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Specifications (4) Vxqn• Seg• Cla 14(MC+ ECLiPSE ECLIPSE - ENGINEERING . COM ENGINEERING .r^r JAN( Structural Calculations 11' )l DEC 282016 4 -A PRO1 Steel Storage RacksQ�� 78688 PE Peo� By Pipp Mobile Storage Systems, Inc. PIPP PO #23447 SO #57387 OR_10 FAT. 19, qy-4As (Expiration Date DEC 311 2018 Victoria's Secret Pink #1806 Washington Square 9585 SW Washington Square Road - Space #H07 Portland, Oregon 97223 Prepared For: 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 racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2014 Oregon Structural Specialty Code. These storage racks are not accessible to the general public. MBlAFAL(S SPOKANE 113 West Main,Suite B,Missoula,MT 59802 729 Nucleus Ave,State D,Columbia Fa*s,MT 59812 421 West Riverside Ave.,Stale 421 Spokane,WA 99201 376 SW Bluff Dave,Sudo 8,Bend,OR 97702 Phone:(406)721-5733•Fax(406)721-4988 Plane:(406)892-2301•Fax 406892-2368 Phone:(509)921-7731•Fax(509)921-5704 Phone:(541)389-9659.Fax(541)312-8708 .--°- EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 13.3.1 & 15.5.3.4 Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth(1)or Back to Back(2)? Nu:= 2 Total Height of Shelving Unit- ht:= 10.00•ft plf:= lb.ft 1 Width of Shelving Unit- w:= 3.50•ft psf:= Ib•ft2 Depth of Shelving Unit- d:= Nu.(2.00.ft) =4 ft pcf:= lb.ft—3 Number of Shelves- N:= 13 kips:= 1000.1b Vertical Shelf Spacing- S:= 10.00.in ksi:= kips.in 2 Shelving Loads - Maximum Live Load on each shelf is 35 lbs: Weight Load in Design Live Dead Load per shelf- psf- Load on Shelf- on Shelf- Wt] Wtt:= Nu•(35•Ib) = 701b LLI:= — = 5.psf LL:= LLI= 5 psf DL:= 2.50 psf w•d Section Properties of Double Rivet 14 Gauge Steel 'L' Post : Modulus of Elasticity of Steel- E:= 29000.ksi Steel Yield Stress- Fy:= 33•ksi Physical Dimensions of L Post: Density of Steel- psteel:= 490•pcf L Post Width-out-to-out- bi:= 1.500.in L Post Depth-out-to-out- di:= 1.500.in Radius at Corners- R,:= 0.188.in Post Thickness(14 Gauge)- t:= 0.0750.in L Post Width-End-to-IF- L Post Depth-End-to-IF- bi,:= bi— t= 1.425.in dic:= di—t= 1.425.in Radius of Gyration in x and y- rx:= 0.5390•in ry:= 0.5390•in Section Modulus in x and y- S,,:= 0.0396.in3 Sy:= 0.0396.in3 . Moment of Inertia in x and y- lx:= 0.0406•in4 l,:= 0.0406.in4 Full S Reduced Cross Sectional Area's- Apf:= 0.225•int Apr:= 0.138.in2 . Length of Unbraced Post- LX:= S= 10.00•in Ly:= S= 10.00•in Lt:= S= 10.00-in Effective Length Factor- K,:= 1.7 KI,•— 1.7 Kt:= 1.7 Weight of Post- Vertical DL on Post- Vertical LL on Post- DL•w•d•N LL•w•d•N Wp:= psteel•Apt.ht= 7.66 Ib Pd:— + WP = 64.531b P1. 4•N = 113.751b 4 N u u Total Vertical Load on Post- Pp:= Pd + Pi= 178.28lb 1 iEC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE Floor Load Calculations : Weight of Mobile Carriage: Wr;:= 40.1b Total Load on Each Unit: W:= N •4.Pp + W,= 1466.25 lb Area of Each Shelf Unit: Au:= w•(d+ 3 in) = 14.875 ft2 Floor Load under Shelf: PSF W =99•psf Au NOTE:SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure: Building's Risk Category- BRC:= 2 Importance Factor- IE:= 1.0 Determine Ss and S1 from maps- SS:= 0.977 S1:= 0.425 Determine the Site Class- SSC:= "D" Determine Fa and F„ - Fa= 1.109 F„= 1.575 Determine Sips and SDI_ SDs:= 3 (Fa Ss) = 0.722 SD1:= 3•(Fv Sl/ = 0.446 Seismic Deisgn Category- SDC= "D" Structural System-Section ASCE-7 Sections 13.3.1015.5.3.4.: 4.Steel Storage Racks R:= 4.0 S2 := 2 Cd:= 3.5 RP:= R ap:= 2.5 IP:= 1.0 Total Vertical DL WP Total Vertical LL Load on Shelf Wd DL•w•d + Nu•4•N =401b Load on Shelf Wi LL•w•d= 701b Seismic Analysis Procedure per ASCE-7 Sections 13.3.18 15.5.3.4: Average Roof Height- hr:= 20.0•ft Height of Rack Attachment- z:= 0•ft Ground floor)loor) Seismic Base Shear Factor- Vt•= 0.4 ap Sps /1 + 2•Z = 0.181 Rp hr Ip Shear Factor Boundaries- Vtmin:= 0.3•Sips.Ip = 0.217 Vtmax:= 1.6.Sps•Ip = 1.156 Seismic Coefficient- Vt:= min(max(vtmin,Vt),Vtmax) =0.217 Overstrength Factor- [:= 2.0 NOTE:By ASCE 7-10 Section 13.3.1,0 does not apply for vertically cantilevered architectural systems. 2 5 EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE Seismic Loads Continued : A LRFD For ASD,Shear maybe reduced- Vp:= 0.7•Vt= 0.152 Vpd,:= Vt= 0.217 Seismic DL Base Shear- Vtd:= Vp•Wd.N = 78.321b Vtdd,:= Vpet,•Wd•N = 111.89lb DL Force per Shelf: Fd:= Vp.Wd = 6.02 lb Fdd,:= Vpd,•Wd = 8.61 lb Seismic LL Base Shear- V11:= Vp.Wj.N = 138.061b Vti := Vpd,•Wi•N = 197.231b LL Force per Shelf: F1:= VI,-Wi = 10.62 lb Fi := Vpd,•W1= 15.17 lb 0.67*LL Force per Shelf: F1.67:= 0.67.Vp.Wl= 7.12 lb F1.670:= 0.67•Vpd,•W1= 10.16 lb Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions-Condition#1:Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves- • H1:= 0.0•S+ 1.0•S+ 2.0•S+ 3.0•S+ 4.0•S+ 5.0•S+ 6.0.S+ 7.0•S+ 8.0•S+ 9.0•S H2:= 10.0•S+ 11.0.S+ 12.0.S H:= H1 + H2 = 65.00ft Total Moment at Shelf Base- Mt:= H.Wd + H.0.67•W1 = 5629.75ft.lb Total Base Shear- V1:= Vtd+ 0.67•Vti= 170.83Ib V1 := Vtd + 0.67•Vtld,= 244.04Ib Vertical Distribution Factors for Each Shelf- Wd'0.0•S+ WI.0.67.0.0.S Wd•1.0.S + W1•0.67.1.0•S C1:= = 0.000 C2:= = 0.013 Mt Mt F1:= Ci.(Vi) = 0.00 Flet,:= Ci.(V1,,) = 0.00 F2:= C2•(V1) = 2.191b Fed,:= C2•(V1d,) = 3.131b Wd•2.0.S+ W1.0.67.2.0•S Wd•3.0-S+ W1 0.67.3.0.S C3:= = 0.026 C4:= = 0.038 Mt Mt F3:= C3.(V1) =4.38 lb Fad,:= C3.(V10) = 6.26 lb F4:= C4•(V1) = 6.57 lb F40,:= C4.(Vito) = 9.39 lb Wd•4.0•S+ 0.67.4.0.S Wd•5.0•S+ W1.0.67.5.0•S C5:= = 0.051 C6:= = 0.064 Mt Mt F5:= C5.(Vit) = 8.761b F54,:= C5.(V4)) = 12.511b F6:= C6-(Vit) = 10.95Ib F6d,:= C6•(V1d,) = 15.641b Wd•6.0•S+ W1•0.67.6.0•S Wd•7.0•S+ W1.0.67.7.0•S C7:= = 0.077 C8:= - = 0.090 Mt Mt F7:= C7•(V1) = 13.14 lb Fat,:= C7•(VO = 18.771b F8:= C8.(V1) = 15.331b F80:= C8.(V1�) =21.901b 3 ECLI PS E VICTORIA'S SECRET PINK#1806 1212512016 ENGINEERING PORTLAND, OR Rolf Armstrong,PE Wd•8.0•S+ Wi•0.67.8.0•S Wd•9.0•S+ WI-0.67.9.0.S C9:— = 0.103 C10:= = 0.115 Mt Mt F9:= C9.(V1) = 17.521b F9�:= C9.(V1�) = 25.031b F10:= C10 (V1) = 19.711b F10,,:= C10•(V1co) = 28.161b Wd•10.0.S+ W1.0.67.10.0.S Wei-11.0.S+ WI.0.67.11.0•S C11:= = 0.128 C12:= = 0.141 Mt Mt F11:= C11.