Specifications j/S rf fra,Avl e - o12-7
RECEIVED 1(,l o Sw5 s�
i EC LI PS E APR 1 3 2016C)-(''
ECLIPSE - ENGINEERING . C O M
ENGINEERING Inc.,P.C.
CITY OF TIGARD
BUILDING DIVISION
Structural Calculations 201s
APR 0 7
Steel Storage Racks ��P�° PRpo
FFss
By Pipp Mobile Storage Systems, Inc. g X78 $ 9
PIPP PO #16318 SO #26359
OR N
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!Expiration Date DEL 3 'I 2017
The Walking Company
Washington Square
9585 SW Washington Square Road - Space G01
Portland, Oregon 97223
qt0VD
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 Struq#ural Specialty Code. These storage racks are not accessible
to the general public.
ULUmf3lnfn SIC:,KANE BE
113 West Main,Sulo B,Missoula,MT 58802 726 Nudeus Asa Seib D.Cdumde Fels.MT 58912 421 Weal Riverside Ave..Suite 421 Spdtane,WA 99201 376 SW Bluf Odse,Side 8,Bend,OR 97702
Phone:(406)721-6733•Fax(406)721-8988 Phone(408)882.2301•Fax:406-892-2368 Phone:(609)921-7731•Fax(509)821-6704 Phone:(641)3894659•Fax(541)312-8708
'1 EC LI PS E THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3
Design Vertical Steel Posts at Each Corner :
Shelving Dimensions:
Total Height of Shelving Unit- hi:= 10.00.ft plf:= Ib ft 1
Width of Shelving Unit- w:= 4.00-ft psf:= Ib•ft 2
Depth of Shelving Unit- d:= 2.1.00.ft pcf:= lb-ft3
Number of Shelves- N := 6 ksi:= 1000-lb.in 2
Vertical Shelf Spacing- S:= 24.00-in kips:= 1000-lb
Shelving Loads:
Maximum Live Load on each shelf is 125 lbs:
Weight per shelf- Wti:= 125.1b Wq= 125 lb
Load in psf- Wry
LLi :_ - LLQ= 15.62•psf
w-d
Design Live Load on Shelf- LL:= LLi LL= 15.62.psf
Dead Load on Shelf- DL:= 2.50.psf
Section Properties of Double Rivet 14 Gauge Steel 'L' Post :
Modulus of Elasticity of Steel- E:= 29000.ksi
Steel Yield Stress- Fy:= 33.ksi
Physical Dimensions of L Post:
L Post Width-out-to-out- b1:= 1.500.in
L Post Depth-out-to-out- d1:= 1.500.in
Post Thickness- t:= 0.0750•in 14 Gauge
LPostWidth-CL-to-CL- b := b1— b = .42
Ic � Ic 1 .in 5
L Post Depth-CL-to-CL- dic:= d1—t dig= 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:= 0.0400.in3 Sy:= 0.0400.in3
Moment of Inertia in x and y- IX:= 0.0600 in4 Iy:= 0.0600.in4
Full 8 Reduced Cross Sectional Area's- A., := 0.2170 int Apr:= 0.1420.int
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
Density of Steel- psteel:= 490.pcf
Weight of Post- Wp:= psteel-Apf-ht Wp=7.38-lb
Vertical DL on Post- Pd := DL•w•.25d•N + Wp Pd =37.38 lb
Vertical LL on Post- P1 := LL•w•.25•d•N P1= 187.50 lb
Total Vertical Load on Post- Pp:= Pd + P1 P =224.88-lb
1
-% EC~ LI PS E THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Floor Load Calculations :
Weight of Mobile Carriage: Ws:= 40-lb
Total Load on Each Wit: W:= 4.Pp + Ws W=939.54 lb
Area of Each Shelf Unit: Air := w-(d+ 6in) Air = 10ft2
Floor Load under Shelf: PSF:= PSF 94;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 Si.from maps- Ss:= 0.976 := 0.425
Determine the Site Class- Class D
E
Determine Fa and F„ - Fa = 1.110 F„= 1.575
Determine SMS and SM1_ SMS Fa•Ss Sin= F„•S1
SMs= 1.083 5M1= 0.669
Determine SDs and SD1_ SDs 3.SMs SD1=
Sig=0.722 SD1=0.446
Seismic Deisgn Category- SDC="D”
