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Specifications u r)o/(,, - oo,v6 ECLIPSE ECLIPSE — ENGINEERING . COM ENGINEERING Inc.,P.C. JUN 2 3 20'i6 Structural Calculations REC,-r( OFT , BUILDING; I\hcyr .( Steel Storage Racks JUN 13 2016 By Pipp Mobile Storage Systems, Inc. Pf Op z. PIPP PO #18263 SO #41749786s -E �� s� 4 4444 4r� - 0 -ION re cam?; 19, w,'� Ann Taylor #2552 <AG � 5' IExpiratikn Date 2011 Washington Square 9585 SW Washington Square Road - Unit #H16 Tigard, 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. MISSOULA COL.UMB'A FALLS SPOKANE BENS 113 West Maki,Suite B,ABssoda,MT 59802 729 Rodeos Ave,Suite D,Columbia Fats,MT 59812 421 West Riverside Ave.,Sole 421 Spokane,WA99201 378 SW BM DM,Suite 8,Bend,OR 97702 Phone:(406)721-6733•Fax(406)721.4988 Phone:(406)892-2301•Fax 408892-2368 Phone:(509)921-7731•Fax(509)9218704 Phone:(541)389-9659•Fax:(541)312-8708 _ '4,..1 EC [ I PSE ANN TAYLOR#2552 6/10/2016 ' E N GI N E E R I N G PORTLAND,OR Rolf Armstrong,PE r 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 := 1 9-SHELF UNITS Total Height of Shelving Unit- ht:= 10.00•ft plf:= lb•ft 1 Width of Shelving Unit- w:= 4.00•ft psf:= Ib•ft 2 Depth of Shelving Unit- d:= Nu•(3.00•ft) =3ft pcf:= Ib•ft3 Number of Shelves- N := 9 kips:= 1000.1b Vertical Shelf Spacing- S:= 15.00•in ksi:= kips•in 2 i Shelving Loads - Maximum Live Load on each shelf is 100 lbs: Weight Load in Design Live Dead Load per shelf- psf- Load on Shelf- on Shelf- Wtj:= Nu•(100.10 = 100 lb LLj:= Wtf =8.3333-psf LL:= LLj=8.3333.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- Rp:= 0.188•in Post Thickness(14 Gauge)- t:= 0.0750•in L Post Width-End-to-IF- L Post Depth-End-to-IF- bip:= bi-t= 1.425-in di,:= 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- SX:= 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- Apf:= 0.225•in2 Apr:= 0.138•in2 Length of Unbraced Post- LX:= S= 15.00•in Ly:= S= 15.00•in Lt:= S= 15.00•in Effective Length Factor- KX:= 1.7Ky:= 1.7 Kt:= 1.7 Weight of Post- Vertical DL on Post- Vertical LL on Post- Wp := steel h =7.661b P _ DL w•d•N + W =75.161b P :- LL w•d•N =225Ib P Apf t d 4•N p 4•N u u Total Vertical Load on Post- Pp := Pd + P1 =300.161b 1 E( Li PS E ANN TAYLOR#2552 6/10/2016 ENG fit E E R I N G PORTLAND,OR Rolf Armstrong,PE • Floor Load Calculations : Weight of Mobile Carriage: W,:= 40•Ib Total Load on Each Unit: W:= N„•4•Pp + W,= 1240.631b Area of Each Shelf Unit: Au := w•(d + 3in) = 13ft2 Floor Load under Shelf: P 6 ¥tg 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- `t := 1.0 Determine Ss and Si from maps- Ss 7$ 0A25 Determine the Site Class- SSC:= "D" Determine Fa and F„ - Fa = 1.109 F„= 1.575 Determine Sips and SD'_ SDs 3•(Fa.ss) =0.723' „Spy:_ (F� Sl 0446 Seismic Deisgn Category- tSDC="3" Structural System-Section ASCE-7 Sections 13.3.1&15.5.3.4.: 4.Steel Storage Racks R:= 4.0 LI, := 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 + Np•4•N =33lb Load on Shelf- W1 LL w d = 100 lb • Seismic Analysis Procedure per ASCE-7 Sections 13.3.1&15.5.3.4: Average Roof Height- hr:= 20.0•ft Height of Rack Attachment- z:= 0•ft Grow For Ground floor) 0.4•ap•5DS z Seismic Base Shear Factor- Vt:_ •11 + 2•-1=0.181 RP hr) Ip Shear Factor Boundaries- Vtmin 0.3 Sps•Ip =0.217 Vtmax:= 1.6•Sips.Ip= 1.157 Seismic Coefficient- r•1/•'10 rax(V. , , tmax 0-417/ .. .ate A_ Overstrength Factor- S2 := 2.0 NOTE:By ASCE 7-10 Section 13.3.1,S2 does not apply for vertically cantilevered architectural systems. 2 5 EC LI PS E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Seismic Loads Continued : ASD LRED For ASD,Shear maybe reduced- Vp := 0.7•Vt=0.152 Vp4) := Vt=0.217 Seismic DL Base Shear- Vtd := Vp•Wd•N =45.641b Vtd$ := Vp4)•Wd•N =65.2 Ib DL Force per Shelf: Fd := Vp•Wd = 5.07 lb Fd$ := Vp4,•Wd =7.24 lb Seismic LL Base Shear- Vti:= Vp.W1.N = 136.641b Vti4, := Vp4,•W1•N = 195.191b LL Force per Shelf: F1 := Vp•Wi = 15.181b F kp := Vp4)•W1=21.691b 0.67*LL Force per Shelf: F1.67:= 0.67•Vp•W1= 10.17 lb F1.674, := 0.67•Vp4,•Wi= 14.53 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: 0 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 H2 := 0 H := H1+ H2 =45.00ft Total Moment at Shelf Base- Mt:= H•Wd + H•0.67•W1=4518.12ft•Ib 1 Total Base Shear- =V1.