(V1) = 21.901b Filo:= Cir(V1�) = 31.291b F12:= C12'(V1) = 24.091b F12(0:= C12'(V1(0) = 34.421b Wd•12.0.S+ WI.0.67.12.0.S C13:= = 0.154 - Mt F13:= C13.(V1) = 26.28 lb F130:= C13•0/10) = 37.541b C1+ C2 + C3 + C4 + C5+ C6 + C7 + C8 + C9+ C10+ C11+ C12+ C13= 1 Coefficients Should total 1.0 Force Distribution Continued : Condition#2:Top Shelf Only Loaded to 100%of Live Weight Total Moment at Base of Shelf- Mta:= H•Wd + (N — 1).S.WI = 3281ft•lb Total Base Shear- V2:= Vtd+ Fi= 891b V2,,:= Vto + F1 = 1271b Wd•0.0.S+ 0•Wi•0.0•S Wd•1.0•S+ 0•Wi•1.0.S Cla:= = 0 C2a:= = 0.01 Mta Mta Fla:= Ch.(V2) = 0 Flo = Cla•(V2c) = 0 F2a:= C2a•(V2) = 0.91b F2a,:13.:= C2a•(V24) = 1.3 lb E Coefficients Cla+ C2a + C3a+ C4a+ C5a+ C6a+ C7a+ C8a+ C9a+ Cla+ Clla+ C12a+ C13a= 1 Should total 1.0 Condition #1 Controls for Total Base Shear By Inspection,Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design in M 1 • S•max(V ,V = 8.90ft•Ib Bending Stress f MS = 2.7•ksi Short Direction : s N •4 2 1 V2) on Column- nx Sx u Allowable Ratio of Allowable 1 fbx MUST BE LESS F 0.6•F19.8•ksi — =0.14 Bending Stress- n'- y= Ultimate Stress- Fb THAN 1.0 Bending at the Base of Each Column is Adequate 4 5 Ec LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 E N C I N E E R I N G PORTLAND,OR Rolf Armstrong, PE Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations. Y Vp1:= V1 — F1= 171 Ib Vp2 := Vol — F2 = 169lb Vp3 := Vo2 — F3 = 164lb - Vpia V2 — Fla= 891b Vp2a Vola — F2a= 881b Vp3a Vp2a — F3a= 861b E 1 max(Vpl,Vpia).S3 S 1 max(Vp2,Vp2a)• 3 S3 01:= = 1.5113x 10 — = 6616.73 02:= = 0.001•in Nu•4 12.E•l Ai Nu.4 12.E.IX J Aa:= 0.05.ht= 6•in At:= Ai + A2 + 03 + A4+ 05 + O6 + 07 + O8 + O9 + 010+ 011+ 012+ 013= 0.0126.in • if(.6.t< Aa "Deflection is Adequate "No Good")="Deflection is Adequate" Note:The deflection shall not exceed 5%Ht,so shelving deflection is adequate. _ Moment at Rivet Connection: Shear on Ms dr2•IT each rivet- dr:= 0.25-in Vr:_ 1.5in = 71.181b Ar:_ 4 = 0.0491 int Steel Stress Vr Ultimate Stress on Rivet Omega Factor :_ — . F 47.9ksi it :— 2.0 on Rivet f v• A (SAE C1006 Steel)- Fur (ASD)- r — r = 145 ksi Allowable Stress 0.4.Fur — 9 58 ksi Ratio of Allowable I " 0.15 MUST BE LESS THAN 1.0 on Rivet yr Ultimate Stress- Slr Fvr RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Vertical Dead Component: Ev:= 0.2•Sps•(DL+ LL)•w•d= 15.171b Load of Shelli D:= (DL+ LL)•w•d = 105.00 lb - Note:since the shelf LL is used to generate the seismic uplift force,it may also be used to calculate the net uplift load. For an empty shelf,only the DL would be used,but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu:= E,— 0.6.D Fu =—47.83 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of ShelfN 4 Uplift Force F Fu F 11.961b Connections: per Corner: uc:= N uc =— c NOTE:Since the uplift force is negative,a mechanical connection is not required. 5 -5 EC LI P E VICTORIA'S SECRET PINK#1806 1212512016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Find Allowable Axial Load for Column : Allowable Buckling Stresses- _ Ir2E Qex' hex= 287.72•ksi Kx•Lx�2 rx ) 2 2 Distance from Shear Center e t'd10 .1:11, e0— 1.9043 in to CL of Web via X-axis c 4 Ix Distance From CL Web to x := 0.649•in— 0.5•t = 0.6115•in Centroid- Distance From Shear Center x0:= x + ec x0 = 2.5158.in to Centroid- Polar Radius of Gyration- ro:= Jrx2 + ry2 + x02 r0 = 2.6287.in Torsion Constant- J:= 3•(2•bi•t3 + drt3) J= 0.00063.in4 t b13•di2 13.bi•t+ 2•dr t 1 6 Warping Constant- C„,:— CW= 0.0339.in 12 6 bi•t+ dirt Shear Modulus- G:= 11300•ksi 1 �2EC1 6t:= • G•J+ 6t= 42.706.ksi App ro2 _ (KrLt)2 oxo 12 13:= 1 — — 3= 0.0841 fro Fet 2113•[( ex+ 6t) — ((Tex+ 6t)2 —413.(Tex'6t Fet= 37.5452•ksi Elastic Flexural Buckling Stress- Fe:= if(Fet< 6ex, Fet,(sex) Fe = 37.5452•ksi Allowable Compressive Stress- Fe:= if Fe >Fy, F • 1 — Fy , F� Fn = 25.7487•ksi 2 y � 4.Fe) Factor of Safety for Axial Comp.- 1l0:= 1.92 6 ECLI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEER INC PORTLAND, OR Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange- Flat width of Flange- wf:= b1— 0.5.t wf= 1.4625•in Flange Plate Buckling Coefficient- kf:= 0.43 w F Flange Slenderness Factor- Xf:= 1.052f n Xf= 0.9322 kf t E Pf 1 _ 0.22 1 pf= 0.8196 Xf ) Xf Effective Flange Width- be:= if(Xf> 0.673, pf•wf,wf) be = 1.1986•in Determine Effective Width of Web: Flat width of Web- ww:= d1— t ww= 1.425.in Web Plate Buckling Coefficient- kw:= 0.43 AlF Web Slenderness Factor- Xw:— 1.052 w Xw= 0.9083 t E pw 1 0.221 1 pw= 0.8343 Xw J Xw Effective Web Width- he:= if(X > 0.673, pw•ww,ww) he= 1.1889•in Effective Column Area- Ae:= t.(he + be) Ae = 0.1791.in2 Nominal Column Capacity- Pn:= Ae.Fn Pn =4611 lb Pn Column Capacity- Pa:_ 2 Pa = 2401 lb S 0 Check Combined Stresses — - �r2.E Ix Pcrx Pcr= 40209.25 lb (Kx.Lx)2 Per Pcrx Pcr= 40209.25 lb 9c'PP1 Magnification Factor- o := 1 — = 0.991 Cm:= 0.85 Pcr Combined Stress: + Cm fbx =0.1,9 MUST BE LESS THAN 1.0 iM1Pa Ft).et Final 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS Design: NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative 7 E( LI PSE VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit- ht= 10ft Width of Shelving Unit- w= 3.5 ft Depth of Shelving Unit- d=4ft WORST CASE Number of Shelves- N = 13 Vertical Shelf Spacing- S= 10•in Height to Top Shelf Height to Shelf (N + 1) Center of G- top t Center of G - he _ •S= 5.8333 ft h := h = 10 ft : 2 From Vertical Distribution of Seismic Force previously calculated-Controlling Load Cases: ASD Ma:= F1.0.0•S + F2.1.0•S+ F3.2.0.S+ F4.3.0•S+ F5.4.0•S+ F6.5.0.S+ F7.6.0•S Moments- Mb:= F8.7.0•S+ F9.8.0•S+ F10.9.0•S+ F11.10.0•S+ F12•11.0•S+ F13•12.0•S . LRFD Mad,:= Fick•0.0•S+ F24,•1.0•S + F34,•2.0•S+ F44,•3.0•S+ F60•4.0•S+ F64,•5.0.S+ F74,•6.0•S Moments- Mbd,:= F8„,•7.0•S+ F94,.8.0•S+ F104,•9.0•S+ F114,•10.0•S+ F12d,•11.0.S+ F134,•12.0•S . For Screws-ASD For Anchors-LRFD Weight of Rack and 67%of LL- W1:= N•(0.6- 0.14•Sps)•(Wd + 0.67•W1) = 561.691b W14,:= N.