight= 374 lbs Load Case 2: Dead Load+ 100%Top Shelf Total Lateral Force= 47 lbs • Overturning Force= 324 ft*lbs Does Not Control Tension Force per Anchor= 74 lbs Per Side of Unit Shear Force per Anchor= 44 lbs valent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 736 lbs For 2500 psi Concrete Allowable Shear Force= 792 lbs 3/8" Diameter x 2.5" Embedment Vertical Seismic Force= 34.8 lbs Overstrength Factor= 2 For Anchoring to Concrete Combined Loading= 0.201 Floor Anchors are Adequate Anti-Tip Track Design- Type of Anti-Tip Device= Arm and Track Tension per Side= 74 lbs Capacity of Screws to Carriage= 349 lbs (2)#12 Screws Are Adequate 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= 2.58 ksi Anti-Tip Stress Unity= 0.161 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= 2.47 ksi Track Stress Unity= 0.154 Bending Stress OK 12 EC LI PS E ENGINEERING Shelf Beam Calculations Type of Shelf Beam: Double Rivet Beam Steel Yield Stress= 33 ksi Shelf DL= 2.5 psf Modulus of Elast. = 29000 ksi Shelf LL= 5.00 psf Area of Beam = 0.1681 int Section Modulus of Beam = 0.0197 in3 Moment of Inertia of Beam = 0.0139 in4 Allowable Load per Shelf= 63 lbs Shelf Distributed Load = 9.4 plf Distributed Load Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Maximum Beam Moment= 29.3 ft-lbs Simple Span Maximum Design Moment= 29.3 ft-lbs Maximum Design Shear= 23.4 lbs Beam Bending Stress = 17.85 ksi Beam Shear Stress= 0.14 ksi Bending Stress Unity= 0.901 Bending Stress OK Shear Stress Unity= 0.011 Shear Stress OK Max Allowable Deflection = 0.333 in L/180 Maximum Beam Deflection = 0.327 in Deflection OK Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 105.5 lbs Beam Shear on Rivet= 23.4 lbs Resultant Shear= 108.1 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 9.6 ksi Shear Stress on Rivet= 2.2 ksi Shear Stress OK 13 EC LI PSE ENGINEERING • Wall Supported Unit Calculations Seismic Force at Top of Units- Average Roof Height= 20.0 ft Height of Attachment= 10.0 ft Shear Coeff Boundaries= Vmin= 0.217 Vmax= 1.156 Design Base Shear Coeff= Vt= 0.258 Adjusted For ASD Total Weight per Unit= 585 lbs Lateral Force at Top/Bottom = 76 lbs Standard Stud Spacing= 16 in Wall Connections per Unit= 3 Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud Force Per Connection = 25 lbs Screw Capacity OK Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves- Vertical Seismic Component= 13.6 lbs Vertical Dead Load per Shelf= 93.8 lbs Connection Points per Shelf= 4.0 Each Corner Net Uplift Load per Shelf= -42.7 lbs IUplift Forcer per Connection = -10.7 lbs Rivet Connection OK 14 `: ECLIPSE ENGINEERING 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 = 10.0 ft Design Lateral Load = 25.2 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs= 16.0 in Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx= 1.450 in Depth= 1.625 in ry= 0.616 in Thickness= 0.035 in Sx= 0.268 in3 Fy= 33 ksi Ix= 0.551 in4 E = 29000 ksi Ap= 0.262 in2 K= 1.0 Unbraced Length X= 16 ft Unbraced Length Y= 4 ft Stud Capacity- Buckling Stress,X= 16.32 ksi Buckling Stress,Y= 47.14 ksi Allowable Buckling Stress= 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety= 1.92 • Allowable Axial Load = 2228 lbs Maximum Design Moment= 307.8 ft-lbs Maximum Design Shear= 69.1 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress= 13.78 ksi Bending Stress OK Allowable Shear Stress= 13.20 ksi Actual Shear Stress= 0.26 ksi Shear Stress OK Allowable Axial Stress= 8.50 ksi Actual Axial Stress= 0.33 ksi Axial Stress OK Combined Stress Unity= 0.67 Combined Stress OK 15 EC Ll PS E ENGINEERING 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= 148 lbs Dead Load 281 lbs Live Load 123 lbs EQ Load • Uplift Loads on Post= 74 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 1.5 in Factored Bearing Load = 803 lbs Required Bearing Area = 159.03 in2 12.61 inches per side Critical Section = 3.56 in For Bending Soil Pressure on Crit. Section = 727.3 