= V +0.67•Vt1= 137.19lb V1. := Vtdco + 0.67•Vtls = 195.981b Vertical Distribution Factors for Each Shelf- - Wd•0.0•S+ W1.0.67•0.0•S Wd•1.0•S+ W1.0.67.1.0•S C1:= =0.000 C2 :_ =0.028 Mt Mt F1:= C1•(V1) =0.00 F14, := C1•(V14,) =0.00 F2 := C2•(V1) =3.81 lb F24, := C2•(Vico) = 5.44 lb • Wd•2.0•S+ W1.0.67.2.0•S Wd•3.0•S+ Wl•0.67.3.0•S C3 :_ =0.056 C4:_ =0.083 Mt Mt F3 := C3•(V1) =7.621b F34, := C3•(V14,) = 10.89 lb F4 := C4•(V1) = 11.431b F44, := C4•(V14,) = 16.331b Wd•4.0•S+ W1.0.67.4.0•S Wd•5.0•S+ W1.0.67.5.0•S C5:_ =0.111 C6 :_ =0.139 Mt Mt F5 := C5•(V1) = 15.241b F54, := C5014) =21.781b F6 := C6•(V1) = 19.051b F64, := C6•(V1,o) =27.221b Wd•6.0•S+ WI.0.67.6.0•S Wd•7.0•S+ W1.0.67.7.0•S - C7:_ =0.167 C8 :_ =0.194 Mt Mt F7 := C7•(Vi) = 22.861b F74, := C7014) =32.661b F8 := C8•(V1) =26.671b F84, := C8•(V1,) =38.11 lb 3 / EC LI PS E ANN TAYLOR#2552 6110/2016 ENG I N E E R ING PORTLAND,OR Rolf Armstrong,PE Wd•8.0•S+ Wi•0.67.8.0•S C9 :_ — =0.222 Mt F9 := C9•(V1) =30.49 lb F94, := C9014) =43.55 lb C1+ C2 + C3 + C4+ C5 + Cg + C7+ Cg + C9 = 1 Coefficients Should total 1.0 i1► 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•W1 =2503ft•Ib Total Base Shear- V2 := Vtd + F1=61 lb V2+ := Vtd$ + Fid =87 lb Wd•0.0•S+ 0•Wi•0.0•S Wd•1.0•S+ 0•WI•1.0•S Cia:_ =0 C2a:_ =0.017 Mta Mta Fia Cla•(V2) =0 Fiam := Cia•(V2+) =0 F2a:= C2a•(V2) = 1 l F2a4) := C2a4V2+) = 1.4lb Cia+ C2a+ C3a+ C4a+ C5a+ Cga+ C7a+ Cga+ Cga= 1 Coefficients 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 ) = 21.44ft•lb Bending Stress f MS =6.5 ksi Short Direction: sN •4 2 i 2 on Column- bx:= S N, x Allowable Ratio of Allowable 1 L,fbx MUST BE LESS Bending Stress- Fb ;= 0.6 Fy= 19.8 ksi Ultimate Stress- -0'33 THAN 1.0 Bending at the Base of Each Column is Adequate 4 ._ I EC LI PS E ANN TAYLOR#2552 6/10/2016 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. Vol := V1—F1= 137lb Vol := Vol — F2 = 133 lb Vo3 := Vo2 — F3 = 1261b Vola:= V2 — Fia=61 lb VA2a Vola— F2a=601b VA3a Vn2a— F3a=581b E 3 3 A 1 max(Vo1,Vnla•S =8.1925 x 10- S = 1830.94 p _ 1 max(Vo2,Vo2a)•S =0.008 •in 1 Na.4 12•E•Ix Al 2 N„•4 12•E•I, E Aa:= 0.05•ht=6•in At:= A1 + A2 + A3 + A4+ A5 + Ag+ A7 + pg + Ag =0.0465•in 0 if(L1t<pa,"Deflection is Adequate" "No Good") ='Deflection is Adequate" Note:The deflection shall not exceed 5%1-1t,so shelving deflection is adequate. Moment at Rivet Connection: Shear on Ms dr2•Tr each rivet- dr:= 0.25•in Vr:= = 171.48 lb Ar:= =0.0491•in2 1 .5 in 4 Steel Stress Vr Ultimate Stress on Rivet Omega Factor on Rivet- fv:= A =3.49•ksi r (SAE C1006 Steel)- Fur 47.9ksi (ASD) Or:= 2.0 Allowable StressF 0.4•Far 9 58 Ratio of Allowable I t fv 0.36 MUST BE LESS THAN 1.0 on Rivet- yr = ksi Ultimate Stress- RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Vertical Dead E„:= 0.2•Sos•(DL+ LL)•w•d = 18.801b D := (DL+ LL)•w•d= 130.00lb Component: Load of Shelli 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 := Eu—0.6•D F„ =—59.20lb Note: This uplift load is for the full shelf. Each shelf will be connected at each comer. Number of ShelfN = 4 Uplift Force F := F� F 14.801b Connections: ' per Comer: Fu, N uc=— c NOTE:Since the uplift force is negative,a mechanical connection is not required. 5 .. ECLI PSE ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses- _ Tr2•E hex• 2 (Tex= 127.88.ksi /Kx•Lx\\II rx ) Distance from Shear Center t•dic2•bic2 to CL of Web via X-axis e := e 4•Ix c= 1.9043 in Distance From CL Web to xc:= 0.649•in—0.5•t xc=0.6115•in Centroid- Distance From Shear Center xc := xc+ ec x, =2.5158•in k to Centroid- Polar Radius of Gyration- rc :=Jrx2 + ry2 + xc2 r0 = 2.6287•in Torsion Constant- J:= 3•(2•bi•t3 + di•t3) J=0.00063•in4 t•b13•di2 (3•b0+ 2•di•t) 6 Warping Constant- Cw:= CW=0.0339•in 12 6•b14+ di•t ) Shear Modulus- G:= 11300•ksi Tr2E•C1 at:= 1 • GJ+ at=23.1463 ksi Apr•rc2 �Kt Lt�2 J /xo12 13 := 1 — 13 =0.0841 • arc ) Fet 21R •[wex+ at) —J(aex + vt)2 —4•13•veX•v] Fel= 19.8175•ksi Elastic Flexural Buckling Stress- Fe := if(Fet<vex,Fet,vex) Fe = 19.8175•ksi Allowable Compressive Stress- Fn := if Fe > Fy,Fy. 1 — Fy ,FJ Fn = 19.2621•ksi 2 \ 4•Fe) Factor of Safety for Axial Comp.- 0, := 1.92 6 1 EC LI PS E ANN TAYLOR#2552 6/10/2016 • ENG 1 NEERING PORTLAND,OR Rolf Armstrong, PE • Find Effective Area - Determine the Effective Width of Flange- Flat width of Flange- wf:= b1 —0.54 wf= 1.4625•in Flange Plate Buckling Coefficient- kf:= 0.43 w F Flange Slendemess Factor- Af: = 1�2 f Af=0.8062 kt t E 0.221 1 pf:= 1 ------ I pf=0.9019 \ Af J Af Effective Flange Width- be := if(Af>0.673,pf•wf,w) be = 1.319•in Determine Effective Width of Web: Flat width of Web- ww:= d1 —t ww= 1.425.in Web Plate Buckling Coefficient- kW:= 0.43 12 ww F° Web Slenderness Factor- AW:= • aW=0.7856 t E 0.221 1 pW:= 1 — pW=0.9165 \ AW ) AW Effective Web Width- he := if(AW>0.673,pW wW,ww) he = 1.306.in Effective Column Area- Ae := t•(he + be) Ae =0.1969•in2 Nominal Column Capacity- Pn := Ae•Fn Pa =3792 lb Pn Column Capacity- Pa:= S2 Pa= 19751b 0 Check Combined Stresses - .