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Specifications
OFFICE COPY % ECLIPSE RECEIVED ECLIPSE ENGINEERING . COM ENGINEERING AUG 19 2021 CITY OF TIGARD BUP2O2L^OD 203 BUILDING DIVISION 9?7c1 n %d .gi r J 6S Structural Calculations Steel Stockroom Shelving By: Pipp Mobile Storage Systems Inc. PIPP PO # 56306 SO # 122693 Peloton Washington Square 9585 SW Washington Square Road - Space R05 Portland, Oregon 97223 AG032021 ��PEO P R ORES GtNZ- s'O F,p Z _IQ 78688-PE // 0 ORE s om Digitally signed by Nic •leek au �y 1 9 7,0 A. Reason:I have reviewe. i��. -nt �Q. Contact Info:Eclipse Engi .-�i_� p, II 365 NE Quimby Ave.,Be - •' AS S.$V 97701 II 541-389-9659 Prepared For: Date:2021.08.0315:33:56-07'00' [Expiration Date DEC 312021 Pipp Mobile Storage Systems Inc. 2966 Wilson Drive NW Walker, MI 49544 Please note: The calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by: the 2019 OSSC, ASCE 7-16 and ANSI/RMI-MH16.1 (2012). These storage shelves are not accessible to the general public. MISSOULA WH(TEFISI? } C} PORTLAND (406)72.-5733 (406)882-3715 (5091 921-7 731 (541)38943659 (503)395-1229 i EC LI PS E Peloton 8/2/2021 ENGINEERING Portland, Oregon NSB PIPP MOBILE STORAGE SYSTEMS INC. STEEL STORAGE SHELVING-LIGHT RETAIL CODES: Current Editions of the: IBC&CBC&ASCE 7& RMI Design Inputs: Steel Storage Shelving: FX-11 Shelving Geometry- Height of Shelving Unit= 8.0 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= 3.5 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit= 1.3 ft Eff. Lx Factor= 1.7 Number of Shelves/Unit= 7 Unbraced Length,x= 15.2 in Vertical Shelf Spacing= 15.2 in Unbraced Length,y= 15.2 in Back to Back Unit? NO Type of Post? 14ga Upright Posts Unit Type: FIXED Type of Beam? DRL Low Profile Number of Units per Track? NA Top Shelf Loaded? YES Mobile Anchor Spacing? 22.50 in Intermediate Anchor: Double Wall Supported Unit? YES Shelving Loading- Live Load per Shelf= 17.50 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf= 75 lbs Per 42.00 in.x 15.00 in. shelf Dead Load per Shelf= 1.5 psf Wire Grid Shelf Material Weight of Each Post= 5.9 lbs Shelving is NOT accessible to public Weight of Mobile Carriage= 0 lbs Floor Load Calculations: Total Load on Each Post= 149 lbs Ground Fir Conc Slab Total Load On Each Unit= 595 lbs 2500 psi NWC Concrete Floor Area Load= 6.1 ft2 3/8"4 KB-TZ w/2.313" Embedment Allowable Floor Loading= 100 psf Floor Load Under Shelf= 97 psf OK FOR 100psf RETAIL FLOOR LOADING Seismic Information- Risk Category= II Not Open to the Public SDC: D Seismic Importance Factor(IE)= 1.0 Site Class= D —Default Worst Case Assumed Mapped Accel. Parameters: p= 1.3 Ss= 0.865 Fa = 1.200 Sms= 1.038 Sds= 0.692 S1= 0.397 Fv= 1.903 Sm1= 0.755 Sd1= 0.504 Structural System: ASCE 7 Section 15.5.1 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= Vmin= 0.030 RMI, 2.6.3 Vmax= 0.173 RMI, 2.6.3 Design Base Shear Coeff= Vt= 0.121 Adjusted For ASD RMI, 2.6.3 1/12 1 EC LI PS E Peloton 8/2/2021 ENGINEERING Portland, Oregon NSB Lateral Force Distribution: per ASCE 7 Section 15.5.1 Total Dead Load per Level= 9.9 lbs Total Live Load per Level = 75 lbs Lateral DL Force per Level = 1.2 lbs Lateral LL Force per Level= 9.1 lbs 67%of LL Force per Level = 6.1 lbs Total DL Base Shear= 8.4 lbs Total LL Base Shear= 63.6 lbs LC1: Each Level,Loaded to 67%of its Live Weight Cumulative Moment: 20434 in-lbs Total Base Shear= 51.0 lbs LC#1 Governs LC 2:Top Level Only,Loaded