Structural System-Section 15.53 ASCE-7:
4.Steel Storage Racks R:= 4.0 1l := 2 Cd := 3.5
Rp := R ap := 2.5 Ip := 1.0
Total Vertical LL Load on Shelf- WI:= LL•w•d W1 = 1251b
W
Total Vertical DL Load on Shelf- Wd := DL•w•d + 4.—u Wd = 24.92 lb
SeisnticAnalysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr:= 20.0-ft
Height of Rack Attachment- z:= 0-ft (0-0"For Ground floor)
0.4.ap•SDs
Seismic Base Shear Factor- Vt:_ I1 + 2.—z
1 Vt=0.18
Rp hr)
Ip
Shear Factor Boundaries- Vtmin := 0.3.Sm.Ip Vtmin =0.217
Vtmax:= 1.6•SDs•Ip Vtmax= 1.155
Seismic Coefficient- Vt:= min(max(Vtmin,Vt),Vtmax) Vt=0.217
2
ECLI PSE THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Seismic Loads Continued :
ASD LRD
Overstrengh Factor- := 2.0
For ASD,Shear may be reduced- Vp:= 0.7•Vt=0.152 Vpd, := 11•Vt=0.433
Seismic DL Base Shear- Vtd := Vp•Wd•N =22.671b Vtdd, := Vpd)•Wd•N =64.781b
DL Force per Shelf: Fd := Vp•Wd = 3.78 lb Fd, := Vpd,•Wd = 10.81b
Seismic LL Base Shear- Vti:= Vp•W� N = 113.711b Vdd,:= Nip.•WI•N =324.89 lb
LL Force per Shelf: F1:= Vp = 18.95 lb Fid, := Vpd, Wi= 54.15 lb
0.67'LL Force per Shelf: F1.67:= 0.67•Vp•Wi= 12.7 lb F1.670:= 0.67•Vpd,•Wi=36.28 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+ 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 =3260.18ft•Ib
Total Base Shear- V1:= Vtd+ 0.67.V11=98.86 lb V1 := Vtd + 0.67•Vti4,= 282.45 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:= =0.000 C2:_ =0.067
Mt Mt
F1:= c1•(V1) =0.00 Flo := C1•(V1o) =0.00 F2 := C2•(V1) =6.59 lb F�4, := C2-(V10) = 18.83 Ib
Wd•2.0•S+ W1.0.67.2.0•S Wd•3.0•S+ W1•0.67.3.0•S
C3 :_ =0.133 C4:_ =0.200
Mt Mt
F3 := C3-(V1) = 13.181b Fad, := C3•(V�4,) =37.661b F4:= C4•(V1) = 19.771b F40 := C4•(V14,) = 56.491b
Wd•4.0•S+ W1•0.67.4.0•S Wd•5.0•S+ W1.0.67.5.0•S
C5:_ =0.267 C6 :_ =0.333
Mt Mt
F5 := C5•(V1) =26.361b F50 := C5•(V14,) =75.32 Ib F6 := C6.(V1) = 32.95 Ib F60 := C6•(V1o) =94.151b
3
'1 EC LI PS E THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
C1+ C2 + C3 + C4+ C5+ C6 = 1 Coefficients Should total 1.0
Force Distribution Continued :
Condition#2:Top Shelf Only Loaded to 100%of Live Weight
Total Moment at Base of Shelf- Mta:= (N — 1)•S•Wd + (N — 1)•S•Wi= 1499ft•Ib
Total Base Shear- V2 := Vtd+ F1 V2 =41.62 lb
V24, := Vtd4+ Fid, V2d, = 118.93lb
Wd•0.0•S+ 04/1•0.0•S /
Cla Cia= 0 Fla Cla'(V2) Fla=0.00
Mta Flap:= Cla•(V2.0) Flab=0.00
Wd•(N — 1)•S+ 111/1-(N — 1)-S
Ctsa Ctsa= 1 Ftsa Ctsa'(V2) Ftsa=41.62 lb
Mta FC (V 0) F118.93 lb
tsar:= Ctsa" 2 tsar=
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•max(V1 ,V2) Ms= 24.71 ft•lb
Bending Stress on Column- fbX:= Ms SX 1 fbX =7.41•ksi
Allowable Bending Stress- Fb := 0.6•F1,
Fb = 19.80•ksi
Ratio of Allowable/Ultimate Stress- fbx =0.37 MUST BE LESS THAN 1.0
Fb
Bending at the Base of Each Column is Adequate
4
'1 EC LI PS E THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Deflection of Shelving Bays-worst case is at the bottom bay
1 V 1
maxV2)-S3
:= =0.0164•in S = 1466.74
4 12.E•
Or
:= �•(N — 1) =0.0818-in Oa:= 0.05-h1=6-in
• � e a ,,"tti�11 is,Adequate" ,"No Good") ="Deflection is Adequate"
Note:The deflection shall not exceed L!180,so shelving deflection is adequate.