(0.9 - 0.2•Sps)•(Wd + 0.67•W1) = 850.661b Overtuand 67%i of LL- M + M 1186.29ft•lb M M + M 1694.69 ft.lb and 67%of LL- M1:= a b= 1�:= a� b� Seismic Rack and 67% 1 "M1 W1 I 1 1 M1� W14, of LL Tension 0 Shear- T1 2 d - 2 )= 7.861b Tl':= 2 d - 2 )--0.831b V1= 170.83 lb V14, = 244.041b Weight of Rack and 100%Top Shelf- W2:= (0.6- 0.14.Sps).(Wd.N + W1) = 292.45 lb W24,:= (0.9- 0.2•Sps)•(Wd•N + w1) = 442.921b Overturning Rack and M V h + F h 563.09 ft•lb M V h + F h 804.41 ft•lb 100%Top Shelf- 2:= td• c i• top = 2�:= td�• c i�. top = (M W 1 (M W2� Seismic Rack and 100% T2:= 1 z z• - =-2.73 lb Ted,:= • �� - =-10.18lb of LL Tension&Shear- 2 \ d 2 ) 2 d 2 V2 = 88.94lb V2d, = 127.06lb Force on Column Screws&Anchors: _ Tension Single - Tama:= max\4,-, 0.1b,=42.711b Tam*,:= max(T14,,T2d), 0.lb) = 0.00lb _ Shear Singe- Vax sm := max(T1,T2, 0.lb) = 7.86 lb Vsmax4):= maxi V14, , V24) ,= 61.011b 4 4 Tension Double- Td„:= 2•Tsmax=85.411b Tdmaxo:= 2•Tsmax)= 0 lb Shear Double- Vdmax:= 2•Vsmax= 15.731b Vdmax4:= 2•Vsmax4,= 122.021b 8 ECLI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension(Uplift) Force Yield Stress of at Corner: T:= 50.lb Angle Steel: Fyp:= 36 ksi Thickness of Angle: ta:= 0.075.in 14 ga Foot Plate Width of Angle Leg: be:= 1.25•in Length of Angle La:= 1.375•in Section: 2 Distance out to L:= 0.75.in Section Modulus S ba to = 0.0012.in3 Tension Force: of Angle Leg: e• 6 Design Moment Bending Stress M on Angle: M:= T.L= 3.125ft•Ib on Angle: fb:_ — = 32•ksi Se Allowable Bending F 0.90•F 32.4•ksi Ratio of Pb =0.988 MUST BE LESS THAN 1.00 Stress: b'= yp = Allowable Loads: F b Ultimate Tensile Fup:= 65.ksi Gross Area of Agc — 13a.ta— 0.0938•int Strength of Clip: the Clip: g ' Effective Net Area of the Clip: A„ Age—Eta.(0.375.in)] = 0.0656.in2 Limiting Tensile Strength of Clip: Tcmax, min[(0.90•Fyp•Agc),(0.75•Fup'Aec)] = 3037.5 lb if(Tcmao >Tsmax4),"Checks Okay", "No Good") ="Checks Okay" 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1 Omega for Bearing(ASD)- Is:= 3.00 12,:= 2.35 Specified Tensile Stress of Clip 0 Post,Respectively- Fu1:= 51ksi Fu2:= 51ksi Diameter of Screw- dss:= 0.25in 14 GA Clip Thickness- ts1:= 0.075in 14 GA Post Thickness- ts2:= 0.075in Nominal Bearing Strength- Single Screw-ASD Double Screw-ASD 4.2 Fut. dss'ts2 311 (AISI C-E4.3-3) Pns:= min 2.7 Ful'dss'tsl = 2200lb Pnd:= 2 Pns=44001b 2.7•Fut•dss•ts2 JJ Allowable Bearing Strength- Pas:= Pns = 733.31b Pad:= Pnd = 1466.51b �s 1s 9 ECLI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL): Note:Values obtained from'Scafco'tabels using an 0=3.00 Single Screw-ASD Double Screw-ASD Allowable Tensions,Pullout- Tsst:= 2271b Tsdt:= 2.Tsst=454 lb Allowable Tensions,Pullover- Ts„:= 6561b Tsdv:= 2.Tssv= 1312 lb Allowable Shear- Vss:= 6001b Vsd:= 2•Vss= 12001b The allowable shear values for(1)1/4"dia.screw exceeds the allowable bearing strength of Ref Attached'Scafco'Table the connection. Therefore,bearing strength governs for screw connection capacity. for V&T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor-LRFD Double Anchor-LRFD Ref Attached'HILTI' Allowable Tension Force- T 1051.Ib Tad1993.Ib ValuesROF calcs for V&T T„�= �= Values Allowable Shear Force- Vas:= 1466.1b Vad:= 1938.1b DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Screw-ASD Double Screw-ASD Allowable Tension Force- Iasi:= min(Vss> Pas) = 600 lb Tas2:= min(Vsd, Pad) = 1200 lb Allowable Shear Force- Vas':= Ts„= 656 lb Vas2:= Tsdv= 1312 lb USE: HILTI KB-TZ ANCHOR (or equivalent)-318"x 2" long anchor installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114"dia. screw to fasten base to 14 GA shelf member. USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - 5 USE 3/8"4) x 2" embed installed per the requirements of Hilti 3 Combined Load•ing "Tsmaxcp "Vsmax Wall Supported •Vsmaz (Single Anchor) + =0.00 <1.00 Shear Loading =0.08 <1.00 Tas ) \ Vas ) OKAY (Single Anchor)- Vas OKAY rVsmax TsmaxTension Pullout Tsmax Combined Loading • + 0.71• —0.04 <1.00 = 0.19 <1.00 (Single Screw)- 1.10.its Vasi Iasi ) OKAY (Single Screw)- Tsst OKAY l Wall Supported it.V Combined Loading �Tdmaxd) t �Vdmax��_ <1.00 Shear Loading dma" =0.13 <1.00 (Double Anchor)- Tad ) } Vad ) 0 01 OKAY (Double Anchor) Vad OKAY flu �Vdmax TdmaxTension Pullout Tdmax Combined Loading • + 0.71• — 0.04 <1.00 = 0.19 <1.00 1.10 S� V ) (Double Screw)- (Double Screw) s ase Tas2 OKAY Tsdt OKAY 10 -.'00' EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEER I N G PORTLAND, OR Rolf Armstrong, PE STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension(Uplift) Force on each side- T:= 3Vdmax=47.18 lb Connection from Shelf to Carriage=1/4"diameter bolt through 14ga.steel: Capacity of 1/4"diam.screw in 14 ga.steel- Za:= 715•lb if(T<2•4, "(2) 1/4" Bolts are Adequate","No Good") _ "(2) 1/4" Bolts are Adequate" Use 3/16"Diameter anti-tip device for connection of carriage to track Yield Stress of Angle Steel- Thickness of Anti-tip Head- Width of Anti-tip Rod+Radius- Width of Anti-tip Head- Fy:= 36•ksi to:= 0.090•in br:= 0.25•in ba:= 0.490•in Area of Anti- 2 A IT.b •(0.094 in cos 45 deg) 2 Area of Anti T� br 2 tip Weld w r g� = 0.052.in tip Rod- A;r:= = 0.049•in 4 Stress on Weld fW:= T = 0.9038.ksi Stress onT Connection- Aw rat fr:_ — = 0.9612•ksi Qr Ratios of fW to Fy fW = 0.0251 fr = 0.0267 fW 0.043 The stress on the bolt head is less 0 fr to Fy: Fy Fy 0.3 (70 ksi) than the weld and material capacity. 0.85•ba— br Width of Anti-tip Flange- La:= 2 = 0.083•in Tension Force per Flange leg- T1:= 0.5.T TI La ba ta2 Bending Moment on Leg- M1:_ = 0.082 ft.lb Section Modulus of Leg- S1:_ = 0.001.in3 2 6 MBending Stress on Leg- fb:= s, = 1.485.ksi Ratio of Allowable Loads- fb = 0.05 MUST BE Si 0.85.Fy Thickness of Aluminum Track Width of Anti-Tip track- L:= 5.1•in (average thickness) tt:= 0.33•in L tt2 Spacing of Bolts- Stb:= 22.5.in Section Modulus of Track- St:= — = 0.093.in3 6 Design Moment on Track- M•— T'Stb Bending Stress on Track- fba:= St = 1.434•ksi for continuous track section Allowable Stress fba of Aluminum- Fb:= 21•ksi Ratio of Allowable Loads- -- =0.07 t Fb Ratio of Allowable Loads (Single Anchor)- 3Tdmao 0.00 for continuous track section Tas ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 11 ECLI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENO I N EER I N O PORTLAND, OR Rolf Armstrong,PE Connection from Steel Racks to Wall - Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr= 20ft Height of Rack Attachments- zb:= z+ ht zb = 10 ft (At Top for fixed racks connected to walls) Seismic Base Shear Factor- Vt 0.4•ap•SDS •/1 + 2.