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Specifications (41) • iota- aok *too e/ ECLI PS E ECLIPSE - ENGINEERING . COM ENGINEERING JUL. 2 4 7019--- (AP( 019--(1 Y OF TIGARD Structural Calculations BUIL )INC DIVISION Steel Storage Shelving By Mobile Media Storage Solutions PO #202150SC Box Lunch - Store #4647 - Washington Square Mall - Space #K10, Store #4647-C 9585 SW Washington Square Road Portland, Oregon 97223 JR. 09 2010 (cop PRopeo G 4,;`%'%% •'24PE � r - regie OREGON 9© SFO 13 2pN2 ,Q VANG 6FRT P Prepared For: Expires 9 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 2016 CBC, ASCE 7-10, and ANSI/RMI-MH16.1 (2012). These storage shelves are not accessible to the general public MISSC t: WHITEFISH -,QKANE BEND PORTLAND 113 Wed Men,Suke8 Missoula,MT 69802 913 Memnon Ave.Stile 102 Whitefish MT 69937 471 Nest Remade Ave.Sde 421 Spokene,WA99201 376 SW 69A Drive,Sub 6.9ad,OR 97702 111SWColtrane Sheet,Wes 1090 Portland,OR 97201 Phone:(408)721-0733•Far(406)6524768 Plow(406)8623716•Fax:(406)562-4769 Phone:(509)921-7731•Far(406)652#789 Phone:(641)3999969•Fac(406)662-476B Phone.(603)395-1229•Fax(406)552-4789 • EP LI PS Box Lunch -Store#4647 7/8/2019 ENGINEERING Portland, Oregon 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: Lockable Unit / Managers Desk • Shelving Geometry- Height of Shelving Unit= 10.0 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= 3.5 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit= 1.5 ft Number of Shelves/Unit= 10 Eff. Length Factor= 1.7 Vertical Shelf Spacing= 13.0 in Unbraced Length,x= 13.0 in Back to Back Units? NO Unbraced Length,y= 13.0 in Are There Mobile Units? NO Type of Post? 14ga Upright Posts • #of Units Per Anti-Tip? N/A Type of Beam? DRL Low Profile Shelving Loading- Live Load per Shelf= 10 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf= 53 lbs Per 1.5ft Wide Shelf Dead Load per Shelf= 1.5 psf Wire Grid Shelf Material Weight of Each Post= 7.5 lbs Weight of Mobile Carriage = N/A lbs Floor Load Calculations: Total Load on Each Post= 158 lbs Total Load On Each Unit= 634 lbs Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D Site Class- D Worst Case Assumed Mapped Accel. Parameters: Ss= 0.978 Fa = 1.108 Sms= 1.084 Sds= 0.723 S1= 0.425 F„= 1.576 Smi= 0.670 Sd1= 0.447 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 ap= 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= Vm;"= 0.032 Vmax= 0.181 Design Base Shear Coeff= Vt= 0.126 Adjusted For ASD 1 EC LI PSE Box Lunch -Store#4647 7/8/2019 ' ENGINEERING Portland, Oregon 97223 RVC Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 10.9 lbs Total Live Load per Shelf= 52.5 lbs Lateral DL Force per Shelf= 1.4 lbs Lateral LL Force per Shelf= 6.6 lbs 67%of LL Force per Shelf= 4.4 lbs Total DL Base Shear= 13.7 lbs Total LL Base Shear= 66.4 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 28317 in-lbs Total Base Shear= 58.2 lbs Controlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: h1 = 3 in 53 lbs 0.5% Fl = 0.3 lbs h2 = 16 in 53 lbs 2.6% F2 = 1.5 lbs h3 = 29 in 53 lbs 4.7% F3 = 2.7 lbs h4= 42 in 53 lbs 6.8% F4= 4.0 lbs h5 = 55 in 53 lbs 8.9% F5 = 5.2 lbs h6= 68 in 53 lbs 11.1% F6= 6.4 lbs h7= 81 in 53 lbs 13.2% F7= 7.7 lbs h8= 94 in 53 lbs 15.3% F8= 8.9 lbs h9= 107 in 53 lbs 17.4% F9= 10.1 lbs h10= 120 in 53 lbs 19.5% F10= 11.4 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 = 58.2 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 20.4 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. 