— �`Z.E- , 1 Pca.— Pcrx= 17870.78 lb Kr.L02 Per Pcrx Per= 17870.78 lb Magnification Factor- a := 1 — =0.968 Cm:= 0.85 Pcr ) '41) Combined Stress: = .t3 MUST BE LESS THAN 1.0 pa FI)`43 Final 14 GA.'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS Design: NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative 7 5 EC LI PS E ANN TAYLOR#2552 6/10/2016 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=4ft Depth of Shelving Unit- d=3 ft WORST CASE Number of Shelves- N =9 Vertical Shelf Spacing- S= 15•in Height to Top Shelf Height to Shelf (N + i) Center of G- top ht= 10ft Center ofG- he:= 2 •S=6.25ft h From Vertical Distribution of Seismic Force previously calculated-Controlling Load Cases: ASD Ma := F1.O.0•S+ F2.1.0•S+ F3.2.0•S+ F4.3.0•S+ F5.4.0•S+ F6.5.0•5+ F7•6.0•S Moments- Mb := F6.7.0•S+ F6-8.0-S LRFD Ma4 := F14•0.0•S+ F24,•1.0•S+ F34,•2.0•S+ F44,•3.0•S+ F64,.4.0•S+ F64,•5.0•S+ F74,•6.0•S Moments- Mb4 := F84,•7.0•S + F64,•8.0•S For Screws-ASD For Anchors-LRFD Weight of Rack and 67%of LL- W1 := N•(0.6-0.14•SDs)•(Wd + 0.67•W) =450.721b W14, := N•(0.9-0.2•SDs)•(Wd + 0.67•W1) =682.611b OverturningRack Ma+ Mb= lm 971.73ft•Ib M Ma� + Mb� = 1388.19ft•lb and 67%%of LL- 1 Seismic Rack and 67% 7 M WO r M W of LL Tension&Shear- T1:= 1 1 -? =49.281b Tl� := 1 • i� -lm =60.71 lb 2 d 2 ) 2 d 2 V1= 137.19 lb V14, = 195.98 lb Weight of Rack and 100%Top Shelf- W2 :_ (0.6-0.14.SDs)•(WO + W1) = 199.831b W24) := (0.9-0.2•SDs)•(Wd•N + W1) =302.641b Overturning and M2 Vtd'hc+ F htop =437.07ft•lb =624.38ft•lb 100%Top Shelf- 2 := th + F� htp (M W 1 (M24, W Seismic Rack and 100% T2 := 1• d2 -2 =22.891b T24, := 1 • 2�)=28.40 lb of LL Tension&Shear- � ) V2 =60.82 lb V24, =86.89 lb Force on Column Screws&Anchors: Tension Single - Tsmax:= max(T1,T2,0•Ib) =49.281b Tsmax4) := max(Tlm,T24),0•Ib) =60.711b Shear Single- Vsmax:= max/vl ,- =34.30 lb Vsmax4) := maxV2) iVl� , V24, ,=48.99 lb 4 4 ) 4 4 Tension Double- Tdmax 2•Tsmax=98.55 lb Tdmax4 2•Tsmax4) = 121 lb Shear Double- Vdmax 2•Vsmax=68.59 lb Vdmaxm 2•Vsmax4, =97.99 lb 8 LIPS E ANN TAYLOR#2552 6/10/2016 • ENGINEERING PORTLAND,OR Rolf Armstrong,PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension(Uplift) ForceT — 50 Ib Yield Stress of F := 36 ksi at Corner: Angle Steel: vp Thickness of Angle: to:= 0.075.in 14 ga Foot Plate Width of Angle Leg: ba:= 1.25•in Length of Angle La := 1.375•in Section: Distance out to L:= 0.75•in Section Modulus ba'ta2 Tension Force: of Angle Leg: Se :_ =0.0012 in 6 Design Moment M := T•L=3.125ft Ib Bending Stress f M 32 ksi on Angle: on Angle: b Se Allowable Bending Fb 32.4•ksi Ratio of fb =0.988 MUST BE LESS THAN 1.00 Stress: b vp= Allowable Loads: F b Ultimate Tensile F 65 ksi Gross Area of A b t 0.0938 int Strength of Clip: up the Clip: gc := a a = Effective Net Area of the Clip: A„ := Agc—[ta•(0.375•in)] =0.0656•in2 Limiting Tensile Strength of Clip: Tcma,4, := min[(0.90•Fyp•Agc),(0.75•Fup•A4 =3037.51b if(Tcmax4, >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)- Os:= 3.00 Ou := 2.35 Specified Tensile Stress of Clip S Post,Respectively- Fui:= 51ksi Fut:= 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•Fu2•/dss•ts2311 (AISI C-E4.3-3) Pns := min 2.7.Ful'dss'tsl = 22001b Pnd:= 2•13„=4400 lb 2.7•Fu2'dss tst )) Allowable Bearing Strength- Pas := Pns =733.3 lb Pad:= Pnd = 1466.5 lb Os Os 9 +/ E I P E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/41) 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- Tss,:= 6561b Tsdv:= 2-Tssv,= 13121b Allowable Shear- Vss:= 6001b Vsd : 2•Vss= 1200lb 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-lb ValuesROF alcsforVFrT as•= �= 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- Tasl:= min(Vss,Pas) =600 lb 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 1/4"dia. screw to fasten base to 14 GA shelf member. USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - — 5 3 USE 3/8"(, x 2" embed installed per the requirements of Hilti • Combined Loading 1xTsmax, 4 !Vsi Wall Supported , + 0.01;:i <1.00 OKAY Shear Loading ti " 0.07 <1.00 OKAY (Single Anchor)- ,.Z.,,,,,,I.,,)/. a as . . (Single Anchor)- Val . V � g Tsmax " k u x x smax: , smaxTension Pullout Combined Loading 4"' fill'�._, 'IL'=FIs s�,y <1.00 OKAY 0;15 i <1.00 OKAY (Single Screw)- ;1. 