—zb 1 Vt= 0.361 Rp hr) Ip Shear Factor Boundaries- Vimin:= 0.3•Sips:Ip = 0.217 Vtmax 1.6•Sips-Ip= 1.156 Seismic Coefficient- Vt:= min(max(Vtmin,Vt),Vtmax) = 0.361 Number of Shelves- N = 13 Weight per Shelf- Wti= 70 lb Total Weight on Rack- WI-:= 4-(Pd + 0.67•PI) WT= 562.98 lb 0.7•Vt•WT Seismic Force at top and bottom- Tv:= Tv= 71.18 lb - 2 Connection at Top: Standard Stud Spacing- Sstud 16•in Width of Rack- w= 3.5ft Number of Connection Points on each rack- Force on each connection point- N,:= max 2, /floor/ w )111 = 2 Fc:= Tv = 35.591b LL Sstud JJJ Nc Capacity per inch of lb Required Fc W := 135•— d := 0.264•in embedment into wood Nailer- s in Embedment Depth- s For Steel Studs: Pullout Capacity for#10 Screw Ratio of Allowable Loads Fc MUST BE in 20 ga studs(per Scafco)- T21,:= 84 Ib for screws into walls- T20 -0'42 <1.0 Connection at Bottom: Ratio of Allowable Loads it'Tv 0.10 MUST BE for anchors into slab 7•Vad <1.0 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. 12 5 EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 13.3.1 & 15.5.3.4 Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth(1)or Back to Back(2)? N 2 Nu Total Height of Shelving Unit- ht:= 10.00•ft plf:= lb.ft 1 Width of Shelving Unit- w:= 3.50.ft psf:= lb.ft—2 Depth of Shelving Unit- d:= Nu•(2.00•ft) = 4ft pcf:= lb.ft—3 Number of Shelves- N:= 7 kips:= 1000.1b Vertical Shelf Spacing- S:= 20.00.in ksi:= kips.in 2 Shelving Loads - Maximum Live Load on each shelf is 80 lbs: Weight Load in Design Live Dead Load � per shelf- psf- Load on Shelf- • on Shelf- Wtj:= Nu.(80.10 = •160 lb LLj:= Wtt = 11.4286•psf LL:= LLj= 11.4286 psf DL:= 2.50 psf w•d Section Properties of Double Rivet 14 Gauge Steel 'L' Post : Modulus of Elasticity of Steel- E:= 29000.ksi Steel Yield Stress- FY•= 33•ksi Physical Dimensions of L Post: Density of Steel- psteel:= 490•pcf L Post Width-out-to-out- bi:= 1.500.in L Post Depth-out-to-out- d1:= 1.500.in Radius at Corners- R,:= 0.188.in Post Thickness(14 Gauge)- t:= 0.0750•in L Post Width-End-to-IF- L Post Depth-End-to-IF- • bip:= b1—t= 1.425.in d1 := d1— t= 1.425.in Radius of Gyration in x and y- rx:= 0.5390.in ry:= 0.5390•in Section Modulus in x and y- S,:= 0.0396•in3 Sy•= 0.0396.in3 Moment of Inertia in x and y- IX:= 0.0406 in4 Iy:= 0.0406.in4 Full&Reduced Cross Sectional Area's- APt:= 0.225 int APS:= 0.138.in2 Length of Unbraced Post- LX:= S= 20.00•in Ly:= S= 20.00•in Lt:= S= 20.00•in Effective Length Factor- KX:= 1.7 KY•— 1.7 Kt:= 1.7 Weight of Post- Vertical DL on Post- Vertical LL on Post- DL•w•d•N WIN.d•N WP:= psteel Apt ht= 7.661b Pd:= + WP = 38.28lb P1:= = 1401b 4•N u 4 N u Total Vertical Load on Post- Pp:= Pd + Pi= 178.28 lb 13 5.1 E( LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE Floor Load Calculations : Weight of Mobile Carriage: Wc:= 40.lb Total Load on Each Unit: W:= Nu.4.Pp+ W = 1466.25 lb ¢wNg Area of Each Shelf Unit: AU:= w•(d+ 3•in) = 14.875ft2 Floor Load under Shelf: PSF:_ ®�ti NOTE:SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure: Building's Risk Category- BRC:= 2 Importance Factor- IE:= 1.0 Determine Ss and Si from maps- SS=0.977 S1=0.425 Determine the Site Class- SSC:= "D" Determine Fa and F, - Fa= 1.109 F„= 1.575 Determine SDs and SD1_ SDs:= 3•(Fa•SS)=0.722 S01: •3 Fv•Sl�= 0.446 Seismic Deisgn Category- SDC= "D" Structural System-Section ASCE-7 Sections 13.3.1&15.5.3.4.: 4.Steel Storage Racks R:= 4.0 1l := 2 Cd:= 3.5 Rp:= R ap:= 2.5 Ip:= 1.0 Total Vertical DL WP Total Vertical LL Load on Shelf Wd DL•w•d + Nu-4•N =44 lb Load on Shelf Wi LL w tl= 160lb Seismic Analysis Procedure per ASCE-7 Sections 13.3.1015.5.3.4: Average Roof Height- hr:= 20.0•ft Height of Rack Attachment- z:= 0•ft Growndd floor)Ground 0.4•ap•SDs Seismic Base Shear Factor- Vt:= • 1 + 2-1) = 0.181 Rp hr Ip Shear Factor Boundaries- Vtmin 0.3-SDs•Ip = 0.217 Vtmax 1.6-SDs•Ip = 1.156 Seismic Coefficient- ' ,Vt) Vtma) =0.217 Overstrength Factor- 52:= 2.0 NOTE:By ASCE 7-10 Section 13.3.1,S2 does not apply for vertically cantilevered architectural systems. 14 5 EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Seismic Loads Continued : ASP LRFO For ASD,Shear may be reduced- Vp:= 0.7.Vt= 0.152 Vpd,:= Vt= 0.217 Seismic DL Base Shear- Vtd:= Vp•Wd•N =46.461b Vtd4:= Vp4•Wd•N =66.38 lb DL Force per Shelf: Fd:= Vp•Wd = 6.64lb Fd4:= Vp4•Wd = 9.48lb Seismic LL Base Shear- Vti:= Vp•WI.N = 169.921b Vtld,:= Vp0.WI.N = 242.75 lb LL Force per Shelf: F1:= Vp•W1= 24.271b F14,:= Vpd,•W1= 34.68Ib 0.67*1.1 Force per Shelf: F1.67:= 0.67.Vp•W1= 16.261b F1.670:= 0.67.Vp4•W1= 23.231b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions-Condition#1:Each Shelf Loaded to 67%of Live Weight: Cumulative Heights of Shelves- • H1:= 0.0•S+ 1.0.5+ 2.0•S+ 3.0•S+ 4.0.S+ 5.0.S+ 6.0•S H2:= 0 H:= H1 + H2 = 35.00 ft Total Moment at Shelf Base- Mt:= H•Wd + H.0.67•W1= 5283.25ft•lb Total Base Shear- V1:= Vtd+ 0.67.Vti=160.31 Ib V14,:= Vtd4 + 0.67.Vt1 ,= 229.02 lb Vertical Distribution Factors foi Each Shelf- Wd•0.0.S+ 0.67.0.0.S Wd•1.0.S+ 0.67-1.0.S C1:= = 0.000 C2:= = 0.048 Mt Mt F1:= C1•(V1) = 0.00 F14,:= C1•(V10) = 0.00 F2:= C2-(V1) = 7.631b Fed,:= C2•(V14) = 10.911b Wd•2.0.S+ WI.0.67.2.0•S Wd•3.0•S+ WI.0.67.3.0.S C3:= = 0.095 C4:= = 0.143 Mt Mt F3:= C3-(Vi) = 15.27 lb F30:= C3.(V4) = 21.81 lb F4:= C4.(V1) = 22.90 lb F40,:= C4.(V1d,) = 32.72 lb Wd•4.0•S+ W1.0.67.4.0.S Wd•5.0•S+ W1.0.67.5.0.5 C5:= = 0.190 C6:= = 0.238 Mt Mt F5:= C5.