to 100%of its Live Weight Cumulative Moment: 10424 in-lbs Total Base Shear= 17.5 lbs LC#2 Does NOT Govern Load Case#1: Load Case#2: Lateral Force/Shelf: Shelf Heights: Load: % Per Shelf: Load: %Per Shelf: Force#: LC#1: LC#2: h1= 3 in 60 lbs 0.9% 10 lbs 0.3% F1= 0.5 lbs 0.1 lbs h2= 18 in 60 lbs 5.4% 10 lbs 1.7% F2= 2.7 lbs 0.3 lbs h3= 33 in 60 lbs 9.8% 10 lbs 3.2% F3 = 5.0 lbs 0.6 lbs h4= 49 in 60 lbs 14.3% 10 lbs 4.6% F4= 7.3 lbs 0.8 lbs h5= 64 in 60 lbs 18.8% 10 lbs 6.1% F5= 9.6 lbs 1.1 Ibs h6= 79 in 60 lbs 23.2% 10 lbs 7.5% F6= 11.8 lbs 1.3 lbs h7= 94 in 60 lbs 27.7% 85 lbs 76.6% F7= 14.1 lbs 13.4 lbs h8= 0 in 0 lbs 0.0% 0 lbs 0.0% F8= 0.0 lbs 0.0 lbs h9= 0 in 0 lbs 0.0% 0 lbs 0.0% F9 = 0.0 lbs 0.0 lbs h10= 0 in 0 lbs 0.0% 0 lbs 0.0% F10= 0.0 lbs 0.0 lbs h11= 0 in 0 lbs 0.0% 0 lbs 0.0% F11= 0.0 lbs 0.0 lbs h12= 0 in 0 lbs 0.0% 0 lbs 0.0% F12= 0.0 lbs 0.0 lbs h13= 0 in 0 lbs 0.0% 0 lbs 0.0% F13= 0.0 lbs 0.0 lbs h14= 0 in 0 lbs 0.0% 0 lbs 0.0% F14= 0.0 lbs 0.0 lbs h15= 0 in 0 lbs 0.0% 0 lbs 0.0% F15= 0.0 lbs 0.0 lbs h16= 0 in 0 lbs 0.0% 0 lbs 0.0% F16= 0.0 lbs 0.0 lbs h17= 0 in 0 lbs 0.0% 0 lbs 0.0% F17= 0.0 lbs 0.0 lbs h18= 0 in 0 lbs 0.0% 0 lbs 0.0% F18= 0.0 lbs 0.0 lbs h19= 0 in 0 lbs 0.0% 0 lbs 0.0% F19= 0.0 lbs 0.0 lbs h20= 0 in 0 lbs 0.0% 0 lbs 0.0% F20= 0.0 lbs 0.0 lbs Sum= 100% Sum = 100% Total = 51.0 lbs 17.5 lbs By inspection,the force distribution for intermediate level 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. 2/12 ' i EC LI PS E Peloton 8/2/2021 ENGINEERING Portland, Oregon NSB 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= 0.044 in3 Thickness= 0.075 in Ix= 0.049 in4 Ap= 0.217 in2 Column Bending Calculations- Max Column Moment= 8.0 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column= 2.2 ksi Bending Stress OK Column Deflection Calculations- Max Deflection = 0.045 in At Top of Unit Deflection Ratio= 2150 L/6, Allowable Deflection = 4.8 in Max Deflection =5%of Height Deflection OK Column Axial Calculations- Per"L" Post DL+PL= 149 lbs RMI Load Combination#1 DL+ PL+EQ= 194 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 16.0 ksi Allowable Comp.Stress= 16.0 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 3330 lbs Allowable Column Capacity= 1850 lbs Static Axial Load on Column = 149 lbs Axial Load OK Combined Bending And Axial Forces- Critical Buckling Load = 20968 lbs Axial Stress Unity= 0.105 Magnification Factor= 0.987 Bending Stress Unity= 0.094 Cm= 0.85 Combined Stress Unity= 0.199 Column is Adequate 3/12 i EC LI PS E Peloton 8/2/2021 ENGINEERING Portland, Oregon NSB Overturning and Anti-Tip Calculations Overturning Forces On Anchors Overstrength Factor,O= 2.00 (LRFD) Overturning Net Total Weight, Base Shear, Vertical Seismic Resisting Moment, Shear Force per Tension Force Load W Eh Force,Ev Moment Mr Overturning Anchor,V per Anchor,T Combination (0=2),Mo Moment,Mn (Ibs) (Ibs) (Ibs) (ft-Ibs) (ft-lbs) (ft-lbs) (Ibs) (Ibs) LC1 421 56 58 630 237 394 28 187 LC2 34 19 5 54 19 35 10 16 Per Side of Unit W(LC1)=(DLsheif+0.67*LLShelf)*#of Shelves Mr=0.9*W*z W(LC2)=DLshei f*#of Shelves+LLsheif Mn=Mo—Mr Eh=(Vt*W)/(0.7*p) S2*Eh Ev=0.20*Sds*W V=a of Anchors Mo(LC1)=Lit E(hx*fx/0.7) Mn+Ev T= f° Mo(LC2)=S2*Vt/0.7*(DLrotal*(2+S)+LLshel f*H) #o Anchors USE:POST INSTALLED ANCHOR BOLTS/LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Allowable Tension Force= 1075 lbs 2500 psi NWC Concrete Allowable Shear Force= 1055 lbs 3/8"4) KB-TZ w/2.313" Embedment Combined Loading LC1: 0.174 LC2: 0.015 Floor anchors are adequate Anti-Tip Track Design- Type of Anti-Tip Device= NONE Tension per Carriage Anchor= N/A lbs Combined Loading= N/A N/A , Tension per Shelf Post= N/A lbs rapacity of Screws to Carriage= N/A lbs N/A Anti-Tip Peg Yield Stress= 40.275 ksi Steel Fy=53.700 ksi Thickness Anti-Tip Peg Head= 0.09 in Fu=63.800 ksi Width of Anti-Tip Peg Head = 0.43 in Section Modulus of Peg Head = 0.0006 in3 Allowable Stress on Leg= 40.275 ksi Bending Stress on Leg= N/A ksi Anti-Tip Stress Unity= N/A N/A Section Modulus of Track= 0.093 in3 Spacing of Track A.B's= 22.50 in Allowable Alumn.Stress= 21 ksi 6061-T6 Fty=35.000 ksi Bending Stress on Track= N/A ksi Ftu =38.000 ksi Track Stress Unity= N/A N/A 4/12 EC LI PS E Peloton 8/2/2021 ENGINEERING Portland,Oregon NSB 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= 17.50 osf Beam Type: DRL Low Profile Area of Beam= 0.264 in2 Section Modulus of Beam= 0.098 in3 Moment of Inertia of Beam = 0.072 in4 Shelf Width = 3.5 ft Allowable Bending Stress= 19.8 ksi Shelf Depth= 1.3 ft Allowable Shear Stress= 13.2 ksi Total Load/Shelf= 83 lbs Distributed Load= 11.875 olf Maximum Design Moment= 18.2 ft-lbs Maximum Design Shear= 20.8 lbs Beam Bending Stress= 2.2 ksi Bending Stress Unity= 0.113 Bending Stress OK Beam Shear Stress= 0.08 ksi Shear Stress Unity= 0.006 Shear Stress OK Max Allowable Deflection= 0.233 in L/180 Maximum Beam Deflection= 0.019 in Deflection OK Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 63.9 lbs Beam Shear on Rivet= 20.8 lbs Resultant Shear= 67.2 lbs Bearing Capacity of Rivet= 519.8 lbs Bearing Stress OK Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 1.4 ksi Shear Stress OK Seismic Uplift on Shelves- Vertical Seismic Component= 11.5 lbs Vertical Total Load per Shelf= 60.2 lbs Connection Points per Shelf= 4.0 Each Corner Net Uplift Load per Shelf= -24.6 lbs Uplift Forcer per Connection= -6.2 lbs Rivet Connection OK 5/12 i EC LI PS E Peloton 8/2/2021 ENGINEERING Portland, Oregon NSB Wall Supported Unit Calculations Seismic Force at Top of Units- Average Roof Height= 20.0 ft Height of Attachment= 8.0 ft Shear Coeff Boundaries= Vm;"= 0.208 Vmax= 1.107 Design Base Shear Coeff= Vt= 0.283 Adjusted For ASD and "p" Total Weight per Unit= 421 lbs Lateral Force at Top/Bottom= 60 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= 30 lbs (Screw Capacity OK 6/12 °i EC LI PS E Peloton 8/2/2021 ENGINEERING Portland, Oregon NSB Light Gauge 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 ft Design Lateral Load = 29.8 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= 332.7 ft-lbs Maximum Design Shear= 68.3 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress= 14.90 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= 0.72 Combined Stress OK 7/12 i EC LI PS E Peloton 8/2/2021 ENGINEERING Portland, Oregon NSB 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= 17 lbs Dead Load 131 lbs Live Load 126 lbs EQ Load Uplift Loads on Post= 0 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 1.5 in Factored Bearing Load= 411 lbs Required Bearing Area= 79.13 in2 8.90 inches per side Critical Section = 1.70 in For Bending Soil Pressure on Crit. Section= 748.0 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 22 in Conc. Shear Stress= 4.7 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 2.8 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd= 0.00 ft Assume Required Area/ Full Shelf Width Worst Case Length of Slab= 0.63 ft Maximum Length Required Distance to Anchor Bolt= 0.31 ft Length of 1ft Strip= 0.63 ft Length Safety Factor: 2.00 Shear Force on 1ft Strip= 43.8 lbs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 13.7 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 8/12 . .,, Screw Capacities ,D SSMA Screw Capacities Table Notes 1. Capacities based on AIS1 S100 Section E4. 