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Specifications teig o!Ll- 06.1--.ZS ''% ECLIPSE `� �� ��s� sQ ECLIPSE - ENGINEERING . C O M ENGINEERING Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP PO #117002 SO #355393 AppleSEP l 8201a� Store p PR4 •C ►It � `SS Washington SquareSquare Road • 9585 SW Washington • - • � ;. Tigard, Oregon 97223 •04 0\-' LLxa ration :7)- e:_ 2015 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. • 113 Weal Men,Sete 8.Mesal.MT 58802 1006 Bake(Ave.Sue 0.IMie6dt MT 59937 621 Weal Reefs&Me..Seib 421 Spokane.WA 99201 376 SW Bed Ohre.S*8.8W.OR 97702 Phone:(108)7214733•Fac(406)7214988 peons:(406)882.3715•Fax 4068824718 Mona(509)921.7731•Fax(509)9214704 Phare:(541)3889558•Fan:(511)1)3126708 1 1 ECLI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong,PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3 Design Vertical Steel Posts at Each Corner : plf:= lb.ft 1 Shelving Dimensions: psf:= lb-ft–2 Total Height of Shelving Unit- ht:= 10.00•ft pcf:= lb.ft–3 Width of Shelving Unit- w:= 4.00•ft ksi:= 1000.1b.in 2 Depth of Shelving Unit- d:= 1(2.004) = 4ft kips:= 1000.lb Number of Shelves- N:= 7 Vertical Shelf Spacing- S:= 20.00.in Shelving Loads: Maximum Live Load on each shelf is 75 lbs: Weight per shell- Wti:= 1(75.lb) Wti= 1501b Load in psf- LLi:= Wtt LL— 9.375•psf w•d t Design Live Load on Shelf- LL:= LL. LL= 9.375•psf Dead Load on Shelf- DL:= 2.50.psf Section Properties of Double Rivet 'L' Post : • Modulus of Elasticity of Steel- E:= 29000•ksi b:= 1.5 in h:= 1.5•in Steel Yield Stress- Fy:= 33•ksi ry:= 0.47•in Section Modulusinxandy- SX:= 0.04.in3 rX:= 0.47.in Moment of Inertia in x and y- lx:= 0.06.in4 t:= 0.075 in Full Cross Sectional Area- AP:= 0.22•int hc:= 1.42 in b�:= 1.42.in Length of Unbraced Post- LX:= S= 20•in Ly:= S= 20•in Lt:= S= 20.in Effective Length Factor- KX:= 1.0 K := 1.0 Kt:= 1.0 Section Properties Continued: Density of Steel- psteel:= 490•pcf Weight of Post- Wp:= psteel.Ap•ht WP = 7.49•lb Vertical DL on Post- Pd:= DL-w-.125d•N + Wp Pd = 42.49 lb Vertical LL on Post- P1:= LL-w-.125•d•N P1= 131.25 lb Total Vertical Load on Post- Pp:= Pd + Pi Pp = 173.74.1b 1 '% EC LI PSE APPLE STORE 911812014 ENGINEERING TIGARD,OR Rolf Armstrong,PE Floor Load Calculations : Weight of Mobile Carriage: W,:= 90•lb Total Load on Each Unit: W:= 8•Pp+ W, W= 1479.89 lb Area of Each Shelf Unit: Au:= w•d Au = 16ft2 Floor Load under Shelf: PSF:= PSF= 92•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: Importance Factor- 1E:= 1.0 Determine Ss and Si from maps- Ss:= 0.977 S1:= 0.425 Determine the Site Class- Class D Determine Fa and F„ - Fa:= 1.109 Fv:= 1.575 Determine SMs and SM1_ SMs Fa.Ss Spa Fv.Sl SMs= 1.0835 SM1= 0.6694 Determine SDs and SDI- SDS 3•SMS SDI 3.5M1 SDS= 0.722 SDI= 0.446 Structural System-Section 15.5.3 ASCE-7: 4.Steel Storage Racks R:= 4.0 Ito:= 2 Cd:= 3.5 Rp:= R ap:= 2.5 IP -- 1.0 Total Vertical LL Load on Shelf- WI:= LL-w•d W1= 150 lb W Total Vertical DL Load on Shelf- Wd:= DL w•d+ 8• p Wd = 48.561b Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr:= 20.0•ft Height of Rack Attachment- z:= 0•ft (01-0"For Ground floor) 0.4•ap-SDs z Seismic Base Shear Factor- Vt:= Cl + 2•-1 Vt= 0.181 Rp hr) Ip Shear Factor Boundaries- Vtmin 0.3•SDs•1p Vtmin = 0.217 Vtmax 1.6•SDS•Ip Vtmax= 1.156 Vt:= if(Vt>Vtmax,Vtmax,Vt) Vt:= if(Vt< Vtmin,Vtmin,Vt) Vt= 0.217 2 1 ECLI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong,PE Seismic Loads Continued : v Far ASD,Shear maybe reduced- VP:= t = 0.155 1.4 Seismic DL Base Shear- Vtd:= Vp•Wd•N = 52.61 Ib DL Force per Shelf: Fd:= Vp•Wd = 7.52 lb Seismic LL Base Shear- Vti:= Vp•Wl•N = 162.52 Ib LL Force per Shelf: Fl:= V •Wl = 23.22 lb 0.67•LL Force per Shelf: F1.67:= 0.67.Vp•Wl= 15.561b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Concition#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+ 0 H2:= 0 H:= H1 + H2 H = 35 ft Total Moment at Shelf Base- Mt:= H•Wd + H.0.67•Wl Mt= 5216.94 ft.lb Vertical Distribution Factors for Each Shelf- Total Base Shear- Vtotai Vtd+ 0.67•VII Vtotal = 161.5 lb Wd•0.0•S+ Wl•0.67.0.0.S Wd•1.0.S+ W1.0.67.1.0•S C1:= = 0 C2:= = 0.048 Mt Mt F1 C1 (Vtotai) = 0 F2:= C2•(Vtotal) = 7.691b Wd•2.0•S+ W1.0.67.2.0.S Wd•3.0.S+ W1.0.67.3.0.S C3:= = 0.095 C4:= = 0.143 Mt Mt F3 C3'(Vtotal) = 15.381b F4 C4'(Vtotal) = 23.071b Wd•4.0•S+ W1.0.67.4.0.S Wd•5.0•S+ W1.0.67.5.0•S C5:= = 0.19 C6:= = 0.238 Mt Mt F5 C5'(Vtotal) = 30.76 lb F6 C6'(Vtotal) = 38.45 lb Wd•6.0•S+ Wl 0.67.6.0•S C7:= = 0.286 Mt F7:= C7 (Vtotal) = 46.14 lb C1 + C2+ C3 + C4+ C5 + C6 + C7+ 0= 1 3 `% EC LI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,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:= (N — 1)•S•Wd + (N — 1).S. = 1986ft.Ib Total Base Shear- Vtotal2:= ltd+ Fl Vtotal2= 75.83 lb Wd-0.0-S+ 0-Wl 0.0-S Wd•(N — 1)•S+ W1•(N — 1)•S Com:= = 0 Ctsa:= = 1 Mta Mta Fla:= C1a•(utotal2) = O Ftsa:= Ctsa'(Utotal2) = 75.831b Condition#1 Controls for Total Base Shear By Inspection,Force Distribution fa 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 Short Direction: ms:= 8•2•(Vtotal� = 16.82ft•lb Bending Stress on Column- fbx:= Ms-SX 1 = 5.05-ksi Allowable Bending Stress- Fb:= 0.6-Fy= 19.8-ksi Bending at the Base of Each Column is Adequate Deflection of Shelving Bays-worst case is at the bottom bay 3 0:= (ltd+ Vn)•S = 0.0824-in S = 242.64 12.E.!, At:= 0•(N — 1) = 0.4946•in .6%:= 0.05•ht= 6.in if(Ot< ha, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" 4 `: EC LI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong, PE Moment at Rivet Connection: Shear on each rivet- Ms dr2•Tr dr:= 0.25•in Vr:= = 134.58Ib Ar:= = 0.0491•in2 1.5•in 4 Vr Stress on Rivet- fv:= = 2.74.ksi At Ultimate Stress on Rivet (SAE C1006 Steel)- Fur = 47.9ksi Omega Factor(ASD)- I2r:= 2.0 Allowable Stress on Rivet- Fvr:= 0.4•Fur 1 r 1 = 9.58.ksi f Ratio of Allowable/Ultimate Stress- - = 0.29 Fvr RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: Ev:= 0.2•Sos•(DL+ LL)•w•d Ev= 27.4485 Ib Vertical Dead Load of Shelf: D:= (DL+ LL)•w•d D = 190lb 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 shell,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 = —86.5515 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Nc:= 4 F Uplift Force per Caner. Fuc:= Nu Fuc = —21.6379 lb c NOTE:Since the uplift face is negative,a mechanical connection is not required. 5 0 EC LI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses- 2 E aex.x = = 158.06•ksi hex:= 0ex.x= 158.06.ksi Kx'Lx if rx ) Distance from Shear Center t•hc2'bc2 to CL of Web via X-axis ec:= 4•Ix ec= 1.2706 in Distance From CL Web to Centroid- xc:= 0.649•in— 0.5•t xc= 0.6115•in Distance From Shear Center xo:= xc+ ec xo= 1.8821•in to Centroid- Polar Radius of Gyration- ro:= Jrx2+ ry2 + x02r0 = 1.996.in Torsion Constant- J:= 1•(2.b.t3 + h.t3) J= 0.00063.in4 Constant- C t•b3•h2 3•b.t+ 2•h.t l 6 Warping w:= CW= 0.0339 in 12 6•b•t+ h•t J Shear Modulus- G:= 11300•ksi �2EC1 6t:= 1 • G•J+ l Qt= 35.8342•ksi Ap•ro2 _ (Kr Lt12 2 (3:= 1 — ()-(21)2 R= 0.1109 ro Fet 21R'[�(Tex+ at) — J(Qex+ Tt)2— 4•R.(Tex' j Fet= 29.7168•ksi Elastic Flexural Buckling Stress- Fe:= if(Fet< crex' Fet,Qex) Fe = 29.7168.ksi Allowable Compressive Stress- Fe:= if Fe >Fy, Fy 1 — Fy ), F41 Fn = 23.8385•ksi 2 4•Fe) J Factor of Safety for Axial Comp.- S2 := 1.92 6 zt: EC LI PSE APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange- Flat width of Flange- wf:= b— 0.5•t wf= 1.4625•in Flange Plate Buckling Coefficient- kf:= 0.43 wri Flange Slenderness Factor- Xf:= 1052 f Xf= 0.8969 kf t pf (.,i — 0.221 1 Pf= 0.8414 Xt J Xf • Effective Flange Width- be:= if(Xf> 0.673, pf•wf,wf) be= 1.2306.in Determine Effective Width of Web- I Flat width of Web- ww:= h — t ww= 1.425•in Web Plate Buckling Coefficient- kw:= 0.43 wwriWeb Slenderness Factor- Xw:= 1 • X„,,= 0.8739 t (1 — 0.221 1 Pw:= Pw= 0.8562 • w J w Effective Web Width- he:= if(X,,,, > 0.673, pw•ww,ww) he = 1.2201•in Effective Column Area- Ae:= t•(he + be) Ae = 0.1838•in2 Nominal Column Capacity- Pn:= An.Fn Pn = 43821b Pn Column Capacity- Pa:_ ° Pa= 2282 lb co Check Combined Stresses - Tr2-E.1„• 4 Pon<:= Pc,= 4.29 x 10 lb Kr-LO2 Per:= Pax Pcr= 42932.78 lb Magnification Factor- (C20'Pp) a:= 1 — a= 0.992 Cm:= 0.85 Pcr ) Combined Stress: Pp + Cm•fbx = 0.294 MUST BE LESS THAN 1.0 Pa Fb•a Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative 7 '% EC LI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong,PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension(Uplift)Force Yield Stress of at Corner. T.