(V1) = 30.541b F54,:= C5•(V10) = 43.621b F6:= C6-(Vi) = 38.171b F60:= C6•(V10) = 54.531b Wd•6.0•S+ W1.0.67.6.0.S C7:= = 0.286 Mt F7:= C7•(V1) = 45.80 lb F70:= C7-040) = 65.43 lb C1+ C2 + C3 + C4+ C5+ C6 + C7= 1 Coefficients Should total 1.0 15 ECLI PSE VICTORIA'S SECRET PINK#1806 1212512016 ENG E E R I N G PORTLAND,OR Rolf Armstrong, PE Force Distribution Continued : Condition#2:Top Shelf Only Loaded to 100%of Live Weight Total Moment at Base of Shelf- Mta:= H•Wd + (N — 1)•S•Wi= 3131 ft•lb Total Base Shear- V2:= Vtd+ F1= 71 lb V2,:= Vtd, + Flo= 101 lb Wd•0.0.S + 0.Wi•0.0.S Wd•1.0•S+ 0•WI.1.0.S Cla:= = 0 C2a:= = 0.023 Mta Mta Fla:= Cla•(V2) = 0 Flap:= Cla•(V4) =0 F2a:= C2a•(V2) = 1.6lb F2a4,:= C2a•(V2(,) = 2.4lb C + C2a C + C + C + C + C 1 Coefficients la 2a 3a 4a 5a 6a 7a= Should total 1.0 Condition #1 Controls for Total Base Shear By Inspection,Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design inM 1 •S max�V V � = 16.70ft Ib Bending Stress f Ms = 5.06•ksi Short Direction : s N •4 2 1' 2 on Column bx S u x Allowable Ratio of Allowable/ bx MUST BE LESS Bending Stress- Fb:= 0.6 Fy= 19.8 ksi Ultimate Stress Ft) 0 26; THAN 1.0 Bending at the Base of Each Column is Adequate 16 5 EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND, OR Rolf Armstrong, PE Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations. Vo1:= V1 – F1= 160Ib Vol:= Vol – F2 = 153lb Vo3 := Vo2 – F3 = 137lb • Vola:= V2 – Fla= 711b Vola Vola– F2a= 691b Vp3a = Vola – F3a= 66lb 1 max(Vo1,Vola •S3 S 1 max(Vo2,Vo2a�•S3 D1:= – - = 0.0113.in — = 1762.67 02:_ = 0.011•in Nu 4 12•E.IX Ol Nu.4 12.E•IX J Da:= 0.05•ht= 6.in Ot:= Ol + 02 + 03 + D4 + 05 + As + 07= 0.0492.in if(zit< Da, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note:The deflection shall not exceed 5%Ht,so shelving deflection is adequate. Moment at Rivet Connection: Shear on M d„2.7 each rivet- dr:= 0.25.in Vr:= S = 133.59 lb Ar:_ ` = 0.0491•int 1.5.in 4 Steel Stress Vr Ultimate Stress on Rivet Omega Factor on Rivet- fv:= — = 2.72•ksi (SAE C1006 Steel) Fur = 47.9ksi (ASD)- fir:= 2.0 Ar Allowable Stress 0.4 Fur _ 9 58•ksi Ratio of Allowable/ f" = 0 28 MUST BE LESS THAN 1.0 on Rivet , Ultimate Stress- 1r Fur RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Vertical Dead E,,:= 0.2•Sps•(DL+ LL)•w•d= 28.181b D:= (DL+ LL)•w•d= 195.00lb Component: Load of Shelf: Note:since the shelf LL is used to generate the seismic uplift force,it may also be used to calculate the net uplift load. Foran empty shelf,only the DL would be used,but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu:= E – 0.6.D Fu =–88.821b Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf 4 Uplift Force F :– Fu F –22.211b Connections: c:= per Corner: Fuc – NFuc =– c MOTE:Since the uplift force is negative,a mechanical connection is not required. 17 5 EC Ll PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEER I N G PORTLAND, OR Rolf Armstrong,PE Find Allowable Axial Load for Column : Allowable Buckling Stresses- _ 72•E hex• gex= 71.93•ksi /Kx.Lx 11 2 rx ) Distance from Shear Center t•d1,2•131,2 1 2•bic2 to CL of Web via X-axis e0 e 4•Ix 0= 1.9043 in Distance From CL Web to x0:= 0.649.in— 0.5•t x0= 0.6115•in Centroid- Distance From Shear Center x0:= x0+ e0 x0 = 2.5158•in to Centroid- Polar Radius of Gyration- r0:= Jrx2 + ry2 + x02 r0 = 2.6287 in Torsion Constant- J:= 3•(2.bi•t3 + drt3) J= 0.00063.in4 . t b13 di2 13.bi•t+ 2.di•tl 6 Warping Constant- C,:= C,= 0.0339•in 12 6•bi•t+ di•t ) Shear Modulus- G:= 11300•ksi 72EC"1 6t:= 1 • G•J+ I 6t= 16.3004 ksi Apr r02 (KrLt)2 J 2 0:= 1 — /X01 0= 0.0841 r0 ) . Fet 210•[(6ex+ 6t) —J(6ex+ 6t)2 —4 •6eX•c)- = 13.4617•ksi Elastic Flexural Buckling Stress- Fe:= if(Fet< 0ex, Feb(Tex) Fe = 13.4617•ksi 1 Allowable Compressive Stress- Fn:= if Fe > Fy, Fy• 1 — Fy 1, Fj Fn = 13.4617.ksi 2 \ 4F0� - Factor of Safety for Axial Comp.- S20:= 1.92 18 ,t1 EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND, OR Rolf Armstrong,PE Find Effective Area - Determine the Effective Width of Flange- Flat width of Flange- wf:= 131— 0.51 wf= 1.4625•in Flange Plate Buckling Coefficient- kf:= 0.43 w F Flange Slenderness Factor- Xf:= 1.052 �f. E Xf= 0.674 kf 0.221 1 Pf 1 — pf= 0.9994 Xf ) Xf Effective Flange Width- be:= if(Xf> 0.673, pr Wf,Wf) be = 1.4616•in Determine Effective Width of Web: • Flat width of Web- ww:= d1—t ww= 1.425•in Web Plate Buckling Coefficient- kw:= 0.43 Web Slenderness Factor- X 1.052 ww Fn w.= _ t� E >.w= 0.6567 fc 0.221 1 Pw = 1 — pw= 1.0126 Effective Web Width- he:= if(Xw> 0.673, pw•ww,w ) he = 1.425•in Effective Column Area- Ae:= t•(he+ be) Ae = 0.2165.in2 Nominal Column Capacity- Pn:= Ae•Fn Pr, = 2914 lb Pn Allowable Column Capacity- Pa:= S2 Pa= 1518 lb 0 Check Combined Stresses — Tc E.IX Pcrx:= // Pcrx= 10052.311b (Kx•LX�2 Pcr Pen( Pcr= 10052.31 Ib (11,-pp Magnification Factor- e := 1 — = 0.966 Cm:— 0.85 Pcr ) Combined Stress: Pp + Cm•fbx =0.34 MUST BE LESS THAN 1.0 Pa Fti•a .y Final 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS Design: NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative 19 5 EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE STEEL STORAGE RACK DESIGN - cont'd _ Find Overturning Forces : Total Height of Shelving Unit- ht= 10 ft Width of Shelving Unit- w= 3.5 ft Depth of Shelving Unit- d=4ft WORST CASE Number of Shelves- N =7 Vertical Shelf Spacing- S= 20.in Height to Top Shelf Height to Shelf (N + 1) Naphc:= S= 6.6667ft Center of G- top:= h t-- 10ft Center of G - 2 From Vertical Distribution of Seismic Force previously calculated-Controlling Load Cases: ASD Ma:= F1.0.0.S+ F2.1.0•S+ F3.2.0•S+ F4.3.0•S+ F5.4.0•S+ F6.5.0•S+ F7.6.0•S Moments- Mb 0 LRFD Mao:= Flo•0.0•S+ F20.1.0•S+ F30-2.0•S+ F40•3.0•S+ F50.4.0•S+ F64,•5.0•S+ F7d,•6.0•S Moments- Mb4,:= 0 For Screws-ASD For Anchors-LRFD Weight of Rack and 67%of LL- W1:= N•(0.6- 0.14•Sps)•(Ala + 0.67•W1) = 527.121b W14,:= N•(0.9- 0.2.Sps)•(Wd + 0.67•W1) = 798.31 lb , Overturning and67%ofLL- M1'= Ma+ Mb= 1157.80ft•lb M10'= Maep + "bo = 1654.00ft.lb Seismic Rack and 67% 1 "M1 W1 I 1 r M10 W14 I of LL Tension&Shear- Tl 2• d -2)= 12.951b Tlo:= 2 d• - 2 )- 7.171b V1= 160.311b V14, = 229.02lb Weight of Rack and 100%Top Shelf- W2:_ (0.6 - 0.14.Sps).