6. Pull-out capacity is based on the lesser of pull out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths,use the lowest values.Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design(ASD)and 8. Values are for pure shear or tension loads.See AISI Section E4.5 include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used,screws are assumed to 9. Screw Shear(PSS),tension(Pts),diameter,and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note(F701-12). diameter(d). 10.Screw shear strength is the average value,anc tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed in CFSEI Tech Note(F701-12). dimension of at least 1.5 times the nominal diameter(d)of the 11.Higher values for screw strength(Pss,Pts), may be obtained by screw. specifying screws from a specific manufacturer. Al 'viable Screw Connection Capacity(Ibs) t6 Screw I8 Screw 110 Screw 112 Screw v"Screw Thickness Design Yield Tensile (Pss=643 lbs,Pts=419 lbs) (Pss=1278 Ibs,Pts=586Ibs) (Pss=1644Ibs,Pts=1158Ibs) IPss=23301bs,Pts=2325Ibsl(Pss.3048 lbs.Pis=3201 lbs) (Mild Thickness (ksi) (ksi) 0.138"dia,0.272"Head 0.164"dia,0.272-Head 0.190"dia,0.340"Head 0.216"Oka,0.340"Head 0.250"dia,0.409"Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over '5 u 0'08 33 33 44 24 84 48 29 2.1 52 33 105 55 3.5 IC5 63 44 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 *40 103 48 141) 111 55 175 118 63 '75 127 73 211 33 0.0346 33 45 151 61 740 164 72 195 177- + 84 x 265 168 95 265 203 110 316 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 3C2 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 ' 173 386 557 196 545 600 227 656 97 01017 33 45 214 140 140 426 195 195 548 246 386 777 260 775 1,016 324 936 11e 0,1242 33 45 214 140 140 426 195 195 548 301 . 386 777 342 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 416 171 195 534 198 386 569 225 625 613 261 752 68 C 0713 50 65 214 14C, 140 426 195 195 548 249 386 777 20' 775 866 322 948 97 0,1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1016 468 1067 118 0.1242 50 65 214 140 '40 426 195 195 548 386 386 777 <94 775 1016 572 1067 SUPREME Allowable Screw Connection Capacity(Pounds Per Screw) Se.r bark covet for exclusive rnaBufacruwerr of tha Supreme Ft-among System.. Il tof'JR SS Screw 110 Screw 112 Screw '/"Screw Thickness Design Fy Fu (Pss.643 lbs,PIS 419 Ibs) (Pss=1278lbs,Pts_586Ibs) (Pss=1644lbs,Pts_1158 lbs)(Pas.2330 lbs.Pts=23251be)(Pss.3048 lbs,Pts a 3201 lbs) Thickness Yield Tensile (mil} (in) (ksi) (ksl) 0.138"Dia:0.272"Head 0.164"Dia,0.272"Head 0.190"Dia;0.340"Head 0.216"Dia;0.340"Head 0.250'Dia.0.409"Head Shear Pull•Out Pull-Over Shear Pull-Out Pull-Ove Shear Pull-Out Pull-Over Shear Pull-Out Pull.Over Shear Pull-Out Pull.Over C25 0.0155 57 65 65 39 137 150 47 137 77 54 171 . D20 0,0188 57 65 142' 48 140 150' 57 166 164` 66 208 109 75 208 - - 30E00 00235 57 65 174' 60 140 184' 71 195 236' 82 260 152 9., 21)0 - 33E0D 0.0235 57 65 174' 60 140 184' 71 195 236' 82 260 152 93 26C - - - 33E0S 0.0295 57 65 171 75 140 187 89 195 201 103 326 214 117 326 23' 136 392 43E0S 0.0400 57 65 270 102 140 295 121 196 317 140 386 338 159 442 364 184 532 +Values are based on test+hg using A/SI S100 procedures. *SUPREME products are only available from those SSMA members who are certified to produce SUPREME products. 