= 75•Ib Angle Steel: Fyp:= 36•kksi Thickness of Angle: to:= 0.075.in 14 ga Foot Plate Width of Angle Leg: ba:= 1.25•in Length ci Angle Section: La:= 1.375•in Distance out to Tension Force: L:= 0.75•in Section Modulus Z ba tat = 0.0018 in3 of Angle Leg: a: 4 Design Moment Bending Stress M on Angle: M:= T•L= 4.6875 ft.lb on Angle: fb:_ — = 32.ksi Za Allowable Bending Ratio of fb MUST BE LESS Stress: Fb:= 0.90 Fyp = 32.4 ksi Allowable Loads: Fb = 0.988 THAN 1.00 Ultimate Tensile F 65 ksi Gross Area of •— b t 0.0938 int Strength of Clip: up the Clip: Age•— a a= Effective Net := A0.375.in = 0.0656-in2 Area of the Clip: qec gc— rta. �� Limiting Tensile Strength of Clip: Tcmax:= min[(0.90•Fyp•Agc�,(0.75•Fcp•Aec)] = 3037.5 lb 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 - AISC 37 Single Screw Double Screw Specified Yield Stress of Post- Fys•:= 36ksi Fyd:= 36ksi Width of Screw- wss:= 0.25in wsd:= 0.50in 14 GA Thickness- tss:= 0.075in tsd:= 0.075in Projected Bearing Area- Abs:= wss•tss= 0.0188•int Abd wsd tsd = 0.0375 int Nominal Bearing Strength- Rns:= 1.8-Fys•Abs= 12151b Rad:= 1.8•Fyd•Abd= 24301b Omega for Bearing(ASD)&Phi for Bearing(LRFD)- 12,:= 2.0 (I),:= 0.75 Allowable Bearing Strength- Ras Ras- = 911.25 Ib Rad Rad-ortls= 1822.5 lb SCREW CONNECTION CAPACITIES (1/4"4 SCREW IN 14 GA STEEL): Converted to LRFD for comparison to'Hilti A.B. Single Screw Double Screw Allowable Tension- Tss fs.(s.328lb Tsd Qs-(1)s•656lb Ref Attached'Scafco' Table for V&T Values Allowable Shear- Vss its.43.s•8661b Vsd Qs•cps•17321b The allowable shear values for(1)3/4"dia.screw exceeds the allowable bearing strength of the connection. Therefore,bearing strength governs for screw connection capacity. 8 ECLI PS E APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong,PE BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor Double Anchor Ref Attached'HILT!'PROFIS calcs Allowable Tension Force- Tas:= 1051•lb Tad:= 1993-lb for V&T Values Allowable Shear Force- Vas:= 1466-lb Vad:= 19381b DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Anchor Double Anchor Allowable Tension Force- Tas:= min(Tas,Vss, Ras) = 911.25 lb Tad:= min(Tad,Vsd, Rad) = 1822.5 lb Allowable Shear Force- Vas:= min(Vas,Tss) = 492 lb Vad:= min(Vad,Tsd) = 984 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 1/4" dia.screw to fasten base to 14 GA shelf member. 9 f ECLI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong,PE STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit- Ht:= ht= 10ft Width of Shelving Unit- w= 4ft Depth of Shelving Unit- d= 4ft WORST CASE Number of Shelves- N = 7 Vertical Shelf Spacing- S= 20.in Height to Top Shelf Center of G- htop:= Ht Nor)= 10ft Height to Shelf Center of G- ho (N + 1)• S h,= 6.6667.ft 2 From Vertical Distribution of Seismic Force previously calculated- Controlling Load Cases- Weight of Rack and 67%of LL- W:= (Wd + 0.67•W1)•N W= 1.04 x 103 lb Seismic Rack and 67%of LL- V:= Vtd+ 0.67•V6 V= 161.5 lb Ma:= Fl•O.O•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+ 0 Mb:= 0 Overturning Rack and 67%of LL- M:= Ma+ Mb = 1166.39 ft•lb Weight of Rack and 100%Top Shelf- Wa:= Wd•N + Wi Wa= 489.89 lb Seismic Rack and 100%Top Shelf- Va:= Vtd + F1 Va= 75.83 lb Overturning Rack and 100%Top Shelf- Ma:= Vtd•h,+ Fi•htop Ma= 582.91 ft-lb Controlling Weight- W,:= if(W>Wa,W,Wa) Wo= 1043.39 lb Controlling Shear- Vo:= if(V>Va,V,Va) Vo= 161.51b Controlling Moment- Mot:= if(M > Ma, M, Ma) Mot= 1166.39 ft.lb Tension Force on Column Anchor- T:= Mot — 0.60•Wo T= —21.421b per side of shelving unit d 2 Tmax:= if(T< O.lb,O.lb,T) Tmax= O lb V Shear Force on Column Anchor- Vmx:= c Vmax= 80.751b 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - (:= 5 USE 3/8"4) x 2" embed installed per the requirements of Hilti 3 Combined Loading(Single Tmax 1� V„ 1� + = 0.03 <1.00 OKAY Anchor/Screw) 2.0.7•Tas) 2.0.7.Vas) Combined Loading(Double Tmax � + ( Vmax 1�= 0.03 <1.00 OKAY Anchor/Screw)- 0.7-Tad) 0 7•Vad 10 ECLI PSE APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong,PE STEEL 'Z' CLIP AND ANTI-TIP STEEL ANGLE DESIGN Tension(Uplift)Force at Corner- T:= Tmax= 0 lb Connection from Shelf to Carriage=1/4"diameter bolt through 14 ga.steel: Capacity of#12 screw(smaller than 1/4"diam.bolt)in 16 ga. Za:= 349.lb steel(thinner than 14 ga.posts and clips)- if(T< 2.Za, "(2) 1/4" Bolts are Adequate" , "No Good") = "(2) 1/4" Bolts are Adequate" Yield Stress of steel angle- Fy•:= 44•ksi Use 11 gage steel angle- Thickness of Angle- to:= 0.12•in Width of Angle Leg- La:= 1.in Length of Angle Section- ba:= 2•in Worst Case Width of Clip Distance out to Tension Force- L:= 1.75.in Section Modulus of Angle Leg- Sa:= 0.008.in3 Design Moment on Angle- M:= T.L M = Oft.lb Bending Stress on Angle- lb:= M fb = 0.ksi Sa Allowable Bending Stress- Fb:= 0.75.Fy Fb = 33.ksi For Flat Rectangular Sections Ratio of Allowable Loads- fb•Fb 1 = 0 MUST BE LESS THAN 1.0 ANTI-TIP CLIP STEEL ANGLE IS ADEQUATE. SO 'Z' RAIL IS ADEQUATE BY INSPECTION BOLT CONNECTION FOR'Z'RAIL: Check Prying Action on Anchor- Distance From Angle Tip to Uplift Load- L�:= 1.50•in Distance From Angle Tip to Face of Bolt- Lb:= 0.50.in T.La Prying Force on Bolt- Tp:= Tp = O lb Lb Allowable Tension Force in Bolt- Tall:= 1066•lb Since the Z-rail is continuous with exp.bolts evenly spaced,assume that a min.