Moment at Rivet Connection:
Shear on each rivet-
MS dr2.7r
dr:= 0.25-in Vr:_ = 197.72 lb Ar:= =0.0491-in2
1.5.in 4
Vr
Stress on Rivet- f := —r f„=4.03.ksi
Ultimate Stress on Rivet
(SAE C1006 Steel)- Fur:= 47.9ksi
Omega Factor(ASD)- Slr:= 2.0
0.4.Fur
Allowable Stress on Rivet- F,:= F„r=9.58•ksi
1/r
fv
Ratio of Allowable 1 Ultimate Stress- =0.42 MUST BE LESS THAN 1.0
Fvr
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Seismic Uplift on Shelves :
Seismic Vertical Component: E := 0.2-Sps•(DL+ LL)•w•d E = 20.941b
Vertical Dead Load of Shelf: D := (DL+ LL)-w•d D = 145.00lb
Note:since the shelf LL is used to generate the seismic uplift force,it may also be used to calculate the net
uplift load. For an empty shelf,only the DL would be used,but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf: Fu := E„—0.6.0 Fu =—66.06 lb
Note: This uplift load is for the full shelf. Each shelf will be connected at each corner.
Number of Shelf Connections: Nc:= 4
Fu
Uplift Force per Corner: Fuc:= F =—16.52 lb
NOTE:Since the uplift force is negative,a mechanical connection is not required.
5
•
1 EC LI PS E THE WALKING COMPANY 4/6/2016 •
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Find Allowable Axial Load for Column :
Allowable Buckling Stresses-
_ Tr2•E
hex•— flex=49.95•ksi
Kx Lx 12
rx )
Distance from Shear Center t.dro2.b1,2
to CL of Web via X-axis ec eo= 1.2886 in
4•Ix
Distance From CL Web to xC:= 0.649•in—0.54 xC=0.6115•in
Centroid-
Distance From Shear Center xo := xc+ eo xo = 1.9001-in
to Centroid-
Polar Radius of Gyration- ro := Jrx2 + ry2 + x02 r0 = 2.0473•in
Torsion Constant- J:= 3•(2•bi•t3 + di•t3) J=0.00063.in4
t•b3•d2 13•bi•t+ 2•di•tl 6
Warping Constant- CW:= CW=0.0339•in
12 6•b0+ di•t )
Shear Modulus- G:= 11300•ksi
7r2 E•C
of:= 1
IG•J + 6t= 21.8084 ksi
1
Aprro2 2(Kt.Lt)
2
:= 1 — / 1 p=0.1386
ro )
Fet:= 1•[(6ex+ 6t) — ((Tex + at)2 —4•p•Qex•6] Fet= 15.6541•ksi
2
p
Elastic Flexural Buckling Stress- Fe := if(Fet<6ex,Fet,°ex) Fe = 15.6541•ksi
Allowable Compressive Stress- Fr, := if Fe > F—y ,F . 1 — Fy 1,FJ Fe = 15.6541•ksi
2 4.Fe) j
Factor of Safety for Axial Comp.- S2 := 1.92
6
ECLI PS E THE WALKING COMPANY 4/6/2016
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 Slenderness Factor- Af:= 12 f n Xf=0.7268
�
kf t E
0.221 1
Pf:= 1 — pf=0.9594
\ Xf ) Xf
Effective Flange Width- be := if(Xf> 0.673,pf•wf,wf) be = 1.4031.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- aw 1.052 ww Fn =0.7082
Irw t E
0.221 1
Pw:= 1 — pw=0.9734
Xw J Xw
Effective Web Width- he := ifxw>0.673,Pw•ww,ww he = 1.3871-in
Effective Column Ansa- Ae := t.(he + be) Ae =0.2093.in2
Nominal Column Capacity- Pc := Ae•Fc Pc =3276 lb
P
n
Allowable Column Capacity- Pa:_ Pa= 1706 lb
10
Check Combined Stresses -
Tr2E•lx
Pax:= Pcrx= 10316.41 lb
Kx•Lx)2
Pcr Pcrx Pcr= 10316.41 lb
(9o•Pp)
