Specifications 6,(P,2-0/7 - 000
ECLIPSEE IE `E •
NGINEERING . CO
ENGINEERING
RECEFVF
JAN 31 201'
Structural Calculations CITY 01‘TIG=
BUILDING DIvISION
Steel Storage Racks
By Pipp Mobile Storage Systems, Inc.
PIPP PO #23973 SO #58683
Victoria's Secret #417
Washington Square
9685 SW Washington Square Road - Space #B-1O
Portland, Oregon 97223 JAN 2 4 2017
Pep ROFESS
£5 ��GSN "P '�
8888
ON
s
2fC4s
'O7: 19, Q„
y04AS S.130°4*
Prepared For:
Pipp Mobile Storage Systems, Inc. (Expiration Date DEC 3 11 2017
2966 Wilson Drive NW
Walker, MI 49544
Please note: The calculations contained within justify the seismic resistance of the shelving racks,the fixed
and mobile base supports, and the connection to the existing partition walls for both lateral and overturning
forces as required by the 2014 Oregon Structural Specialty Code. These storage racks are not accessible
to the general public.
MISSOULA COLUMBIA FALLS SPOKANE BEND
113 West Main,Sale B,Missoula,MT 58002 729 Nucleus Ave,Sade D.Columbia Fab,MT 59912 421 West PovetadeAve,Sake 421 Sadao*,WA99201 3785W BM Drhe,Sake 8,Bend,OR 87702
Phone:(408)721-5733•Fax:(406)721-4888 Wane:(408)892-2301•Fax:408892-2338 Phone:(509)921-7731-Fax(509)921.5704 Phone:(541)389-9859-Fax(541)312-8708
...
'''',5 E( LI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC &ASCE 7-10 - 13.3.1 & 15.5.3.4
Design Vertical Steel Posts at Each Corner - Shelving Dimensions:
Are Shelving Units set as Single Depth(1)or Back to Back(2)? N 2
Nu
Total Height of Shelving Unit- ht:= 10.00.ft plf:= lb.ft— 1
Width of Shelving Unit- w:= 3.50.ft psf:= lb.ft—2
Depth of Shelving Unit- d:= Nu.(2.00•ft)=4ft pcf:= Ib.ft 3
Number of Shelves- N:= 13 kips:= 1000.1b
Vertical Shelf Spacing- S:= 10.00•in ksi:= kips.in 2
_ Shelving Loads - Maximum Live Load on each shelf is 35 lbs:
Weight Load in Design Live Dead Load
per shelf- psf- Load on Shelf- on Shelf-
Wtj:= Nu•(35 Ib) = 701b LL.•— IN = 5•psf LL:= •LLi= 5•psf DL:= 2.50 psf
w•d
Section Properties of Double Rivet 14 Gauge Steel 'L' Post :
Modulus of Elasticity of Steel- E:= 29000.ksi Steel Yield Stress- Fy:= 33•ksi
Physical Dimensions of L Post: Density of Steel- psteel:= 490.pcf
L Post Width-out-to-out- b1:= 1.500.in L Post Depth-out-to-out- d1:= 1.500.in
Radius at Corners- Re:= 0.188•in Post Thickness(14 Gauge)- t:= 0.0750.in
L Post Width-End-to-IF- L Post Depth-End-to-IF-
bi,:= b1—t= 1.425.in dig:= d1—t= 1.425.in
Radius of Gyration in x and y- rX:= 0.5390.in ry:= 0.5390.in
Section Modulus in and y- SX:= 0.0396.in3 Sy:= 0.0396.in3
Moment of Inertia in x and y- IX:= 0.0406.in4 ly:= 0.0406.in4
Full&Reduced Cross Sectional Area's- AO:= 0.225.in2
Apr:= 0.138.in2
Length of Unbraced Post- L,:= S= 10.00•in Ly:= S= 10.00•in Lt:= S= 10.00•in
Effective Length Factor- KX:= 1.7 Ky•— 1.7 Kt:= 1.7
Weight of Post- Vertical DL on Post- Vertical LL on Post-
Wp:= psteel•Aprht= 7.66 Ib Pd:= DI.-w•d•N + WP = 64.53 Ib P1:=LL w•d•N — 113.75 lb
4•Nu 4•Nu
Total Vertical Load on Post- Pp:= Pd + P1= 178.28 lb
1
'40 ESC LI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Floor Load Calculations :
Weight of Mobile Carriage: Wp:= 40.1b Total Load on Each Unit: W:= N„.4•Pp+ W,= 1466.251b
W
Area of Each Shelf Unit A„:= w•(d+ 6 in) = 15.75ft2 Floor Load under Shelf: PSF:= =93 psf
NOTE:SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure:
Buildings Risk Category- BRC:= 2 Importance Factor-
Determine Ss and S1 from maps- SS = 0 977 Sl = 0.4R5
Determine the Site Class- SSC:_ "D"
Determine Fa and F, - Fa= 1.109 F„= 1.575
Determine Sps and Sin_ SDs 2 (F S)=0 722 Sol = (F�Si) 01146
3 3
Seismic Deisgn Category- SDC- "D"
Structural System-Section ASCE-7 Sections 13.3.1&15.5.3.4.:
4.Steel Storage Racks R:= 4.0 Ila:= 2 Cd:= 3.5
Rp:= R ap:= 2.5 IP 1. 0
Total Vertical DL WP Total Vertical LL
Load on Shelf- Wd DL•w d+ N„ 4 N =401b Load on Shelf- W1 LL•w•d= 701b
Seismic Analysis Procedure per ASCE-7 Sections 13.3.1&15.5.3.4:
For
Average ht- h := 20.0.ft Height of Rack Attachment- z:= 0.ft Grow dfl
g g r — Ground floor)
0.4•ap•Sps / z
Seismic Base Shear Factor- Vt:= • 1 + 2.— I=0.181
Rp hr)
Ip
Shear Factor Boundaries- Vtmin:= 0.3•Sps•IP= 0.217 Vtmax:= 1.6•Sips-Ip= 1.156
Seismic Coefficient- Vt min(max(Vtmin Vt) Vtmax)=0,217
Overstrength Factor- S2:= 2.0 NOTE:By ASCE 7-10 Section 13.3.1,0 does not
apply for vertically cantilevered arcltitectural systems.