(2)exp.bolts will resist the prying action because the stiffness of the rail is adequate to distribute the load. Ratio of Allowable to Design Loads- Tp = 0 MUST BE LESS THAN 1.0 2•Tall NOTE: THE Z-RAIL AND ANTI-TIP CLIP SYSTEM IS ADEQUATE • TO RESIST OVERTURNING FORCES 11 `% EC LI PSE APPLE STORE 911812014 ENGINEERING TIGARD,OR Rolf Armstrong, PE • Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- h�= 20 ft Height of Rack Attachments- zb:= z+ ht zb= 10 ft At Top for fixed racks connected to walls 0.4•ap•Sos Zb Seismic Base Shear Factor- Vt:= 1 + 2 — I Vt= 0.361 Rp hr) Ip Shear Factor Boundaries- Vtmin:= 0.3•Sos•1p Vtmin = 0.217 Vtmax:= 1.6•Sos'1p Vtmax= 1.156 Vt:= if(Vt>Vtmax,Vtmax,Vt) Vt := if(Vt<Vtmin,Vtmin,Vt) Vt= 0.361 Seismic Coefficient- Vt= 0.361 Number of Shelves- N = 7 Weight per Shelf- Wti= 1501b Total Weight on Rack- WT:= 0.667.4.Pp WT= 463.53 lb 0.7•Vt•WT Seismic Force at top and bottom- T := Tv= 58.591b 2 Connection at Top: Standard Stud Spacing- Sstud 16•in Width of Rack- w= 4 ft Number of Connection Points- N,;:= max[2, (floor(' w )j1 No= 3 on each rack L Sstud))J T Force on each connection point- Fo:= - Fo= 19.53 lb No Capacity per inch of embedment- Ws:= 135. Ib in F Rewired Embedment- ds:= a ds= 0.145•in Ws For Steel Studs: Pullout Capacity in 20 ga studs-per T20:= 84•lb For#10 Screw-per Scafco Scafco MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 12 ECLI PSE APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3 Design Vertical Steel Posts at Each Corner : Shelving Dimensions: Total Height of Shelving Unit- ht:= 10.00•ft Width of Shelving Unit- w:= 3.00•ft Depth of Shelving Unit- d:= 1.50•ft Number of Shelves- N:= 6 Vertical Shelf Spacing- S:= 24.00.in Shelving Loads: Maximum Live Load on each shelf is 100 lbs: Weight per shelf- Wti:= 100.1b Wti= 100lb Load in psf- LLWtt t:= LLQ= 22.2222 psf w•d Design Live Load on Shelf- LL:= LLI LL= 22.2222.psf Dead Load on Shelf- DL:= 2.50•psf Section Properties of Double Rivet 'L' Post : Modulus of Elasticity of Steel- E:= 29000•ksi b:= 1.5 in h:= 1.5.in Steel Yield Stress- Fy:= 33•ksi ry:= 0.47.in Section Modulus in x and y- SX:= 0.04 in3 rX:= 0.47•in Moment of Inertia in x and y- lx:= 0.06•in4 t:= 0.075.in Full Cross Sectional Area A. := 0.22•in2 hc:= 1.42 in b�:= 1.42.in Length of Unbraced Post- Lx:= S= 24.in Ly:= S= 24•in Lt:= S= 24.in Effective Length Factor- Kx:= 1.0 Ky:= 1.0 Kt:= 1.0 Section Properties Continued: Density of Steel- psteel:= 490•pcf Weight of Post- Wp:= psteel•Ap•ht WP= 7.49.1b Vertical DL on Post- Pd:= DL•w•.25d.N + Wp Pd = 24.36 lb Vertical LL on Post- P�:= LL.w•.25•d•N P1= 1501b • Total Vertical Load on Post- Pp:= Pd + Pi Pp = 174.36.lb 13 t% EC LI PS E APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong,PE Floor Load Calculations : Weight of Mobile Carriage: W0:= 0.00•lb Total Load on Each Unit: W:= 4.Pp+ Wu W= 697.44 lb Area of Each Shelf Unit: Au:= w.(d + 12•in) Au = 7.5ft2 Floor Load under Shelf: PSF:= PSF= 93•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: Importance Factor- 1E:= 1.0 Determine Ss and S1 from maps- Ss:= 0.977 S1:= 0.425 Determine the Site Class- Class D Determine Fa and Fv - Fa:= 1.109 Fv:= 1.575 Determine SMS and Skil_ SMS Fa-Ss SM1 Fv'S1 SMs= 1.0835 SM1= 0.6694 Determine SDs and SDI_ SDs 'SMs SDI 3'SM1 SDs= 0.722 SDI= 0.446 Structural System-Section 15.5.3 ASCE-7: • 4.Steel Storage Racks R:= 4.0 S2o:= 2 Cd:= 3.5 Rp:= R ap:= 2.5 Ip:= 1.0 Total Vertical LL Load on Shelf- W1:= LL•w•d WI= 100 lb W Total Vertical DL Load on Shelf- Wd:= DL•w•d+ 4- u Wd = 16.241b Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr:= 20.0•ft Height of Rack Attachment- z:= 0-ft (IT-0"For Ground floor) 0.4•ap•SDs Seismic Base Shear Factor- Vt:– C1 + 2•— Vt= 0.181 Rp hr) Ip Shear Factor Boundaries- Vtmin 0.3•SDs'Ip Vtmin = 0.217 Vtmax 1.6•SDs'Ip Vtmax= 1.156 Vt:= if(Vt>Vtmax,Vtmax,\it) Vt:= if(Vt< Vtmin,Vtmin,Vt) Vt= 0.217 14 r EC LI PSE APPLE STORE 9118/2014 • ENGINEERING TIGARD,OR Rolf Armstrong, PE Seismic Loads Continued : v For ASD,Shear maybe reduced- VP:_ - =• 0.155 1.4 Seismic DL Base Shear- Vtd:= Vp•Wd•N = 15.08Ib DL Force per Shelf: Fd:= Vp•Wd = 2.51 lb Seismic LL Base Shear- Vti:= Vp•W1.N = 92.87lb LL Force per Shelf: F1:= V •Wl= 15.481b 0.67'LL Force per Shelf: F167:= 0.67.Vp•Wl= 10.371b 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+ 0 H2:= 0 H:= H1+ H2 H = 30 ft Total Moment at Shelf Base- Mt:= H.Wd + H.0.67•Wl Mt= 2497.22 ft.lb Vertical Distribution Factors for Each Shelf- Total Base Shear- Vtotai = Vtd+ 0.67•Vtl Vtotal = 77.31 lb Wd•0.0 S+ Wl 0.67.0.0.S Wd•1.0•S+ Wl•0.67.1.0.S C1:= = 0 C2:= = 0.067 Mt Mt F1 C1'�Vtotal) = 0 F2:= C2.