Magnification Factor- a:= 1 — =0.958 Cm:= 0.85
\ Per )
Combined Stress: Pp + Cm fbx =0.46 MUST BE LESS THAN 1.0
Pa Fb•a
Final Design: 14 GA.'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND
BENDING LOADS
NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative
7
'% EC LI PS E THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
•
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Trial Height of Shelving Unit- ht= 10ft Width of Shelving Unit- w=4ft
Depth of Shelving Unit- d=2ft WORST CASE
Number of Shelves- N =6 Vertical Shelf Spacing- S= 24•in
Height to Top Shelf Center of G- htop := ht htcp = 10 ft
Height to Shelf Center of G- he:_ (N + 1) S he=7•ft
2
From Vertical Distribution of Seismic Force previously calculated-
Controlling Load Cases:
ASD Ma:= F1.0.0•S+ F2.1.0•S+ F3.2.0•S+ F4.3.0•S+ F5.4.0•S+ F6.5.0•S
Moments- Mb := 0
LRFD Ma4, := Flo•0.0•S+ F20-1.0.S+ F34,•2.0•S+ F44,•3.0•S+ F5cp•4.0•S+ F64,•5.0•S
Moments- Mb4, := 0
For Screws-ASD For Anchors-LRFD
Weight of Rack and 67%of LL-
W1:= N•[(0.6 -0.14.SD5)•Wd + 0.67•Wi] = 577.11lb W14, := N•[(0.9-0.2•SD5)•Wd + 0.67•Wd =615.491b
Overturning Rack and 67%of LL-
M1:= Ma+ Mb =724.97ft.lb M14 := Ma4 + Mb4 = 2071.33ft•lb
Seismic Rack and 67%of LL Tension&Shear-
1
(M i 1 W 1 (M W
T1.= • - =36.961b T14 := • i� -i� =363.96 lb
2 \ d 2 ) 2 \ d 2
V1 =98.86 lb V14, = 282.45 lb
Weight of Rack and 100%Top Shelf-
W2 :_ (0.6-0.14•SDs)•Wd•N + W1= 199.61lb W24, := (0.9-0.2•SD5)•Wd-N + W1= 237.991b
Overturning Rack and 100%Top Shelf-
M2 := Vtd•II,+ Fi•htcp =348.22ft•lb M24 := Vtd4•hc+ Fid,•htop =994.93ft•lb
Seismic Rack and 100%of LL Tension S.Shear-
M2 w2 I 1 M2. W2.43.1
T2 := 1 •
2 ( d - 2 J=37.151b T�4, := • - -
189.231b
2 d 2 J=
V2 =41.62 lb V24, = 118.93 lb
Force on Column Screws&Anchors:
Tension Single - Ts„ := max(T1,12,0•Ib) =37.15 lb Tsmax4, := max(T14,T24,0.1b) =363.961b
Shear Singe- Vsmax:= max4 , 4 J= 24.711b Vsmax� := max V4, V4 =70.611b
Tension Double- Tdmax= 2•Tsmax =74.31lb Tdmax4:= 2•Tsmax4=728 lb
Shear Double- Vdmax:= 2•Vsmax=49.43 lb Vdmax4:= 2•Vsmax4 = 141.23 lb
8
'1 EC LI PSE THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Tension(Uplift) Force Yield Stress of
at Corner. T:= 50 Ib Angle Steel: Fyp 36•ksi
Thickness of Angle: to:= 0.075•in 14 ga Foot Plate
Width of Angle Leg: ba:= 1.25.in Length of Angle La:= 1.375•in
Section:
Distance out to L:= 0.75•in Section Modulus ba•ta2
Tension Force: of Angle Leg: Se :_ =0.0012•in3
6
Design Moment Bending Stress M
on Angle: M := T•L=3.125 ft•Ib on Angle: fb := S =32•ksi
Se
Allowable Bending F 0.90•F 32.4•ksi Ratio of fb =0.988 MUST BE LESS THAN 1.00
Stress: b vp= Allowable Loads: Fb
Ultimate Tensile F 65•ksi Gross Area of Age:= ba•ta=0.0938•in2
Strength of Clip: up the Gip:
Effective Net
Area of the Gip: Ape Age—Eta•(0.375•in)] =0.0656•in2