2
ECLI PS E VICTORIA'S SECRET#417 1123/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Seismic Loads Continued : ASD LRFD
For ASD,Shear may be reduced- Vp:= 0.7-Vt= 0.152 Vpd,:= Vt= 0.217
Seismic DL Base Shear- Vtd:= Vp•Wd-N = 78.321b Vtd4:= Vp4•Wd N = 111.891b
DL Force per Shelf: Fd:= Vp•Wd = 6.02 lb Fd4,:= Vp4-Wd =8.611b
Seismic LL Base Shear- V11:= Vp•W1.N = 138.061b V114:= Vp4•W1.N = 197.23lb
LL Force per Shelf: F1:= Vp•W1= 10.621b F14,:= Vp4)•W1= 15.171b
0.67*LL Force per Shelf: F1.fi7:= 0.67-Vp•W1= 7.12 lb F1674,:= 0.67.Vp4-W1= 10.16 lb
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions-Condition#1:Each Shelf Loaded to 67%of Live Weight:
Cumulative Heights of Shelves-
H1:= 0.0•S+ 1.0.S+ 2.0.S+ 3.0.5+ 4.0-S+ 5.0.S+ 6.0.5+ 7.0.S+ 8.0.S+ 9.0.S
H2:= 10.0•S+ 11.0•S+ 12.0-S H:= H1+ H2 = 65.00ft
Total Moment at Shelf Base- Mt:= H.Wd + H.0.67.W1= 5629.75ft-lb
Total Base Shear- V1:= Vtd+ 0.67.Vfi= 170.83 lb V14,:= Vtd,+ 0.67•V114,= 244.041b
Vertical Distribution Factors for Each Shelf-
Wd.0.0.S+ 0.67.0.0.S Wd-1.0.S+ W1•0.67.1.0.S
C1:= =0.000 C2:= = 0.013
Mt Mt
F1:= C1•(V1) = 0.00 F14:= C1•(V14) = 0.00 F2:= C2•(V1) = 2.19 lb F24,:= C2.(V14) = 3.13 lb
Wd.2.0.S+ WI.0.67.2.0.S Wd.3.0.S+ 0.67.3.0.S
C3:= = 0.026 C4:= = 0.038
Mt Mt
F3:= C3.(V1)=4.381b F34:= C3.(Vick) = 6.26lb F4:= C4.(V1) = 6.571b F44,:= C4.(V3.0) =9.391b
Wd.4.0•S+ W1•0.67.4.0.S Wd•5.0.S+ W1.0.67.5.0.S
C5:= =0.051 C6:= = 0.064
Mt Mt
F5:= C5.(Vi.)= 8.761b F54:= C5.(V14)= 12.511b F6:= C6-(V1) = 10.951b F64:= C6-(V14) = 15.641b
Wd.6.0-S+ W1 0.67.6.0.SWd•7.0.S+ W1 0.67.7.0•S
C7:= = 0.077 C8:= =0.090
Mt Mt
F7:= C7.(V1) = 13.14lb F74,:= C7.(V14) = 18.771b F8:= C8.(V1)= 15.331b F84,:= C8•(V14) = 21.901b
3
EC LI PS E VICTORIA'S SECRET#417 1123/2017
C
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Wd•8.O•S+ Wi•0.67.8.0.S Wd•9.0.S+ W1•0.67.9.O•S
C9:— =0.103 C10:= M = 0.115
Mt t
F9:= C9•(V1)= 17.521b F9d,:= C9•(V1d,) = 25.O3lb Flo:= Cur(VI) = 19.71 lb F10,43,:= C10•(V1d,) = 28.161b
Wd.10.0.S+ WI.0.67.10.0.S Wd•11.0.S+ Wi•0.67.11.0.S
C11:= Mt = 0.128 C12:= M = 0.141
t
F11:= C11•(V1)= 21.90 lb Filo:= C11•(V1 )= 31.291b F12:= C1.2.(Vi) = 24.09 lb F120,:= C12.(V1d)) =34.421b
Wd•12.0•S+ WI.0.67.12.0.S
C13:= = 0.154
Mt
F13:= C13-(Vi) = 26.28 lb F13,4):= C13•(V1d,) =37.54lb
C1+ C2 + C3+ C4+ C5+ C6+ C7+ C8 + C9+ C10+ C11+ C12+ C13= 1 Coefficients Should total 1.0
Force Distribution Continued :
Concition#2:Top Shelf Only Loaded to 100%of Live Weight
Total Moment at Base of Shelf- Mta:= H•Wd+ (N — 1)•S.Wi= 3281 ft.lb
Total Base Shear- V2:= Vtd+ F1= 891b V24,:= Vtdd,+ Fid,= 127 lb
Wd•0.O.S+ 0.WI.0.0•S Wd•1.O•S+ 0 Wi 1.0•S
Cla• Mta —0 C2a:= Mta 0.01
to
Fla:= C1a•(V2)= 0 Flag,:= Cla•(V20) =0 F2a:= C2a*(V2) = 0.9 lb F2ad,:= C2a'(V24,) = 1.3 lb
Cla+ C2a+ C3a+ C4a+ C5a+ C6a+ C7a+ C8a+ C9a+ Cloa+ Clla+ C12a+ C13a= 1 Coefficients
Should total 1.0
Condition #1 Controls for Total Base Shear
By Inspection,Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in 1 S Bending StressMs
Short Direction: Ms: N 4. 2•max(V1,V2) = 8.90ft.lb on Column- fbx S =2.7•ksi
u x
Allowable Ratio of Allowable/ fbx 4 MUST BE LESS
Bending Stress- Fb 0.6•Fy= 19.8•ksi Ultimate Stress- =0.14 yr THAN 1.0
Fb<
Bending at the Base of Each Column is Adequate
4
._ ''''',1 EC LI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations.
V6,1:= Vl— F1= 171 lb Vol:= Vol — F2= 169 lb Vo3:= Vo2 — F3 = 164 lb
Villa:= V2 — Fia=89 lb Vola Vola— F2a=881b Vo3a Vola— F3a=861b
E
1 max(Vol,Voia�.S3 - S 1 max(Vo2,Vo2a�•S3
01:= = 1.5113x 10 — = 6616.73 L := = 0.001.in
N„•4 12•E.I, At Nu.4 12.E.IX
J
As:= 0.05•ht=6•in
Ot:= Al+ 6'2+ 03 + 04+ 05+ 06 + 07+ 08 + 09 + 010+ All+ 012+ 013=0.0126.in
7l#i G1t<A "Deflection is Adequate"; "No Good")= "Deflection is Adequate"
Note:The deflection shall not exceed 5%Ht,so shelving deflection is adequate.
Moment at Rivet Connection:
Shearon Ms dr2.7r
each rivet- dr:= 0.25•in Vr:- 1.5. 71.181b Ar:— =0.0491.in2
1.5 in 4
Steel Stress Vr Ultimate Stress on Rivet Omega Factor
on Rivet- f := A = 1.45•ksi (SAE C1006 Steel) Fur = 47.9ksi (ASD)- lir:= 2.0
r
Allowable Stress 0.4•Fur Ratio of Allowable I f1,
on Rivet- Fvr:_ = 9.58•ksi Ultimate Stress- —' 0.15 MUST BE LESS THAN 1.0
9r Fir
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Seismic Uplift on Shelves :
Seismic Vertical Ev:= 0.2.Sps•(DL+ LL)•w•d= 15.171b Vertical Dead D:= (DL+ LL)•w•d= 105.00 lb
Component: Load of Shelli
Note:since the shelf LL is used to generate the seismic uplift force,it may also be used to calculate the net
uplift load. For an empty shelf,only the DL would be used,but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf: FU:= Ev— 0.6•D F„ _—47.831b
Note: This uplift load is for the full shelf. Each shelf will be connected at each corner.
Number of Shelf 4 Uplift Force F Fu F 11.961b
Connections: = per Corner: �, N uc =—
c
NOTE:Since the uplift force is negative,a mechanical connection is not required.