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 22 in Conc.Shear Stress= 9.1 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 12.0 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 2.47 ft2 Length of Slab Req'd = 0.49 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 16 i EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING-LIGHT RETAIL CODES: Current Editions of the: IBC&CBC&ASCE 7 & RMI Design Inputs: Steel Storage Shelving: Typical 48"x30" Hang Unit Shelving Geometry- Height of Shelving Unit= 10.0 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit= 2.5 ft Number of Shelves/Unit= 4 Eff. Length Factor= 1.7 Vertical Shelf Spacing= 39.0 in Unbraced Length,x= 39.0 in Back to Back Units? NO Unbraced Length,y= 39.0 in Are There Mobile Units? YES Type of Post? 14ga Upright Posts Type of Beam? Double Rivet Beam Shelving Loading- Live Load per Shelf= 8 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf= 80 lbs Per 2.5ft Wide Shelf Dead Load per Shelf= 2.5 psf Particle Board Shelf Material Weight of Each Post= 7.5 lbs Weight of Mobile Carriage= 50 lbs Floor Load Calculations: Total Load on Each Post= 112 lbs Total Load On Each Unit= 500 lbs Floor Area Load = 10.0 ft2 Allowable Floor Loading= 100 psf For Main Floor Slab on Grade Floor Load Under Shelf= 50 psf 10K FOR 100psf RETAIL FLOOR LOADING Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D Site Class- D Worst Case Assumed Mapped Accel. Parameters: Ss= 0.977 Fa= 1.110 Sms= 1.084 Sds= 0.723 S1= 0.425 F„= 1.574 Sm1= 0.669 Sdl= 0.446 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 aP= 2.5 Ip= 1.0 Average Roof Height= 20 ft 0'-0" For Ground Floor Location Height of Base Attachment= 0 ft Ground Floor Shear Coeff Boundaries= Vm;n= 0.032 Vmax= 0.181 Design Base Shear Coeff= Vt= 0.126 'Adjusted For ASD 17 E=./i Lucky Brand Jeans 3/6/2018 E N G I NEER EC Tigard, OR 97223 RVC E R IN G E Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 32.5 lbs Total Live Load per Shelf= 80 lbs Lateral DL Force per Shelf= 4.1 lbs Lateral LL Force per Shelf= 10.1 lbs 67%of LL Force per Shelf= 6.8 lbs Total DL Base Shear= 16.4 lbs Total LL Base Shear= 40.5 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 21177 in-lbs I Total Base Shear= 43.5 lbs 'Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: h1= 3 in 80 lbs 1.2% Fl= 0.5 lbs h2= 42 in 80 lbs 17.1% F2 = 7.4 lbs h3 = 81 in 80 lbs 32.9% F3= 14.3 lbs h4= 120 in 80 lbs 48.8% F4= 21.2 lbs h5= 0 in 0 lbs 0.0% F5 = 0.0 lbs h6= 0 in 0 lbs 0.0% F6= 0.0 lbs h7= 0 in 0 lbs 0.0% F7 = 0.0 lbs h8= 0 in 0 lbs 0.0% F8= 0.0 lbs h9= 0 in 0 lbs 0.0% F9= 0.0 lbs h10= 0 in 0 lbs 0.0% F10= 0.0 lbs h11 = 0 in 0 lbs 0.0% F11= 0.0 lbs h12= 0 in 0 lbs 0.0% F12= 0.0 lbs h13= 0 in 0 lbs 0.0% F13 = 0.0 lbs h14= 0 in 0 lbs 0.0% F14= 0.0 lbs h15= 0 in 0 lbs 0.0% F15 = 0.0 lbs Sum = 100% Total = 43.5 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 26.6 lbs Does Not Control By inspection,the force distribution 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 system is the worst case for this condition. 18 , ;5 EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 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 lx= 0.060 in4 Ap= 0.220 in2 Column Bending Calculations- Max Column Moment= 17.5 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 5.2 ksi Bending Stress OK Column Deflection Calculations- Max Deflection = 0.284 in At Top of Unit Deflection Ratio= 423 L/A Allowable Deflection = 6 in Max Deflection =5%of Height Deflection OK Shelf Rivet Connection- Diameter of Rivet= 0.25 in Shear on Each Rivet= 139.8 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 2.8 ksi Shear Stress OK Column Axial Calculations- Per"L" Post DL+ PL= 112 lbs RMI Load Combination#1 DL+ PL+ EQ= 223 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 6.3 ksi Allowable Comp. Stress= 6.3 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 1365 lbs Allowable Column Capacity= 758 lbs Static Axial Load on Column = 112 lbs Axial Load OK Combined Bending