6, s !as1. asi >` (Single Screw) r Tot„.... ,,,: , Wall Supported V - " Combined Loading "1Tdmax$ Vdma�c �402 <1.00 OKAY Shear Loading �£, 4 ""�" 040 <1.00 OKAY (Double Anchor) atl ) :n (Double Anchor)- �ad ;; dad ) .._ , . "V Tdmax Tension Pullout Amax Combined Loading �' • am-z.�71 0 08' <1.00 OKAY (Double Screw) 4 , <1.00 OKAY (Double Screw)- . 10 as.t is T 2 10 v -'t% EC LI PS E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension(Uplift) Force on each side- T:= 2•Tdmax= 197.10 lb Connection from Shelf to Carriage=1/4"diameter bolt through 14ga.steel: Capacity of 1/4"diam.screw in 14 ga.steel- Zr;:= 715-lb 11f(T <220,"(2) 1/4" Bolts are Adequate;, "No Good")'.7-:,.."(2),,1/4" Bots 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-lip 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- Tr•br2 2 tip Weld- Aw:= Tr-br•(0.094 in)•cos(45 deg) =0.052 in tip Rod- Air:_ =0.049•in 4 Stress on Weld fw:= T =3.7756•ksi Stress onT Connection- Aw rod- fr:_ — =4.0153.ksi Ar Ratios of fw toFy fw =0.1049 fr =0.1115 fw =0.1798 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:_ = 0.342ft•lb Section Modulus of Leg- S1 :=- =0.001•in3 2 6 SBending Stress on Leg- fb := M1 =6.201•ksi Ratio of Allowable Loads- to —0 20 M1.0 BE Si 0.85•Fy • Width of Anti-Tip track- L:= 5.1.in Thickness of Aluminum Track tt:= 0.33•in (average thickness)- . L tt2 Spacing of Bolts- Sib:= 22.5•in Section Modulus of Track- St:_ — =0.093•in3 6 Design Moment on Track- M T 8 to Bending Stress on Track- fba:= Mt =5.989.ksi for continuous track section Allowable Stress of Aluminum- Fb := 21-ksi Ratio of Allowable Loads- wn0 29 < b.• Ratio of Allowable Loads (Single Anchor)- :2 Tdmax+ . for continuous track section 23 . Tas „. - 4 1 ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 11 ECLI PS E ANN TAYLOR#2552 6/10/2016 ENGINEER ► N G 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) 0.4•ap•Sos ( zb) Seismic Base Shear Factor- Vt:= 1 + 2-- Vt=0.361 Ra hr) ip I Shear Factor Boundaries- Vtmin := 0.3•Sps•Ip =0.217 Vtmax 1.6•Sin.Ip = 1.157 Seismic Coefficient- Vt:= min(max(Vtmin,Vt),Vtmax) =0.361 Number of Shelves- N =9 Weight per Shelf- Wti= 100 lb Total Weight on Rack- WT:= 4•(Pd + 0.67•P1) WT=903.63 lb 0.7•Vt•WT Seismic Force at top and bottom- Tv:= Tv= 114.32 lb 2 Connection at Top: Standard Stud Spacing- Sstud16•in Width of Rack- w=4 f - Number of Connection Points on each rack- Force on each connection point- N,:= maxr2, /floor/ w 1;1 =3 Fu:= Tv =38.111b LL �Sstud)JJ N, Capacity per inch of lb Required i F W := 135•— ,ds•- --- 0.282•in embetknent into wood Nailer- s in Embedment Depth- W For Steel Studs: Pullout Capacity for#10 Screw Ratio of Allowable Loads E :c MUST BE in 20 ga studs(per Scafco)- T20:= 84 Ib for screws into walls- T <1.0 Connection at Bottom: Ratio of Allowable Loads S2 Tv -i; i«-- MUST BE for anchors into slab- 7 .3.7.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 E( LI PS E ANN TAYLOR#2552 6/10/2016 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 := 1 3-SHELF UNITS Total Height of Shelving Unit- ht:= 10.00.ft plf:= Ib•ft 1 Width of Shelving Unit- w:= 4.00•ft psf:= Ib•ft 2 Depth of Shelving Unit- d := Nu•(3.00.ft) =3ft pcf:= Ib•ft 3 Number of Shelves- N := 3 kips:= 1000.1b Vertical Shelf Spacing- S:= 60.00•in ksi:= kips•in 2 Shelving Loads - Maximum Live Load on each shelf is 150 lbs: Weight Load in Design Live Dead Load per shelf- psf- Load on Shelf- on Shelf- Wtj:= Nu•(150.Ib) = 150lb LLj:= Wtt = 12.5•psf LL:= LLj = 12.5•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- bic:= bi—t= 1.425•in di,:= di—t= 1.425•in Radius of Gyration in x and y- rX:= 0.5390•in ry:= 0.5390•in Section Modulus in xand y- SX:= 0.0396 in3 Sy:= 0.0396•in3 Moment of Inertia in x and y- IX:= 0.0406.in4 ly:= 0.0406•in4 Full 8 Reduced Cross Sectional Area's- Apf:= 0.225•in2 Apr:= 0.138•in2 Length of Unbraced Post- L,:= S=60.00•in Ly:= S =60.00•in Lt:= S =60.00•in Effective Length Factor- KX:= 1.7 KY:= 1.7 Kt:= 1.7 Weight of Post- Vertical DL on Post- Vertical LL on Post- Wp := psteel•Apf' t d �_h =7.66lb P DL w•d•N + Wp =30.161b P :— LL w•d•N = 112.51b 4.N„ 4.N, - Total