5
-'t.:4 EC LI PS E VICTORIA'S SECRET#417 1/23/2017
E N G I N E E R I N G PORTLAND,OR Rolf Armstrong,PE
Find Allowable Axial Load for Column :
Allowable Budding Stresses-
_ Tr2•E
6ex'— 2 hex= 287.72•ksi
/KX LX I
rx )
Distance from Shear Center t•d1s2.bic2
to CL of Web via X-axis e0 ec
4 = 1.9043•in
Ix
Distance From CL Web to x,:= 0.649•in— 0.5.t x,= 0.6115•in
Centroid-
Distance From Shear Center xo:= x0+ e, xo= 2.5158.in
to Centroid-
Polar Radius of Gyration- ro:=Jrx2 + ry2+ xo2 ro= 2.6287•in
Torsion Constant- J:= 3—1-(2-bi•t3 + di.t3) J= 0.00063•in4
t•b13•d2 (3•b1-t+ 2•di.t) 6
Warping Constant- CW:_ CW= 0.0339•in
12 6•b1-t+ drt ) .
Shear Modulus- G:= 11300-ksi
�2.E.C 1
6t:= 1 • G•J+ 6t=42.706•ksi
Apr rot (Kt 14—
(x0
2
p•— 1 — p=0.0841
r0 )
Fet 21p•[(6ex+ at) —1(aex+ at)
- 4•p.aeX•a Fet= 37.5452-ksi
Elastic Flexural Buckling Stress- Fe:= if(Fet< 6ex, Fet,hex) Fe = 37.5452-ksi
Allowable Compressive Stress- F„:= if Fe >
2 Fy, Fy• 1 — Fy 1, Ft1 F, = 25.7487 ksi
4-Fe J
Factor of Safety for Axial Comp.- 120:= 1.92
6
ECLI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Find Effective Area -
Determine the Effective Width of Flange-
Flat width of Flange- wf:= b1— 0.5.t wf= 1.4625•in
Flange Plate Buckling Coefficient- kf:= 0.43
Flange Slenderness Factor- 1.052 wr Fn
g �f = t E Xf= 0.9322
• 0.221 1
Pf:= 1 — pf= 0.8196
\ Xf ) Xf
Effective Flange Width- be:= if(Xf> 0.673, pr Wf,vi/f) be= 1.1986.in
Determine Effective Width of Web:
Flat width of Web- ww:= d1— t ww= 1.425.in
Web Plate Buckling Coefficient- kw:= 0.43
Web Slenderness Factor- �` 1.052 ww Fn
w = t E Xw= 0.9083
0.221 1
Pw:= 1 — f• pw= 0.8343
• Xw J Xw
Effective Web Width- he:= if(Xw>0.673, pw•ww,ww) he= 1.1889•in
Effective Column Area- t•(he + be) Ae 0.1791•int
Ae�= =Nominal Column Capacity- Pn Ae•Fn P =4611 lb
P
n
Allowable Column Capacity- re:= S2 Pa=2401 lb
0
Check Combined
Stresses - rr2•E.lx
Pcrx Pcrx=40209.251b
�Kr-LO2
Per Pcrx Pcr=40209.25 lb
r110.Pp I
Magnification Factor- a:— 1 — )=0.991 Cm:= 0.85
\ Per
Combined Stress: a + Fm`fbx =0.19 MUST BE LESS THAN 1.0
a b
Final 14 GA.'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS
Design:
NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative
7
ECLI PS E VICTORIA'S SECRET#417 1123/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- ht= 10ft Width of Shelving Unit- w= 3.5ft
Depth of Shelving Unit- d=4ft WORST CASE
Number of Shelves- N = 13 Vertical Shelf Spacing- S= 10.in
Height to Top Shelf = Height to Shelf he - (N + 1)•S= 5.8333ft
h
Center of G- top:= ht 10ft Center of G- 2
From Vertical Distribution of Seismic Force previously calculated-Controlling Load Cases:
ASD Ma:= F1.0.0-S+ F2.1.0.S+ F3.2.0.S+ F4.3.0.S+ F5.4.0.S+ F6•5.0.S+ F7.6.0•S
Moments- Mb:= F9.7.0-S+ F9.8.0.S+ F10.9.0.S+ F11.10.0-S+ F12.11.0 S+ F13•12.0-S
LRFD Mao:= F1o•0.0-S+ F24,•1.0•S+ F34)•2.0•S+ F44).3.0.S+ F5o•4.0.S+ F64,•5.0•S+ F74,•6.0.S
Moments- Mk):= F90•7.0.S+ F94).8.0.S+ 9.0.S+ F11 10.0.S+ F124,•11.0•S+ Flak-12.0.S
For Screws-ASD For Anchors-LRFD
Weight of Rack and 67%of LL-
W1:= N.(0.6- 0.14.Sos)•(Wd + 0.67.WI) =561.691b W14,:= N.(0.9- 0.2•SDs).(Wd + 0.67•W1) =850.661b
Overturning of LLRack M M + M 1186.29ft•lb M M + M 1694.69 ft•lb
and 67%of LL- 1'= a b= 1� a� b�
Seismic Rack and 67% "M W 1 "M1 Wl
of LL Tension&Shear- Tl 2• dl -2 1= 7.86 lb T1�:= 2• d� - 2� _-0.831b
V1= 170.83 lb Vld, = 244.04 lb
Weight of Rack and 100%Top Shelf-
W2:_ (0.6- 0.14.SDs). Wd.N+ W1)= 292.451b W24):= (0.9- 0.2.SDs)-(Wd•N + W1)=442.921b
Overturning Rack and M2 Vtd h + F h 563. V h + F h 804.41 ftIb
100%Top Shelf- c 1. top = 09ftIb Map td�• c Flo). top =
W
Seismic Rack and 100% T2:= 1 /• d2 - 221=-2.73 lb Tat,.= 1•`Md - 2)=-10.181b
of LL Tension&Shear-
V2 =88.941b V24, = 127.061b
Force on Column Screws&Anchors:
Tension Single - Lam:= max/ 4 , 4 ,0.lb1=42.71 lb Tomo:= max(Tld„T24,,0-lb)= 0.00 lb
)
Shear Singe- V max(T T ,0•th) = 7.861b V max/-, V2�1=61.011b
smax 1 2 smax� 4 4 )
Tension Double- Tdmax:= 2-Tsai,= 85.41 lb Tdmao 2•Tsmax�=Olb
Shear Double- Vdmax:= 2•Vsmax= 15.731b Vdmax4, 2•Vsmax4)= 122.021b
8
E+ LI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Tension(Uplift)Force Yield Stress of
at Corner: T:= 50.lb Angle S{eel: Fyp•= 36•ksi
Thickness of Angle: to:= 0.075.in 14 ga Foot Plate
Width of Angle Leg: ba:= 1.25.in Length of Angle La:= 1.375.in
Section:
Distance out to L:= 0.75•in Section Modulus be ta2
Tension Force: of Angle Leg: Se:= 6 = 0.0012.in3
Design Moment Bending Stress M
on Angle: M:= T.L= 3.125ft•Ib on Angle: fb:= — = 32.ksi
Allowable Bending Ratio of fb
Stress: Fb 0.90.Fyp=32.4.ksi allowable Loads: F = 0.988 MUST BE LESS THAN 1.00
b
Ultimate Tensile Gross Area of
Strength of Clip: Fup:= 65•ksi the Clip: Ag,:= ba'ta= 0.0938•int
Effective Net
Area of the Clip: A,:= Ag,—[tar(0.375•in)1 =0.0656.in2
Limiting Tensile Strength of Clip: TcmaX�:= min[(0.90.Fyp•Agc),((0.75.Fup'Aec)] = 3037.5 lb
`Tcmax. >Tsmug) ""Checks Okay",,"No Good")— "Checks Okay"
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT
NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1
Omega for Bearing(ASD)- Sts:= 3.00 Stu:= 2.35
Specified Tensile Stress of Clip&Post,Respectively- Fu1:= 51ksi Fu2:= 51ksi
Diameter of Screw- dss:= 0.25in
14 GA Clip Thickness- tS1:= 0.075in
14 GA Post Thickness- ts2:= 0.075in
Nominal BearingStrength-
Single Screw-ASD Double Screw-ASD
zi
311
4.2.Fut./dss'te2
(AISI C-E4.3-3) Pns:= min 2.7 F d t = 22001b P 2•P 44001b
ul' ss' sl nd:= ns=
2.7•Fut•dss•ts2 ))
Allowable Bearing Strength- Pas:= Sls = 733.31b Pad:= S—ld = 1466.51b
9
-",:01 EC LI PS E VICTORIA'S SECRET#417 1/23/2017
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 0=3.00
Single Screw-ASD Double Screw-ASD
Allowable Tensions,Pullout- Tsst 227lb Tsdt 2-Tsst=4541b
Allowable Tensions,Pullover- Tssv 656lb Tsdv 2.Tssv= 1312 lb
Allowable Shear- Vss:= 6001b Vsd:= 2.Vss= 12001b
The allowable shear values for(1)114"dia.screw exceeds the allowable bearing strength of Ref Attached'Scafco'Table
the connection. Therefore,bearing strength governs for screw connection capacity. for V&T Values
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): -
Single Anchor-LRFD Double Anchor-LRFD Ref Attached'HILTI'
PROFIS calcs for V&T
Allowable Tension Force- Tas:= 10511b Tad:= 1993.lb Values
Allowable Shear Force- Vas:= 1466•lb Vad:= 1938.1b
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Screw-ASD Double Screw-ASD
Allowable Tension Force- Tasl:= min(Vss, Pas) =600lb Tas2:= min(Vsd, Pad) = 1200lb
Allowable Shear Force- Vasi Tssv=6561b Vas2 Tsdv= 13121b
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]J4"dia.
screw to fasten base to 14 GA shelf member.
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - (:= 5
USE 3/8"4, x 2" embed installed per the requirements of Hilti
f Wall Supported 0 V ):
Combined Leading Tsmax. : Vsmax. '=0.00 <1.00 Shear Loading amaxd. } <1.00
�4'
(Single Anchor)- Tas as OKAY (Single Anchor)- `' Vas OKAY
�ti �Vsrmix Tsmax Tension Pullout Tsmmc4',.:4,-,-4.1
Combined Loading + 0.71• -0.04 <1.00 ' , <1.00
1.10•S2 Vasi Tasl ) OKAY (Single Screw) Ts ''''''''r' OKAY
(Single Screw)- . s _.. .
Wall Supported
ft.Vdmax+ $ k
Combined Loading /Tdmaxo 1 Vdmax_ <1. 00 Shear Loading 0.13 . <1.00
(Double Anchor)- + 0.01 OKAY (Double Anchor)- Vad li OKAY -
\' Tad: j ` Vad
u /Vdmax Tdmax "1 Tension Pullout Tdmax� x
Combined Loading + 0.71 0.04 <1.00 0 19 <1.00
t (Double Screw)
(Double Screw)- 1.1.0-Its \ Vas2 Tas2 1 OKAY „ „sdt al. :_ OKAY
10
/ EC LI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension(Uplift) Force on each side- T:— 4.Vdmax= 62.91 lb
Connection from Shelf to Carriage=1/4"diameter bolt through 14ga..steel:
Capacity of 1/4"diam.screw in 14 ga.steel- Z0:= 715.lb
1I:(1<•2 ZG,12) 1/4" Bolts are Adequate" "No Good")= "(2) 1/4" Bolts are Adequate"
Use 3116"Diameter anti-tip device for connection of carriage to track
Yield Stress of Angle Steel- Thickness of Anti-tip Head- Width of Anti-tip Rod+Radius- Width of Anti-tip Head-
_--: Fy:= 36ksi ta:= 0.090 in br:= 0.25 in ba = 0.490 in
Area of Anti- 2
tip Weld- Aw Tr•br•(0.094.in).cos(45•deg = 0.052.in2 Area of Anti- br
=0.049•in2
tip Rod- Air = 4
Stress on Weld f T
w:= — = 1.2051.ksi Stress on T
Connection- AW
rod- fr:= = 1.2816•ksi
Ar
Ratios of fw to F, fw fr f
=0.0335 -- = 0.0356 w
&fr to Fy: Fy Fy 0.3.(70•ksi) — 0.0574 The stress on the bdt head is less
than the weld and material capacity.
0.85.ba— br
Width of Anti-tip Flange- La:= 2 = 0.083.in Tension Force per Flange leg- Ti:= 0.5.1-
Tr La b •t 2
Bending Moment on Leg- M1:_ :== 0.109 ft.lb Section Modulus of Leg- Si a a = 0.001.in3
26
MI
fb .. .,'- MUST BE
Bending Stress on Leg- fb:= S = 1.979•ksi Ratio of Allowable Loads- 0.0e
i 0.85•Fy <1.0
Width of Anti-Tip track- L:= 5.1.in Thickness of Aluminum Track
(average thickness)- tc:= 0.33 in
Spacing of Bolts- Sib:= 22.5.in Section Modulus of Track- St:= L tt2
— — =0.093.in3
6
Design Moment on Track- T.Stb M
for continuous track section M 8 Bending Stress on Track- fba:= S = 1.912 ksi
t
Allowable Stress fba
of Aluminum- Fb:= 21 ksi Ratio ofAllowable Loads- — =p,Og w .