(Vtotal) = 5.15 lb Wd•2.0.S+ WI.0.67.2.0.S Wd•3.0•S+ WI.0.67.3.0.S C3:= = 0.133 C4:= = 0.2 Mt Mt F3 C3'(Vtotal) = 10.311b F4:= C4'(Vtotal) = 15.461b Wd•4.0.S+ W1.0.67.4.0.S Wd•5.0.S+ Wl 0.67.5.0.S C5:= = 0.267 C6:= = 0.333 Mt Mt F5:= C5'�utotal) = 20.62 lb F6 C6'Natal) = 25.77 lb C1+ C2 + C3 + C4 + C5+ C6 + 0= 1 15 ECLI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong,PE Force Distribution Continued : Concition#2:Top Shelf Only Loaded to 100%of Live Weight Total Moment at Base of Shelf- Mta:= (N — 1).S.Wd + (N — 1) S WI= 1162ft•lb Total Base Shear- Vtotal2 Vtd + Fl Vtotal2= 30.56 lb Wd•0.0•S+ 0.WI.0.0.S Wd•(N — 1)•S+ Wl (N — 1)•S Cla:= = 0 Ctsa:= = 1 Mta Mta Fla:= C1a'(Vtotal2) = 0 Ftsa = Ctsa (Vtotal2) = 30.56lb 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 Short Direction: M : 4' 2'(Vtotal) = 19.33ft•Ib Bending Stress on Column- fbx:= Ms•SX 1 = 5.8•ksi Allowable Bending Stress- Fb:= 0.6.Fy= 19.8.ksi Bending at the Base of Each Column is Adequate Deflection of Shelving Bays-worst case is at the bottom bay 3 A:_ (Vtd+ Vn) S = 0.0715•in S = 335.792 12.E.IX 0 Ot:= 0.(N — 1) = 0.3574.in Da:= 0.05•ht= 6.in if(Ot< Oa, "Deflection is Adequate" ,"No Good") = "Deflection is Adequate" 16 `% EC LI PSE APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong,PE Moment at Rivet Connection: Shearon each rivet- 2 MS dr •TC dr:= 0.25.in Vr:= = 154.61 lb Ar:= = 0.0491•in2 1.5.in 4 Vr Stress on Rivet- f„:= = 3.15•ksi Ar Ultimate Stress on Rivet F ksi (SAE C1006 Steel)- Fur:= 47.9ksi Omega Factor(ASD)- S2r:= 2.0 Allowable Stress on Rivet- Fvr:= 0.4.Fur ftr 1 = 9.58•ksi f Ratio of Allowable I Ultimate Stress- f = 0.33 Fvr RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: Eu:= 0.2•Sm.(DL+ LL)•w•d Ev= 16.0718 Ib Vertical Dead Load of Shelf: D:= (DL+ LL)•w•d D = 111.25 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: F„:= E — 0.6•D Fu = —50.6782 Ib Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Nr;:= 4 Fu Uplift Force per Corner: F,:= F„r;= —12.6695 lb Nu s4OTE:Since the uplift force is negative,a mechanical connection is not required. 17 `% EC LI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses- 2 E Qex.x = 2 = 109.77 ksihex:= Qex.x= 109.77 ksi Kx•Lx rx ) Distance from Shear Center t•hc2.bc2 to CL of Web via X-axis ec 4•Ix ec= 1.2706•in Distance From CL Web to Centroid- )co:= 0.649.in— 0.5.1 xc= 0.6115.in Distance From Shear Center xc:= xc+ ec xfl = 1.8821.in to Centroid- Polar Radius of Gyration- 1'0:= Jrx2+ ry2 + xo2 rc= 1.996.in Torsion Constant- J:= 1-(2.b.t3 + 1.03) J= 0.00063.in4 Warping Constant- CW:= t b3 h2 3 b t+ 2 h t 1 CW= 0.0339•in6 12 ( 6.b.t+ h•t Shear Modulus- G:= 11300.ksi Irl E C l Qt:= 1 • G•J+ Qt= 27.3777 ksi AP•r02 _ �Kt.Ltl 2 ] 3 := 1 — /— 13= 0.1109 arc ) Fet 213•[(crex+ Qt) — /(crex+ at) — 4•13•Qe Q' Fel= 22.315•ksi Elastic Flexural Buckling Stress- Fe:= if(Fet< vex, Fet,(rex) Fe= 22.315.ksi Allowable Compressive Stress- Fn:= if Fe > Fy, Fy 1 — Fy , Fn = 20.7997•ksi 2 4•Fe) J Factor of Safety for Axial Comp.- 1l := 1.92 18 !% EC LI PSE APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong,PE Find Effective Area - Determine the Effective Width of Flange- Flat width of Flange- wf:= b— 0.5•t wf= 1.4625.in Flange Plate Buckling Coefficient- kf:= 0.43 w F Flange Slenderness Factor- Xf:= 12 f n >f= 0.8378 05 kf t E Pr= 11 — 0.221 1 pf= 0.8802 Xf J Xf • Effective Flange Width- b8:= if(af> 0.673, pr wf,wf) be= 1.2872.in Determine Effective Width of Web- • Flat width of Web- w := h — t ww= 1.425.in Web Plate Buckling Coefficient- kw:= 0.43 w F Web Slenderness Factor- �w:= 1.052 w r n Xw= 0.8163 FV' t J E pw:= 1 — 0.221 1 pw= 0.8949 I >kw ) >kw Effective Web Width- h8:= if(X > 0.673, pw•ww,ww) he= 1.2752•in Effective Column Area- A8:= t•(he+ be) Ae = 0.1922.in2 Nominal Column Capacity- Pn:= A8•Fn Pc = 