Vertical Load on Post- Pp := Pd + P1 = 142.66 lb 13 EcLI PS E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE • Floor Load Calculations : Weight of Mobile Carriage: W,:= 40.Ib Total Load on Each Unit: W:= Nu•4-Pp + W =610.62 lb Area of Each Shelf Unit: Au := w•(d + 3in) = 13ft2 Floor Load under Shelf. itkb,SF = =47 psf 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: Buildings Risk Category- BRC:= 2 Importance Factor- IE':= 1.0 Determine Ss and Si from maps- Ss = 0.978 S1:= 0,425• Determine the Site Class- SSC:= "D" Determine Fa and F„ - Fa = 1.109 Fv= 1.575 Determine SDS and Sol- SDs "(Fa'Ss) =0.723 Sot:= (Fv•s ) =0.446 Seismic Deisgn Category- SDC="D" • Structural System-Section ASCE-7 Sections 13.3.1815.5.3.4.: 4.Steel Storage Racks R:= 4.0 no := 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 + N�•4 N =401b Load on Shelf- W1 LL•w•d= 1501b Seismic Analysis Procedure per ASCE-7 Sections 13.3.1815.5.3.4: Average Roof Height- hr:= 20.O.ft Height of Rack Attachment- z:= 0•ft Grow For Ground floor) 0.4•ap•SOs ( z Seismic Base Shear Factor- Vt:= 1 + 2 — =0.181 Rp hr) Ip Shear Factor Boundaries- Vtmin 0.3 SDs•Ip =0.217 Vtmax:= 1.6.Sos.Ip = 1.157 Seismic Coefficient- Vt mm(m ,yin*, 4)%'Vtmax) = z�. x�M Overstrength Factor- S2 := 2.0 NOTE:By ASCE 7-10 Section 13.3.1,0 does not apply for vertically cantilevered architectural systems. 14 5 EC LI PS E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Seismic Loads Continued : ASD LRED For ASD,Shear may be reduced- VP := 0.7•Vt=0.152 Vp4, := Vt=0.217 Seismic DL Base Shear- Vtd := Vp•Wd•N = 18.31 lb Vtd@ := Vpm•Wd•N =26.16lb DL Force per Shelf: Fd := Vp•Wd =6.1 lb Fd, := Vp�•Wd =8.72 lb Seismic LL Base Shear- V11:= V •Wi•N =68.321b Vti, := VP4,•W1•N =97.61b LL Force per Shelf: F1:= Vp•W1 =22.771b F14, := Vp4,•Wi=32.53 lb 0.67*LI.Force per Shelf: F1.67:= 0.67•Vp•W1= 15.26 lb F1.674, := 0.67•Vps•Wi=21.8 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 H2 := 0 H := H1 + H2 = 15.00ft Total Moment at Shelf Base- Mt:= H Wd + H•0.67•Wi = 2110.63ft•lb Total Base Shear- V1:= Vtd+ 0.87•Vt1=64.091b V14, := Vtd$ + 0.67•Vtim =91.55 lb • Vertical Distribution Factors for Each Shelf- Wd•0.0•S+ W1•0.67.0.0.S Wd•1.0•S+ W1•0.67.1.0•S C1:= =0.000 C2 :_ =0.333 Mt Mt F1:= Ci.(V1) =0.00 F14, := C1•(V1,) = 0.00 F2 := C2•(V1) = 21.361b F24, := C2•(V1,) =30.521b • Wd•2.0•S+ W1.0.67.2.0.S C3 :_ =0.667 Mt • F3 := C3•(V1) =42.72 lb F34, := C3•(V1,) =61.03 lb C1+ C2 + C3 = 1 Coefficients Should total 1.0 15 1 EC LI PSE ANN TAYLOR#2552 6/10/2016 ENGINEERING 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=2103ft•Ib Total Base Shear- V2 := Vtd + F1=411b V24, := Vtd. + Fit =59 lb Wd•0.0•S+ 0•Wi•0.0•S Wd•1.0•S+ 0•Wi•1.0•S Cia:_ =0 C2a:_ =0.096 Mta Mta Fia:= Cia•(V2) =0 Fia0 := Cia•(V24) =0 F2a:= C2a•(V2) = 3.9 lb F2am := C2a•(V2+) =5.6lb Cia+ C2a+ C3a= 1 Coefficients 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 inMs _ i 1 S max(V V2� =40.05ft Ib Bending Stress f • MS = 12.14 ksi Short Direction: N •4 2 on Column- bX S), x Allowable Ratio of • Fb := 0.6•Fy= 19.8•ksi Bending Stress- Ultimate AllowableMUST BE LESS Stress / fbx — THAN 1.0 Bending at the Base of Each Column is Adequate 16 e% EC LI PS E ANN TAYLOR#2552 6/10/2016 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. Vol := V1 — F1=64lb Vn2 := VA1 — F2 =43 lb Vo3 := Vo2 — F3 =O lb Vpia:= V2 — Fla=41 Ib VA2a:= VAla—F2a=37 lb VA3a:= Vo2a— F3a=—8 x 10 15lb E 3 3 1 max(VAi,V ia�•S S 1 max(Vo2,Vn2a�•S Al:_ Nu.4 12 E Ix =0.2449•in Ai =244.96 A2 '— Nu 4 12 E•IX =0.163•in E A, := 0.05•hr=6•in At:= Ai + D2 + A3 =0.4082•in if(dt<La,"Deflection is Adequate" ,"No Good") ="Deflection is Adequate" Note:The deflection shall not exceed 5%H1,so shelving deflection is adequate. Moment at Rivet Connection: Shear on Ms dr2•n : = 0.25•in Vr:_ =320.43 lb Ar:_ =0.0491•in each rivet- dr 2 1.5•in 4 Steel Stress Vr Ultimate Stress on Rivet Omega Factor on Rivet- fv:= — =6.53 ksi Ar (SAE C1006 Steel)- Fur:= 47.9ksi (ASD)- Or:= 2.0 Allowable StressF 0.4•Fur =9 58 ksi Ratio of Allowable I f„ :0 MUST BE LESS THAN 1.0 r on Rivet �r Ultimate Stress- Or Ear RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical E„:= 0.2•Sps•(DL+ LL)•w•d =26.03lb Vertical Dead D := (DL+ LL)•w•d = 180.00lb Component: Load of Shell. 