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Specifications (29) it% ECLIPSE 54) ENGINEERING ECLIPSE - ENGINEERING . COM REC EIVED MAY g 21117 CITY OF U' GAR . Structural Calculations BUILDINGDIVISION Steel Storage Racks By Pipp Mobile Storage Systems, Inc. APR 2 5 2017 PIPP PO #26101 SO #64189 ikeD PROP. �&--• ANGINF s2 `Z 78688 P T-. s OR t<,. .4O T19,20 Bath 8. Body Works #856 �'�`AS S.001- Expiration date Washington S 2017 Square g q 9585 SW Washington Square Road - Space #G09 Portland, Oregon 97223 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2014 Oregon Structural Specialty Code. These storage racks are not accessible to the general public. MISSOULA COLUMBIA FALLS SPOKANE BEND 113 West Main.Suite B,Missoula,MT 59802 729 Nudaa Ave.Sue D.Columbia Falls,MT 59912 421 West RiverddeAve.,Sdte 421 Spokane,WA99201 376 SW Bluff Dye,Side 8,Bend,OR 07702 Phone:(406)721{733•Fax(406)721-4988 Phone:(406)892-n01•Fax 408892-2368 Phone:(508)921-7731•Fax(509)921-5704 Wane:(541)3894658.Fax(541)312-8708 .,- 0. _ -.1 El LI PS E BATH&BODY WORKS#856 4/25/2017 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Pipp Mobile STEEL STORAGE RACK DESIGN 2015 IBC & 2016 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)? Np := 1 Total Height of Shelving Unit- ht:= 10.00.ft plf:= lb-ft 1 Width of Shelving Unit- w:= 4.00•ft psf:= lb-ft—2 Depth of Shelving Unit- d:= Nu•(2.50.ft) =2.5ft pcf:= lb•ft 3 Number of Shelves- N := 6 kips:= 1000•Ib Vertical Shelf Spacing- S:= 24.00 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- INWti:= N„•(150.1b) = 1501b LLI:= = 15 psfLL:= LLl = 15 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- F := 33.ksi Y Physical Dimensions of L Post: Density of Steel- psteel:= 490-pcf L Post Width-out-to-out- b1 := 1.500•in L Post Depth-out-to-out- d1:= 1.500•in Radius at Corners- Rc:= 0.188-in Post Thickness(14 Gauge)- t:= 0.0750.in L Post Width-End-to-IF- L Post Depth-End-to-IF- bi,:= b1—t= 1.425-in dig:= d1—t= 1.425•in Radius of Gyration in x and y- rx:= 0.5390.in ry:= 0.5390 in Section Modulus in x and y- Sx:= 0.0396•in3 Sy:= 0.0396.in3 Moment of Inertia in x and y- I,:= 0.0406 in4 ly:= 0.0406 in4 Full&Reduced Cross Sectional Area's- Ap0.225•in2 2 t:= Apr:= 0.138•in Length of Unbraced Post- Lx = S=24.00.in Ly:= S=24.00-in Lt:= S=24.00.in Effective Length Factor- Kx 1.7Ky:— 1.7 Kt:= 1.7 Weight of Post- Vertical DL on Post- Vertical LL on Post- Wp := psteel Apt ht= 7.66 lb P DL•w•d•N LL•w•d•N d + Wp =45.161b rs n:_ =2251b 4•Np 4•Np Total Vertical Load on Post- Pp := Pd + P1=270.16 lb 1 ''':1 EC LI PSE BATH G BODY WORKS#856 4/25/2017 ENGINEERING PORTLAND,OR Rolf Armstrong,PE Floor Load Calculations : Weight of Mobile Carriage: W,:— 4O•lb Total Load on Each Unit: W:= Nu.4•Pp+ W,= 1120.621b Area of Each Shelf Unit AU := w•(d+ 6.in) = 12ft2 Floor Load under Shelf: PSE:= A =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: Buildings Risk Category- BRC:= 2 Importance Factor- IE:= 1.0 Determine Ss and Si from maps- S5:= 0.977 Si 0:425 Determine the Site Class- SSC:= "D" ❑► Determine Fa and F„ - Fa= 1.109 F„= 1.575 Determine Sips and SDI_ Sos 2 (Fa•Ss)= 0.722 Spy,:= 3•.(Fv Sl) =0.446 3, Seismic Deisgn Category- =SDQ=IT D" Structural System-Section ASCE-7 Sections 13.3.1015.5.3.4.: 4.Steel Storage Racks R:= 4.0 12o := 2 Cd := 3.5 R := R ap := 2.5 IP := 1.0 P Total Vertical DL WP Total Vertical LL W _ LL w•d= 150 lb Load on Shelf Wa DL w d + NU.4.N =301b Load on Shelf- Seismic Analysis Procedure per ASCE-7 Sections 13.3.1&15.5.3.4: (0'-0"For Average Roof Height- hr:= 20.O•ft Height of Rack Attachment- z:= 0-ft Ground floor) 0.4ap•SDs /1 + 2 z =0.181 Seismic Base Shear Factor- Vt:_ • RP hr J - Ip Shear Factor Boundaries- Vtm;n := 0.3.SDs•Ip =0.217 Vtmax:= 1.6 Sps Ip= 1.156 Seismic Coefficient- Vt mm(max(Vt in?Ai)>Utmax) 217}' Overstrength Factor- S2:= 2.0 NOTE: BASE 7-10 does not apply vertically cantilevered cal systems. 