3997 lb Pn Column Capacity- Pa:= n Pa= 2082 lb no Check Combined Stresses — 7r2•E.I, 4 P0 := Pc,= 2.98 x 10 lb Kx.LO2 Per Pcrx Por= 29814.43 lb Magnification Factor- Ito'Pp 1 a:= 1 — a= 0.989 Cm:= 0.85 Pcr ) Combined Stress: P C f Pp m' bx + — 0.335 MUST BE LESS THAN 1.0 Pa Fb•a Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: PP is the total vertical load on post, not 67% live load, so the design is conservative 19 / ECLIPSE APPLE STORE 9/18/2014 ry� ENGINEERING TIGARD,OR Rolf Armstrong,PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension(Uplift)Force Yield Stress of at Corner. T:= 75.1b Angle Steel: Fyp:= 36 ksi Thickness of Angle: to:= 0.075.in 14 ga Foot Plate Width of Angle Leg: ba:= 1.25.in Length of Angle Section: La:= 1.375.in Distance out to Tension Force: L:= 0.75-in Section Modulus Z be to2 = 0.0018 in3 of Angle Leg: a• 4 Design Moment Bending Stress M on Angle: M:= T.L= 4.6875 ft•lb on Angle: fb:= Z = 32•ksi a Allowable Bending Ratio of fb MUST BE LESS • F :— 0.90 F 32.4 ksi _ 0 988 Stress: b — yp = Allowable Loads: Fb THAN 1.00 Ultimate Tensile Fup:= 65•ksi Gross Area of Ag, ba to— 0.0938•in2 Strength of Clip: the Clip: g — — Effective Net Area of the Clip: Aec Age— Lta•(0.375•in)] = 0.0656-in2 Limiting Tensile Strength of Clip: Tcmax:= min[(0.90.Fyp•Agc),(0.75•F„p•AeC)1 = 3037.5 lb 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 - AISC 37 Single Screw Double Screw Specified Yield Stress of Post- Fys:= 36ksi Fyd:= 36ksi Width of Screw- was:= 0.25in wsd:= 0.50in 14 GA Thickness- tss:= 0.075in tad:= 0.075in Projected Bearing Area- Abs = wss tss= 0.0188 in2 Abd wsd•tsd = 0.0375-in2 Nominal Bearing Strength- Rns:= 1.8•Fys•Abs= 12151b Rnd:= 1.8•Fyd'Abd= 2430lb Omega for Bearing(ASD)&Phi for Bearing(LRFD)- its:= 2.0 cl:ls:= 0.75 Allowable Bearing Strength- Ras Rns-(ba= 911.25 lb Rad Rnd•4:13.s= 1822.5 lb SCREW CONNECTION CAPACITIES (1/4"4 SCREW IN 14 GA STEEL): Converted to LRFD for comparison to'Hilti'A.B. Single Screw Double Screw Allowable Tension- Tss ils•cbs•328lb Tsd 1s•4:1)s•656Ib Ref Attached'Scafco' Allowable Shear- V 12 •4 8661b 1 1732Ib Table for V&T Values V„�= s s• Vsd�= s•�s• The allowable shear values for(1)]/4"dia.screw exceeds the allowable bearing strength of the connection. Therefore,bearing strength governs for screw connection capacity. 20 r EC LI PSE APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong,PE BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor Double Anchor Ref Attached'HILTI'PROFIS calcs Allowable Tension Force- Tas:= 1051.lb Tad:= 1993.lb for V&T Values Allowable Shear Force- Vas:= 1466.lb Vad:= 1938.1b DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Anchor Double Anchor Allowable Tension Force- Tas:= min(Tas,Vss, Ras) = 911.25 lb Tad:= min(Tad,Vsd, Rad) = 1822.5 lb Allowable Shear Force- Vas:= min(Vas,Tss) = 492 lb Vad:= min(Vad,Tad)= 984 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 114" dia.screw to fasten base to 14 GA shelf member. 21 % EC LI PSE APPLE STORE 9/18/2014 ENGINEERING TIGARD,OR Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit- Ht:= ht= 10ft Width of Shelving Unit- w= 3 ft Depth of Shelving Unit- d= 1.5 ft WORST CASE Number of Shelves- N = 6 Vertical Shelf Spacing- S= 24.in Height to Top Shelf Center of G- htop:= Ht htop= 10 ft Height to Shelf Center of G- he:– (N + 1)• S h,= 7•ft 2 From Vertical Distribution of Seismic Force previously calculated- Controlling Load Cases- Weight of Rack and 67%of LL- W:_ (Wd + 0.67.140.N W= 499.44 lb Seismic Rack and 67%of LL- V:= Vtd+ 0.67•Vti V= 77.311b Ma:= Fl•0.0-S+ F2.1.0•S+ F3.2.0•S+ F4.3.0•S+ F5.4.0•S+ F6.5.0•S+ 0 Mb:= 0 Overturning Rack and 67%of LL- M:= Ma+ Mb = 566.91 ft-lb Weight of Rack and 100%Top Shelf- Wa:= Wd•N + Wi Wa= 197.44 lb Seismic Rack and 100%Top Shelf- Va:= Vtd + F1 Va= 30.56 lb Overturning Rack and 100%Top Shelf- Ma:= Vtd•h�+ F1 htop Ma= 260.37 ft.lb Controlling Weight- Wo:= if(W>Wa,W,Wa) Wo= 499.44 lb Controlling Shear- V,:= if(V>Va,V,Va) V,= 77.311b Controlling Moment- Mat:= if(M > Ma, M,Ma) Mot= 566.91 ft.lb • Tension Force on Column Anchor- T:= Mot – 0.60.