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 =—81.97 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each comer. Number of Shelf N — 4 Uplift Force F Fu F 20.491b • Connections: per Comer: Fu, N uc =— c NOTE:Since the uplift force is negative,a mechanical connection is not required. 17 -,,-1 E( I PSE ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Find Allowable Axial Load for Column : _ Allowable Buckling Stresses- rr2•E hex /Kx•Lx1 2 fez=7.99 ksi rx ) Distance from Shear Center t•dic2•bic2 to CL of Web via X-axis e0 4•Ix e0= 1.9043•in Distance From CL Web to x0:= 0.649.in—0.5•t x0=0.6115•in Centroid- Distance From Shear Center xo := x0+ e0 xo =2.5158•in to Centroid- Polar Radius of Gyration- ro :=Jrx2 + ry2 + xo2 ro =2.6287•in Torsion Constant- J:= 3•(2•bi•t3 + di.t3) J=0.00063•in4 t•b13 dig (3•b0+ 2•di•t1 6 Warping Constant- CW:_ CW=0.0339•in 12 61b0+ di•t ) Shear Modulus- G:= 11300•ksi rr2E•C1 at:= 1 GJ+ 6t=8.4766 ksi Apr•ra2 _ (Kt•Lt)2 J 2 a •_ 1 — /x01 R =0.0841 . r0 Fet 21R •[(aex+ at) —J(aex + at)- 4•(3.aex•aj Fet=4.2039•ksi Elastic Flexural Buckling Stress- Fe := if(Fet<aex,Fet,aex) Fe =4.2039•ksi 1 Allowable Compressive Stress- Fn := if Fe >Fy ,Fy• 1 — Fy 1,Fd 2 4Fe) J Fn =4.2039 ksi Factor of Safety for Axial Comp.- i20 := 1.92 18 ECLI PS E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Find Effective Area - Determine the Effective Width of Flange- Flat width of Flange- wf:= b1-0.54 wf= 1.4625•in Flange Plate Buckling Coefficient- kf:= 0.43 1.052 wf Fn Flange Slenderness Factor- Af —• — Af=0.3767 t E J 0.221. 1 pf:= 1 - I pf= 1.1042 / \ Af Af Effective Flange Width- be := if(Af> 0.673,pouf,wf) be = 1.4625•in Determine Effective Width of Web: Flat width of Web- ww:= d1 -t ww= 1.425.in Web Plate Buckling Coefficient- k� := 0.43 w F Web Slenderness Factor- Aw:= 1_2• w n Aw=0.367 t E 0.221 1 pw:= 1 - pw= 1.0914 Aw J Aw Effective Web Width- he := if(A,> 0.673,pw.ww,ww) he = 1.425-in Effective Column Area- Ae := t•(he + be) Ae =0.2166•in2 Nominal Column Capacity- Pn := Ae•Fn Pn =9101b Pn Allowable Column Capacity- Pa:_ Pa =474 lb 0 Check Combined Stresses - �`2•E•'X Pca.- Pca= 1116.92 lb (Kr.L,J2 Per Pen( Pcr= 1116.92 lb 'Oc.pp 1 Magnification Factor- a := 1 - =0.755 Cm:= 0.85 Pcr J Combined Stress: MUST BE LESS THAN 10 Pa' Fbci 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 ECLI PS E ANN TAYLOR#2552 6/10/2016 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=4ft Depth of Shelving Unit- d=3ft WORST CASE Number of Shelves- N =3 Vertical Shelf Spacing- S=60•in Height to Top Shelf Height to Shelf (N + 1) Center of G- htop ht= 10 ft Center of G- ho:_ 2 •S= 10 ft 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 Moments- Mb := 0 LRFD Mat := Fit.0.0•S+ F24,•1.0.S+ F34,•2.0•S Moments- Mb� 0 For Screws-ASD For Anchors-LRFD Weight of Rack and 67%of LL- W1:= N•(0.6- 0.14.SDs)•(Wd + 0.67•W1) = 210.55lb Wit := N•(0.9-0.2•SDs)•(Wd + 0.67.W1) =318.881b and 670/. 7% Overturning MMa+ Mb534.05ft•Ib MM + M762.93ft•lb and 67%of LL- 1:= = 1� := a� b� = Seismic Rack and 67% 1 "M1 W11 1 (M14, W1 ) -of LL Tension&Shear- Tl:= 2•\- -2 J=36.371b Tit := 2 d - 2 )_-47.43 Ib V1 =64.09 lb V14, =91.55 lb Weight of Rack and 100%Top Shelf- W2 :_ (0.6 - 0.14•SDs).(Wd•N + W1) = 134.981b W2cp :_ (0.9 -0.2•SDs)•(Wd•N + Wi) =204.43lb Overturning Rack and 100%Top Shelf- M2 := Vtd•ho+ Fi•htop =410.85ft•lb M24, := Vtd4•ho+ FR)•Nob =586.93ft.lb zM W2W2m 1 Seismic Rack and 100% T2 := z 1 1•1 =34.73 lb 124, := • =46.711b of LL Tension&Shear- 2 d 2 ) 2 (M2m d 2 V2 =41.09 lb V24, =58.69 lb Force on Column Screws&Anchors: Tension Single - Tsmax := max(Ti,T2,0•Ib) =36.37 lb Tsmax@ := max(T1,,T24,,0•Ib) =47.43 lb Shear Singe- Vsmax:= max(Vl ,v21= 16.02lb Vsmaxt := maxiVl� , v24, ,=22.891b 4 4 ) 4 4 Tension Double- Tdmax= 2•Tsmax=72.74lb Tdmaxt 2•Tsmax, =95 lb Shear Double- Vdmax 2.Vsmax=32.04 lb Vdmax$ 2'Vsmmt, =45.78 lb 20 E+ LI PS E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension(Uplift) Force Yield Stress of at Corner: T:= 50•Ib 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 La:= 1.375•in Section: Distance out to L:= 0.75•in Section Modulus ba'ta2 Tension Force: of Angle Leg: Se :_ =0.0012 in3 6 Design Moment Bending Stress M on Angle: M := T•L=3.125ft•lb on Angle: fb := S =32•ksi e Allowable Bending F b 0.90.F =32.4•ksi Ratio of fb =0.988 MUST BE LESS THAN 1.00 Stress: yP Allowable Loads: F b Ultimate Tensile F 65 ksi Gross Area of A b t 0.0938 int Strength of Clip: uP the Clip: gc a a = Effective Net Area of the Clip: AQec := Agc —[ta•(0.375•in)] =0.0656•in2 Limiting Tensile Strength of Clip: TcmaX� := min[(0.90•Fyp•Age),(0.75•Fu84+e01 =3037.5 lb if(Tcmax+>Tsmax+,"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)- 0s:= 3.00 Stu := 2.35 Specified Tensile Stress of Clip&Post,Respectively- Fel:= 51ksi Fut:= 51ksi Diameter of Screw- dss:= 0.25in 14 GA Clip Thickness- ts1:= 0.075in 14 GA Post Thickness- t52 := 0.075in Nominal BearingStrength- Single Screw-ASD Double Screw-ASD 4.2•Fu2•J dss'1s2 311 (AISI C-E4.3-3) Pns min 2.7 Ful'dss'tsl = 22001b Pnd:= 2'Pns =4400lb 2.7•Fu2•dss•ts2 )) Allowable Bearing Strength- Pas := Pns = 733.3 lb Pad:= Pod = 1466.5 lb Os Os 21 x% E( LI S E ANN TAYLOR#2552 6110/2016 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=4541b Allowable Tensions,Pullover- Ts„:= 6561b Tsdv:= 2•Tssv= 1312lb Allowable Shear- Vss:= 600lb Vsd := 2•Vss= 1200lb 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'HILT!' Allowable Tension Force- T 1051•Ib Tad1993•Ib Values alcsforV£rT as •= := Values • Allowable Shear Force- Vas := 1466•Ib Vad:= 1938.1b DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Screw-ASD Double Screw-ASD Allowable Tension Force- Tasi:= min(Vss,Pas) =600lb Tas2:= min Pad = 12001b • Allowable Shear Force- Vasi:= Tssv=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) - 4:= 5 USE 3/8"(I) x 2" embed installed per the requirements of Hilti 3 �� V ` Wall Supported • ' Combined Loading smax+ tmax (Single Anchor)- T + =0 01 <1.00 OKAY Shear Loading r E3 <1.00 OKAY as.. ' '4 vas , k ;.x.; (Single Anchor) Vas • :• ii. t 0u smax ' simax k' <r Tension Pullout Combined Loading + 0.71- 0 0t5- <1.00 OKAYa 07"" <1.00 OKAY (Single Screw)- 11-10-Os Vs1 t Tali ) (Single Screw) Tsst � � �: Wall Supported V Combined Loadingdmax�"�� ' max ' = ''' <1.00 OKAY Shear Loading ' d `0.05' <1.00 OKAY (Double Anchor) + 0.0114° (Double Anchor)-' Vad ;� tis ( � - i/ Vdmax dmax ' Tension Pullout dmPxx Combined Loading + 0.7r. 0,05,- <1.00 OKAY .07 <1.00 OKAY (Double Screw) 1:,10 0s Vas2.; Tas2-i, (Double Screw) T 22 5 EC LI PS E ANN TAYLOR#2552 6/10/2016 ENGINEERING PORTLAND,OR Rolf Armstrong,PE - STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension(Uplift) Force on each side- T:= 2.Td„= 145.48 lb Connection from Shelf to Carriage=1/4"diameter bolt through 14ga.steel: Capacity of 114"diam.screw in 14 ga.steel- Zc:= 715.1b (if(T<2-Za,"(2) 1/4"Boltsare Adequate" "No Good") ="(2) 1A" Bolts are Adequate" Use 3116"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- Ti•br2 tip Weld- ' rr.br•(0.094 in)•cos(45 deg) =0.052 in tip Rod- Air:= =0.049•in2 4 Stress on Weld fW:= T =2.7868•ksi Stress onT Connection- Aw rod- fr:= — = 2.9637•ksi - Ar Ratios of fW to ._Fy fW =0.0774 fr =0.0823 fW =0.1327 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:= =0.083•in Tension Force per Flange leg- Ti := 0.5•T 2 Ti•La ba-ta2 Bending Moment on Leg- M1:_ =0.252ft•Ib Section Modulus of Leg- Si:_ =0.001•in3 2 6 Bending Stress on Leg- fb := SiM =4.577•ksi Ratio of Allowable Loads- f� 0 15 , MU BE S0.85-Fy Width of Anti-Tip track- L:= 5.1.in Thickness of Aluminum Track tt:= 0.33-in (average thickness)- • L•tt2 Spacing of Bolts- Sib:= 22.5.in Section Modulus of Track- St:= — =0.093•in3 6 Design Moment on Track- T-Sib M for continuous track section M:= —8 Bending Stress on Track- fba:= S =4.42•ksi t Allowable Stress F21.ksi Ratio of Allowable Loads ifba „0 21 of Aluminum- b _ - Ratio of Allowable Loads (Single Anchor)- " '" dr ..ap�. . for continuous track section .” t 0 18 ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 23 ECLI P ANN TAYLOR#2552 6/10/2016 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) 0.4•ap•5D5 ' zb Seismic Base Shear Factor- Vt:_ 1 + 2•— Vt=0.361 Rp hr) lc Shear Factor Boundaries- Vtmin 0.3•Sps•lp =0.217 Vtmax:= 1.6•Sps•Ip= 1.157 Seismic Coefficient- Vt:= min(max(Vtmin,vt),Vt„) =0.361 Number of Shelves- N =3 Weight per Shelf- Wti= 150 lb Total Weight on Rack- WT:= 4•(Pd + 0.67.P1) WT=422.13Ib 0.7.Vt•WT Seismic Force at top and bottom- T„:= Tv= 53.41b 2 Connection at Top: Standard Stud Spacing- Sstud := 16•in Width of Rack- w=4ft Number of Connection Points on each rack- Force on each connection point- 1%1,:= max[2,(Aar w 11 =3 Fc:= TV = 17.8 lb LL �Sstud JJJ Nc Capacity per inch of lb Required Fc W := 135•— r : .i3 Iri embedment into wood Nailer- s in Embedment Depth- .s _ Ws For Steel Studs: Pullout Capacity for#10 Screw Ratio of Allowable