2 - `' EC LI PE BATH&BODY WORKS#856 4/25/2017 E N G t N E E R I N G PORTLAND,OR Rolf Armstrong, PE Seismic Loads Continued : Asp imp For ASD,Shear may be reduced- VP := 0.7•Vt=0.152 VPS := Vt= 0.217 Seismic DL Base Shear- Vtd:= VP•Wd-NJ =27.41b Vtd := VPo• d W •N =39.151b DL Force per Shelf: Fd := Vp•Wd =4.57 lb F V •Wd =6.52 lb Seismic LL Base Shear- Vti:= Vp•WI•N = 136.541b V11 := Vpo•W1•N = 195.061b LL Force per Shelf: F1:= VP•WI= 22.76 lb F V MI=32.51 lb 0.67*IL Force per Shelf: F167:= 0.67•Vp•WI= 15.25 lb F1.670:= 0.67•Vp�•Wi =21.78 lb Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions-Condition#1:Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves- H1 := 0.0•S+ 1.0•S+ 2.0•S+ 3.0•S+ 4.0•S+ 5.0•S H2 := 0 H := H1 + H2 =30.00ft Total Moment at Shelf Base- Mt:= H•Wd + H•0.67•WI =3918.12lb•ft Total Base Shear- V1:= Vtd + 0.67•Vti= 118.891b V10 := Vtd4, + 0.67•Vtio= 169.84 lb Vertical Distribution Factors for Each Shelf- Wd•0.0•S+ WI•0.67.0.0•S Wd•1.0•S+ WI.0.67.1.0•S C1 := M =0.000 C2 :_ =0.067 Mt Mt F1:= Ci-(Vi) =0.00 Flo := C1•(V1o) =0.00 F2 := C2•(V1) = 7.93 lb F20 := C2•(V1o,) = 11.32 lb Wd•2.0.S+ WI•0.67.2.0•S Wd•3.0•S+ W1•0.67.3.0.S C3 := =0.133 C4:= M =0.200 Mt t F3 := C3•(V1) = 15.85 Ib F3� := C3•(V1o) =22.651b F4:= C4•(V1) =23.781b F40 := C4•(V1d,) =33.971b Wd•4.0•S+ W1•0.67.4.0•S Wd•5.0•S+ Wi•0.67.5.0•S C5:= =0.267 C6 := M =0.333 Mt t F5 := C5•(V1) =31.70lb F54, := C5 (V1 ) =45.29lb F6 := C6•(V1) =39.63 lb F60, := C6•(V1o) = 56.61 lb C1+ C2 + C3 + C4+ C5 + C6 = 1 Coefficients Should total 1.0 3 .ry.�" EC LI PSE BATH&BODY WORKS#856 4125/2017 E N G I N E E R I N G PORTLAND,OR Rolf Armstrong,PE Force Distribution Continued : Condition#2:Top Shelf Only Loaded to 100%of Live Weight Total Moment at Base of Shelf- Mta H•Wd + (N — 1)•S•Wi=2403 lb•ft Total Base Shear- V2:= Vtd+ F1= 50lb V24) := Vtdo + F1 =72lb Wd•0.0•S + 0•Wi•0.0•S Wd•1.0•S+ 0•Wi•1.0•S —0.025 Cla:_ =0 C2a Mta // Mta Fla Cla•(V2) =0 Flab:= Cia'(V20) =0 Fla= C2a'\V2) = 1.3 lb F2a�:= C2a'(V2�) = 1.8 lb El Cla+ C2a+ C3a+ Cita+ C6a+ C6a= 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 in 1 S Bending Stress Ms Ms:_ •—•max(Vl,V2) =29.721b•ft on Column- fbx•*_ — =9.01•ksi Short Direction: Nu-4 2 Sx Ratio of Allowable I fru q MUST BE LESS Allowable Fb := 0.6•Fy= 19.8•ksi Ultimate Stress- 0.4 THAN 1.0 Bending Stress- b ... Bending at the Base of Each Column is Adequate 4 _ _ ' 5 EC LI PS E BATH S BODY WORKS#856 4/25/2017 ENG E E R I N G PORTLAND,OR Rolf Armstrong,PE Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations. Vol := V1 —F1 = 119lb Vol := Vo1 — F2 = 111 Ib Vo3 := Vo2 — F3 =951b Vola V2 —Fla=501b Vola Vola — F2a=491b VO3a Vola — F3a=46lb ❑► 1 max(Vo1,Vola)•S3 S 1 max(Vo2,Vo2a�•S3 01 := =0.0291•in — =825.28 A2 :_ =0.027•in Nu.4 12•E•Ix Al Nu.4 12•E•Ix Da:= 0.05.h,=6•in At:= 01 + 02 + 03 + 04+ 05 + 06 =0.1066•in if(at<Da,"Deflection is Adequate" ,"No Good") _"Deflection is Adequate" Note:The deflection shall not exceed 5%Ht,so shelving deflection is adequate. Moment at Rivet Connection: Shear on Ms dr2.7 each rivet- dr:= 0.25•in Vr:_ =237.78 Ib Ar:_ =0.0491•in2 1.5•in 4 Steel Stress Vr Ultimate Stress on Rivet Omega Factor on Rivet- f„ Ar =4.84•ksi (SAE C1006 Steel)- Fur 47.9ksi (ASD)- 12,:= 2.0 Allowable Stress 0.4•F, Ratio of Allowable/ fv on Rivet- Fvr:_ f2r =9.58•ksi Ultimate Stress- F = .0 0.51 MUST BE LESS THAN 1 ur RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Vertical Dead Component: Ev:= 0.2•Sps•(DL+ LL)•w•d =25.291b Load of Shelf. D := (DL+ LL)•w•d = 175.00Ib - Not: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 := Ev—0.6•D Fu =—79.71 Ib Not: This uplift load is for the full shelf. Each shelf will be connected at each comer. Number of Shelf Uplift Force Fu Connections: Nc 4 per Comer: Fuc N Fuc =—19.93 lb c MOTE:Since the uplift force is negative,a mechanical connection is not required. 