Limiting Tensile Strength of Clip: Tcmaxc := min[(0.90•Fyp•Age),(0.75 Fee•AeC)] =3037.5lb
if(T ,, >Tgmax "Checks Okay","k4;-6;;;—c1") —•"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)- t1 := 3.00 Stu := 2.35
Specified Tensile Stress of Clip S Post,Respectively- Fu1:= 51ksi Fut:= 51ksi
Diameter of Screw- dss:= 0.25in
14 GA Clip Thickness- tS1:= 0.075in
14 GA Post Thickness- to:= 0.075in
Nominal BearingStrength-
Single Screw-ASD Double Screw-ASD
('
4.2•Fu2•Jdes.ts2311
(AISI C-E4.3-3) Pns:= min 2.7 F1•dss•ts1 Pnd 2•Pus =4399.6 Ib
2.7•Fey dee•ts2 ))
Pns =2199.79 lb
Allowable Bearing Strength- Pas:= Pns = 733.3 lb Pad:= Pnd = 1466.5 lb
Rs Rs
9
•
tl EC LI PS E THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
SCREW CONNECTION CAPACITIES (1/4"4) SCREW IN 14 GA STEEL):
Note:Values obtained from'Scafco'labels using an C)=3.00
Single Screw-ASD Double Screw-ASD
Allowable Tensions,Pullout- Tsst := 227lb Tsdt 2.Tsst=454 lb
Allowable Tensions,Pullover- Tssv:= 656lb Tsdv 2.Tssv= 1312 lb
Allowable Shear- Vss:= 6001b Vsd:= 2•Vss= 1200lb
The allowable shear values for(1)1/4"dia.screw exceeds the allowable bearing strength of Ref Attached'Scafco'Table
the connection. Therefore,bearing strength governs for screw connection capacity. for V 8 T Values
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Single Anchor-LRFD Double Anchor-LRFD Ref Attached'HILTI'
PROFIS calcs for V ST
Allowable Tension Force- Tas:= 1051.1b Tad:= 1993.Ib Values
Allowable Shear Force- Vas:= 1466.Ib Vad:= 1938-lb
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Screw-ASD Double Screw-ASD
Allowable Tension Force- Tasl:= min(Vss,Pas) =6001b Tas2:= min(Vsd,Pad) = 12001b
Allowable Shear Force- Vasi Tssv=656 lb Vas2 Tsdv= 1312lb
USE: HILTI KB-TZ ANCHOR (or equivalent)-318"x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114"dia.
screw to fasten base to 14 GA shelf member.
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 3/8"4 x 2" embed installed per the requirements of Hilti C 3
Combined Loading IIsmax4, Vsmax�
+ =0.18 <1.00 OKAY
(Single Anchor)-
�._.Ta _1. .._ _1,,,,,, )__ _ .M..:
Ou V Tsmax 1 Tension Pullout Vsmax
Combined Loading • " + 0.71 =0.06 <1.00 OKAY ---•-.7 i <1.00 OKAY
(Single Screw)- 1.10•its' Vass Tas1 ) (Single Screw)-
Combined Loading (Tamar 1(+
-vdmax i
T �
(Double Anchor)- 0.20 <1.00 OKAY
Combined Loading flu' Vdmax + 0.71.—Tdmax) Tension Pullout Vd
=0.06 <1.00 OKAY tnaz 0.11 ±
(Double Screw)- - <1.00 OKAY
(Double Screw)- 1.10.0 Vas2 Tas2 ) Tsdr
10
Via' EC LI PS E THE WALKING COMPANY 4/6/2016
•
ENG INE E R II N G PORTLAND,OR Rolf Armstrong,PE
STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension(Uplift) Force on each side- T := 2•Tsmax =74.311b
Connection from Shelf to Carriage=114"diameter bolt through 14 ga.steel:
Capacity of#12 screw(smaller than 114"diam.bolt)in 16 ga.