2 EP LI PS E Box Lunch -Store#4647 7/8/2019 ENGINEERING Portland, Oregon 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 E= 29000 ksi Ap= 0.220 int Ae= 0.157 in2 Column Bending Calculations- Max Column Moment= 7.8 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 2.4 ksi Bending Stress OK Column Deflection Calculations- Max Deflection = 0.038 in At Top of Unit Deflection Ratio= 3137 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= 62.8 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 1.3 ksi Shear Stress OK Column Axial Calculations- Per"L" Post DL+ PL= 158 lbs RMI Load Combination#1 DL+ PL+ EQ= 390 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 32.3 ksi Allowable Comp. Stress = 21.5 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 3379 lbs Allowable Column Capacity= 1877 lbs Static Axial Load on Column = 158 lbs Axial Load OK Combined Bending And Axial Forces- Critical Buckling Load = 35161 lbs Axial Stress Unity= 0.208 Magnification Factor= 0.992 Bending Stress Unity= 0.102 Cm = 0.85 Combined Stress Unity= 0.309 Column is Adequate 3 EC LI PS E Box Lunch -Store#4647 7/8/2019 ENGINEERING Portland, Oregon 97223 RVC Overturning and Anti-Tip Calculations Overturning Forces- Total Weight= 460 lbs Load Case 1: Dead Load + 67% Live Load Total Lateral Force = 58 lbs Overturning Force = 408 ft*lbs Controlling Overturning Force Total Weight= 161 lbs Load Case 2: Dead Load + 100%Top Shelf Total Lateral Force = 20 lbs Overturning Force= 150 ft*lbs Does Not Control Tension Force per Anchor= 157 lbs Per Side of Unit Shear Force per Anchor= 29 lbs USE: 'Hilti' HUS-EZ(or equivalent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force = 736 lbs For 2500 psi Concrete Allowable Shear Force= 1056 lbs 3/8" Diameter x 2.5" Embedment Vertical Seismic Force = 23.3 lbs Overstrength Factor= 2 For Anchoring to Concrete Combined Loading= 0.428 Floor Anchors are Adequate Anti-Tip Track Design - Type of Anti-Tip Device = NONE Tension per Side = N/A lbs Capacity of Screws to Carriage = N/A lbs N/A 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= N/A ksi Bending Stress on Leg= N/A ksi Anti-Tip Stress Unity= N/A N/A Section Modulus of Track= 0.090 in3 Spacing of Track A.B's = N/A in Allowable Alumn. Stress= N/A ksi 6063-T5 Bending Stress on Track= N/A ksi Track Stress Unity= N/A I N/A 4 • EC LI PS E Box Lunch -Store#4647 7/8/2019 ENGINEERING Portland, Oregon 97223 RVC Shelf Beam Calculations Shelf Beam Calculations: DRL Low Profile Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast. = 29000 ksi Shelf LL= 10.00 psf Beam Type: DRL DRH DRC Area of Beam = 0.168 0.277 0 in2 Section Modulus of Beam = 0.020 0.219 0 in3 Moment of Inertia of Beam = 0.014 0.220 0 in4 Shelf Width = 3.5 ft Allowable Bending Stress = 19.8 ksi Shelf Depth = 1.5 ft Allowable Shear Stress = 13.2 ksi Total Load/Shelf= 60 lbs Distributed Load = 8.625 plf Beam Type: DRL DRH DRC Maximum Design Moment= 13.2 ft-lbs Maximum Design Shear= 15.1 lbs Beam Bending Stresses= 8.0 ksi Beam Shear Stresses= 0.09 ksi Bending Stress Unity= 0.406 Bending Stress OK Shear Stress Unity= 0.007 Shear Stress OK Max Allowable Deflection = 0.233 in L/180 Maximum Beam Deflection = 0.072 in Deflection OK • • Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 62.8 lbs Beam Shear on Rivet= 15.1 lbs Resultant Shear= 64.6 lbs Brg Capacity of Rivet= 519.8 lbs Brg Stress OK Allowable Shear Stress= 9.6 ksi Shear Stress on Rivet= 1.3 ksi Shear Stress OK 5 i EC Ll PS E Box Lunch -Store#4647 7/8/2019 ENGINEERING Portland, Oregon 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= 425 lbs Lateral Force at Top/Bottom = 55 lbs Standard Stud