Fb
Ratio of Allowable Loads (Single Anchor)- 4 Tdmaxc ry
for continuous track section — 0.00
as
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
11
ECLI PS E VICTORIA'S SECRET#417 112312017
E N G I N E E R I N G PORTLAND,OR Rolf Armstrong,PE
Connection from Steel Racks to Wall
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr= 20ft
Height of Rack Attachments- zb:= z+ ht zb= 10 ft
(At Top for fixed racks connected to walls) \
0.4•ap•SDS / zb I
Seismic Base Shear Factor- Vt..— • 1 + 2-— Vt=0.361
Rp hr)
Ip
Shear Factor Boundaries- Vtmin:= 0.3•Sips-Ip=0.217 Vtmax:= 1.6•SDs•Ip= 1.156
Seismic Coefficient- Vt:= min(max(Vtmin,Vt),Vtmax) =0.361
Number of Shelves- N = 13 weight per Shelf- Wt1=701b
Total Weight on Rack- WT:= 4-(Pd+ 0.67•P1) WT= 562.98 lb
0.7•Vr WI-
Seismic
TSeismic Force at top and bottom- Tv.- 2 Tv=71.18 lb
Connection at Top:
Standard Stud Spacing- Sstud:= 16.in Width of Rack- w= 3.5ft
Number of Connection Points on each rack- Force on each connection point-
w 111 = T°
N0:= max!2, (floor — I 2 Fs:= N = 35.59 lb
LL \Sstud))J
Capacity per inch of lb Required _ Fc o ,
Ws 135.— th- s
embedment into wood Nailer- in Embedment De p Ws k "°' .
For Steel Studs:
Pullout Capacity for#10 Screw Ratio of Allowable Loads Fc MUST BE
Teo:= 84.1b for screws into walls- 0 4 , <1.0
in 20 ga studs(per Scafco)- T2ty
Connection at Bottom:
Ratio of Allowable Loads it`Tv = MUST BE
for anchors into slab- 0'10 <1.0
0.7-Vad
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE AT THE BASE.
12
ECLI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & ASCE 7-10 - 13.3.1 & 15.5.3.4
Design Vertical Steel Posts at Each Corner - Shelving Dimensions:
Are Shelving Units set as Single Depth(1)or Back to Back(2)?
Total Height of Shelving Unit- lit:= 10.00.ft
Width of Shelving Unit- w:= 3.50•ft
Depth of Shelving Unit- d:= Nu-(2.00.ft) =4ft
Number of Shelves- N:= 7
,...:
Vertical Shelf Spacing- S:= 20.00.in
Shelving Loads - Maximum Live Load on eachshelf is 85 lbs:
Weight Load in Design Live Dead Load
per shelf- psf- Load on Shelf- on Shelf-
Wtj:= Nu-(85.1b) = 1701b LL, ti i = 12.1429.psf LL:= LLj= 12.1429.psf DL:= 2.50•psf
IN-d
Section Properties of Double Rivet 14 Gauge Steel 'L' Post :
Modulus of Elasticity of Steel- E:= 29000.ksi Steel Yield Stress- FI(:= 33.ksi
Physical Dimensions of L Post: Density of Steel- psteel:= 490.pcf
L Post Width-out-to-out- bi:= 1.500.in L Post Depth-out-to-out- d1:= 1.500.in
:*---
Radius at Corners- R,:= 0.188•in Post Thickness(14 Gauge)- t:= 0.0750.in
L Post Width-End-to-IF- L Post Depth-End-to-IF-
b10:= b1—t= 1.425•in dig:= d1—t= 1.425.in
Radius of Gyration in x and y- rx:= 0.5390.in ry:= 0.5390.in
Section Modulus in x and y- S,:= 0.0396.in3
.0396 in3
Sy:=
Moment of Inertia in x and y- lx:= 0.0406.in4 I := 0.0406 in4
Y
Full&Reduced Cross Sectional Area's- Apf:= 0.225.int A = 0.138 in2
pr•
Length of Unbraced Post- LX:= S= 20.00 in Ly:= S= 20.00•in L1:= S= 20.00.in
Effective Length Factor- KX:= 1.7Ky:= 1.7 Kt:= 1.7
Weight of Post- Vertical DL on Post- Vertical LL on Post-
Wp:= psteel Apt-ht= 7.66 lb P DL•w•d•N _ LL•w•d•N
Pd:_ 4 Nu4•N+ Wf,=38.281b P� = 148.75Ib
u
Total Vertical Load on Post- Pp:= Pd + P1= 187.03 lb
13
ECLI PS E VICTORIA'S SECRET#417 112312017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE _
Floor Load Calculations :
Weight of Mobile Carriage: Wa:= 40.1b Total Load on Each Unit: W:= Np.4.Pp+ We= 1536.25 lb
Area of Each Shelf Unit: A„:= w•(d+ 6•in) = 15.75ft2 Floor Load under Shelf: PSF:= psf
Au -r98 x $
NOTE:SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure:
Buildings Risk Category BRC:= 2 Importance Factor- i ,1'0
Determine Ss and Si from maps- Ss: 0:977 Si:= 0.425
Determine the Site Class- SSC:= "D"
J
Determine Fa and F„ - Fa= 1.109 F„= 1.575
Determine SIDS and SDI_ SoS:= •(Fa SS)=0.722 S01 4 (F',•s1)'Q 446
3
J
Seismic Deisgn Category- SDC'="Q"
Structural System-Section ASCE-7 Sections 13.3.1&15.5.3.4.:
4.Steel Storage Racks R:= 4.0 c20:= 2 Cd:= 3.5
Rp:= R ap:= 2.5 Ip:= 1.0
Total Vertical DL Wp Total Vertical LL W _ LL w d= 1701b
Load on Shelf- Wd DL•w•d+ N„•4•N =44 lb Load on Shelf- �'
Seismic Analysis Procedure per ASCE-7 Sections 13.3.1&15.5.3.4: •
(0-0"For
Average Roof Height- hr:= 20.0•ft Height of Rack Attachment- z:= 0.ft Ground floor)
0.4ap•Sps i z
Seismic Base Shear Factor- Vt:= .
1+ 2•— = 0.181
Rp hr)
Ip
Shear Factor Boundaries- Vtmin 0.3•SDS"Ip=0.217 Vtmax:= 1.6.Sin'Ip= 1.156
Seismic Coefficient- Vt:= min(naX(Vtmin,Vt)}Vtmax�+ 0217
Overstrength Factor- S2:= 2.0 NOTE:By ASCE 7-10 Section 13.3.1,0 does not -
apply for vertically cantilevered architectural systems.