steel(thinner than 14 ga.posts and clips)- Z,:= 349.1b
1/4""(2)' Bolts are Adequate"
,"No Good ="(2) de-- e_"_t� — 1/4" Bolts are Adequate
Use 3/16"Diameter anti-tip device for connection of carriage to track
Yield Stress of Angle Steel- FY:= 36•ksi
Thickness of Anti-tip Head- to:= 0.090.in
Width of Anti-tip Rod+Radius- br:= 0.25•in
Width of Anti-tip Head- ba:= 0.490•in
Width of Anti-tip Flange- La:= ba 2 br La=0.12-in
Tension Force per Flange leg- T1:= 0.5.T TI=37.151b
Ti-La
Bending Moment on Leg- M1:= M1=0.19•ft•Ib
2
ba•ta2
Section Modulus of Leg- SI:= SI=0.001-in3
6
M1
Bending Stress on Leg- fb := fb =3.37-ksi
Ratio of Allowable Loads- fb 0.12 MUST BE LESS THAN 1.0
0.75•Fy
Width of Anti-Tip track- L:= 5.1.in
TticknessofAluminumTrack(averagethickness)- tt:= 0.33•in
Spacing of Bolts- L t 2 Stn:= 22.5•in
Section Modulus of Track- St:= t St=0.0926•in3
6
I.Stb
Design Moment on Track- M:= M = 17.42ft•lb
for continuous track section 8
Bending Stress on Track- fb := S fb =2.26•ksi
t
Allowable Stress of Aluminum- Fb := 21-ksi
Ratio of Allowable Loads- fb 0.11 MUST BE LESS THAN 1.0
Fb
Ratio of Allowable Loads (Single Anchor)- 2•Tsmao
for continuous track section =0.69 MUST BE LESS THAN 1.0
Tas
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
11
ECLI PS E THE WALKING COMPANY 4/6/2016
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Connection from Steel Racks to Wall
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr= 20ft
Height of Rack Attachments- zb := z+ ht zb = 10 ft
(At Top for fixed racks connected to walls)
0.4•ap•SDS
Seismic Base Shear Factor- Vt:= 1 + 2•— Vt=0.361
Rp hr)
Ip
Shear Factor Boundaries- Vtmin 0.3•Sps•Ip Vtmin =0.217
Vtmax:= 1.6•Sm.Ip Vtmax= 1.155
Seismic Coefficient- Vt:= min(max(Vtmin,Vt),Vtmax) Vt=0.361
Number of Shelves- N =6
Weight per Shelf- == 125 lb
Total Weight on Rack- WT:= 4.(Pd + 0.67.P1) WT=652.04 lb
0.7.Vt.WT
Seismic Force at top and bottom- T„:= T„=82.38 lb
2
Connection at Top:
Standard Stud Spacing- Sstud 16-in
Width of Rack- w=4ft
" w
Number of Connection Points- Nc:= maxr2, floor —1 j Ne=3
on each rack L ` \Sstud AAJ
T
Force on each connection point- Fe:= - Fe= 27.46 lb
Ne
Capacity per inch of embedment- Ws:= 135.Ib
in
F
Required Embedment- ds:= o ds=0.203•in
Ws
For Steel Studs:
Pullout Capacity in 20 ga studs(per Scafco)- T20:= 84 Ib ForScrew-
per SScacafco
F
Ratio of Allowable Loads- =0.33 MUST BE LESS THAN 1.0
T20
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
12
4/4/2016 Design Maps Summary Report
ass Design Maps Summary Report
User-Specified Input
• Report Title 16-04-117
Mon April 4,2016 19:10:39 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS Hazard data available in 2008)
Site Coordinates 45.44992°N, 122.78547°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
,,h,,-,4-**----..„,,,,..."-----
ortand. . � � Gre
v t
"£ h kMs Y
0.
v
..*".7,,,,:p'',* � Pe ' St'
tA '.4'%).,,,,` Y,*",,,- '.,':',7.,,,e. L "
_.„,‘„,,I'4'*-4\I•',P
oilti . A' ,
-"'44,4,:"c, a4: �ti e ° , 771^ '
+ ,,,,i',,,,, * -:', ° ' n t ya
MI'.£
i � +rs
-,„ .:tt;1..-,j,,r- Ill'.,,, . , f,•: • 0 r• t, .•,:,, , ,i ," 0 -.. • .