Spacing= 16 in Wall Connections per Unit = 2 • Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud Force Per Connection = 27 lbs Screw Capacity OK Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves- Vertical Seismic Component= 8.7 lbs Vertical Dead Load per Shelf= 60.4 lbs Connection Points per Shelf= 4.0 Each Corner Net Uplift Load per Shelf= -27.5 lbs Uplift Forcer per Connection = -6.9 lbs Rivet Connection OK 6 1 Box Lunch -Store#4647 7/8/2019 E N G I N E ER EC LI Portland, Oregon 97223 RVC R IN G reg 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 = 27.4 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 TRY: 3-5/8" x 1-5/8" x 20ga 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= 316.1 ft-lbs Maximum Design Shear= 70.5 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress= 14.15 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 7 EC LI PS E Box Lunch -Store#4647 7/8/2019 • ENGINEERING Portland, Oregon 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= 47 lbs Dead Load 263 lbs Live Load 272 lbs EQ Load Uplift Loads on Post= 157 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab = 1.5 in Factored Bearing Load = 865 lbs Required Bearing Area = 167.52 in2 12.94 inches per side Critical Section = 3.72 in For Bending Soil Pressure on Crit. Section = 743.8 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area = 22 in Conc. Shear Stress= 9.8 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 13.4 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 5.25 ft2 Length of Slab Req'd = 1.50 ft Assume Full Shelf Width x Req'd Length Worst Case Length of Slab = 3.50 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 1.75 ft Shear Force on 1ft Strip= 122.5 lbs Allowable Shear Force = 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 107.2 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK • 8 ligaiiimair www.hilti.us Profis Anchor 2.7.3 1 Company: Eclipse Engineering,Inc Page: Project: Specifier: Robert VanCamp Address: Sub-Project I Pos.No.: Phone I Fax: 1 Date: 5/31/2017 E-Mail: Specliter's comments: Input data *nu fir.7:7:4a01.1 * lila.Wlaiht — Anchor type and diameter: KWIK HUS-EZ(KH-EZ)318(2 112) Effective embedment depth: head=1.860 in..hn.,,=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 211/2016 112/1/2017 • Proof. Design method ACI 318-14 I Mech. Stand-off installation: -(Recommended plate thickness:not calculated) no profile Profile: Base material: cracked concrete.2500,f =2500 psi;h=4.000 in. Installation: hammer drilled hole.Installation condition:Dry 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) Tension load:yes(17.2_3.4,3(b)) Shear load:yes(17_2_3.5.3(a)) - Geometry[in.]&Loading[lb,'nib] Z NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCUULNATYIOCNHSECK FOR ACTUAL V & T AND IT 8t • 00 Ye- CO 0 Jo4*-* 4460.m, 7 A.- 44.1 ;24 0 s '"0:4ti4 Input data and restatszgt2b0e05chiitedAef,oFrLag-imre94 ant with the erseng comtendrednIO Selman is a reg PROFIS Anchor I conditions sraaded forrkScheer MI= . www.hilti.us Profis Anchor 2.7.3 Company: Eclipse Engineering, Inc Page: 2 Specifier: Robed 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[lb] Utilization Loading Proof Load Capacity pN1fiv ro] Status Tension Concrete Breakout Strength 300 1051 29/- OK Shear Pryout Strength 100 509 -/7 OK Loading Ps Isv Utilization 13N.v[%] Status Combined tension and shear loads 0.285 0.068 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 HiIli 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. 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