— T= 228.11 lb per side of shelving unit d 2 Tmax:= if(T< 0•Ib,0•Ib,T) Tmax= 228.11 lb V Shear Force on Column Anchor- Vmax:= c Vmax= 38.651b 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - 5 USE 3/8"4) x 2" embed installed per the requirements of Hilti 3 Combined Loading(Single Tmax 1 + ( Vmax 1�= 0.06 <1.00 OKAY Anchor/Screw)- 2.0 7•Tas) 2.0 7•Vas) Combined Loading(Double ( Tmax 1 Vmax l� Anchor/Screw)- + = 0.06 <1.00 OKAY 0.7•Tad) O.7•Vad) 22 '% E( LI PSE APPLE STORE 9/18/2014 • ENGINEERING TIGARD,OR Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr= 20 ft Height of Rack Attachments- zb:= z+ ht zb= loft At Top for fixed racks connected to walls 0.4.ap•SDs Seismic Base Shear Factor- Vt:= 1 + 2•— Vt= 0.361 Rp hr) Ip Shear Factor Boundaries- Vtmin 0.3•SDS.Ip Vtmin = 0.217 Vtmax 1.6"SDS.1p Vtmax= 1.156 Vt:= if(Vt>Vtmax,Vtmax,v1) Vt := if(Vt<Vtmin,Vtmin,Vt) Vt= 0.361 Seismic Coefficient- Vt= 0.361 Number of Shelves- N = 6 Weight per Shelf- Wti= 100lb Total Weight on Rack- WT:= 0.667.4 Pp WT= 465.21b • 0.7•Vt.WT Seismic Force at top and bottom- Tv:= T,= 58.8 lb 2 Connection at Top: Standard Stud Spacing- Sstud:= 16•in Width of Rack- w= 3 ft Number of Connection Points- N,:= max[2,(floor( ! )11 Nc= 2 on each rack LL Sstud))J T- Force on each connection point- F,:= Fc= 29.41b Nc Capacity per inch of embedment- Ws:= 135. b in F Required Embedment- ds:= a ds= 0.218.in Ws For Steel Studs: Pullout Capacity in 20 ga studs-per T20:= 84.1b For#10 Screw-per Scafco Scafco MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS • ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 23 Eclipse Engineering,Inc. APPLE STORE 09/18/2014 1 Consulting Engineers TIGARD,OR NSB aUSGSDesign Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.44959°N, 122.78144°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 50 l ' )4--.'- ' I, Cedar t ` .- ( i 1 --.=-...,..,,__ - Aoa '' = i `��..-- l( 0m ,-._k �`l ( o _ 1 ) - i' :),,,i 1-trton , i _ t, f tt - -- - f 'ii 17;, 0 I1--1 :" - - .4 6 ' IL 1 _.I Gordan Home i Ord ', k - i +� F� .YrMitwaukie 1 '''‘z.„.,__<,� ``A ' 4 " N OY R'T IX Mldway ii . _---+ A M E R I C A USGS-Provided Output , SS = 0.977 g SMS = 1.084 g SDs = 0.723 g Fa= 1.109 S1 = 0.425 g S„ = 0.669 g SD1 = 0.446 g Fv= 1.575 For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and - deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.22 1.10 0.20 0.99 0.72 0.28 0.64 0.77 0.56 S. 0.66 S 0.42 y 0.55 , H 0.40 f 0.44 0.32 0.33 0.24 0.22 0.1G 0.11 0.02 0.00 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 1.00 2.00 Period, T(sec) Period, T(sec) For PGAM, T[, CRS, and CR, values, please view the detailed report. • Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the •. General Product Information Consulting Engineers TIGARD, a Thickness - Steel Components Wel • - • - - r Steel Thickness Table Designation Minimum Design Design Inside Reference Only Thickness Design Fy Yield fu Fillet Welds Flare Groove Welds Thickness(mil) Thickness I(in) Thickness'(in) Corner Radii Gauge No. mil)' Thickness ksi) ksi) p, :ll. •- ;-t,i . p. . •. 2 in .,.i r 18 0.0179 0.0188 0.0843 25 43EQS 0.0400 57 65 639 1106 696 849 27 0.0269 i 0.0283 0.0796 22 43 1 0,0451 33 45 601 864 1 544 663 D20 0.0179 0.0188 0.0844 20-Drywall 54 0.0566 50 65 1188 1566 985 1202 30EQD 0.0223 1 0.0235 ` 0.0820 20-Drywall J 68 0.0713 50 1 65 1562 ' 1972 1241 1514 30 0.0296 0.0312 0.0781 20-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 0.0346 0.0764 20-Structural h 127 0.1337 50 65 1668 1668 - -* 43EQS 0.0380 0.0400 0.0712 18 Table Notes 43 0.0426 0.0451 0.0712 16 1. Capacities based on AISI S100-07 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 0.0849 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 i 4. Weld capacities are based on either'/33"or Ye"diameter E60 or E70 electrodes.For thinner 97 0.0966 0.1017 0.1525 12materials,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 0.1242 0.1863 10-SSMA i 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,). • Table Notes '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 5100-07, The tables in this catalog are calculated based on inside corner radii listed in this table.The inside r corner radius is the maximum of -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) , . #6 Screw #8 Screw #10 Screw #12 Screw 114 .Screw ' - Thickness F tkse d fu Tensile ile 01, e, '. 1 �- " m„„,;.,.,,,,,,,,,,..4:.64 dt'nr d,,.' . 9a" (i `1 .44.614/.,-.-ii„ � !, ' ", .r,O 1 t ::,,at.,,.., 9" 1 ' ' .