Loads r 0.2f5> MUST BE := = in 20 ga studs(per Scafco)- 120 84•Ib for screws into walls- fi <1.0 Connection at Bottom: Ratio of Allowable Loads T„;* MUST BE for anchors into slab- 08 <1.0 0,7Y-ad 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 6/10/2016 Design Maps Summary Report lilt L. Design Maps Summary Report User-Specified Input Report Title 16-06-174 Fri June 10,2016 21:42:39 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.45045°N, 122.78223°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III $ , ":T' ' , -tee Li"„I.:,P1'') 1,:;,,,. Hillsboro ' ' i gortl ars # r ta r+e 4, f 7 Tigard, ,, , v-- . ; ;!,74:7-. - .,-7,'.z , '0.,el, .7, # 4,4,.. „1, ' USGS-Provided Output SS = 0.978 g SMS = 1.084 g Sos .... 0.723 g S1 = 0.425 g SM1 = 0.670 g SD1 = 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. MCE Response Spectrum Desi n Response S estrum P9 P P • 0.29 1.10 0.80 0.99 0.72 0.22 0.64 0.77 0.56 In 0.66 Cr O.dB In 0.55 i fn 0.40 I 0.44 0.32 0.33 0.24 0.22 0.16 • 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 4.04 0.24 0.40 D.6D 4.80 1.04 1.20 1.40 1.60 1.80 2.00 Period, T(sec) Period. T(set? For PGAM, Tl, CRS, and CR1 values, please view the detailed report. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?tem plate=minimal&latitude=45.450451&longitude=-122.782228&siteclass=3&riskcategory=0... 1/2 ' Eclipse Engineering, Inc. 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: Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) � t Effective embedment depth: hef,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,fe'=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 • 8 6 30* �C o 0 ,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, 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 pv[%] Status Tension Pullout Strength 300 1107 28/- OK Shear Steel Strength 200 1466 -/14 OK Loading PN fiv c Utilization IN,v[%] 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. Consulting Engineers �,��il 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: Specifiers comments: 1 Input data 011WAnchor type and diameter: Kwik Bolt TZ-CS 3/8(2) ,� ,,q,,` Effective embedment depth: hef,acf=2.000 in.,hncm=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 I 5/1/2015 Proof: design method ACI 318-11 /Mech. - Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in. Anchor plate: Ix 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,fb'=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 tut8 d 5$ S 27.5* il* ;o74 T ° ;¢S • 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, 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/Dv[Vol Status Tension Pullout Strength 150 1107 14/- OK Shear Concrete edge failure in direction x+ 200 1966 -/11 OK Loading PN j3v Utilization pN,v[%] 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 IM,LTTI 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 y . fit �,+ �^_T�^°�'..oy.. x\ k..N. Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Effective embedment depth: her,act= 1.860 in.,hnom=2.500 in. V Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 8/1/2012 112/1/2013 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 w g • 0 6 30` X-- - p lo,.....,...4.- ‘t 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. 1104 Consulting Engineers ®1:11r, 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/tv[%] Status Tension Concrete Breakout Strength 300 1051 29/- OK Shear Pryout Strength 200 1509 -/14 OK Loading PN �v r, Utilization 13"[%] 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. Consulting Engineers �1��I 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 .. f' Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Effective embedment depth: hef,act=1.860 in.,hnom=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 8/1/2012 112/1/2013 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 I,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,fb'=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 wt8 c s 5.S 21s* : —\ N. - ,fix N k ,, t 7 k 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. 1�TI 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 pN I pv[%] Status Tension Concrete Breakout Strength 300 1993 16/- OK Shear Concrete edge failure in direction x+ 200 1938 -/11 OK Loading 13v Utilization Nix[%] 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 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