5 ':,.,.5 LI PSE BATH&BODY WORKS#856 4/25/2017 EN GINEER ING PORTLAND,OR Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses- _ 7t2•E hex• 6ex=49.95•ksi /Kx•Lx)2 \ rx ) Distance from Shear Center a t•diol•bio2 eo— 1.9043 in to CL of Web via X-axis a 4.1x Distance From CL Web to xo:= 0.649•in—0.5•t xo=0.6115•in Centroid- Distance From Shear Center xo:= xo+ eo xo = 2.5158•in to Centroid- Polar Radius of Gyration- ro :=Jrx2 + ry2 + xo2 ro = 2.6287•in Torsion Constant- J:= 3•(2•b�•t3 + di•t3) J=0.00063•in4 t•133-d2 /3•bi•t+ 2•di•tl 6 Warping Constant- CW:= CH,=0.0339•in 12 6•b1•t+ drt ) Shear Modulus- G:= 11300•ksi 1 Tr2 E•C,,1 6t:= • G J+ 6t= 13.611•ksi Apr•ro2 �Kt•Ltr2 J /x02 oJa:= 1 — � R= Fet 213•[(crex+ 6t) —J( -ex+ 6t02 —4.13•crex•0-] Fet= 10.8522•ksi Elastic Flexural Buckling Stress- Fe := if(Fet<6ex,Fet,6ex) Fe = 10.8522•ksi 1 Allowable Compressive Stress- Fr, := if Fe > Fy ,Fy• 1 — Fy 1,Fd Fn = 10.8522 ksi 2 4'Fe) Factor of Safety for Axial Comp.- Sin := 1.92 6 _ ECLI PSE BATH&BODY WORKS#856 4/25/2017 ENGINEERING PORTLAND,OR Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange- Flat width of Flange- wf:= b1-0.5•t wf= 1.4625-in Flange Plate Buckling Coefficient- kf:= 0.43 w F Flange Slendemess Factor- Xf: = 1052• t f E Xf=0.6052 0.221 1 Pf:= 1 — • pf= 1.0517 Af ) Xf Effective Flange Width- be := if(Xf> 0.673,pf'wf,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- kw:= 0.43 Web Slenderness Factor- 1.052 ww Fn �w:_ t E Xw=0.5897 V "w 0.22) 1 Pw:= 1 - pw= 1.0632 Xw ) Xw Effective Web Width- he := if(Xw> 0.673,Pw'ww,ww) he = 1.425.in Effective Column Area- Ae :- t.(he + be) Ae =0.2166•int Nominal Column Capacity- Pn := Ae'Fe Pn -23501b Pn Allowable Column Capacity- Pa := — Pa = 1224 lb 110 Check Combined • Stresses - 7i2 E Ix Pcrx:= Pc,=6980.77 lb Kr.Lx)2 Per:= Pcrx Per=6980.77 lb ( 0.p ) Magnification Factor- a:= 1 - =0.926 Cm :- 0.85 Per ) - Combined Stress: p , fbx 0.64 MUST BE LESS THAN 1.0 . Fb Final 14 GA.'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS Design: NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative 7 ECLI PS E BATH&BODY WORKS#856 4/25/2017 ENGINEERING PORTLAND,OR Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit- ht= 10 ft Width of Shelving Unit- w=4ft Depth of Shelving Unit- d=2.5 ft WORST CASE Number of Shelves- N =6 Vertical Shelf Spacing- S= 24•in Height to Top Shelf Height to Shelf (N + 1) htop := ht= 10 ft Center of G- he •S=7 ft Center of G 2 From Vertical Distribution of Seismic Force previously calculated-Controlling Load Cases: ASD Ma := F1.0.0•S+ F2.1.0•S+ F3.2.0•S+ F4.3.0•S+ F5.4.0•S+ F6•5.0•S Moments- Mb := 0 LRFD Mai := Flo-0.0.8 + F20,•1.0•8 + F34,•2.0•8+ F44,•3.0•8+ F54).4.0•8+ F60•5.0•S Moments- Mbo := 0 For Screws-ASD For Anchors-LRFD Weight of Rack and 67%of LL- W1:= N.(0.6— 0.14.Sips)-(Wd + 0.67•W1) = 390.92lb W14, := N•(0.9 —0.2-Sos)•(Wd + 0.67-WO = 592.04lb Overturning Rack M1Ma+ Mb871.851b•ft M M + M 1245.501b•ft and 67%of LL- = 1� a� b� _ Seismic Rack and 67% "M1 W1 "M1 Who of LL Tension&Shear- T1 — —— = 153.28 lb Tl� := — —— = 202.181b d 2 ) d 2 V1= 118.89 lb V14, = 169.84 lb Weight of Rack and 100%Top Shelf- W2 := (0.6 —0.14•Sps)•(Wd•N + W1) = 164.931b W20 := (0.9 —0.2.Sos)•(Wd•N + W1) =249.791b Overtuming Rack and 100%Top Shelf- M2 Vtd hc+ Fi htop =419.40 lbft M20 Vtd0 hehc+ Fi •htop = 599.141bft M2 W2 (M20 W20 Seismic Rack and 100% T2 := — —— =85.29lb Tao :_ — ,_— 114.76 lb of LL Tension&Shear- d 2 J d 2 V2 =50.16 lb V2d, =71.66lb Force on Column Screws&Anchors: Tension Single - Tsmax:= max � 2 , 22 ,0-lb =59.441b Tamer := max(TR ,T2 ,0•Ib) = 202.18lb Shear Single- Vsmax:= max(T1,T2,0•Ib) = 153.28lb Vsmax� := max (V2 V2 =84.92 lb 8 _ EC LI BATH D BODY WORKS#856 4/25/2017 ENGINEERING" .1CLSE 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 be•ta2 Tension Force: of Angle Leg: Se =0.0012 in3 6 Design Moment Bending Stress M on Angle: M := T L=3.1251b ft on Angle: fb S =32•ksi e Allowable Bending Ratio of f Stress: Fb := 0.90.Fyp =32.4•ksi allowable Loads: Fb =0.988 MUST BE LESS THAN 1.00 b Ultimate Tensile Gross Area of Strength of Clip: Fup:= 65.ksi the Clip: Agc := ba'ta=0.0938•in2 Effective Net Area of the Clip: Aec:= Agc —rta•(0.375•in)] =0.0656-int Limiting Tensile Strength of Clip: Tcmax, := min[(0.90•Fyp•Agc),(0.75•Fur AeC)] =3037.51b If�Tsmaxm >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)- 12s:= 3.00 S2u 2.35 :_ Specified Tensile Stress of Clip 9 Post,Respectively- FU1:= 51ksi Fut:= 51ksi Diameter of Screw- des:= 0.25in 14 GA Clip Thickness- tel:= 0.075in 14 GA Post