And Axial Forces- Critical Buckling Load = 3907 lbs Axial Stress Unity= 0.294 Magnification Factor= 0.948 Bending Stress Unity= 0.237 Cm= 0.85 Combined Stress Unity= 0.532 Column is Adequate 19 Lucky Brand Jeans 3/6/2018 EC Li PS E ENGINEERING Tigard, OR 97223 RVC Overturning and Anti-Tip Calculations Overturning Forces- Total Weight= 344 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force = 44 lbs Overturning Force= 335 ft*lbs Controlling Overturning Force Total Weight= 210 lbs Load Case 2: Dead Load + 100%Top Shelf Total Lateral Force= 27 lbs Overturning Force= 237 ft*lbs (Does Not Control Tension Force per Anchor= 48 lbs Per Side of Unit Shear Force per Anchor= 22 lbs valent) POST INSTALLED ANCHOR BOLTS • Allowable Tension Force= 736 lbs For 2500 psi Concrete Allowable Shear Force= 792 lbs 3/8" Diameter x 2.5" Embedment Vertical Seismic Force= 17.4 lbs Overstrength Factor= 2 For Anchoring to Concrete Combined Loading= 0.131 I Floor Anchors are Adequate Anti-Tip Track Design- Type of Anti-Tip Device= Arm and Track Tension per Side = 48 lbs Capacity of Screws to Carriage= 349 lbs (2)#12 Screws Are Adequate 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= 1.68 ksi Anti-Tip Stress Unity= 0.105 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= 1.61 ksi Track Stress Unity= 0.101 ( Bending Stress OK 20 1 EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 RVC Shelf Beam Calculations Type of Shelf Beam: Double Rivet Beam Steel Yield Stress= 33 ksi Shelf DL= 2.5 psf Modulus of Elast. = 29000 ksi Shelf LL= 8.00 psf Area of Beam = 0.1681 in2 Section Modulus of Beam = 0.0197 in3 Moment of Inertia of Beam = 0.0139 in4 Allowable Load per Shelf= 80 lbs Shelf Distributed Load = 13.1 plf Distributed Load Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Maximum Beam Moment= 26.3 ft-lbs Simple Span Maximum Design Moment= 26.3 ft-lbs Maximum Design Shear= 26.3 lbs Beam Bending Stress= 16.0 ksi Beam Shear Stress= 0.16 ksi Bending Stress Unity= 0.808 Bending Stress OK Shear Stress Unity= 0.012 Shear Stress OK Max Allowable Deflection = 0.267 in L/180 Maximum Beam Deflection = 0.188 in Deflection OK Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 139.8 lbs Beam Shear on Rivet= 26.3 lbs Resultant Shear= 142.2 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 9.6 ksi Shear Stress on Rivet= 2.9 ksi Shear Stress OK 21 't.5. EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 RVC Wall Supported Unit Calculations Seismic Force at Top of Units- Average Roof Height= 20.0 ft Height of Attachment= 10.0 ft Shear Coeff Boundaries= Vm;n= 0.217 Vmax= 1.156 Design Base Shear Coeff= Vt= 0.258 Adjusted For ASD Total Weight per Unit= 301 lbs Lateral Force at Top/Bottom = 39 lbs Standard Stud Spacing= 16 in Wall Connections per Unit= 3 Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud Force Per Connection = 13 lbs Screw Capacity OK Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves- Vertical Seismic Component= 15.2 lbs Vertical Dead Load per Shelf= 105.0 lbs Connection Points per Shelf= 4.0 Each Corner Net Uplift Load per Shelf= -47.8 lbs Uplift Forcer per Connection = -12.0 lbs Rivet Connection OK 22 i EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 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 = 10.0 ft Design Lateral Load= 13.0 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs= 16.0 in Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx= 1.450 in Depth = 1.625 in ry= 0.616 in Thickness= 0.035 in Sx= 0.268 in3 Fy= 33 ksi lx= 0.551 in4 E= 29000 ksi Ap = 0.262 in2 K= 1.0 Unbraced Length X= 16 ft Unbraced Length Y= 4 ft Stud Capacity- Buckling Stress,X= 16.32 ksi Buckling Stress,Y= 47.14 ksi Allowable Buckling Stress= 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety= 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment= 262.0 ft-lbs Maximum Design Shear= 61.4 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress = 11.73 ksi Bending Stress OK Allowable Shear Stress= 