9/12 Complies With 2009 and 2012!SC www.SSMA.com 83 I 110IILMI FII`TI www.hiltl.us Profis Anchor 2.7.6 www.hiltl,us Profis Anchor 2.7.6 Company: ECLIPSE ENGINEERING,INC. Page. 1 Company ECLIPSE ENGINEERING,INC. Page: 2 Specifier: Protect Specifier: Project: Address: 376 SW Bluff Dr.,Salle 8 Sub-Project I Pos.No.. Address 376 SW Bluff Dr..Suite 8 Sub-Project I Pos.No.: Phone 1 Fax: 541-389-9659 I Date: 5/14/2018 Phone I Fax 541-389-9659 I Date: 5/142018 E-Mail: E-Mail: Specifier's comments: 2 Proof I Utilization(Governing Cases) Design values[lb] Utilization 1 Input data Loading Proof Load Capacity flu Tension Pullout Strength 500 1,107 46/[a] Status OK Anchor type and diameter: Kwlk Bolt TZ-CS 318(2) "'--•°"^ .. Shear Steel Strength 300 1,466 -/21 OK Effective embedment depth' h,,,,.,=2.000 in.,h,,,„„=2.313 in. Material: Carbon Steel Loading P" 9v 5 Utilization gHv[h] status Evaluation Service Report. ESR-1917 Combined tension and shear loads 0,452 0.205 5/3 34 QC Issued I Valid. 5/1/2017 15/1/2019 Proof: Design method ACI 318-14/Mech. Standoff installation: -(Recommended plate thickness:not calculated) 3 Warnings Profile: no profile •Please consider at details and hints/warnings given in the detailed report! Base material: cracked concrete,2500,f,=2,500 psi;h=4.000 in. Fastening meets the design criteria! Installation: hammer drilled hole,Installation condition:Dry Reinforcement tension:condition B,shear.condition B;no supplemental splitting reinforcement present 4 Remarks;Your Cooperation Duties edge reinforcement none or<No.4 bar • 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 Seismic loans(cat.C,D,E,or F) Tension load:yes(172.3.4.3(d)) secunty regulations in accordance with Hikes technical directions and operating.mounting and assembly instructions,etc..that must be strictly Shear bad:yes(17.2.3.5.3(c)I complied with by the user.At 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. Geometry[In.]8 Loading[Ile,in.lbJ 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 calculaton checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facilely. The Software serves only as an aid to interpret norms Z 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, • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hiki on a regular basis.If you do riot use the AuloUpdale function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates vo the Hilo Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or j programs,arising from a culpable breach of duty by you. 4I* 0 .. , : X Irwn data and results must oe checked for agreement with the adding condaions and rot vlausMi:ir inwi data and resorts most be checked for agreement wan the extorted cd'nmr nr and for Pif lilt A G PROFIS ArM�b(c)20032W9 F1i1i AG,FL-9494 ScF.aan Alb is a req�slerpd Trademark of Hiti AG.Schaal, '. PRCFI.S AncMr I t 10n1.'C10rJ Hial AG.FL-9d9t Scheer Hki is a regis!nrcd Trademark of HIM AG.Screen No_ 1.111IT1 1111116,11.1111 www.islitl.us Profis Anchor 2.7.6 www.hilti.us Profis Anchor 2.7.6 Company: ECLIPSE ENGINEERING,INC. Page: 1 Company ECLIPSE ENGINEERING,INC. Page: 2 Specifier Project. Specifier Project: Address: 376 SW Bluff Dr.,Suite 8 Sub-Project I Pos.No. Address: 376 SW Bluff Dr.,Suite 8 Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/14/2018 Phone I Fax: 541-389-9659 I Date: 5/14/2018 E-Mail: E•MaN. Specifier's comments: 2 Proof I Utilization(Governing Cases) -----.