Thickness- to := 0.075in Nominal Bearing Strength- Single Screw-ASD : - /( 4.2.Fu2'j dss'ts23 (AISI C-E4.3-3) Pns := min =d •t = 2200lb . ul' ss' sl 2.7•Fu2•dss•tts2 )) Allowable Bearing Strength- p P"s =73 as :_ � 3.3 lb Qs 9 5 EC LI PS BATH 0 BODY WORKS#856 4/25/2017 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 Allowable Tensions,Pullout- Tsst 227Ib Allowable Tensions,Pullover- Tssv:= 656lb Allowable Shear- Vss:= 6001b 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 s T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor-LRFD Ref Attached'HILTI' PROF IS calcs for V 8T Allowable Tension Force- Tas:= 1051.Ib Values Allowable Shear Force- Vas := 1466.Ib DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Screw-ASD Allowable Tension Force- Tao.:= min(Vss,Pas) =600 lb Allowable Shear Force- Vasi:= Tssv=656 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: HILT! KWIK BOLT TZ ANCHOR (or equivalent) - (:= 3 USE 3/8"0 x 2" embed installed per the requirements of Hilti Wall Supported 0.v Combined Loading Ts!ax4 ). t(.. 'US aS$ `` <1.00 Shear Loading smax4 0:12 j <1.00 (Single Anchor)- Tas ;has OKAY (Single Anchor) :.' Vas OKAY , '. . F u .v ,,A/9i ? 4sm ): Tension Pullout srnax <1.00 Combined Loading : O <1.00 0 (Single Screw)- r:lab� vas,,,.1 fi :.. s em,, , OKAY (Single Screw) st m OKAY 10 _ ' EC LI PSE BATH&BODY WORKS#856 4/25/2017 ENGINEERING PORTLAND,OR Rolf Armstrong,PE .:-.. ii.f. STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension(Uplift)Force on each side- T:= 2•Vsmax=306.56 lb Connection from Shelf to Carriage=1/4"diameter bolt through 14ga.steel: Capacity of 1/4"diam.screw in 14 ga.steel- Z,:= 715.1b pif(T<2-Z0,"(2)1/4„ Bolts are Adequate","No Good") _"(2) 1/4" Bolts are Adequate" Use 3/16"Diameter anti-tip device for connection of carriage to track Yield Stress of Angle Steel- Thickness of Anti-tip Head- Width of Anti-tip Rod+Radius- Width of Anti-tip Head- Fy:= 36 ksi to:= 0.090 inba�_ br:= 0.25-in 0.490•in Area of Anti- b 2 2 Area of Anti- r tip Weld 4 AA,,,„ Tc•br•(0.094 in)•cos(45•deg) =0.052 in tip Rod- Air =0.049 int2 Stress on Weld f T w:_ — =5.8725 ksi Stress on ‘ T Connection- A " rod- r:= A= 6.2453•ksi r Ratios of f„,to F fw fr f,,,„ fr to Fy: y Fy =0.1631 F =0.1735 0.2796 The stress on the bolt head is less Y 0.3 (70 ksi) than the weld and material capacity. Width of Anti-6p Flange- L 0.85•ba— br a 2 =0.083•in Tension Force per Flange leg- T1:= 0.5•T Bending Moment on Leg- M1:= Ti La =0.5321b•ft Section Modulus of Leg- Si:= ba tat =0.001•in3 2 6 Bending Stress on Leg fb := Mi =9.645 ksi Ratio of Allowable Loads- fb ` =0 32 MUST BE Si 0.85,Fy <1.0 Width of Anti-Tip track- L:= 5.1.in Thickness of Aluminum Track (average thickness)- • tt 0.33 in Spacing of Bolts- Sib:= 22.5-in Section Modulus of Track- St:= L—tt2 =0.093•in3 6 Design Moment on Track- T•Stb for continuous track section M 8 Bending Stress on Track- fba:= in =9.315-ksi St Allowable Stress f of Aluminum- Fb := 21 ksi Ratio ofAllowable Loads- 0.44 Fb Ratio of Allowable Loads (Single Anchor)- 2 smaz for continuous track section 0.38 0, Ta?e, ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 11 :.....' '-'44- EC LI PS E BATH&BODY WORKS#856 4/25/2017 EIVGtNEERlN0 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) Z 1 Seismic Base Shear Factor- Vt•— 0.4 ap• 1 + 2. b Vt=0.361 Rp hr ip Shear Factor Boundaries- Vtmin:= 0.3•Sips.Ip =0.217 Vtmax:= 1.6•Sips.Ip= 1.156 Seismic Coefficient- Vt:= min(max(Vtmin,Vt),Vtmax) =0.361 Number of Shelves- N =6 Weight per Shelf- Wti= 150 lb Total Weight on Rack- WT:= 4•(Pd+ 0.67•P1) WT=783.62lb 0.7•Vt.WI- Seismic Force at top and bottom- T,:= 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- rw 111 T° Nu:= maxr2, floor i =3 F,:= N =33.021b LL Sstud))j Ib Required F Capacity per inch of W := 135 — d .- -U 245.i 45 in embedment into wood Nailer- s Embedment Depth- , s. W in , :� s For Steel Studs: Pullout Capacity for#10 Screw Ratio of Allowable Loads - MUST BE 39 in 20 ga studs(per Scafco)- T2o:- 84 Ib for screws into walls- J.