13.20 ksi Actual Shear Stress= 0.23 ksi Shear Stress OK Allowable Axial Stress= 8.50 ksi Actual Axial Stress= 0.33 ksi Axial Stress OK Combined Stress Unity= 0.58 Combined Stress OK 23 "i EC Ll PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 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= 57 lbs Dead Load 160 lbs Live Load 134 lbs EQ Load Uplift Loads on Post= 48 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 1.5 in Factored Bearing Load = 517 lbs Required Bearing Area = 101.27 in2 10.06 inches per side Critical Section = 2.28 in For Bending Soil Pressure on Crit. Section = 734.6 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot. Shear Area = 22 in Conc. Shear Stress= 5.9 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 5.0 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 1.61 ft2 Length of Slab Req'd = 0.40 ft Assume Full Shelf Width x Req'd Length Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 2.00 ft Shear Force on 1ft Strip= 140.0 lbs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 24 1 EC LI PSE Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING-LIGHT RETAIL CODES: Current Editions of the: IBC&CBC&ASCE 7& RMI Design Inputs: Steel Storage Shelving: Typical 48"x30" Fold Unit Shelving Geometry- Height of Shelving Unit= 10.0 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit= 2.5 ft Number of Shelves/Unit= 9 Eff. Length Factor= 1.7 Vertical Shelf Spacing= 14.6 in Unbraced Length,x= 14.6 in Back to Back Units? NO Unbraced Length,y= 14.6 in Are There Mobile Units? YES Type of Post? 14ga Upright Posts Type of Beam? Double Rivet Beam Shelving Loading- Live Load per Shelf= 8 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf= 80 lbs Per 2.5ft Wide Shelf Dead Load per Shelf= 2.5 psf Particle Board Shelf Material Weight of Each Post= 7.5 lbs Weight of Mobile Carriage= 50 lbs Floor Load Calculations: Total Load on Each Post= 244 lbs Total Load On Each Unit= 1025 lbs Floor Area Load = 10.0 ft2 Allowable Floor Loading= 100 psf For Main Floor Slab on Grade Floor Load Under Shelf= 102 psf OK FOR 100psf RETAIL FLOOR LOADING Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D Site Class- D Worst Case Assumed Mapped Accel. Parameters: Ss= 0.977 Fa= 1.110 Sms= 1.084 Sds= 0.723 51= 0.425 F„= 1.574 Sm1= 0.669 Sd1 = 0.446 Structural System -ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 ap= 2.5 1,= 1.0 Average Roof Height= 20 ft 0'-0" For Ground Floor Location Height of Base Attachment= 0 ft Ground Floor Shear Coeff Boundaries= Vm;"= 0.032 Vmax= 0.181 Design Base Shear Coeff= Vt= 0.126 Adjusted For ASD 25 !'4% Lucky Brand Jeans 3/6/2018 EC LI PS E ENGINEERING Tigard, OR 97223 RVC Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 28.3 lbs Total Live Load per Shelf= 80 lbs Lateral DL Force per Shelf= 3.6 lbs Lateral LL Force per Shelf= 10.1 lbs 67%of LL Force per Shelf= 6.8 lbs Total DL Base Shear= 32.2 lbs Total LL Base Shear= 91.1 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 45347 in-lbs Total Base Shear= 93.2 lbs Controlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: h1= 3 in 80 lbs 0.5% Fl = 0.5 lbs h2 = 18 in 80 lbs 3.2% F2 = 3.0 lbs h3 = 32 in 80 lbs 5.8% F3 = 5.4 lbs h4= 47 in 80 lbs 8.5% F4= 7.9 lbs h5 = 62 in 80 lbs 11.1% F5 = 10.4 lbs h6= 76 in 80 lbs 13.8% F6= 12.8 lbs h7= 91 in 80 lbs 16.4% F7= 15.3 lbs h8= 105 in 80 lbs 19.0% F8= 17.8 lbs h9= 120 in 80 lbs 21.7% F9= 20.2 lbs h10= 0 in 0 lbs 0.0% F10= 0.0 lbs h11 = 0 in 0 lbs 0.0% F11 = 0.0 lbs h12 = 0 in 0 lbs 0.0% F12= 0.0 lbs h13 = 0 in 0 lbs 0.0% F13= 0.0 lbs h14= 0 in 0 lbs 0.0% F14= 0.0 lbs h15 = 0 in 0 lbs 0.0% F15 = 0.0 lbs Sum = 100% Total = 93.2 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 42.4 lbs Does Not Control By inspection,the force distribution 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 system is the worst case for this condition. 