- Shear Tension : Shear Tension Shear< - Tension Shear Tension Shear Tension 18 33 45 60 33 66 39 71 46 76 52 81 60 I. 27 33 45 111 50 122 59 I 131 69 139 78 150 90 D20 57 65 87 48 95 57 102 66 109 75 117 87 I- 30EQD 57 65 122 60 133 71 143 82 152 94 164 108 j 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 i 33 33 45 151 61 164 72 177 84 188 95 203 110 1 43EQS 57 65 270 102 295 121 317 140 i 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 i 821 259 976 307 1130 356 1285 405 1476 468 118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 127 5065 1079 340 1283 404 r 1486 468 1689 532 1955 616 Table Notes • 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. Capacities are based on Allowable Strength Design(ASD)and include safety factor of 3.0. loaded connections that produce a 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 } All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural f? Members. The 2007 edition (here after referred to as simply ' i.. fix` "NASPEC"). Illustrations of load instructions are amongst their ,; ,_ relative product load tables located throughout this catalog. ' rt Figure to the right demonstrates different types of load +- directions mentioned in this catalog. • FI = Out-of-plane lateral load • F2 = In-Plane lateral load • • F3 = Direct vertical and uplift load • , . *. C,S SCAFCCI 4 p ,� ., Stasi 5r.m company Eclipse Engineering,Inc. APPLE STORE 09/18/2014 Consulting Engineers TIGARD,OR ROI, lifin, NSB www.hilti.us Profis Anchor 2.4.& 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: Specifiers comments: 1 Input data musAnchor type and diameter: Kwik Bolt TZ-CS 3/8(2) aahtroniamom , — Effective embedment depth: hefact=2.000 in..hr,om=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[lb,in.lb] • Z • w1S 6 Way r f. - tel„ tt 3szH"11 00-e 4 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. APPLE STORE �,��,• 09/1812014 Consulting Engineers TIGARD,OR NSB e 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 pN/13v[%] Status Tension Pullout Strength 300 1107 28/- OK Shear Steel Strength 200 1466 -/14 OK Loading PN pv S Utilization ow/[%] 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. APPLE STORE 09/18/2014 Consulting Engineers TIGARD,OR NSB • _ 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: Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) .. ^. Effective embedment depth: hefact=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.f5=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 5$ 5 27$* © o Y „cos ? w h .1 1 • f'r � 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. APPLE STORE 09/18/2014 • Consulting Engineers TIGARD,OR NSB 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 pp,/pv[%] Status Tension Pullout Strength 150 1107 14/- OK Shear Concrete edge failure in direction x+ 200 1966 -/11 OK Loading I3N Utilization DNA([Vol 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. APPLE STORE 09/18/2014 Consulting Engineers TIGARD,OR 14,��, NSB • www.hilti.us Profis Anchor 2.4.& 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 +xirot ` Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Effective embedment depth: hefact= 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: -(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] Z 81 6 0 0 4 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. APPLE STORE 09/18/2014 • Consulting Engineers TIGARD,OR 11.11,��I NSB �www.hiltLus 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 L%] Status Tension Concrete Breakout Strength 300 1051 29/- OK Shear Pryout Strength 200 1509 -/14 OK Loading PN I3v c Utilization I;N,v[%] 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. APPLE STORE 09/18/2014 Consulting Engineers TIGARD,OR 1001,'lair, NSB • www.hilti.us Profis Anchor 2.4.& 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: Specifiers comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 112) 11,11 1 .', lid 1rt IIrIE�1IM!st rlN' ��.' Effective embedment depth: hef.act= 1.860 in..hr,om=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.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] •Z g1 0 5$ 5 275* .474 A y v 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. APPLE STORE 09/18/2014 HI`TI • Consulting Engineers TIGARD,OR NSB 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: I 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/pv[Vol Status Tension Concrete Breakout Strength 300 1993 16/- OK Shear Concrete edge failure in direction x+ 200 1938 -/11 OK Loading ftN Pv Utilization pN,v[%] 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. 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 of programs.arising from a culpable breach 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