(Wd•N + W1) = 232.591b Wed,:_ (0.9 - 0.2.Sps)•(Wd•N + W1) = 352.26lb • Overturning Rack and 100%Top Shelf M2 Vtd hc+ Fr htop = 552.50 ft-Ib M20 Vtd0 hc+ Fio htop = 789.29ft•Ib 1M W2) 1 rMz� Wz� Seismic Rack and 100% T2:= 1• - = 10.911b Ted, := • - = 10.60lb of LL Tension &Shear- 2 d 2 ) 2 d 2 ) V2 = 70.74 lb V24, = 101.05 lb Force on Column Screws&Anchors: Tension Single - Tsmax:= max VI_ , 4 ,0-Ib,=40.08 lb Tsmaxd,:= max(Tld„Ted„ 0•Ib) = 10.601b /Vl� Shear Single- Vsmax:= max(Ti,T2, 0-Ib) = 12.95 lb Vsmaxd,:= max , V2� ,= 57.25 lb 4 4 Tension Double- Tdmax 2-Tsmax=80.16 lb Tdmax4, 2-Tsmaxo= 21 lb Shear Double- Vdmax 2•Vsmax= 25.89lb Vdmax4, 2•Vsmaxm= 114.51 lb 20 ELI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 E N GI N EER I N G PORTLAND, OR Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension(Uplift) Force Yield Stress of at Corner: T 50.1b Angle Steel: Fyp:= 36 ksi • Thickness of Angle: to:= 0.075•in 14 ga Foot Plate Width of Angle Leg: be:= 1.25•in Length of Angle La:= 1.375.in Section: 2 Distance out to L:= 0.75.in Section Modulus S ba to = 0.0012.in3 Tension Force: of Angle Leg: e 6 Design Moment Bending Stress M on Angle: M:= T.L= 3.125ft.lb on Angle: fb:= S = 32•ksi Se Allowable Bending Ratio of fb Stress: Fb:= 0.90•Fyp= 32.4•ksi Allowable Loads: — = 0.988 MUST BE LESS THAN 1.00 b Ultimate Tensile Gross Area of 2 Strength of Clip: up:= 65 ksi the Clip: Agc:= ba to= 0.0938 in Effective Net Area of the Clip: Aec Agc—[ta•(0.375•in)] = 0.0656•int Limiting Tensile Strength of Clip: Tem*, min[(0.90.Fyp•Agc),(0.75•Fup•AeC)] = 3037.5 lb if(Tcmaxo, >Tsmao "Checks Okay","No Good") = "Checks Okay" 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1 Omega for Bearing(ASD)- 1/,:= 3.00 Ilu:= 2.35 Specified Tensile Stress of Clip&Post,Respectively- Fu1:= 51ksi Fu2:= 51ksi Diameter of Screw- c155:= 0.25in 14 GA Clip Thickness- ts1:= 0.075in 14 GA Post Thickness- ts2:= 0.075in Nominal Bearing Strength- Single Screw-ASD Double Screw-ASD 4.2.Fut j dss.ts23 1) (AISI C-E4.3-3) Pns:= min 2.7•Ful'dss•tsl = 22001b Pnd:= 2.Pns =44001b 2.7.Fut.dss•tS2 )) Allowable Bearing Strength- Pas:= Pns = 733.3 lb Pad:= Pnd = 1466.5lb us 115 21 •1 E+ LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL): Note:Values obtained from'Scafco'Labels using an 0=3.00 Single Screw-ASD Double Screw-ASD - Allowable Tensions,Pullout- Tsst:= 2271b Tsdt:= 2'Tsst= 454 lb Allowable Tensions,Pullover- Ts„:= 6561b Tsdv:= 2.Ts„= 1312 lb Allowable Shear- Vss:= 6001b Vsd:= 2•Vss= 1200 lb The allowable shear values for(1) 1/4"dia.screw exceeds the allowable bearing strength of Ref Attached'Scafco'Table the connection. Therefore,bearing strength governs for screw connection capacity. for V 0 T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor-LRFD Double Anchor-LRFD Ref Attached'HILTI' PROF IS calcs for V&T ' Allowable Tension Force- Tas:= 1051.1b Tad:= 1993.1b Values Allowable Shear Force- Vas:= 14661b Vad:= 1938.1b DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Screw-ASD Double Screw-ASD Allowable Tension Force- Iasi:= min(Vss, Pas) = 6001b Tas2:= min(Vsd, Pad) = 1200 lb Allowable Shear Force- Vasi:= Tssv= 656 lb Vas2:= Tsdv= 1312 lb USE: HILTI KB-TZ ANCHOR (or equivalent)-3/8"x 2" long anchor installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use ]J4"dia. screw to fasten base to 14 GA shelf member. USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - (:= 5 USE 3/8"4, x 2" embed installed per the requirements of Hilti 3 /T "Vamaxcp\k( Wall Supported it.Vsmax p Combined Loading smax0 + =0.00 <1.00 Shear Loading =0.08 <1.00 (Single Anchor)- t, Tas j Vas ) OKAY (Single Anchor) Vas OKAY • Combined Loading n" (Vsmax'+ 0.71•Tsmax _ 0.05 <1.00 Tension Pullout Tsmax _ 0 18 <1.00 (Single Screw)- 1.10..its Vasi Taal ) OKAY (Single Screw) Tsst OKAY - Wall Supported St.V Combined Loading �Tdmaxo l �Udmaxd)1�_ <1.00 Shear Loading dmax4" =0.12 <1.00 - (Double Anchor)- \ Tad ) + \ Vad 0.01 OKAY (Double Anchor)- Vad OKAY Combined Loading �0 •/vamax + 0.71.Tdmax 1= 0.05 <1.00 Tension Pullout Tdmax _ 0.18 <1.00 (Double Screw)- 1.10•its Vas2 Tas2 J OKAY (Double Screw) Tsdt OKAY 22 r/ EC LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension(Uplift) Force on each side- T:= 3Vdmax= 77.68 lb Connection from Shelf to Carriage=1/4"diameter bolt through 14ga.steel: Capacity of 1/4"diam.screw in 14 ga.steel- Zc:= 715.1b if(T< 2•Z,, "(2) 1/4" Bolts are Adequate","No Good") = "(2) 1/4"Bolts are Adequate" Use 3/16"Diameter anti-tip device for connection of carriage to track Yield Stress of Angle Steel- Thickness of Anti-tip Head- Width of Anti-tip Rod+Radius- Width of Anti-tip Head- Fy:= 36.ksi to:= 0.090•in br:= 0.25•in ba:= 0.490•in Area of Anti- 2 Area of Anti 7T•br2 tip Weld Aw = �'br (0.094 in) cos(45 deg =0.052 in tip Rod Air:_ = 0.049.in2 4 Stress on Weld fw:= T = 1.488•ksi Stress on T Connection- Aw rod- fr:= A =1 .5824 ksi Ar Ratios of fw to _Fy fw fr fw = 0.0413 — = 0.044 — 0.0709 The stress on the bolt head is less &fr to Fy: Fy Fy 0.3 (70 ksi than the weld and material capacity. 0.85•ba— br Width of Anti-tip Flange- La:= 2 = 0.083.in Tension Force per Flange leg- T1:= 0.5.T TI La ba•ta2 Bending Moment on Leg- M1:_ = 0.135ft•Ib Section Modulus of Leg- S1:_ = 0.001.in3 2 6 Bending Stress on Leg- fb:= Mi = 2.444•ksi Ratio of Allowable Loads- fb = 0.08 MUST BE Si 0.85.Fy Thickness of Aluminum Track Width of Anti-Tip track- L:= 5.1.in tt:= 0.33.in (average thickness)- L.tt2 Spacing of Bolts- St:= 22.5•in Section Modulus of Track- St:_ = 0.093.in3 6 Design Moment on Track- M•— T'8 tb Bending Stress on Track- fba:= S = 2.36.ksi for continuous track section St Allowable Stress fba of Aluminum Fb:= 21•ksi Ratio of Allowable Loads- — =0.11 Fb Ratio of Allowable Loads (Single Anchor)- 3Tdmaxp for continuous track section 0.06 Tas ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 23 H'--... E LI PS E VICTORIA'S SECRET PINK#1806 12/25/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr= 20ft Height of Rack Attachments- zb:= z+ ht zb = 10 ft (At Top for fixed racks connected to walls) OA-ap•Sips ( zb Seismic Base Shear Factor- Vt:= • 1 + 2.