26 ' i EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 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 lx= 0.060 in4 Ap= 0.220 in2 Column Bending Calculations- Max Column Moment= 14.1 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 4.2 ksi Bending Stress OK Column Deflection Calculations- Max Deflection = 0.078 in At Top of Unit Deflection Ratio= 1538 L/A Allowable Deflection = 6 in Max Deflection =5%of Height Deflection OK Shelf Rivet Connection- Diameter of Rivet= 0.25 in Shear on Each Rivet= 113.0 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 2.3 ksi Shear Stress OK Column Axial Calculations- Per"L" Post DL+ PL= 244 lbs RMI Load Combination#1 DL+ PL+ EQ= 453 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress = 21.2 ksi Allowable Comp. Stress= 20.1 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 3909 lbs Allowable Column Capacity= 2172 lbs Static Axial Load on Column = 244 lbs Axial Load OK Combined Bending And Axial Forces- Critical Buckling Load = 27782 lbs Axial Stress Unity= 0.209 Magnification Factor= 0.984 Bending Stress Unity= 0.185 Cm= 0.85 Combined Stress Unity= 0.394 Column is Adequate 27 EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 RVC Overturning and Anti-Tip Calculations Overturning Forces- Total Weight= 737 lbs Load Case 1: Dead Load+67% Live Load Total Lateral Force = 93 lbs Overturning Force= 658 ft*lbs Controlling Overturning Force Total Weight= 335 lbs Load Case 2: Dead Load + 100%Top Shelf Total Lateral Force = 42 lbs Overturning Force= 302 ft*lbs (Does Not Control Tension Force per Anchor= 79 lbs Per Side of Unit Shear Force per Anchor= 47 lbs valent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 736 lbs For 2500 psi Concrete Allowable Shear Force= 792 lbs 3/8" Diameter x 2.5" Embedment Vertical Seismic Force= 37.3 lbs Overstrength Factor= 2 For Anchoring to Concrete Combined Loading= 0.216 I Floor Anchors are Adequate Anti-Tip Track Design- Type of Anti-Tip Device = Arm and Track Tension per Side= 79 lbs Capacity of Screws to Carriage= 349 lbs (2)#12 Screws Are Adequate 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= 2.77 ksi Anti-Tip Stress Unity= 0.173 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= 2.64 ksi Track Stress Unity= 0.165 I Bending Stress OK 28 EC LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 RVC Shelf Beam Calculations Type of Shelf Beam: Double Rivet Beam Steel Yield Stress= 33 ksi Shelf DL= 2.5 psf Modulus of Elast. = 29000 ksi Shelf LL= 8.00 psf Area of Beam = 0.1681 in2 Section Modulus of Beam 0.0197 in3 Moment of Inertia of Beam = 0.0139 in4 Allowable Load per Shelf= 80 lbs Shelf Distributed Load = 13.1 plf Distributed Load Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Maximum Beam Moment= 26.3 ft-lbs Simple Span Maximum Design Moment= 26.3 ft-lbs Maximum Design Shear= 26.3 lbs Beam Bending Stress= 15.99 ksi Beam Shear Stress= 0.16 ksi Bending Stress Unity= 0.808 Bending Stress OK Shear Stress Unity= 0.012 Shear Stress OK Max Allowable Deflection = 0.267 in L/180 Maximum Beam Deflection = 0.188 in Deflection OK Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 113.0 lbs Beam Shear on Rivet= 26.3 lbs Resultant Shear= 116.0 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 9.6 ksi Shear Stress on Rivet= 2.4 ksi Shear Stress OK 29 Lucky Brand Jeans 3/6/2018 E N G I NEER EC LI E Tigard, OR 97223 RVC E R IN G g Wall Supported Unit Calculations Seismic Force at Top of Units- Average Roof Height= 20.0 ft Height of Attachment= 10.0 ft Shear Coeff Boundaries= Vm;,,= 0.217 Vmax= 1.156 Design Base Shear Coeff= Vt= 0.258 Adjusted For ASD Total Weight per Unit= 653 lbs Lateral Force at Top/Bottom = 84 lbs Standard Stud Spacing= 16 in Wall Connections per Unit= 3 Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud Force Per Connection = 28 lbs Screw Capacity OK Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves- Vertical Seismic Component= 15.2 lbs Vertical Dead Load per Shelf= 105.0 lbs Connection Points per Shelf= 4.0 Each Corner Net Uplift Load per Shelf= -47.8 lbs Uplift Forcer per Connection = -12.0 