--- ----.--- Design values[Ib) Utilization 1 Input data Loading Proof Load Capacity Ills Ill IN Status " Iension Concrete Breakout Strength 1,000 2,149 47/- OK Anchor type and diameter: Kwik Bolt TZ•CS 3/8(2) tt; Effective embedment depth: he an=2.000 in.,h,„„=2.313 in. Shear Concrete edge failure in direction x+ 700 2,055 -/35 0K Material Carbon Steel SAFE=ET Loading (jw Utilization day(%) Status Evaluation Service Report. ESR-1917 Combined tension and shear loads 4465 0.341 5.'3 45 OK Issued I Valid: 5/1/2017 15/1/2019 Proof Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in. 3 Warnings Anchor plate I,x Ir x t=3.000 in.x 7.000 in,x 0.074 in.;(Recommended plate thickness:not calculated •Please consider all details and hints/wamings given in the detailed report! Profile: no profile Fastening meets the design criteria! Base material: cracked concrete 2500,L'=2,500 psi,h=4.000 in. Installation: hammer drilled hole,Installation condition:Dry 4 Remarks;Your Cooperation Duties Reinforcement: tension:condition B,shear condition B;so supplemental splitting reinforcement present •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 edge reinforcement.none or<No.4 bar security regulations in accordance with Hines technical directions and operating,mounting and assembly instructions,etc.,that must be strictly Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) 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 Hlki product. The results of the calculations carried out by means of the Software are based essentially on the data you put in, Shear load:yes(17.2.3.5.3(c)) 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 Geometry(In.)8 Loading[Ib,in.Ib] 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 Z application. •You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hiki on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hiki Website. Hilli 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. i1 o c-`� a i _: '•,x Input data and results must be chocked Co agreement Me,Me sekeng canteens lien and kee ple.aall4 trout dale and acute must be cracked for agreement with tre exrsong conditions and fur plausbi9)^ PROFIS Amber(c)2003-2009 teb AG,FLA494 Sidman tilt b s rpistesed Tredwnrk at IW AG,Salaam PROFIS Anchor t c)2003-2009 He AG FL4194 Schoen S b is a registered Trademark of Halt AG,Schaan N 11.101111M° 2966 WILSON DRIVE NW GRAND RAPIDS, MI 49534 TEL: 800.234.7477 FAX: 616.791.9916 WWW.PIPPMOBILE.COM MOBILE STORAGE SYSTEMS INC. E-MAIL: CUSTOMERSERV@PIPPMOBILE.COM INSTALLATION INSTRUCTIONS UNITS WILL BE 8' HIGH WITH 7 SHELVES 7 OPENINGS SHELVING UNIT PARTS: © © © O © O git (4) 40 --ti° 4w- Co ir ,.. , L'UPRIGHT "T'UPRIGHT DOUBLE DOUBLE RIVET DOUBLE RIVET HANGBAR SHELF MATERIAL RIVET UPSIDEDOWN LOW PROFILE PERFORATED METAL O EACH CORNER o° a° o° e° a° /:O O EACH LEVEL / °° OE EACH LEVEL EACH LEVEL OE o� AD °° G EACH LEVEL 0 .• ° ° °° ° ao °a as va a° °° ° APPROX.12 OPEN EACH LEVEL as s � a° �i a n ate° � �a ' !!! ° O 7 EYELETS CLEAR // ° EACH LEVEL �, , ooa`�� O N,: oog°°°° © EACH LEVEL © a°°° 36",42"OR 48" 15" / NOTE: BACK TO BACK UNITS WILL HAVE A MASONITE DIVIDER 12/12