-10-0:, <1.0 Connection at Bottom: Ratio of Allowable Loads l'; v 1 "_ MUST BE for anchors into slab- "0 M <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 4)20/2017 Design Maps Summary Report tisGs Design Maps Summary Report -User-Specified Input Report Title 17-04-222 Thu April 20,2017 17:10:19 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.44816°N, 122.78227°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III r ta'41z p m orders Gre Beaverton - Ti z r �fw } 0i rd Llr . 1i ga • n _ t tek Lake 0s+ego 99 TY,raltin ,t,1y Sherwood }. USGS-Provided Output Ss = 0.977 g SMS = 1.083 g SDs = 0.722 g Si = 0.425 g SM1 = 0.669 g So = 0.446 g For information on how the SS and 51 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. Mtkr.P.tfli3'Lr*111 S t`C".'J".'rr f'Srf; I R �N:7`r'ae S;:cc".F J-r, Di) .. ^]00 04" re.0 r5„L:i 14,.. 0 1.3:} i'6r lo:.,I+ 8:',l P6r104,r'a"88,L)A Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn1/designm aps/us/sum mary.php?tem plate=mini mal&latitude=45.448155&longitude=-122.782268&siteclass=3&riskcategory=0&ed... 1/1 r, General Product Information Thickness - Steel Components Wel. _' ' __._ ... ____ u._ ,_uw ,,,.. __ Steel Thickness Table l ' C 4F P k s r v ifti, t ." ;,-,,,"''2 -., �. £ !FI .1 A kP 4 t' # w 6 frai '' t„( � �'� : r•+�r 4�& ss' "<Ps-�la �s "-� x:.�"'''''"':;'5 � '�.. .T~� lj�,��-'M� t� ,..., :, �� ,.r..: '� - .vt-'nom,:. . :0.8 `1 .. 84 ^: '. - "'`' 43EQS 0.0400 57 65 639 1106 696 849 18 0.0179 0.0188 0.0843 25 27 0.0269 0.0283 0.0796 22 ` 43 0.0451 33 45 601 864 544 ` 663 D20 0.0179 0.0188 0.0844 20-Drywall 54 0.0566 50 65 1188 1566 985 1202 30EQD 0.0223 0.0235 0.0820 ` 20-Drywall i 68 0.0713 50 65 1562 1972 1241 1514- ? 30 0.0296 0.0312 0.0781 20-Drywall , 97 0.1017 50 65 1269 1269 -" 33E0S 0.0280 0.0295 0.0790. 20-Structural` 118 0.1242; 50 65 1550 1550 -' --" 33 0.0329 0.0346 0.0764 20-Structural I 127 0.1337 50 65 1668 1668 . ,m -* 43EQS 0.0380 0.0400 0.0712: 18 7< ii1'f` Ufat'� , .. ., 16 1. Capacities based on AISI S100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds. 43 0.0428 0.0451 0.0712 2. When connecting materials of different steel thicknesses or tensile strengths,use the values that 16 correspond to the thinner or lower yield material. 54 0.0538 0.0566 0.0849 3. Capacities are based on Allowable Strength Design(ASD)and include appropriate safety factors. 68 0.0677 0.0713 0.1069 14 4. Weld capacities are based on either'/n,"or Vs"diameter E60 or E70 electrodes.For thinner 12 materials,0.030"to 0.035"diameter wire electrodes may provide best results. 97 0.0966 0.1017 0.1525 5. Parallel capacity is considered to be loading in the direction of the length of the weld. 118 0.1180 0.1242 0.1863 1O-SSMA 6. For welds greater than 1",equations E2.4-1 and E2,4-2 must be checked. 7. For flare groove welds,the effective throat of weld Is conservatively assumed to be less than 2t. 127 0.1270 0.1337 0.2005 10-SCAFCO s. *Flare grove weld capacity for material thicker than 0.10"requires engineering judgement to _. determine leg of welds(W,and W,). Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable thickness delivered to the jobsite based on Section A2.4 of AISI S100-07. The tables in this catalog are calculated based on inside corner radii listed in this table.The inside corner radius is the maximum of -t/2 or 1.5t,truncated after the fourth decimal place(t= design thickness).Centerline bend radius is calculated by adding half of the design thickness to - listed corner radius. Screw Capacities Allowable Screw Connection Capacity(lbs per screw) 18 33 ., 45 60 33 66 39 71 46 76 52 81 60 27 33 45 111 50 122 59 131_ 69 139 78 150 90 D20 57 65 87 48 95 57 102 66 109 75 117 87 30EQD 57 65 122 60 133 71 143 82 15252 94 164. 108 30 33 45 129 55 141 65 151 76 161 86 174 100 33E0S 57 65 171 75 187 89 201 103 214 117 231 136 33 33 45 151 61 164 72 177 84 188 95 203 110 43EQS 57 65 270 102 295 121 317 140 338 159 364 184 43 33 45 224 79 244 94 263 109 280 124 302 144 54 50 65 455 144 496 171 534` 198 570 225 613 261 - 68 50 65 576 181 684 215 755 250 805 284 866 328 ' 97 50 65 821 259 976 307 1130 356 1285 405 1476 468 118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 127 50 65 1079 340 1283 404 1486 468 1689 532 1955 616 '=E * a . t.