s
USGS-Provided Output
SS = 0.976 g SMS = 1.083 g Sps = 0.722 g
S1 = 0.425 g SM1 = 0.669 g SD1 = 0.446 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
- deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.99
1.10 0.80
0.99 0.72
0.99 0.64
0.77 0.56
Ot 0.66 TT 0.48
v v
11 0.55 i y 0.40
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.09
0.00 0.00
0.00 0.20 0.40 0.60 0.90 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 1.80 2.00
Period. T(sec) Period. T(sec)
For PGA,, TL, CRS, and CR1 values, please view the detailed report.
-http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sum mary.php?tem plate=mini mal&latitude=45.4499198dongitude=-122.785465&siteclass=3&riskcategory=Q.. 1/2
General Product Information
Consulting Engineers
Thickness - Steel Components We . ' * -
i.
Steel Thickness Table
Designation l nit ,,*�1 , _�tn yyt ,,1 4 1304 ,.Fii '•'ft atWolds Flare Groove Welds
Thickness(mil),Thi I, ,.� _ : � ! , ::i (O ParaUle1 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 0.0451 33 45 601 864 544 663
D20 0.0179 0.0188 0.0844 20-Drywall 54 0.0566 50 65 1188 1566 985 1202
30EQD 0.0223 0.0235 0.0820 20-Drywall 68 0.0713 50 65 1562 1972 1241 1514
30 0.0296 0.0312 0.0781 20-Drywall 97 0.1017 50 65 1269 1269 - -
33EQS 0.0280 0.0295 0.0790 20-Structural 118 0.1242 50 65 1550 1550 - .*33 0.0329 0.0346 0.0764 20-Structural 127 0.1337 50 65 1668 1668 -*
43EQS 0.0380 0.0400 0.0712 18 Table Notes
43 0.0428 0.0451 0.0712 18 1. Capacities based on AISI 5100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds.
2. When connecting materials of different steel thicknesses or tensile strengths,use the values that
54 0.0538 0.0566 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 4. Weld capacities are based on either 3/3:"or V5'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
Table Notes 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 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 V.-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)
{, '' 4 y1;-'2::1----:
a w :;' I 7 ''..0 v'fW #1 Screw UV Screw
a
,, '- 4 , .> �r1 �_ , ;, k -...!,144110.4r, Tension Shear Tension
r gym. �. -��,.., .., �, .��.�."�,� >.�:�,‘„,,-,.,1;‘,,,. �..� ,`
18 33 45 60w 33 66 39 71 46 76 52 81 60
27 33 45 111 50 122 59 131 69 139 78 150 90
D20 57 65 87 48 95 57 102 66 109 75 117 87
30EQD 57 65 122 60 133 71 143 82 152 94 164 108
30 33 45 129 55 141 65 151 76 161 86 174 100
33EQS 57 65 171 75 187 89 201 103 214 117 231 136 -
33 33 45 151 61 164 72 177 84 188 95 203 110
43EQS 57 65 270 102 295 121 317 140 338 159 364 184
43 33 45 224 79 244 94 263 109 280 124 302 144
54 50 65 455 144 496 171 534 198 570 225 613 261
68 50 65 576 181 684 215 755 250 805 284 866 328
97 50 65 821 259 976 307 1130 356 1285 405 1476 468
118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572
127 50 65 1079 340 1283 404 1486 468 1689 532 !, 1955 616 j
Table Notes
1. Capacities based on AISI S100-07 Section E4.See table on page 5 for design thicknesses. 6. Tension capacity Is based on the lesser of pullout capacity In sheet closest to screw tip,or pullover
2. When connecting materials of different steel thicknesses or tensile strengths,use the lowest values. capacity for sheet closest to screw head(based on head diameter shown).Note that for all tension-
Tabulated values assume two sheets of equal thickness are connected. values shown in this table,pullover values have been reduced by 50 percent assuming eccentrically
3. Capacities are based on Allowable Strength Design(ASD)and include safety factor of 3.0. loaded connections that produce a non-uniform pull-over force on the fastener.
4. Where multiple fasteners are used,screws are assumed to have a center-to-center spacing of at 7. Higher values,especially for screw strength,may be obtained by specifying screws from a specific
least 3 times the nominal diameter(d) manufacturer.See manufacturer's data for specific allowable values and installation instructions.
5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the
nominal diameter(d)of the screw.
Load Paths
All product load capacities are calculated per North American
Specification for the Design of Cold Formed Steel Structural
Members. The 2007 edition (here after referred to as simply -"
"NASPEC"). Illustrations of load instructions are amongst their , ..,,; .,,,,,-,;q • -
relative product load tables located throughout this catalog. ''''401. A,`... ,' + 'q:`
Figure to the right demonstrates different types of load ',",0 �*t " "'
directions mentioned in this catalog. � rF ";
O F1 = Out-of-plane lateral load , , , -:
1
• F2 = In-Plane lateral load _
• F3 = Direct vertical and uplift load
t;, .",
SCAFCO.
'_ a :',0 A r,' s. ;•is y - --._ 47, stew:sr...r�mvany
Eclipse Engineering, Inc. 09/22/2014
Consulting Engineers , MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING, INC. Page: 1
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
Specifiers comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) i ;'
w ttt lc,
Effective embedment depth: hef,act=2.000 in.,hnom=2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 15/1/2015
Proof: design method ACI 318-11 /Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,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
tot8
o
6
O
-\---- '
. ..
w
C
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. ii 09/22/2014
MT
Consulting Engineers MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING, INC. Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity pN/pv[%] Status
Tension Pullout Strength 300 1107 28/- OK
Shear Steel Strength 200 1466 -/14 OK
Loading Pv Utilization F'N.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. 09/22/2014
Consulting Engineers s,a MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING, INC. Page: 1
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2)
Effective embedment depth: hef act=2.000 in.,hnom=2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 15/1/2015
Proof: design method ACI 318-11 /Mech.
Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in.
Anchor plate: Ix x lY x t=3.000 in.x 6.500 in.x 0.074 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fb'=2500 psi;h=4.000 in.
Installation: hammer drilled hole,installation condition:dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.lb]
Z
A
wI
g
o
55
5
27,5*
o
6,s
A.
zt
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 Hilt AG,Schaan
Eclipse Engineering, Inc. 09/22/2014
Consulting Engineers , , MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING, INC. Page: 2
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity PN/131/[%] Status
Tension Pullout Strength 150 1107 14/- OK
Shear Concrete edge failure in direction x+ 200 1966 -/11 OK
Loading PN j31/ c Utilization PN,v[%] Status
Combined tension and shear loads 0.140 0.102 5/3 6 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
TENSION LOAD & CAPACITY SHOWN ARE "PER
ANCHOR" VALUES. SHEAR LOAD & CAPACITY
SHOWN ARE "PER ANCHOR PAIR" VALUES.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc. 0912212014
Consulting Engineers 1411111.21119MLG
www.hilti.us _ Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING, INC. Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)318(2 1/2) W4 a
Effective embedment depth: h
P et,act= 1.860 In.,hnom=2.500 In.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/2012 1 12/1/2013
Proof: design method ACI 318-11 /Mech.
Stand-off installation: -(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
g�
6
3o
(7. 64,
o
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. 09122/2014
MI
Consulting Engineers =i3 MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING, INC. Page: 2
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity pN/pv[%] Status
Tension Concrete Breakout Strength 300 1051 29/- OK
Shear Pryout Strength 200 1509 -/14 OK
Loading PN PV c 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. 09/22/2014
Consulting Engineers IM,L:11"11 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:
Specifiers comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) �` '
1.1111,
Effective embedment depth: hef,act=1.860 in.,hnom=2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/2012 112/1/2013
Proof: design method ACI 318-11 /Mech.
Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in.
Anchor plate: 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,f,'=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
§t
S$
7rs` y__
o
.1
7.4�
I
z-rte
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. 09/22/2014
Consulting Engineers 11141LIT , MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING Page: 2
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity pN/pv[%] Status
Tension Concrete Breakout Strength 300 1993 16/- OK
Shear Concrete edge failure in direction x+ 200 1938 -/11 OK
Loading PN PV Utilization ow/[%] 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