— Vt= 0.361 RP hr J Ip Shear Factor Boundaries- Vtm;n:= 0.3•Sps•Ip = 0.217 Vtmax 1.6•Sps•Ip= 1.156 Seismic Coefficient- Vt:= min(max(Vtmin,At),Vtmax) = 0.361 . Number of Shelves- N = 7 Weight per Shelf- Wti= 160 lb Total Weight on Rack- WT:= 4•(Pd + 0.67-PI) WT= 528.33 lb 0.7•Vt.WI- Seismic _ Force at top and bottom- T„:= T„= 66.8 lb 2 Connection at Top: Standard Stud Spacing- Sstud 16•in Width of Rack- w= 3.5 ft Number of Connection Points on each rack- Force on each connection point- N,:= max 2, /floor/ w 1 j1 = 2 F,:= 1 = 33.41b LL Sstud JJJ N, Capacity per inch of lb Required Fc embedment into wood Nailer- Ws 135 in Embedment Depth- ds:_ W = 0.247 in Ws For Steel Studs: Pullout Capacity for#10 Screw Ratio of Allowable Loads Fs MUST BE in 20 ga studs(per Scafco)- 120 = 84 lb for screws into walls Teo 0'40 <1.0 Connection at Bottom: x. Ratio of Allowable Loads < 1 T " MUST BE _ for anchors into slab- OJ Vad <1.0 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. 24 12/22/2016 Design Maps Summary Report ,iat''''.I.JSGS Design Maps Summary Report . User-Specified Input Report Title 16-12-224 Thu December 22,2016 18:32:47 UTC Building Code Reference Document 2012/20Bntilizes15 USGSInternational hazard data availableuildigCode in 2008) (which u Site Coordinates 45.44816°N, 122.78227°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Pxr +; e ,,l-fllsbcrc '''''#'' _ .. nw •Portlad ° it Beaverton , P. , mw i;r ABY°:'' 'n,,,,,..,14:,,,,,,,. TI9a 0 ' ego i '9'41-4-':''.44:,%-.-- atin ,1i ,,,,,,,,,,,t: :ii: 744',,,,,:::„.2 Sherwoo Y USGS-Provided Output SMS = 1.083 g SDS = 0.722 g SS = 0.977 g S1 = 0.425 g SM1 = 0.669 g SUI, = 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. MCERResponse Spectrum Design Response Spectrum 0.22 1.10 0.90 0.95 0.72 0.88 0.24 0.77 0,56 0.66 0.49 0.55 i rn 0.40 A cn 0 0.22 .d4 - 0.33 0.24 0.22 0.12 0.11 0.09 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 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. »http://earthguake.usgs.gov/desi gnm ops/us/sum mart'.php7tem plate=mini mal&latitude=45.448155&longitude=-122.782268&siteclass=3&riskcategory=0&edition... 1/1 General Product Information Consulting Engineers ." Thickness - Steel Components Wel. . • .c Steel Thickness Table -. T1i Y r;� t . v,.', 18 0.0179 0.0188 0.0843 25 43EQS 0.0400 57 65 639 1106 696 849 27 0.0269 0.0283 0.0796 22 43 0.0451 33 45 601 864 544 663 D20 0.0179 0.0188 0.0844 20-Drywall 54 0.0566 50 65 1188 1566 985 1202 30EQD 0.0223 0.0235 0.0820 20-Drywall 68 0.0713 50 65 1562 1972 1241 1514 30 0.0296 0.0312 0.078120-Drywall 97 0.1017 50 65 1269 1269 33EQS 0,0280 0.0295 0.0790 20-Structural 118 0.1242 50 65 1550 1550 - * -* 33 0.0329 0.03460.0764 20-Structural 127 0.1337 50 65 1668 1668 -* ` 43EQS 0.0380 0.0400 0.0712 18 43 11.1)42$ 0.0451 0.0712 18 5. Capacities based on AISI 5100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths,use the values that 54 0.0538 0.0566 ^.0849 16 correspond to the thinner or lower yield material. 3. Capacities are based on Allowable Strength Design(ASD)and include appropriate safety factors. 68 0.0677 0.0713 0.1069 14 4. Weld capacities are based on either /r2"or Ve"diameter E60 or E70 electrodes.For thinner 97 0.0966 0.1017 0.1525 12 materials,0.030"to 0.035"diameter wire electrodes may provide best results. 5. Parallel capacity is considered to be loading in the direction of the length of the weld. 118 0.1180 01242 0.1863 10-SSMA 6. For welds greater than 1",equations E2.4-1 and E2,4-2 must be checked. 7. For flare groove welds,the effective throat of weld is conservatively assumed to be less than 2t. 127 0.1270 0.1337 0.2005 10-SCAFCO 8. *Flare grove weld capacity for material thicker than 0.10"requires engineering judgement to determine leg of welds(W,and W,). 'Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable - thickness delivered to the jobsite based on Section A2.4 of AISI S100-07. The tables in this catalog are calculated based on inside corner radii listed in this table.The inside corner radius is the maximum of 3/31-t/2 or 1.5t,truncated after the fourth decimal place(t= design thickness).Centerline bend radius is calculated by adding half of the design thickness to listed corner radius. Screw Capacities Allowable Screw Connection Capacity(lbs per screw) 18 33 45 60 33 66 39 71 46 76 52 81 60 27 33 45 111 50 122 59 131 69 139 78 150 90 D20 57 65 87 48 95 57 102 66 109 75 117 87 30EQD 57 65 122 60 133 71 143 82 152 94 164 108 - 30 33 45 129 55 141 65 151 76 161 86 174 100 33EQS 57 65 171 75 187 89 201 103 214 117 231 136 33 33 45 151 61 164 72 177 84 188 95 203 110 43EQS 57 65 270 102 295 121 317 140 338 159 364 184 43 33 45 224 79 244 94 263 109 280 124 302 144 54 50 65 455 144 496 171 534 198 570 225 613 261 68 50 65 576 181 684 215 755 250 805 284 866 328 97 50 65 821 259 976 307 1130 356 1285 405 1476 468 118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 ' 127 50 65 1079 340 1283 404 1486 468 1689 532 1955 616 1. Capacities based on AISI S100-07 Section E4.See table on page 5 for design thicknesses. 6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip,or pullover 2. When connecting materials of different steel thicknesses or tensile strengths,use the lowest values. capacity for sheet closest to screw head(based on head diameter shown).Note that for all tension Tabulated values assume two sheets of equal thickness are connected. values shown in this table,pullover values have been reduced by 50 percent assuming eccentrically 3. Capzcities are based on Allowable Strength Design(ASD)and include safety factor of 3.0. loaded connections that produce a7 non-uniform pull-over force on the fastener. 4. Where multiple fasteners are used,screws are assumed to have a center-to-center spacing of at 7. Higher values,especially for screw strength,may be obtained by specifying screws from a specific least 3 times the nominal diameter(d) manufacturer.See manufacturer's data for specific allowable values and installation instructions. 