} ;w£ 1. Capacities based on AISI S100-07 Section E4.See table on pagel5 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. capacityues ho for sheet wn in t closest ll is st to uclreer va head(baseasede on hereduced, ,- by., . 50 percent assumingte that eccentricallyl tension Tabulated values assume two sheets of equal thickness are connected. loaded connections that produce a non-uniform pull-over force on the fastener. 3. Capacities are based on Al lowase ,screws re assumed(AS and include safety factor o 3.0. 4. Where multiple fasteners are used,screws are assumed to have center-to-centera spacing of at 7. manufacturer.See emanufacturer's data orhspecific allowable vbalueseandl nstallation instruc ions.. least 3 times the nominal diameter(d) 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 , v All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural .. Members. The 2007 edition (here after referred to as simpljo y µ r ' "NASPEC"). Illustrations of load instructions are amongst their .` • , , relative product load tables located throughout this catalog. b Figure to the right demonstrates different types of load ., directions mentioned in this catalog. ,, = Out-of-plane lateral load flti4titiltli..;:i4'.rip.;icite.,4'...'14.:;e.....:.:.::::".:;:t',:i,..,..... , ....:vifo,,,,,k,..i„..,,,;:!... " = In-Plane lateral load ,. t'3 = Direct vertical and uplift load .' Ate': 5tee15[ud CamPany a r Eclipse Engineering,Inc. IL. Eclipse Engineering,Inc. Consulting Engineers MLG 11 1`T, www.hiltl.us Consulting Engineers MLG Profis Anchor 2.4.6 www.hilti.us Company: ECLIPSE ENGINEERING,INC. Page: 1 Profis Anchor 2.4.6 Specifier: Project: Specifier: Protect. Company: ECLIPSE ENGINEERING,INC. pogo: 2 Address: Phone I Fax: Date:Sub-Project I Pos.No.: Address: -9659 1 E-Mail: 541-389 5/27/2014 Phone I Fax: 541-389-9659 Sub-Project I Pos.No.: E-Mail: Date: 5/27/2014 Specifiers comments: 2 Proof I Utilization(Governing Cases) 1 Input data Design values[Ib] Utilization Loading Proof Load Anchor type and diameter: Kwik Bolt TZ• Tension Pullout Strength 300 Capacity pa/13.1%) Status CS 3/8(2) 28/- -+.« f r 1107 Effective embedment depth: hpt,pcl=2.000 in.,h,wm=2.313 in. �, .a Shear Steel Strength OK n9 200 1466 -/14 OK Material: Carbon Steel Evaluation Service Report: ESR-1917 s 0271 0.136 5/3 15Loading p" pv ( Utilization 9"'v I°AI Status Combined tension and shear load Issued I Valid: 5/1/2013 I 5/1/2015OK Proof: design method ACI 318-11/Mech. Stand-off installation: -(Recommended plate thickness:not calculated) 3 Warnings Profile: no profile •Please consider all details and hints/wamings given in the detailed report! Base material: cracked concrete,2500,fo'=2500 psi;h=4.000 in. Installation: hammer drilled hole,installation condition:dry Fastening meets the design criteria! Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present 4 Remarks;Your Cooperation Duties edge on n reinforcement: e or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes t, on.4.3(b)) •My 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 Shear load:yes(D.3.3.5.3(a)) 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. Geometry(in.]&Loading[Ib,in.lb] 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 Z 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. 4 ---,H f _... go. - — _ Y 1 \--177::,1,"', � ' x Input data and results must be shacked for agreement with the existing conditions and for plauaminryl PROFIS Anther(c)2003-2009 HAI AG,FL-9494 Schaan KW is a registered Trademark of AIM AG,Schaan Input data PROFIS AneMO results must be checked for agreementaan t-,. condkons andor plausibility!( Is a registerfed Trademfark of Hini AG,Schaan Eclipse Engineering,Inc. Eclpse Engineering,Inc. MLG Consulting Engineers MLG Consulting Engineers Profis Anchor 2.4.6 Profis Anchor 2.4.6 vrww.hiltl.us www.hiltl.us Company: ECLIPSE ENGINEERING,INC. Page; 2 Company: ECLIPSE ENGINEERING,INC. Page: 1 project. Project: Specifier Specifier Address: Sub-Project I Pos.No.: Address: Dab-Project I Pos.No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 Phone I Fax 541-389-9659 Date: 5/27/2014 E-Mail: E-Mail: Specifier's comments: 2 Proof I Utilization(Governing Cases) Design values Itb1 Utilization Loading Proof Load Capacity pe/pv(%1 Status t Input data '.,,,,,..r.,.-.-. T'",- Tension Pullout Strength 150 1107 14/- OK Anchor type and diameter Kwik Bolt TZ-CS 3/8(2) ,",. °$ Shear Concrete edge failure in direction x+ 200 1966 -/11 OK Effective embedment depth: herac=2.000 in.,h„nm=2.313 in. Utilization fe,ena1 Status E Carbon CombiLoadinned tension and shear loads 0..140 0..102 5/3 6 OK Evaluation luation Service Report: ESR-1-1 9117 Issued I Valid: 5/1/2013 15/1/2015 Proof: design method ACI 318-11/Mech. 3 Warnings Stand-off installation: en=0.000 in.(no stand-off);t=0.074 in. •Please consider all details and hints/warnings given in the detailed report! Anchor plate: I,x I,,x t=3.000 in.x 6.500 in.x 0.074 in.;(Recommended plate thickness:not calculated) Fastening meets the design criteria! Profile: no profile Base material: cracked concrete,2500,c=2500 psi;h=4.000 in. 4 Remarks;Your Cooperation Duties Installation: hammer drilled hole,installation condition:dry hear:condition B.no supplemental splitting reinforcement present Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and Reinforcement: tension:condition B,ssecurity regulations in accordance with Hihfs technical directions and operating,mounting and assembly instructions,etc.,that must be strictly edge reinforcement:none or<No.4 bar complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using Seismic loads(cat.C,D.E,or F) Tension load:yes(D.3.3.4.3(b)) 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. Shear load:yes(0.3.3.5.3(a)) Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particulady with regard tot compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms Geometry(In.1&Loading(Ib,In.lb1 and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitabilityy for a specific application. Z •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 cas up-to-dateby carrying out manual updates via the Hilti Website.Hilti will not be liable for consequences,such as the recovery of lost or damaged e data or programs,arising from a culpable breach of duty by you. TENSION LOAD&CAPACITY SHOWN ARE"PER g ANCHOR”VALUES. SHEAR LOAD&CAPACITY SHOWN ARE"PER ANCHOR PAIR"VALUES. o 55 Y, 275_.,_----;------, ` s. tr 0 rt - *---m"..1174 W''' "r.. $:, .* ` . ``• mput data and results must be checked for agreement with the e,lsrng conddloro and for plausibility! Pout is andh results must be checked for agreement-994Scwith the Is ang registered Tr and far of HIM us revels Anchor(c)20012009 HUH AG,FL-9494 Schaan HMI is a registered Trademark of nsi,AG.Selman PROM Anchor(c)200&2009 HIIH AG,FL-9494 Schaan HIM la a registered Trademark of HIM AG,Schaan r • Eclipse Engineering,Inc. 1101161 Eclipse Engineerin11r11g,Inc. Consulting Engineers MLG Consulting Engineers www.him.us Profis Anchor 2.4.6 MLG wn.ompanti.ns Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING,INC. Page: 1 Specifier Company: ECLIPSE ENGINEERING,INC. Page: 2 Project: Specifier: Address: Sub-Project I Pos.No.: Project: Phone I Fax: 541-389-96591 Date: Address: Sub-Project I Pos.No.: E-Mail: 5/27/2014 Phone I Fax: 541-389-9659 I Date: E-Mail: 5/27/2014 Specfier's comments: 2 Proof I Utilization(Governing Cases) Design values[lb] Utilization 1 Input data 51' l; Loading Proof Load Capacity pR/pv[%] Status x # 4 a. _'^�'i: ., Tension Concrete Breakout Strength 300 1051 29/- OK Anchor type and diameter: KWIK HUS-F2(KH-EZ)3l8(2 1/2) Effective embedment depth: h5Lac=1.860 in.,hr,,,,,,,=2.500 in. -.... '• Shear Pryout Strength 200 1509 -/14 OK Material: Carbon Steel Evaluation Service Report: ESR-3027 Loading 13. 13vUtilization p Combined tension and shear loads 0.285 0.133 // g,,,,,[1/.1 Status Issued I Valid: 8/1/2012112/1/2013 5/3 16 OK Proof: design method ACI 318-11/Mech. Stand-off installation: -(Recommended plate thickness:not calculated) 3 Warnings Profile: no profile •Please consider all details and hints/wamings given in the detailed report! Base material: cracked concrete,2500,fo.=2500 psi;h=4.000 in. Installation: hammer drilled hole,installation condition:dry Fastening meets the design criteria! Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present 4 Remarks;Your Cooperation Duties edge reinforcement none or<No.4 bar •Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and Seismic loads(cat.C,0,E,or F) Tension load:yes(D.3.3.4.3(b)) security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly Shear load:yes(13.3.3.5.3(a)) 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. Geometry[in.]&Loading[Ib,in.lb] 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 z 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 j programs,arising from a culpable breach of duty by you. 4 c 4 3a _ , ,. Y r of . v i 7- 0 ' - ..*:.4,—.' x `s; x Input dela and results must be chocked for agreement with the existing conditions and for plausibility! HOS AG.Selman Input data and results mast be 0Hiltchecked for agreement with the existing conditions 00 for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 schaan Hilt Is a registered Trademark of v PROFIS Anchor 1c)2003-2009 Hilti AG,FL-9494 Schaan HIM is a registered Trademark of Hai AG,Schaan Eclipse Engineering,Inc. Cons a Engineering,Inc. i1 MLG Consulting Engineers MLG Consulting Engineers Profs Anchor 2.4.6 www.hilli.us Profs Anchor 2.4.6 www.hilfi.us 1 Company: ECLIPSE ENGINEERING Page. 2 Company: ECLIPSE ENGINEERING Page Project: Project: Specifier: Specifier: Address: Sub-Project I Pos.No.: Address: Date: oject I Pos.No.: Date: 5/27/2014 Phone I Fax: 541-389-9659 Date: 5/2712014 Phone I Fax: 541-389-96591 E-Mail: E-Mail: 2 Proof I Utilization(Governing Cases) Specifier's comments: Design values[Ib] Utilizat1_1 ion Loading Proof Load Capacity �x I pv[°A] Status 1 Input data ;,,u .;� -' Tension Concrete Breakout Strength 300 1993 16/- OK 4 � Anchor type and diameter. KWIK HUS-EZ(KH-EZ)318(2 112) i__tF .. Shear Concrete edge failure in direction x+ 200 1938 -/11 OK Effective embedment depth: ha rb=1.860 in.,h,wm=2.500 in 4 caroon steel Loading �x pv S Utilization pa,v I�1 status Material: 0.151 0.103 5/3 7 OK Combined tension and shear loads Evaluation Service Report: ESR-3027 Issued I Valid: 8/1/2012 1 12/1/2013 Proof: design method ACI 318-11/Mech. $Wdrnings Stand-off installation: ed=0.000 in.(no stand-off);t=0.074 in. •Please consider all details and hinis/wamings given in the detailed report! Anchor plate: I,x ly x t=3.000 in.x 7.000 in.x 0.074 in.;(Recommended plate thickness:no_15 t calculated) Profile: no profile Fastening meets the design criteria! Base material: cracked concrete,2500,f�=2500 psI;h=4.000 in. 4 Remarks;Your Ca00peratlOn I)Ut1e5 Installation: hammer drilled hole,installation condition:dry tension:condition B,shear:condition B;no supplemental splitting reinforcement present Any and all information and data contained in the Software concern solely the use of H/ti products and are based on the principles,formulas an Reinforcement: security regulations in accordance with Hilt's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly edge reinforcement:none or<No.4 bar complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using Seismic loads(cat.C,D,E,or F) Tension load:yes(0.3.3.4.3(b)) 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. Shear load:yes(0.3.3.5.3(a)) Moreover,you bear sole responsibility for having the results of the calculator checked and cleared by an expert,particulariy with regard to compliance wnh applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms Geometry[In.]&Loading[Ib,in.lb] 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. it 53 c Y ,K Input data and results must be checked for agreement with the existing conditions and(or Plausicuia! Input data Ancandhor r(clts 003-0 0 A for L-9494 Sc win the existing isnded T do for of HS AG PROnIy Anchor(c 12003-2009 Heti AG,FL-9494 Scheer RIIL is a registered Trademark of His AG,Schaan PROFIG Anchor(c l 20032009 Hilt AG,FL-9494$cM1dan HIM Is a registered Trademark of HS AG,Schaan