lbs Rivet Connection OK 30 EP LI PS E Lucky Brand Jeans 3/6/2018 ENGINEERING Tigard, OR 97223 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 = 10.0 ft Design Lateral Load= 28.1 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs= 16.0 in I Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx= 1.450 in • Depth = 1.625 in ry= 0.616 in Thickness= 0.035 in Sx= 0.268 in3 Fy= 33 ksi lx= 0.551 in4 E= 29000 ksi Ap= 0.262 in2 K= 1.0 Unbraced Length X= 16 ft Unbraced Length Y= 4 ft Stud Capacity- Buckling Stress,X= 16.32 ksi Buckling Stress,Y= 47.14 ksi Allowable Buckling Stress= 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety= 1.92 - Allowable Axial Load = 2228 lbs Maximum Design Moment= 318.7 ft-lbs Maximum Design Shear= 70.9 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress= 14.27 ksi Bending Stress OK Allowable Shear Stress= 13.20 ksi Actual Shear Stress= 0.27 ksi Shear Stress OK Allowable Axial Stress= 8.50 ksi Actual Axial Stress= 0.33 ksi Axial Stress OK Combined Stress Unity= 0.69 Combined Stress OK 31 Lucky Brand Jeans 3/6/2018 i EC1 E E Tigard, OR 97223 RVC E N G I N E E E R R I N G g 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= 120 lbs Dead Load 360 lbs Live Load 165 lbs EQ Load Uplift Loads on Post= 79 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 1.5 in Factored Bearing Load = 955 lbs Required Bearing Area = 185.62 in2 13.62 inches per side Critical Section = 4.06 in For Bending Soil Pressure on Crit.Section = 740.9 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area = 22 in Conc.Shear Stress= 10.9 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 15.9 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 2.64 ft2 Length of Slab Req'd = 0.66 ft Assume Full Shelf Width x Req'd Length Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 2.00 ft Shear Force on 1ft Strip= 140.0 lbs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 32 Dal I 141111111111111 www.bitti.us Profis Anchor 2.7.3 Company: Eclipse Engineering, Inc Page: 1 Specifier: Robert VanCamp Project: Address; Sub-Project I Pos.No,: Phone I Fax: I Date: 5/31/2017 E-Mail: Specifiers comments: Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) p** A,tor Effective embedment depth: be,a.,= 1.860 in.,hrj 2.500 in. Material; Carbon Steel • Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 11211/2017 Proof: Design method ACI 318-14/Mech. • Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500, -=2500 psi;h 4.000 iri. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B, shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or c No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(b)) Shear load:yes(17.2.3.5.3(a)) Geometry Dn.]&Loading[lb,in.113] Z NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCULATIONS FOR ACTUAL V & T AND UNITY CHECK St'ut 100 ' zt' Ns? 116, Input data and results must he checked for agreement with the existmg conditions and for plausibility, PROM Anchor(c)21303-2939 Kiln AG,FL-9494 Scheari kfitti is a registered Trademark of Kin AG,Schoen 4 I . EZEM3E1 www.tiiicus Profis Anchor 2.7.3 Company: Eclipse Engineering, Inc Page: 2 Specifier: Robert VanCamp Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 5/31/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values(Pb] Utilization Loading Proof Load Capacity riN!!iv 1%1 Status Tension Concrete Breakout Strength 300 1051 29/- OK Shear Pryout Strength 100 7t5o9 -/7 OK Loading PN Pv ç Utilization ISNN(%) Status Combined tension and shear loads 0,285 0.066 5/3 14 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 Hi'Ws 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 HiIli 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. 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Hilt,will not be liable for consequences,such as the recovery of lost or damaged data or 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 I c)2003-2009 Hai AG,FL--9454 Scheer, KW rs a registered Trademark of Heti AG.Schaan i