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter(d)of the screw. Load Paths r ' All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural .- Members. The 2007 edition (here after referred to as simply .r "NASPEC"). Illustrations of load instructions are amongst their ` "' ,-,..E72.0.2.,+ relative product load tables located throughout this catalog. err . t ` Figure to the right demonstrates different types of load : � ' ,a' directions mentioned in this catalog. ., +� F = Out-of-plane lateral load O P2 = In-Plane lateral load1111410", A f • F3 = Direct vertical and uplift load $ sre I wn, t ca nya y ter. ,^ Eclipse Engineering, Inc. Consulting Engineers 114111.11r11MLG www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING,INC. Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) Effective embedment depth: het,act=2.000 in.,hnom=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/2015 Proof: design method ACI 318-11 /Mech. Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile • Base material: cracked concrete,2500,fc'=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(D.3.3.4.3(b)) Shear load:yes(D.3.3.5.3(a)) Geometry[in.]&Loading[Ib,in.lb] Z • 8t 6 T.• 0 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 Eclipse Engineering, Inc. Consulting Engineers MLG www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity SN/0v[%] Status Tension Pullout Strength 300 1107 28/- OK Shear Steel Strength 200 1466 -/14 OK Loading PN Pv Utilization ft"[%] Status Combined tension and shear loads 0.271 0.136 5/3 15 OK 3 Warnings • 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. • 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 Hilti 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 Hilti Website. Hilti 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(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Eclipse Engineering, Inc. 111 Consulting Engineers MLG www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING,INC. Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) ill 11 £r A Effective embedment depth: het,act=2.000 in.,hnom=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/2015 Proof: design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in. Anchor plate: lx x ly x t=3.000 in.x 6.500 in.x 0.074 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc=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(D.3.3.4.3(b)) Shear load:yes(D.3.3.5.3(a)) Geometry[in.]&Loading[Ib,in.lb] z • 8t 5S 275* 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 Eclipse Engineering, Inc. Consulting Engineers MLG www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity j3N/jiv[%] Status Tension Pullout Strength 150 1107 14/- OK Shear Concrete edge failure in direction x+ 200 1966 -/11 OK Loading 13N 13v Utilization DNA,[%] Status Combined tension and shear loads 0.140 0.102 5/3 6 OK 3 Warnings • 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. • 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 Hilti 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 Hilti Website. Hilti 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. TENSION LOAD & CAPACITY SHOWN ARE "PER ANCHOR" VALUES. SHEAR LOAD & CAPACITY SHOWN ARE "PER ANCHOR PAIR" VALUES. 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 Eclipse Engineering, Inc. Consulting Engineers �11�� MLG www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter. KWIK HUS-EZ(KH-EZ)3/8(2 1/2) ikvA, oat volokintetesta" ' Effective embedment depth: hef,act 1.860 in.,h =2.500 in. = nom Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 8/1/2012 1 12/1/2013 Proof: design method ACI 318-11 /Mech. Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=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(D.3.3.4.3(b)) Shear load:yes(D.3.3.5.3(a)) Geometry[in.]&Loading[Ib,in.Ib] 2 A • g _ a 6 110 a � • x 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 Eclipse Engineering,Inc. Consulting Engineers 10111: 11 MLG www.hillti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/pv[%] Status Tension Concrete Breakout Strength 300 1051 29/- OK Shear Pryout Strength 200 1509 -/14 OK Loading f3N (3v Utilization is"[%] Status Combined tension and shear loads 0.285 0.133 5/3 16 OK 3 Warnings • 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. • 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 Hilti 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 Hilti Website. Hilti 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(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Eclipse Engineering,Inc. 10.1111 Consulting Engineers 1 � MLG www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: Specifier's comments: 1 Input data 4 Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Effective embedment depth: het,act=1.860 in.,hnom=2.500 in. .► Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 8/1/2012 1 12/1/2013 Proof: design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in. Anchor plate: lx x lY x t=3.000 in.x 7.000 in.x 0.074 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fo'=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(D.3.3.4.3(b)) Shear load:yes(D.3.3.5.3(a)) Geometry[in.]&Loading[Ib,in.Ib] z ct v 21$* 24, � ,x 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 Eclipse Engineering,Inc. • Consulting Engineers MLG www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity SN/PV[%] Status Tension Concrete Breakout Strength 300 1993 16/- OK Shear Concrete edge failure in direction x+ 200 1938 -/11 OK Loading RN PV Utilization pkv[%] Status Combined tension and shear loads 0.151 0.103 5/3 7 OK 3 Warnings • 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. Mc•eover,you bear sole responsibility for having the results of the calculation checked and cleared by ar 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. • 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 Hilti 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 Hilti Website. Hilti 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(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan