Specifications supzo/s: 000( ?‘
E( LIPSE ECLIPSE - ENGINEERING COM
ENGINEERING RECEIVED
MAR 2 3 2015
CITY OF TIGARD
BUILDING DIVISION FEB 2 5 2015
Structural Calculations �l �
//-
Steel Storage Racks ��
ig?1
By Pipp Mobile Storage Systems, Inc. • . � c<3
PIPP PO #866 SO #142 EXp ,. : 1 2015
Ivivva #11102
Washington Square
9650 SW Washington Square Road - Unit G15
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.
BEND
113 West Man,Suite 8,Mssoila,MT 59802 494 St Andreas Dnve,Womble Fats.MT 58812 421 West Reerside Are..Sole 421 Spokane.WA 99201 575k Bhf DIM,Sub t•emit OR 97702
Phone,(406)721.6733•Fax:(408)721-4988 Phone(408)892.2301•Fax 408882.2388 Phone:(509)821-7731•Fax(509)921-6704 Phm1[(51.1)3884/5••Fax(541)312-8708
I
E( I..i PS E IVIVVA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong,PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3
Design Vertical Steel Posts at Each Corner : plf:= lb-ft– 1
Shelving Dimensions: psf:= lb.ft–2
Total Height of Shelving Unit- ht:= 9.00.ft pcf:= lb-ft–3
Width of Shelving Unit- w:= 4.00.ft ksi:= 1000•lb-in 2
Depth of Shelving Unit- d:= 2.50.ft kips:= 1000.lb
Number of Shelves- N:= 8
Vertical Shelf Spacing- S:= 15.43•in
Shelving Loads:
• Maximum Live Load on each shelf is 100 Ibs:
Weight per shelf- Wt.]:= 100.lb Wti= 100 lb
Load in psf LL:= p LL— 10.psf
w•d
Design Live Load on Shelf- LL:= LL. LL= 10.psf
Dead Load on Shelf- DL:= 2.50-psf
Section Properties of Double Rivet 'L' Post :
Modulus of Elasticity of Steel- E:= 29000•ksi b:= 1.5 in
h:= 1.5-in
Steel Yield Stress- Fy•= 33•ksi
ry:= 0.47-in
Section Modulus in x and y- SX:= 0.04.in3 rx•= 0.47•in
Moment of Inertia in x and y- lx:= 0.06•in4 t:= 0.075 in
Full Cross Sectional Area Ap:= 0.22.in2 tic:= 1.42 in
be:= 1.42.in
Length ofUnbracedPost- LX:= S= 15.43•in Ly:= S= 15.43.in Lt:= S= 15.43•in
Effective Length Factor- K := 1.0 Kr•- 1.0 Kt:= 1.0
Section Properties Continued:
Density ci Steel- psteel:= 490•pcf
Weight of Post- Wp:= psteel-Ap•h, Wp = 6.74•lb
Vertical DL on Post- Pd:= DL•w•.25d•N + Wp Pd = 56.741b
Vertical LL on Post- Pi:= LL.w..25.d•N Pi= 2001b
Total Vertical Load on Post- Pp:= Pd + 131 Pp = 256.74•lb
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5 EC LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong,PE
Floor Load Calculations :
Weight of Mobile Carriage: We:= 0.1b
Total Load on Each Unit: W:= 4•Pp + W, W= 1026.95 lb
Area of Each Shelf Unit: A. := w.(d+ 3in) Au = iift2
Floor Load under Shelf: PSF:= PSF= 93•psf
Au
NOTE:SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load :
ASCE-7 Seismic Design Procedure:
Importance Factor- 1E:= 1.0
Determine Ss and S1 from maps- Sc:= 0.976 S1:= 0.425
Determine the Site Class- Class D
Determine Fa and Fv - Fa:= 1.110 Fv:= 1.574
Determine SMS and SM1- SMS Fa•Ss SM1 Fv.S1
SMS= 1.0834 SM1= 0.669
Determine SDS and SDI_ SDS:= 3 SMS SDI:= 3•SM1
SDS= 0.722 SDI= 0.446
Structural System-Section 15.5.3 ASCE-7:
4.Steel Storage Racks R:= 4.0 S2o:= 2 Cd:= 3.5
Rp:= R ap:= 2.5 I := 1.0
Total Vertical LL Load on Shelf- Wi:= LL w d W1 = 100lb
W
Total Vertical DL Load on Shelf- Wd:= DL•w•d+ 4• v Wd = 28.371b
•
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr:= 20.0•ft
Height of Rack Attachment- z:= 0•ft (01-0"For Ground floor)
0.4•ap•SDS z
Seismic Base Shear Factor- Vt:= 11 + 2-—1 Vt= 0.181
Rp hr
Ip
Shear Factor Boundaries- Vtmin 0.3•SDS•Ip Vtmin = 0.217
Vtmax 1.6•SDS•1p Vtmax= 1.156
Vt:= if(Vt>Vtmax,Vtmax,Vt)
Vt:= if(Vt< Vtmin,Vtmin,Vt) Vt= 0.217
-
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5 E` Li PS E IVIVVA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong,PE
Seismic Loads Continued :
v
For ASD,Shear may be reduced- VP:= t = 0.155
1.4
Seismic DL Base Shear- Vtd:= Vp•Wd•N = 35.12 lb
DL Force per Shelf: Fd:= Vp•Wd = 4.39 lb
Seismic LL Base Shear- Vt1:= Vp.W1•N = 123.811b
LL Force per Shelf: Ft:= Vp•Wl= 15.48 lb
0.67'LL Force per Shelf: F1.67:= 0.67.Vp•WI= 10.371b
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Concition#1: Each Shelf Loaded to 67%of Live Weight
Cumulative Heights of Shelves-
H1:= 0.0•S+ 1.0•S+ 2.0.S+ 3.0.5+ 4.0.S+ 5.0•S+ 6.0.S+ 7.0•S
H2:= 0 H:= H1+ H2 H = 36 ft
Total Moment at Shelf Base- Mt:= H•Wd + H•0.67•Wl Mt= 3433.59 ft•lb
Vertical Distribution Factors for Each She -
Total Base Shear- Vtotal:= Vtd + 0.67•Vtl Vtotal = 118.08 lb
Wd•0.0•S + Wi 0.67.0.0.S Wd•1.0.5+ Wi•0.67.1.0.S
C1:= = 0 C2:= = 0.036
Mt Mt
F1 (Vtotal) = 0 F2 C2-(Vtotal) = 4.22lb
Wd•2.0.S+ W1.0.67.2.0.S Wd•3.0.S+ Wt.0.67.3.0.S
C3:= = 0.071 C4:= = 0.107
Mt Mt
F3 C3.(Vtotal) = 8.43 lb F4:= C4'(Vtotal) = 12.65 lb
Wd•4.0•S+ W1.0.67.4.0•S Wd•5.0.S+ Wt.0.67.5.0•S
C5:= = 0.143 C6:= = 0.179
Mt Mt
F5 = C5'�Vtotal) = 16.87 lb F6 C6. Vtotal) = 21.09 lb
Wd•6.0.S+ W1.0.67.6.0.S Wd•7.0.S+ WI.0.67.7.0.S
C7:= = 0.214 C8:= = 0.25
Mt Mt
F7 C7'(Vtotat) = 25.31b F8 Cg.(Vtotal) = 29.52lb
C1 + C2 + C3 + C4+ C5 + C6 + C7 + C8 = 1
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5 EC 1_i PS E IVIWA#11102 212512015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong,PE
Force Distribution Continued :
Condtion#2:Top Shelf Only Loaded to 100%of Live Weight
Total Moment at Base of Shelf- Mta:= (N — 1) S Wd + (N 1)•S Wl= 1155 ft.lb
Total Base Shear- Vtotal2:= Vtd+ Fl Vtota12= 50.6 lb
Wd•0.0•S+ 0.WI.0.0•S Wd•(N — 1).S+ Wi•(N — 1)•S
Cla:= = 0 Ctsa:= = 1
Mta Mta
Fla:= Cla'(Vtotal2) = 0
Ftsa:= Ctsa'(Vtotal2) = 50.6 lb
Condition #1 Controls for Total Base Shear
By Inspection,Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear. •
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction: Ms:= 4. 2 (Vtotal� = 18.98ft•lb
Bending Stress on Column- fbx:= A40.Sx 1 = 5.69.ksi
Allowable Bending Stress- Fb:= 0.6.Fy= 19.8•ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays-worst case is at the bottom bay
3
A:_ (Vtd+ VtIJ S = 0.028•in S = 551.791
12.E.Ix A
Ot:= A•(N — 1) = 0.1957•in Oa:= 0.05•ht= 5.4.in
if(Ot< 'a, "Deflection is Adequate" , "No Good") = "Deflection is Adequate"
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5 E` LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
Moment at Rivet Connection:
Shearon each rivet-
Ms dr2•Tr
dr:= 0.25•in Vr:= = 151.83Ib Ar:= = 0.0491•in2
1.5•in 4
Vr Stress on Rivet- f := - = 3.09-ksi
Ar
Ultimate Stress on Rivet
(SAE C1006 Steel)- Fur:= 47.9ksi
Omega Factor(ASD)- Ilr:= 2.0
Allowable Stress on Rivet- Fvr:= 0.4•Fur�r 1 = 9.58•ksi
f
Ratio of Allowable/Ultimate Stress- v = 0.32
Fvr
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Seismic Uplift on Shelves :
Seismic Vertical Component: E := 0.2•Sin.(DL+ LL)-w•d Ev= 18.056 lb
Vertical Dead Load of Shelf: D:= (DL+ LL)•w•d D = 1251b
Note:since the shelf LL is used to generate the seismic uplift force,it may also be used to calculate the net
uplift load. For an empty shelf,only the DL would be used,but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf: F„:= Ev— 0.6•D Fu = —56.944 lb
Note: This uplift load is for the full shelf. Each shelf will be connected at each corner.
Number of Shelf Connections: Ns:= 4
F u
Uplift Force per Corner: F„r := F = —14.236 lb
Ns
NOTE:Since the uplift force is negative,a mechanical connection is not required.
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5 EC LI PS E IVIWA#11102 2/25/2015 E N G I N E E R I N G G TIGARD,OR Rolf Armstrong,PE
Find Allowable Axial Load for Column :
Allowable Buckling Stresses-
2
E
Oex.x 2 = 265.56•ksi Qex••= Qex.x= 265.56•ksi
Kx'Lx lI
rx )
Distance from Shear Center t•h,2.be 2
to CL of Web via X-axis e,:— ec= 1.2706 in
4•Ix
Distance From CL Web to Centroid- xc:= 0.649.in— 0.5•t xc= 0.6115•in
Distance From Shear Center xo:= xc+ ec xo = 1.8821•in
to Centroid-
Polar Radius of Gyration ro:= Jrx2 + ry2 + xo2 ro= 1.996•in
Torsion Constant- J:= 3•(2.b.t3 + h.t3) J= 0.00063•in4
Warping Constant- CW:= t•b3 h2 3 b t+ 2 h t 1 CW= 0.0339•in6
12 6.b.t+ h•t
Shear Modulus- G:= 11300.ksi
�2EC1
at:= 1 G J+ Qt= 54.6557•ksi
Ap•ro2 _ 1 Kt.Le J
/ 2
R:= 1 — —1 �3= 0.1109
arc
Fet 21R•[( ex+ at) — \AQex+ Qt)2— 4.0.vex v, Fet= 46.0616•ksi
Elastic Flexural Buckling Stress- Fe:= if(Fet< vex' Fet•(rex) Fe = 46.0616•ksi
Allowable Compressive Stress- F,:= if Fe >Fy, Fy• 1 — Fy 1. FJ1 Fe = 27.0894•ksi
2 4•Fe) J
Factor of Safety for Axial Comp.- 1 := 1.92
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_ 5 EC LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong,PE
Find Effective Area -
Determine the Effective Width of Flange-
Flat width of Flange- wf:= b- 0.5•t wf= 1.4625•in
Flange Plate Buckling Coefficient- kf:= 0.43
W ,T,Flange Slenderness Factor- Xf:= 12 f Xf= 0.9561
kf t E
Pf:= C1 - 0.221 1 Pf= 0.8052
�f J �f
. Effective Flange Width- be:= if(Xf> 0.673, pf•wt,wf) be= 1.1777•in
Determine Effective Width of Web-
- Flat width of Web- w := h - t ww= 1.425•in
Web Plate Buckling Coefficient- kw:= 0.43
w IT'
Web Slenderness Factor-
A, .052 1 w n Xw= 0.9316
t E
0.22) 1
Pw:_ 1 — Pw= 0.8199
Xw ) Xw
Effective Web Width- he:= if(X > 0.673, pw•ww,ww) h8 = 1.1684•in
Effective Column Area- A8:= t•(he+ be) Ae = 0.176•in2
Nominal Column Capacity- Pr,:= Ae•Fn Pn = 4766lb
Pn
Allowable Column Capacity- Pa:_ Pa = 2483 lb
o
Check Combined Stresses -
7C 2-E•lx 4
Pcrx:= Pc,= 7.21 x 10 lb
Kx.LO 2
Pcr Pcrx Par= 72130.2 lb
Magnification Factor- a:= 1 - /tic Pp 1 a= 0.993 Cm:= 0.85
Pcr )
Combined Stress:
Pp + CM.fbx = 0.35 MUST BE LESS THAN 1.0
—Pa Fb•a
Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED
AXIAL AND BENDING LOADS
NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative
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5 EC LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Tension(Uplift)Force Yield Stress of
at Caner. T:= 50.1b Angle Steel: F •= 36 ksi
Thickness of Angle: to:= 0.075.in 14 ga Foot Plate
Width of Angle Leg: ba:= 1.25-in Length of Angle Section: La:= 1.375•in
Distance out to Tension Force: L:= 0.75.in Section Modulus Se:— ba to 2
= = 0.0012 in
of Angle Leg: 6
Design Moment Bending Stress M
on Angle: M:= T.L= 3.125ft•lb on Angle: fb:= = 32-ksi
Se
Allowable Bending Ratio of fb MUST BE LESS
Stress: Fb:= 0.90 Fyp = 32.4 ksi Allowable Loads: Fb = 0.988 THAN 1.00
Ultimate Tensile F 65.ksi Gross Area of q •— b t 0.0938.in2
Strength of Clip: up the Clip: gc a a =
Effective Net in2
Area of the Clip: Aec Agc— [ta•(0.375-in)] = 0.0656•in
Limiting Tensile Strength of Clip: Tcmax:= min[(0.90.Fyp•Age),(0.75•F„p•A4 = 3037.5 lb
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE,
BUT NOT WILL NOT TEAR COMPLETELY THROUGH,THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS - AISC J7
Single Screw Double Screw
Specified Yield Stress of Post- Fys•= 36ksi Fyd:= 36ksi
Width of Screw- wee:= 0.25in wsd:= 0.50in
14 GA Thickness- tss:= 0.075in tad:= 0.075in -
Projected Bearing Area- Abs wss-tss= 0.0188-in2 Abd wsd'tsd = 0.0375 in2
Nominal Bearing Strength- Res:= 1.8•Fys•Abe= 12151b Rnd:= 1.8•Fyd-Abd= 2430lb
Omega for Bearing(ASD)S Phi for Bearing(LRFD)- S2s:= 2.0 chs:= 0.75
Allowable Beadng Strength- Ras Rae-cps= 911.25 lb Rad Rnd'�s= 1822.5 lb
SCREW CONNECTION CAPACITIES (1/4") SCREW IN 14 GA STEEL):
Converted to LRFD for comparison to'Hilti'A.B.
Single Screw Double Screw
Allowable Tension- Tss:= 1s.d '3281b Tsd:= 12s.(1)s•6561b Ref Attached'Scafco'
Allowable Shear- V 12 866Ib V S2 17321b Table fort/&T Values
Vas�= s �s' sd�= s �s'
The allowable shear values for(1) 114"dia.screw exceeds the allowable bearing strength of the
connection. Therefore,bearing strength governs for screw connection capacity.
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5 EC LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Single Anchor Double Anchor Ref Attached'HILTI'PROFIS calcs
Allowable Tension Force-
Tas:= 1051.1b Tad:= 1993•lb for V&T Values
Allowable Shear Force- Vas:= 1466.1b Vad:= 1938.1b
DETERMINEALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Anchor Double Anchor
Allowable Tension Force- Tas:= min(Tas,Vas, Ras) = 911.25 lb Tad:= min(Tad,Vsd, Rad) = 1822.5 lb
Allowable Shear Force- as:= min(Vas,Tas) = 492 lb Vad:= min(Vad,Tad) = 984 lb
USE: HILTI KB-TZ ANCHOR (or equivalent)-3/8"x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114"
dia.screw to fasten base to 14 GA shelf member.
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5 ET` LI PS E IVIVVA#11102 2/25/2015 E N G I N E E R R I N G TIGARD,OR Rolf Armstrong,PE
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- H1:= ht= 9ft Width of Shelving Unit- w= 4 ft
Depth of Shelving Unit- d = 2.5ft WORST CASE
Number of Shelves- N = 8 Vertical She Spacing- S= 15.43-in
Height to Top Shelf Center of G- htop:= H1 hlop= 9 ft
Height to Shelf Center of G- he:= (N + 1) S ho= 5.7862-ft
2
From Vertical Distribution of Seismic Force previously calculated-
Controlling Load Cases- -
Weight of Rack and 67%of LL- W:= (Wd+ 0.67•W1).N W= 762.95 lb
Seismic Rack and 67%of LL- V:= Vtd + 0.67.Vt1 V= 118.08 lb -
Ma:= F1.0.0•S+ F2.1.0•S+ F3.2.0•S+ Fit-3.0•S+ F5.4.0•S+ F6.5.0•S+ F7•6.0•S+ F$•7.0-S
Mb:= 0
Overturning Rack and 67%of LL- M:= Ma+ Mb = 759.15 ft.lb
Weight of Rack and 100%Top Shelf- Wa:= Wd•N + W1 Wa= 326.95 lb
Seismic Rack and 100%Top Shelf- Va:= Vtd+ F1 Va = 50.6 lb
Overturning Rack and 100%Top Shelf- Ma:= Vtd•he+ F1•htop Ma= 342.53 ft-lb
Controlling Weight- W,:= if(W>Wa,W,Wa) W,= 762.95 lb
Controlling Shear- Vo:= if(V>Va,V,Va) Vo= 118.08 lb
Controlling Moment- Mo1:= if(M > Ma, M. Ma) Mot= 759.15 ft.lb
Tension Force on Column Anchor- T:= Mot — 0.60.Wo T = 74.771b
per side of shelving unit d 2
Tmax:= if(T< 0•Ib,0•Ib,T) Tmax= 74.771b .
V
Shear Force on Column Anchor- Vmax:=
ye Vmax= 59.04 lb
2
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - c:= 5
USE 3/8"4 x 2" embed installed per the requirements of Hilti 3
Combined Loading(Single Tmax )(+ Vmax 1S= 0.03 <1.00 OKAY
Anchor/Screw)- 2.0 7•Tas J 2.0 7•Vas
Combined Loading(Double Tmax )(+ Vmax 1 = 0.03 <1.00 OKAY
Anchor/Screw)- 0.7.Tad J 0.7.Vad
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5 E\ LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
Connection from Steel Racks to Wall
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr= 20 ft
Height of Rack Attachments- zb:= z+ ht zb = 9 ft At Top for fixed racks connected to walls
0.4ap•SDS
zb1
Seismic Base Shear Factor- Vt:= 1 + 2 — Vt= 0.343
Rp hr)
Ip
Shear Factor Boundaries- Vtmin 0.3•Sips.Ip Vtmin = 0.217
Vtmax 1.6•SDs.Ip Vtmax = 1.156
Vt:= if(Vt> Vtmax,Vtmax,Vt)
• Vt:= if(Vt< Vtmin,Vtmin,Vt) Vt= 0.343
Seismic Coefficient- Vt= 0.343
Number of Shelves- N = 8
Weight per Shdf- Wti= 100lb
• Total Weight on Rack- WT:= 4.(Pd + 0.67.Pi) WT= 762.95 lb
0.7•Vt.WT
Seismic Force at top and bottom- Tv:= Tv= 91.61 lb
2
Connection at Top:
Standard Stud Spacing- Ssind 16•in
Width of Rack- w= 4 ft
Number of Connection Points- N,:= max[2, (floor( w jl N,= 3
on each rack LL Sttud))J
T V
Force on each connection point- Fc:= Fc= 30.54Ib
N,
Capacity per inch of embedment- WS:= 135. lb—
in
F
Rewired Embedment- ds:= - ds= 0.226.in
Ws
For Steel Studs:
Pullout Capacity in 20 ga studs-per T20:= 84.lb For#10 Screw-per Scafco
Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
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iEC LI PS E IVIWA#11102 2/25/2015
EN G I N E ER I N G TIGARD,OR Rolf Armstrong,PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3
Design Vertical Steel Posts at Each Corner : plf:= lb.ft– 1
Shelving Dimensions: psf:= lb.ft–2
Total Height of Shelving Unit- ht:= 9.00•ft pcf:= lb.ft–3
Width of Shelving Unit- w:= 3.50.ft ksi:= 1000.1b.in 2
Depth of Shelving Unit- d:= 2.1.50.ft kips:= 1000.1b
Number of Shelves- N:= 4
Vertical Shelf Spacing- S:= 36.00.in
Shelving Loads:
Maximum Live Load on each shelf is 150 Ibs:
Weight per shelf- Wtl:= 2.150•lb Wti= 300lb
Load in psf- W4
LL;:_ —
LLI= 28.5714•psf
w•d
Design Live Load on Shelf- LL:= LLI LL= 28.5714•psf
Dead Load on Shelf- DL:= 2.50•psf
Section Properties of Double Rivet 'L' Post :
Modulus of Elasticity of Steel- E:= 29000•ksi b:= 1.5 in
h:= 1.5.in
Steel Yield Stress- F := 33•ksi
ry:= 0.47•in
Section Modulus in x and y- := 0.04.in3 rX:= 0.47.in
Moment of Inertia in x and y- I := 0.06.in 4 t:= 0.075.in
Full Cross Sectional Area- 0.22•in2 h,:= 1.42 in
bc:= 1.42.in
Length of Unbraced Post- LX:= S= 36.in Ly:= S= 36•in Lt:= S= 36•in
Effective Length Factor- K := 1.0 K := 1.0 Kt:= 1.0
Section Properties Continued:
Density of Steel- psteel:= 490•pcf
Weight of Post- Wp:= psteel•Ap•ht Wp = 6.74.lb
Vertical DL on Post- Pd:= DL•w•.125d•N + Wp Pd = 19.861b
Vertical LL on Post- P1:= LL•w•.125•d•N Pi= 1501b
Total Vertical Load on Post- Pp•= Pd+ PI Pp = 169.86•lb
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ECLI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
Floor Load Calculations :
Weight of Mobile Carriage: W,:= 0.1b
Total Load on Each Unit: W:= 8.Pp + W, W= 1358.91b
Area of Each Shelf Unit: A := w.(d + 12in) A� = 14 ft2
Floor Load under Shelf: PSF:= PSF= 97•psf
Au
NOTE:SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load :
ASCE-7 Seismic Design Procedure:
Importance Factor- IE:= 1.0
Determine Ss and S1 from maps- Ss:= 0.976 S1:= 0.425
Determine the Site Class- Class D
Determine Fa and Fy - Fa:= 1.110 F,,:= 1.574
Determine SMS and SM1_ SMS Fa.Ss SM1 Fv.S1
SMS= 1.0834 SM1= 0.669
Determine SDS and SDI_ SDS 3.SMS SDI 3 l
•SM
SDS= 0.722 SDI= 0.446
Structural System-Section 15.5.3 ASCE-7:
4.Steel Storage Racks R:= 4.0 S2o:= 2 Cd:= 3.5
Rp:= R ap:= 2.5 Ip:= 1.0
Total Vertical LL Load on Shelf- WI:= LL-w-d WI= 300 lb
Wp Vertical DL Load on Shelf- Wd:= DL•w.d+ 8.—n Wd = 39.731b
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr:= 20.0•ft
Height of Rack Attachment- z:= O.ft (0'-0"For Ground floor)
0.4ap.SDs z
Seismic Base Shear Factor- Vt:= (1 + 2.— Vt= 0.181
Rp ll hr)
Ip
Shear Factor Boundaries- Vtmin 0.3.SDS•1p Vtmin = 0.217
Vtmax:= 1.6•SDS'1p Vtmax= 1.156
Vt:= if(Vt>Vtmax,Vtmax,Vt)
Vt:= if(Vt< Vtmin,Vtmin,Vt) Vt= 0.217
13
5 EC LI PS E IVIWA#11102 2/25/2015
ENGINEERING TIGARD,OR Rolf Armstrong,PE
Seismic Loads Continued :
v
For ASD,Shear maybe reduced- V P:_ - = 0.155
1.4
Seismic DL Base Shear- Vtd:= Vp•Wd•N = 24.59 lb
DL Force per Shelf: Fd:= Vp•Wd = 6.15lb
Seismic LL Base Shear- Vti:= V •W1.N = 185.72 lb
LL Force per Shelf: F1:= Vp•W1= 46.43 lb
0.67'LL Force per Shelf: F1.67:= 0.67.Vp•W1= 31.11 lb
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Condtion#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
H2:= 0 H:= H1 + H2 H = 18 ft
Total Moment at Shelf Base- Mt:= H Wd + H•0.67•Wi Mt= 4333.05 ft-lb
Vertical Distribution Factors for Each Shelf-
Total Base Shear- Vtotai:= Vtd + 0.67•Vd Vtotai = 149.02 lb
Wd•0.0•S+ W1.0.67.0.0•S Wd•1.0.S+ 0.67.1.0.S
C1:= = 0 C2:= = 0.167
Mt Mt
F1:= CI.(Vtotai) = 0 F2:= C2•(Vtota1) = 24.841b
Wd•2.0•S+ WI.0.67.2.0.S Wd•3.0•S+ Wl•0.67.3.0•S
C3:= - = 0.333 C4:= = 0.5
Mt Mt
F3 C3.(Vtotal) = 49.671b F4:= C4.(Vtotai) = 74.51 lb
C1+ C2+ C3+ C4 = 1
14
iEC_ LI PS E IVIWA#11102 212512015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong,PE
Force Distribution Continued :
Condtion#2:Top Shelf Only Loaded to 100%of Live Weight
Total Moment at Base of Shelf- Mta:= (N — 1)-S.Wd + (N — 1)•S.WI = 3058ft.lb
Total Base Shear- Vtotal2 Vtd + Fl Vtotal2= 71.021b
Wd•0.0•S+ 0•WI.0.0•S Wd•(N — 1).S+ Wi.(N — 1)•S
Cla:= = 0 Ctsa:= = 1
Mta Mta
Fla:= Cla-(Vtotal2) = 0
Ftsa Ctsa'(Vtotal2) = 71.02 lb
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction: Ms 8 2.(Vtotal) = 27.94 ft.lb
Bending Stress on Column- fbx:= ms*SX 1 = 8.38.ksi
Allowable Bending Stress- Fb:= 0.6.Fy= 19.8.ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays-worst case is at the bottom bay
3
:_
(Vie+ VtI) S = 0.4699•in S = 76.6061
12.E.Ix O
Ot:= 0.(N — 1) = 1.4098.in Oa:= 0.05.ht= 5.4.in
if(Ot< Da, "Deflection is Adequate" • "No Good") = "Deflection is Adequate"
15
5 EC LI PS E IVIVVA#11102 2/25,2015
•
ENGINEERING TIGARD,OR Rolf Armstrong, PE
Moment at Rivet Connection:
Shear on each rivet-
dr 2
dr:= 0.25•in Vr:= MS = 223.541b Ar:= = 0.0491•in2
1.5•in 4
Vr Stress on Rivet- fv:= � = 4.55.ksi
Ar
Ultimate Stress on Rivet
(SAE C1006 Steel)- Fur = 47.9ksi
Omega Factor(ASD)- Str:= 2.0
Allowable Stress on Rivet- Fvr:= 0.4 Fur.11r 1 = 9.58•ksi
f v
Ratio of Allowable 1 Ultimate Stress- = 0.48
Fvr
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Seismic Uplift on Shelves :
Seismic Vertical Component: Ev:= 0.2•Sos•(DL+ LL)•w•d E,r= 47.1262 lb
Vertical Dead Load of Shelf: D:= (DL+ LL)•w•d D = 326.25 lb
Note:since the shelf LL is used to generate the seismic uplift force,it may also be used to calculate the net
uplift load. For an empty shelf,only the DL would be used,but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf: Fu:= Ev— 0.6.D Fu = —148.6238 lb
Note: This uplift load is for the full shelf. Each shelf will be connected at each corner.
Number of She Connections: Nc:= 4
F u
Uplift Force per Caner. Fuc N F, = —37.156 lb
MOTE:Since the uplift force is negative,a mechanical connection is not required.
16
5 E( LI PS E lVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
Find Allowable Axial Load for Column :
Allowable Buckling Stresses-
2
E
cex.x:_ 2 = 48.79•ksi aex:= 0ex.x= 48.79•ksi
Kx•Lxl
rx )
Distance from Shear Center t•hc2.bc2
to CL of Web via X-axis ec:= e = 1.2706 in
Ix
Distance From CL Web to Centroid- xc:= 0.649•in— 0.5•t xc= 0.6115.in
Distance From Shear Center xo:= xc+ ec x0 = 1.8821.in
to Centroid-
Polar Radius of Gyration- r0:= Jrx2 + ry2 + x02 r0 = 1.996•in
Torsion Constant- J:= 3•(2•b.t3 + h•t3) J= 0.00063•in4
t b 3.h 2 3•b•t+ 2•h.tl 6
Warping Constant- C,„„ C„„= 0.0339 in
12 6•b.t+ h t )
Shear Modulus- G:= 11300•ksi
n2EC„1-1
Qt:= 1 • G•J+ Qt= 16.7003-ksi
A P•r02 _ (Kt.Ltl2
:= 1 — Xo 13= 0.1109
ro )
Fet:= 21-.[(cex+ at) — J(aex+ at)2- 4•R•Qex•o] Fet= 12.7151•ksi
Elastic Flexural Buckling Stress- Fe:= if(Fet< (rex' Feb(rex) Fe = 12.7151•ksi
Allowable Compressive Stress- Fe:= if Fe > Fy, Fy• 1 — Fy 1, F:1 Fe = 12.7151•ksi
2 4•F ) J
Factor of Safety for Axial Comp.- S2o:= 1.92
17
5 E` LI PS E IVIWA#11102 2125/2015
E N G I N E E R I N G •
TIGARD,OR Rolf Armstrong,PE
Find Effective Area -
Determine the Effective Width of Flange-
Flat width of Flange- wf:= b- 0.5•t wf= 1.4625.in
Flange Plate Buckling Coefficient- kf:= 0.43
w TFFl ange Slenderness Factor- xf:= 12 f n Xf= 0.6551
f t E
0.221 1
pf:= (1 -
Xf ) XI pf= 1.0139
Effective Flange Width- be:= if(Xf> 0.673, pr wf,w1) be = 1.4625.in
Determine Effective Width of Web-
FlatwidthofWeb- ww:= h- t ww= 1.425-in
Web Plate Buckling Coefficient- kw:= 0.43
w w n F
Web Slenderness Factor- Xw:= 1 Xw= 0.6383
kw t E
Pw:= 1 _ 0.221 1
( Xw ) Xw Pw= 1.0267
Effective Web Width- he:= if(X,> 0.673, pw•ww,ww) he = 1.425.in
Effective Column Area- Ae:= t•(he + be) Ae = 0.2166.in2
Nominal Column Capacity- Pe:= Ae.Fn Pa = 27541b
Pn Column Capacity- Pa:= o Pa = 1434 lb
no
Check Combined Stresses -
'71'2-E-Ix 4
Pcrx:= Pcrx= 1.33 x 10 lb
Kr.LO2
Per Pcrx Pcr= 13250.86 lb
Magnification Factor- (11o.PP)
a:= 1 a= 0.975 C,:= 0.85
Pcr )
Combined Stress:
Pp + Cm fbx = 0.487 MUST BE LESS THAN 1.0
Pa Fb-a
Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED
AXIAL AND BENDING LOADS
NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative
18
• : El LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,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 Section: La:= 1.375.in
Distance out to Tension Force: L:= 0.75.in Section Modulus Se ba ta2 = 0.0012 in3
of Angle Leg: e' 6
Design Moment Bending Stress M
on Angle: M:= T L= 3.125ft lb on Angle: fb:= S = 32•ksi
T.
Allowable Bending Fb 0.90 F 32.4 ksi Ratio of fb = 0.988
MUST BE LESS
Stress: b yP= Allowable Loads: Fb THAN 1.00
Ultimate Tensile F Gross Area of in2
Strength of Clip: Fee 65 ksi the Clip: Agc be.t a= 0.0938
Effective Net
Area of the Clip: Aec Agc— [ta•(0.375•in)] = 0.0656•in2
Limiting Tensile Strength of Clip: Tcmax min[(0.90.FIT.Agc),(0.75•Fee.Aec)] = 3037.5 lb
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE,
BUT NOT WILL NOT TEAR COMPLETELY THROUGH,THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS — AISC J7
Single Screw Double Screw
Specified Yield Stress of Post- Fys:= 36ksi Fyd:= 36ksi
Width of Screw wss:= 0.25in wsd:= 0.50in
14 GA Thickness- tss:= 0.075in tsd:= 0.075in
Projected Bearing Area- Abs Miss.tss= 0.0188•in2 Abd Wad'tsd = 0.0375 in2
Nominal Bearing Strength- Rns:= 1.8'Fys'Abs = 12151b Rnd:= 1.8•Fyd'Abd= 24301b
Omega for Bearing(ASD)&Phi for Bearing(LRFD)- SZs:= 2.0 cps:= 0.75
Allowable Bearing Strength- Ras Rns'41s= 911.25 lb Rad Rnd'�s= 1822.5 lb
SCREW CONNECTION CAPACITIES (1/4"4 SCREW IN 14 GA STEEL):
Converted to LRFD for comparison to'Hilti'A.B.
Single Screw Double Screw
Allowable Tension- Tss Sts'cps'3281b Tsd Qs-cps'6561b Ref Attached'Scafco'
Table for V&T Values
Allowable Shear- Vss i2s'cps'8661b Vsd Sts'�s'17321b
The allowable shear values for(1)1/4"dia.screw exceeds the allowable bearing strength of the
connection. Therefore,bearing strength governs for screw connection capacity.
19
E` LI PS E IVIVVA#11102 2/25/2015
E N G I N E E R I N G •
TIGARD,OR Rolf Armstrong, PE
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Single Anchor Double Anchor Ref Attached'HILTI'PROFIS calcs
for V& T Values
Allowable Tension Force T„ 1051 Ib Tad:= 1993 Ib
Allowable Shear Force- Vas:= 1466.1b Vad:= 1938 lb
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Anchor Double Anchor
Allowable Tension Force- Tas:= min(Tas,Vss• Ras) = 911.25 lb Tad:= min(Tad•Vsd• Rad) = 1822.5 lb
Allowable Shear Force- Vas:= min(Vas•Tss) = 492 lb Vad 1--- min(Vac', Tsd) = 984 lb
USE: HILTI KB-TZ ANCHOR (or equivalent) -3/8" x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 1/4"
dia. screw to fasten base to 14 GA shelf member.
20
5 E` LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- Ht:= ht= 9 ft Width of Shelving Unit- w= 3.5 ft
Depth of Shelving Unit- d= 3 ft WORST CASE
Number of Shelves- N = 4 Vertical Shelf Spacing- S= 36.in
Height to Top Shelf Center of G- htop:= Ht htop= 9 ft
Height to Shelf Center of G- h,:= (N + 1) h,= 7.5•ft
2
From Vertical Distribution of Seismic Force previously calculated-
Controlling Load Cases-
Weight of Rack and 67%of LL- W:= (Wd + 0.67.Wi)•N W= 962.9 lb
Seismic Rack and 67%of Li- V:= Vtd+ 0.67.V11 V= 149.02 lb
Ma:= Fl•0.0•S+ F2.1.0•S+ F3.2.0•S+ F4 3.0•S
Mb:= 0
Overturning Rack and 67%of LL- M:= Ma+ Mb = 1043.17 ft.lb
Weight of Rack and 100%Top Shelf- Wa:= Wd•N + Wi Wa= 458.91b
Seismic Rack and 100%Top Shelf- Va:= Vtd + F1 Va = 71.02 lb
Overturning Rack and 100%Top Shelf- Ma:= Vtd ho+ Fr htop Ma= 602.31 ft.lb
Controlling Weight- W,:= if(W>Wa,W,Wa) Wo= 962.9 lb
Controlling Shear- V,:= if(V>Va,V,Va) V,= 149.02 lb
Controlling Moment- Mot:= if(M > Ma, M, Ma) Mot= 1043.17 ft.lb
•
Tension Force on Column Anchor- T:= Mot — 0.60. Wo T = 58.851b
per side of shelving unit d 2
Tmax:= if(T < 0.1b, 0.1b,T) Tmax= 58.85 lb
V c
Shear Force on Column Anchor- Vm :=
ax Vmax= 74.511b
2
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - (:= 5
USE 3/8"¢) x 2" embed installed per the requirements of Hilti 3
Combined Loading(Single Tmax 1 + Vmax )C= 0.03 <1.00 OKAY
Anchor I Screw)- 2.0.7•Tas) 2.0.7•Vas
Combined Loading(Double Tmax 1 + Vmax )S= 0.03 <1.00 OKAY
Anchor/Screw)- 0.7-Tad) 0.7-Vad)
21
5 EC LI PS E IVIWA#11102 2/25/2015
ENGINEERING TIGARD,OR Rolf Armstrong,PE
Connection from Steel Racks to Wall
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr= 20ft
Height of Rack Attachments- zb:= z+ ht zb = 9 ft At Top for fixed racks connected to walls
0.4•ap•SDS zb 1
Seismic Base Shear Factor- Vt:= 1 + 2•— Vt= 0.343
Rp hr)
Ip
Shear Factor Boundaries- Vtmin:= 0.3•Sm.Ip Vtmin = 0.217
Vtmax:= 1.6•Sips.I Vtmax= 1.156 •
Vt:= if(Vt> Vtmax,Vtmax,Vt)
Vt:= if(Vt<Vtmin,Vtmin,Vt) Vt= 0.343
Seismic Coefficient- Vt= 0.343
Number of Shelves- N = 4
Weight per Shelf- Wti= 3001b
Total Weight on Rack- WT:= 4.(Pd + 0.67•Pi) WT= 481.451b
0.7•Vt.WT
Seismic Force at top and bottom- Tv:= Tv= 57.81 lb
2
Connection at Top:
Standard Stud Spacing- Sstud:= 16.in
Width of Rack- w = 3.5 ft
Number of Connection Points- Nc:= max[2,(floor( w j1 Nc= 2
on each rack L Sstud)))j
T
Force on each connection point- F,:= ° F,= 28.9 lb
N,
Capacity per inch of embedment- W,:= 135. lb—
in
F
Required Embedment- ds:= c ds= 0.214.in
Ws
For Steel Studs:
Pullout Capacity in 20 ga studs-per T20:= 84.1b For#10 Screw-per Scafco
Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
22
5 EC LI PS E IVIWA#11102 2/25/2015
E N G I N E E R I N G TIGARD,OR Rolf Armstrong, PE
FIXED BEAM DESIGN: Single Hanger Bar Beam
Design criteria:
Modulus Steel Yield Stress- FY= 33.ksi Elasticity�f E= 2.9 x 104•ksi
Width of w 3 5 ft Depth of
— d = a ft
Rack- Rack-
Live Load per Wry
shelf- w11:_ = 85.7143•plf Live Load on LL= 28.5714.psf
max(w,d) Shelves-
Dead Load on Minimum Dist
Shelves- wdi:= 0.80•plf Load Req'd- w�i:= wdi+ wn= 86.5143•plf
wtI max(w,d)2
Maximum Design Moment- M:_ = 132.475 ft.lb M:= 0.5.M
8
mi.max(w, d) V:= 0.5•V
Maximum Design Shear- V:= = 151.4 lb
2
Allowable Shear F 0.4 F 13.2 ksi Allowable Bending Fb 0.66.F 21.78 ksi
Stress- y= Stress- b y=
Section Properties: Hanger Bar Beam
A:= 0.233•in2 S:= 0.066 in3 I:= 0.041 in4
Actual Shear Stress- Actual Bending Stress-
f f
:= V = 0.65•ksi - = 0.049 fb:= M = 12.043.ksi = 0.553 OK
A F„ OK S Fb
5•wti•max(w,d)4 max(w d)
Total Load Deflection- p:— = 0.246•in = 171 OK
384•E.I
Hanger Bar Beam is Adequate
23
5 EC LI PS E IVIWA#11102 2/25/2015
ENGINEERING TIGARD,OR Rolf Armstrong,PE
FIXED BEAM DESIGN: Double Rivet Std. Profile Beam
Design criteria:
Steel Yield Stress- Fy= 33.ksi Elasticity Modulus E= 2.9 x 104.ksi
Width of w= 3.5 ft Depth of d= 3 ft
Rack- Rack-
Total Load per := V= 151.4ft.plf Live Load on LL= 28.5714.psf
Bar-
Shelves-
Dead Load on w DL.max(w,d) = 4.375 If Distance from End of ad
min(w,d) — 1.5ft
Shelves- dI 2 p Shelf to Point Load- 2
wdi•min(w. d)2 Pti•min(w,d)
Total Moments- M:_ + = 60.056 ft.lb
12 8
Lateral Moment from Post- MS= 27.942 ft.lb page 4 of original calcs
wdi min(w,d) Pti
Total Shear- V:_ + — = 82.2625 lb
2 2
Allowable Shear Stress- Allowable Bending Stress-
F�= 13.2.ksi Fb = 21.78.ksi
Section Properties: Double Rivet Standard Profile Beam
A:= 0.264.in2 S:= 0.126•in3 I:= 0.211•in4 -
Actual Shear Stress- Actual Bending Stress-
f„ M + Ms fb
f,,:= —v = 0.312.ksi — = 0.024 OK fb:= = 8.381.ksi — = 0.385 OK
A F„ S Fb
Total Load Deflection-
wdr min(w, d)4 "Pf1.min(w,d)31 min(w, d)
0:= + = 0.006.in = 5739 OK
384.E.l 192•E.l ) 4
Double Rivet Standard Profile Beam is Adequate
24
2/23/2015 Ecli se Engineering,Inc. D 1vi$va Ell "mart'Report 02/23/2015
'! Design Maps Summary Report
A Iting Engineers Tigard,OR MLG
-User-Specified Input
. • Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.44711°N, 122.78223°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
I 1 _ 12mi L ` ' 1 ,F i,.oii b.wi•
5000m , ,
: ,
4 i
�Aloha , 1
^ O B•averton : . '∎ . ' �iIr t O4 ,d
I,
3 h i
r a♦. MIDrN'}i'8n'1 a % '1( I
- Milwauki
o
r W: 6 MERICA
5
�'chs1111 -4,,:4_,,,,,,..r.-
t t--„--,,,? ' ',7, 7 , King Cit1 0 sham a it,
/
...1. j '�; x' ; .4 .a 1. �
4r mapqu�t to ,Mr • '' „� M Tualatin
i '17* 4 apQuest pO11/daza
02015'Op m MapQuest
USGS-Provided Output
Ss = 0.976 g SMS = 1.083 g SDS = 0.722 g
Si = 0.425 g SM1 = 0.669 g SDI = 0.446 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
• 0.88
1.10 0.80
0.99 0.72
0.88 0.64
0.77 0.56
I 0.66 a 0.4B
H 0.55 i In 0.40
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.0B
' 0.00 0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00
Period, T(sec) Period, T(sec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
• accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
http://ehp4earthquake.cr.usgs.gov/designmaps/us/summ ary.php?tem plate=minimal&latitude=45.447113&longitude=-122.782229&siteclass=3&riskcategory=0... 1/1
General Product Informaticn
Consulting Engineers Tigard,OR
Thickness - Steel Components We a • a • -
Steel Thickness Table
-, $,!� b 'fnimum - -. t es on `"D6�g ! ererence i n y Thickness Design Fy Yield Fu Fillet Welds Flare Groove Welds
ess'(In) Corner nRadii Gauge No. (frail)' Thickness (ksi) (ksi) Parallel Perpendicular Parallel Perpendicular
18 0.0179 0.0188 0.0843 25 43EQS 0.0400 57 65 639 1106 696 849
27 0.0269 0.0283 0.0796 22 43 i 0.0451 33 1 45 601 864 544 663
D20 0.0179 0.0188 0.0844 20-Drywall 54 0.0566 50 65 1188 1566 985 1202
30EQD 0.0223 0.0235 0.0820 20-Drywall 68 1 0.0713 50 i 65 1562 1972 1241 1514 .
30 0.0296 0.0312 0.0781 20-Drywall 97 0.1017 50 65 1269 1269 -•
33EQS 0.0280 0.0295 0.0790 20-Structural 118 l 0.1242 50 i 65 1550 1550
33 0.0329 0.0346 0.0764 20-Structural 127 0.1337 50 65 1668 1668 _
43EQS 0.0380 0.0400 0.0712 18 Table Notes
43 0.0428 0.0451 0.0712 16 1. Capacities based on AISI S100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds.
l 2. When connecting materials of different steel thicknesses or tensile strengths,use the values that
54 0.0538 0.0566 0.0849 16 correspond to the thinner or lower yield material.
3. Capacities are based on Allowable Strength Design(ASD)and Include appropriate safety factors.
68 0.0677 0.0713 0.1069 14 I 4. Weld capacities are based on either 3/33"or y."diameter E60 or E70 electrodes.For thinner
97 0.0966 0.1017 0.1525 12 materials,0.030"to 0.035"diameter wire electrodes may provide best results.
5. Parallel capacity is considered to be loading In the direction of the length of the weld.
118 0.1180 0.1242 0.1863 10-SSMA 6. For welds greater than 1",equations E2.4-1 and E2.4-2 must be checked.
7. For flare groove welds,the effective throat of weld is conservatively assumed to be less than 2t.
127 0.1270 0.1337 0.2005 10-SCAFCO 8. °Flare grove weld capacity for material thicker than 0.10"requires engineering judgement to
.�._...__-____._._.- ..__.--. -.--------. determine leg of welds(W,and W3).
Table Notes
■Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable
thickness delivered to the jobsite based on Section A2.4 of AISI 5100-07.
The tables In this catalog are calculated based on inside corner radii listed in this table.The inside
corner radius is the maximum of 3/33-t/2 or 1.5t,truncated after the fourth decimal place(t=
design thickness).Centerline bend radius is calculated by adding half of the design thickness to
listed corner radius. -
Screw Capacities
Allowable Screw Connection Capacity(lbs per screw)
•
18 33 45 60 33 66 39 71 46 76 52 81 60
27 33 45 111 50 122 59 131 69 139 78 150 90
' D20 57 65 87 48 95 57 102 66 109 75 117 87
•
30EQD 57 65 122 60 133 71 143 82 152 94 164 108
30 33 45 129 55 141 65 151 76 161 86 174 100
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
I 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
1 118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 j
127 50 65 1079 • 340 1283 404 1486 468 1689 532 1955 616 •
Table Notes
1. Capacities based on AISI 5100-07 Section E4.See table on page 5 for design thicknesses. 6. Tension capacity Is based on the lesser of pullout capacity In sheet closest to screw tip,or pullover •
2. When connecting materials of different steel thicknesses or tensile strengths,use the lowest values. capacity for sheet closest to screw head(based on head diameter shown).Note that for all tension
Tabulated values assume two sheets of equal thickness are connected. values shown in this table,pullover values have been reduced by 50 percent assuming eccentrically
3. Capacities are based on Allowable Strength Design(ASD)and include safety factor of 3.0. loaded connections that produce a non-uniform pull-over force on the fastener.
4. Where multiple fasteners are used,screws are assumed to have a center-to-center spacing of at 7. Higher values,especially for screw strength,may be obtained by specifying screws from a specific
least 3 times the nominal diameter(d) manufacturer.See manufacturer's data for specific allowable values and Installation instructions.
5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the
nominal diameter(d)of the screw.
Load Paths
All product load capacities are calculated per North American I _________
Specification for the Design of Cold Formed Steel Structural
Members. The 2007 edition (here after referred to as simply ,,, -.
"NASPEC"). Illustrations of load instructions are amongst their -' • ._
relative product load tables located throughout this catalog. _
Figure to the right demonstrates different types of load
directions mentioned in this catalog.
• Fl = Out-of-plane lateral load
• F2 = In-Plane lateral load
• F3 = Direct vertical and uplift load
SCAFE
,
Eclipse Engineering, Inc. Ivivva#11102 02/23/2015
Consulting Engineers Tigard,OR �'��, 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)
Effective embedment depth: hef.ad=2.000 in..hnom=2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 1 5/1/2015
Proof: design method ACI 318-11 /Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete.2500.fc'=2500 psi;h=4.000 in.
Installation: hammer drilled hole.installation condition:dry
Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C.D.E.or F) Tension load:yes(D.3.3.4.3(b))
• Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.Ib]
Z
81
6
30` ]C
•
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. Iviwa#11102 �,��, 02/2312015 •
Consulting Engineers Tigard,OR 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[lb] Utilization
Loading Proof Load Capacity pN I pv 1%] Status
Tension Pullout Strength 300 1107 28/- OK
Shear Steel Strength 200 1466 -/14 OK
Loading j3N fiv c Utilization pN,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. Iviwa#11102 02/23/2015
Consulting Engineers Tigard,OR 111111 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
r . ,
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2)
Effective embedment depth: het act=2.000 in..h b =2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 1 5/1/2015
Proof: design method ACI 318-11 /Mech.
Stand-off installation: et,=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.fc'=2500 psi;h=4.000 in.
Installation: hammer drilled hole.installation condition:dry
Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C.D. E.or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[lb,in.lb]
Z
81
5
275* x..
1'
O e.
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. Iviwa#11102 02/23/2015
Consulting Engineers Tigard,OR 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[lb] Utilization
Loading Proof Load Capacity pN/PV[%] Status
Tension Pullout Strength 150 1107 14/- OK
Shear Concrete edge failure in direction x+ 200 1966 -/11 OK
Loading j3N pv c Utilization YN.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. Iviwa#11102 02/23/2015
•
Consulting Engineers Tigard,OR �'��, 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: 541-389-96591 Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 112) Ik is 11001 urns vs=WI.
Effective embedment depth: hetact= 1.860 in..h„o,,,=2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/20121 12/1/2013
Proof: design method ACI 318-11 /Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete.2500.fj=2500 psi;h=4.000 in.
Installation: hammer drilled hole.installation condition:dry
Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C.D.E.or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[lb,in.lb]
Z
�5
0
6
30'
obi
i
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. Iviwa#11102 02/23/2015
Consulting Engineers Tigard,OR 1. 1,1■111r' 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[lb] Utilization
Loading Proof Load Capacity pN/[iv[%] Status
Tension Concrete Breakout Strength 300 1051 29/- OK
Shear Pryout Strength 200 1509 -/14 OK
Loading fie j3v Utilization PN,v[%] Status
Combined tension and shear loads 0.285 0.133 5/3 16 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles.formulas and
security regulations in accordance with Hilti's technical directions and operating.mounting and assembly instructions.etc..that must be strictly
complied with by the user. All figures contained therein are average figures.and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore.you bear the sole responsibility for the absence of errors.the completeness and the relevance of the data to be put in by you.
Moreover.you bear sole responsibility for having the results of the calculation checked and cleared by an expert.particularly with regard to
compliance with applicable norms and permits.prior to using them for your specific facility. The Software serves only as an aid to interpret norms •
and permits without any guarantee as to the absence of errors.the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular.you must arrange for the
regular backup of programs and data and.if applicable.carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software.you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences.such as the recovery of lost or damaged data or
programs.arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan
Eclipse Engineering,Inc. lvivva#11102 02/23/2015
Consulting Engineers Tigard,OR �,��' 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:
I Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) itll '' 1
- i
Effective embedment depth: hetact= 1.860 in..Nom=2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/2012 1 12/1/2013
Proof: design method ACI 318-11 /Mech.
Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in.
Anchor plate: Ix x ly x t=3.000 in.x 7.000 in.x 0.074 in.;(Recommended plate thickness:not calculated)
• Profile: no profile
Base material: cracked concrete.2500.fc'=2500 psi;h=4.000 in.
Installation: hammer drilled hole.installation condition:dry
Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C.D.E.or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.lb]
Z
8t
S$
5
Y-
0
2- 6074
1
it,q7
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. Iviwa#11102 02/23/2015
•
Consulting Engineers Tigard,OR 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 Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[lb] Utilization
Loading Proof Load Capacity pN/pv[%] Status
Tension Concrete Breakout Strength 300 1993 16/- OK
Shear Concrete edge failure in direction x+ 200 1938 -/11 OK
Loading [iv Utilization YN,v[Vol 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