14
' ET LI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Seismic Loads Continued :
ASD LRFD
For ASD,Shear maybe reduced- Vp:= 0.7.Nit= 0.152 Vpcp:= Vt= 0.217
Seismic DL Base Shear- Vtd:= Vp•Wd.N =46.461b Vtdd)'= VP�. d W •N =66.381b
DL Force per Shelf: Fd:= Vp•Wd= 6.641b F V Wd= 9.48lb
Seismic LL Base Shear- Vt1:= Vp.W1•N = 180.54lb Vtip:= Vp(p•W1.N = 257.921b
LL Force per Shelf: F1:= Vp•W1= 25.791b F14,:= Vp4,•W1= 36.85lb¢
0.67*LL Force per Shelf: F1.67:= 0.67.Vp•W1= 17.281b F1.670:= 0.67•Vp,4,,•W1=24.691b
. : Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions-Condition#1:Each Shelf Loaded to 67%of Live Weight:
Cumulative Heights of Shelves-
H1:= 0.0.S+ 1.0.S+ 2.0.S+ 3.0.S+ 4.0•S+ 5.0.S+ 6.0.S
H2:= 0 H:= H1+ H2=35.00ft
Total Moment at Shelf Base- Mt:= H.Wd+ H•0.67•W1= 5517.75ft•lb
Total Base Shear- Vi:= Vtd 4- 0.67,Vu= 167,431b V1rp:= Vtd�+ 0.67•Vtlp= 239.181b
Vertical Distribution Factors for Each Shelf-
Wd•0.0.S+ W1.0.67.0.0.S Wd•1.0•S+ W1.0.67.1.0.S
C1:= M = 0.000 C2:= M = 0.048
t t
F1:= C1.(V1) = 0.00 F14:= C1.(V14,) = 0.00 F2:= C2•(V1)= 7.971b F20:= C2.(V1�) = 11.391b
Wd•2.0.S+ WI.0.67.2.0.S Wd•3.0.S+ WI.0.67.3.0.S
C3:= M = 0.095 C4:= M = 0.143
t t
F3:= C3.(V1)= 15.951b F3,4,:= C3-(V14,) = 22.78 lb F4:= C4.(V1) = 23.92 lb F44,:= C4.(V1ct,)= 34.17Ib
Wd•4.0 S+ W.0.67.4.0-S Wd•5.0.S+ WI-0.67.5.0.S
. :
C5:= Mt = 0.190 C6:= = 0.238
Mt
F5:= C5-Oh)= 31.891b F64,:= C5.(Vico) =45.561b F6:= C6•(Vi) =39.861b F64,:= C6.(V14) = 56.951b
Wd•6.0.S+ WI-0.67.6.0.S
C7:= M = 0.286 C1+ C2 + C3 + C4+ C5+ C6 + C7= 1
Mt
F7:= C7.(V1)=47.841b F7(p:= C7•(V14) = 68.34lb Coefficients Should total 1.0
15
'4-',"--t EC LI TSE VICTORIA'S SECRET#417 112312017
E N G I N E E R I N G PORTLAND,OR Rolf Armstrong,PE .
4
Force Distribution Continued :
Condition#2:Top Shelf Only Loaded to 100%of Live Weight
Total Moment at Base of Shelf- Mta:= H-Wd+ (N — 1)•S•Wi=3231 ft.lb
Total Base Shear- V2:= Vtd+ F1= 721b V24,:= Vtd4,+ F14,= 1031b
Wd•0.0•S+ 0•W1•0.0•S Wd•1.0•S+ 0•W1•1.0•S
Cla:— =0 C2a:= M = 0.023
Mta to
_ C •(V24.)= 2.3 lb
F Cu.(V )= 0 Fla C1a'(V2 )=0 F2a:= C2a'�V2) = 1.61b F2a0:= 2a
E
CC C C C + C + C 1 Coefficients
la+ 2a+ sa+ as+ 5a sa 7a= Should total 1.0
Condition #1 Controls for Total Base Shear
By Inspection,Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in 1 SBending Stress Ms = 5.28 ksi
Ms:— •—•max(V1,V2�= 17.44ft.lb
Short Direction: Nu.4 2
on Column- fbX:= S
Allowable Ratio of Allowable 1 fbx MUST BE LESS 1
Fb:= 0.6•Fy= 19.8-ksi Ultimate Stress- F 0.27 THAN 1.0
Bending Stress- b _ a xn,.
Bending at the Base of Each Column is Adequate
16
_____________sn ,
..., '-'4.-% EC LI P E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations.
Vo1:= V1— F1= 167lb Vo2:= Vo1 — F2 = 159lb Vo3:= Vo2 — F3 = 144 lb
'
Vola:= V2 — Fla= 72 lb VA2a Vola— F2a= 71 Ib VO3a Vo2a— F3a=67lb
11
Q 1 max�Vol,Vola •S3 S 1 max�Vo2,Vo2a)•S3
1:_ = 0.0119.in = 1687.76 02:_ =0.011.in
Nu.4 12.E.IX Ai Nu.4 12.E•IX
J
6.a:= 0.05.ht= 6•in
fit:= Di+ 02+ 03 + 04+ 05+ Os + A7= 0.0514.in
O.. <Aa,"Defection is Adequate"; "No Good")- "Deflection is Adequate"
Note:The deflection shall not exceed 5%I-It,so shelving deflection is adequate.
Moment at Rivet Connection:
Shearon MS d 2.Tr
each rivet- dr•.= 0.25.in Vr:_ = 139.521b Ar:_ ` = 0.0491•in2
1.5 in 4
Steel Stress Vr Ultimate Stress on Rivet Omega Factor
on Rivet- fv =2.84 ksi Fur =: 47.9ksi it,.:= 2.0
Ar (SAE C1006 Steel)- (ASD)-
Allowable Stress 0.4•Fur Ratio of Allowable 1 fv
on Rivet- Fvr:_ f2r =9.58•ksi Ultimate Stress- =0.30MUST BE LESS THAN 1.0
F,
• RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Seismic Uplift on Shelves :
Seismic Vertical Vertical Dead
Component: Ev = 0.2 Sos (DL+ LL)•w•d= 29.62lb Load of Shelli D:_ (DL+ LL)•w d= 205.00 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 —93.38 lb
Note: This uplift load is for the full shelf. Each shelf will be connected at each comer.
Number of Shelf Uplift Force Fu
Connections: N� 4 per Comer: Fuc N Fuc =—23.34 lb
c
NOTE:Since the uplift force is negative,a mechanical connection is not required.
17
ECLI PS E VICTORIA'S SECRET#417 112312017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
Find Allowable Axial Load for Column :
Allowable Buckling Stresses-
7[2•E
hex hex=71.93•ksi
(Kx.Lx 11I2
\ rx )
Distance from Shear Center t dict•bio2 a 1.9043 in
to CL of Web via X-axis e0:—
4•IX
Distance From CL Web to x0:= 0.649•in—0.5•t - x0=0.6115-in
Centroid-
3
Distance From Shear Center xo:= x0+ e0 x0= 2.5158.in
to Centroid-
Polar Radius of Gyration- r0:= Jrx2+ ry2 + xo2 r0 = 2.6287 in
Torsion Constant- J:= 1•(2.bi•t3 + di•t3) J= 0.00063.in4
t-b3•d2 (3-b1•t+ 2.40 6
Warping Constant- C,:= CH,= 0.0339.in
12 6•bi-t+ di•t )
Shear Modulus- G:= 11300.ksi
1 72-E.Cl1
6t:= • G J+ at= 16.3004•ksi
Apr rot (Kt•Lt) 2 j
x012
R:= 1 — r �_0.0841
� o J
Fet 21p•[(6ex+ 6t) —J((Tex+ 6t)2 —4•13.6eX•4 Fel= 13.4617•ksi
Elastic Flexural Buckling Stress- Fe:= if(Fet< 6ex' Fet,(rex) Fe= 13.4617•ksi
Allowable Compressive Stress- FO:= if Fe > Fy, Fy 1— Fy 1, F� F„ = 13.4617 ksi
2 4Fe� .
Factor of Safety for Axial Comp.- 520:= 1.92
18
% E( LI PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong, PE
Find Effective Area -
Determine the Effective Width of Flange-
Flat width of Flange- wf:= b1- 0.5.t wf= 1.4625•in
Flange Plate Buckling Coefficient- 0
kf:= .43
Flange Slenderness Factor- 1.052 wf Fn
f - t E Xf= 0.674
0.221 1
Pf:= 1 - pr= 0.9994
Xf ) Xf
Effective Flange Width- be:= if(Xr> 0.673, pf'wf,wf) be= 1.4616.in
Determine Effective Width of Web:
Flat width of Web- ww:= d1-t ww= 1.425•in
Web Plate Buckling Coefficient- kw:= 0.43
Web Slenderness Factor- 1.052 'kr, Fn
II• �w�_ � 't E Xw= 0.6567
0.221 1
Pw:= 1 - pw= 1.0126
Xw ) Xw
Effective Web Width- he:= if(X >0.673, pw•ww,ww) he = 1.425•in
Effective Column Area- Ae:= t•(he+ be) Ae =0.2165.in2
Nominal Column Capacity- P":= Ae'Fn P" = 2914lb
Allowable Column Capacity- r„:= P"
- Pa= 1518lb
0
Check Combined
Stresses - 72'E.IX
Pcnc Pcrx= 10052.31lb
Kr-LO2
Per Pcnc \ Per= 10052.31 Ib
_
7Q0-Pp I
Magnification Factor- a:- 1 - = 0.964 Cm:= 0.85
Per )
Combined Stress: p + C fIA,=0,36 MUST BE LESS THAN 1.0
'a E'b•a
Final 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS
Design:
NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative
19
,.► EC LI PS E VICTORIA'S SECRET#417 1123/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- ht= 10 ft Width of Shelving Unit- w=3.5 ft
Depth of Shelving Unit- d=4ft WORST CASE
Number of Shelves- N =7 Vertical Shelf Spacing- S= 20•in
Height to Top Shelf Height to Shelfh (N + 1)•S- 6.6667ft
Center of G- htop ht= 10 ft Center of G- ° 2
From Vertical Distribution of Seismic Force previously calculated-Controlling Load Cases:
ASD Ma:= F1.0.0.S+ F2.1.0•S+ F3.2.0.S+ F4.3.0•S+ F5.4.0.S+ F6.5.0•S+ F7.6.0•S
Moments- Mb:= 0
LRFD Mao 0.0.S+ F24,•1.0 S+ F30•2.0•S+ F40•3.0•S+ F54)•4.0•S+ F64)•5.0•S+ F74,•6.0•S
Moments- Mbo:= 0
For Screws-ASD For Anchors-LRFD
Weight of Rack and 67%of LL-
W1:= N.(0.6- 0.14•SDs)•(Wd + 0.67.W1) = 550.51 lb Who:= N.(0.9- 0.2•SDs).(Wd + 0.67•W1)=833.741b
Overturning Rack M1:= Ma+ Mb= 1209.19ft•Ib M1 := Ma4, + Mbo = 1727.42ft•Ib
and 67%ofLL-
Seismic Rack and 67% 1 "M1 W11 1 (Ml� _ Wl�)
T1:= --J= 13.52Ib Tho:= 2• d 2 J=7.491b
of LL
Tension&Shear- 1 2 d 2
V1= 167.43 lb Vico = 239.181b
Weight of Rack and 100%Top Shelf-
W2:= (0.6-0.14•SDs)•(Wd•N+ W1)= 237.58 lb W24,:= (0.9- 0.2.SDS)•(Wd•N + W1) = 359.811b
Overturning Rack and M2V h + F h 567.67ftIb M V h + F h 810.96ftlb
100%Top Shelf- td' c 1• top = 20 td�' c 1�' top =
W2)
Seismic Rack and 100% T 1•/M2 - ,= 11.561b 124,:= 2• Mtl� - 2W �J= 11.4lb
of LL Tension&Shear- 2 d 2
V2=72.25 lb V24, = 103.22 lb
Force on Column Screws&Anchors:
Tension Single - Tsmax:= max/ 4 , 4 ,0.1b,=41.861b Tsmax4,:= max(Tlo,Tao,0•Ib) = 11.421b
(V14, V24 I
Shear Single- Vsmax:= max(T1,T2,0.Ib) = 13.52lb Vsmaxo:= max 4 , 4 ,= 59.80 lb
Tension Double- Tdmax:= 2•Tsmax=83.71 lb Tdmax4, 2.Tsmax4,= 231b
Shear Double- Vdmax:= 2•Vsmax= 27.041b Vdmao 2•Vsmao= 119.59lb
20
S EC LI P E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Tension(Uplift) Force Yield Stress of
at Corner. T 50.1b Angle Steel: Fyp 36•ksi
Thickness of Angle: to:= 0.075.in 14 ga Foot Plate
Width of Angle Leg: ba:= 1.25.in Length of Angle La:= 1.375.in
Section:
Distance out to L:= 0.75.in Section Modulus ba•tat
Tension Force: of Angle Leg: Se 6 =0.0012 in3
Design Moment Bending Stress M
on Angle: M:= T L= 3.125 ft.lb on Angle: fb S = 32.ksi
e
Allowable Bending Ratio of fb
Stress: Fb 0.90•Fyp=32.4.ksi allowable Loads: F =0.988 MUST BE LESS THAN 1.00
b
Ultimate Tensile Gross Area of
Strength of Clip: Fup 65•ksi the Gip: Agc ba.to=0.0938•int
Effective Net
Area of the Clip: Aec Age—Lfa•(0.375.in)] = 0.0656.in2
Limiting Tensile Strength of Clip: Tcmax, min[(0.90.Fyp•Age),(0.75.Fup•AeC)] = 3037.5 lb
if(Tcmao >Tsmaxo "Checks Okay" "No Good")= "Checks Okay"
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT
NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1
Omega for Bearing(ASD)- S2s:= 3.00 flu:= 2.35
Specified Tensile Stress of Clip&Post,Respectively- Ful:= 51ksi Fu2:= 51ksi
Diameter of Screw- dss:= 0.25in
14 GA Clip Thickness- ts1:= 0.075in
14 GA Post Thickness- ts2:= 0.075in
Nominal Bearing Strength-
Single Screw-ASD Double Screw-ASD
i/ 3 ��
4.2•Fut'Jdss•ts2
(AISI C-E4.3-3) Pns:= min 2.7•F d t = 22001b P 2•P 4400 lb
ur ss• sl nd as=
\ 2.7•Fut•dss•ts2 ))
Allowable Bearing Strength- P Pns = 733.3 lb Pnd
Pas�_ Sls Pad:= � = 1466.51b
21
:44' r( LI PS r VICTORIA'S SECRET#417 1123/2017 .
E hJ G I N € E R I N C PORTLAND,OR Rolf Armstrong,PE -
SCREW CONNECTION CAPACITIES (1/4"4 SCREW IN 14 GA STEEL):
Note:Values obtained from'Scafco'tabels using an 0=3.00
Single Screw-ASD Double Screw-ASD
Allowable Tensions,Pullout- Tsst 2271b Tsdt 2'Tsst=4541b
Allowable Tensions,Pullover- Tss,:= 656Ib Tsdv:= 2•Tssv= 1312lb
Allowable Shear- Vss:= 6001b Vsd:= 2•Vss= 1200lb
The allowable shear values for(1.)114"dia.screw exceeds the allowable bearing strength of Ref Attached'Scafco'Table
the connection. Therefore,bearing strength governs for screw connection capacity. for V&T Values
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB—TZ):
Single Anchor-LRFD Double Anchor-LRFD Ref Attached'HILTI'
PROF IS calcs for V ST
Allowable Tension Force- Tas:= 1051.1b Tad:= 1993.1b Values
Allowable Shear Force- Vas:= 1466.1b Vac.= 1938.1b
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Screw-ASD Double Screw-ASD
Allowable Tension Force- Tas1:= min(Vss, Pas) = 600IbTas2:= 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 KW,IK BOLT TZ ANCHOR (or equivalent) - (:= 3
USE 3/8"(I) x 2 embed installed per the requirements of Hilti
f .. Wall Supported
Combined Loading Tsmax(1)) Vsmaxcy <1.00 Shear Loadingsm 0. 84 <1.00
(Single Anchor)- 5)....,_
0 01
\
las ,. !x ._ OKAY (Single Anchor) Vas 1, =h OKAY
Combined Loading' lVsmax +0.71 Tsmax =0.05 <1.00 Tension Pullout 5 0. 1'e <1.00
• (Single Screw)
(Single Screw)- x:10- s Vasi Tasi ) ,..___ -.2 OKAY T OKAY
N.
Wall Supported
Combined Loading Tdmax�,�� udmax� 0 <1.00 Shear Loading 2 <1.00
(Double Anchor)- OKAY (Double Anchor)- VAi ,v OKAY
Tad ) 'Vad
nu Vdmax Tdmax Tension Pullout- Tdmax =, " k
<1.00
Combined Loading + 0.71• =0.05 <1.00 01$
(Double Screw)
(Double Screw)- LAD.cis Vas2 Tas2 OKAY Tsdt . tl. OKAY
22
1,
. '').."-01 EC Li PS E VICTORIA'S SECRET#417 1/23/2017
ENGINEERING PORTLAND,OR Rolf Armstrong,PE
STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension(Uplift) Force on each side- T:= 4•Vdmax= 108.17 lb
Connection from Shelf to Carriage=1/4"diameter bolt through 14 ga.steel:
Capacity of 1/4"diam.screw in 14 ga.steel- Za:= 715.lb
if T 22a,'"{2) 1/4" Bolts`are Adequate" "No Good")= "(2) 1/4" Bolts are Adequate"
Use 3/16"Diameter anti-tip device for connection of carriage to track
Yield Stress of Angle Steel- Thickness of Anti-tip Head- Width of Anti-tip Rod+Radius- Width of Anti-lip Head-
Fy:= 36•ksi ta:= 0.090•in br:= 0.25.in ba:= 0.490.in
2 Area of Anti-
Tr-13,2
Area of Anti-
tip Weld- Aw br (0.094 in) cos(45 deg) =0.052 in tip Rod- Air 4 = 0.049.in2
Stress on Weld fW:= T = 2.072•ksi Stress on T
Connection- Aw rod_ fr:_ — = 2.2036 ksi
Ar
Ratios of fW to _Fy fw fr fW
&fr to Fy: = 0.0576 F = 0.0612 — 0.0987 The stress on the bolt head is less
Y y 0.3.70 ksi than the weld and material capacity.
0.85-ba— br
Width of Anti-tip Flange- La =0.083.in Tension Force per Flange leg- Ti:= 0.5.T
- 2
• 2
Bending Moment on Leg- M,:= Ti La = 0.188ft.lb Section Modulus of Leg- S1:= ba to = 0.001.in3
2 6
Bending Stress on Leg- fb:= Mi =3.403-ksi Ratio of Allowable Loads- fb _0.11 MUST BE
Si 0.85•FY
<1.0
Width of Anti-Tip track- L:= 5.1 in Thickness of Aluminum Track
- (average thickness)- tt:= 0.33 in
2
S
Spacing of Bolts- Stb:= 22.5.in Section Modulus of Track- L•tt 0.093.in3
St:= =
6
Design Moment on Track- T•Stb M
for continuous track section M:= 8 Bending Stress on Track- fba:= S =3.287 ksi
t
Allowable Stress fba
of Aluminum- Fb:= 21•ksi Ratio of Allowable Loads- -- =0.16
b
Ratio of Allowable Loads (Single Anchor)- 4•T imaxcp
for continuous track section 0.09
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
23
ECLI PS E VICTORIA'S SECRET#417 1/2312017
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•Sips " Zb
Seismic Base Shear Factor- Vt:= • 1 + 2.— Vt= 0.361
Rp hr)
Ip
Shear Factor Boundaries- Vtmin 0.3•Sips-Ip=0.217 Vtmax:= 1.6•Sps•Ip= 1.156
Seismic Coefficient- Vt:= min(max(Vtmin,Nit),Vtmax) =0.361
Number of Shelves- N =7 Weight per Shelf- Wti= 170 lb
Total Weight on Rack- WT:= 4.(Pd + 0.67.PI) WT= 551.78Ib
0.7•Vr WT
Seismic Force at top and bottom- Tv:= Tv= 69.76 lb
2
Connection at Top:
Standard Stud Spacing- Sstud 16•in Width of Rack- w=3.5 ft
Number of Connection Points on each rack- Force on each connection point-
Nb:= max 2, (floor w ' = 2 F : Tv = 34.881b
�Sstud))] Nc
Capacity per inch of lb Required
embedment into wood Nailer- Ws 135 in Embedment Depth- d ws�k5
For Steel Studs:
Pullout Capacity for#10 Screw Ratio of Allowable Loads Fc MUST BE
T20:= 84•lb for screws into walls- —0� : <1.0
in 20 ga studs(per Scafco)- � ;
Connection at Bottom:
Ratio of Allowable Loads Tv:r< MUST BE
for anchors into slab- '0 10 <1.0
M.7 Vad
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE AT THE BASE.
24
G. Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASCE 7-10 Standard
(which utilizes JSGS hazard data available in 2008)
Site Coordinates 45.44816°N, 122.78227°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
pG re.
e rto �
{
„z,
7?„, , .„1
Yom^., _' t
.s Lak o
"'`" § asp,¢ 99 , �'''>' Yx
�+�y
She od
USGS-Provided Output
SS = 0.977 g SMS = 1.083 g SDS = 0.722 g
Si = 0.425 g SMI = 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.
NICER Response Spectrum Design Response Spectrum
•
0.99
1.10 0.90
0.99 0.72
0.99 0.54
0.77 0.55
e. 0.66 0.49
w
il
0.55 0.40 r f
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 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period, T(sec) Period, T(sec)
For PGAM, TL, CRS, and CR1 values, please view the detailed report.
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed o-,mplied,as to the
accuracy of the data contained therein.This tool s not a substitute for technical subject-matter knowledge.
General Product Information
Consulting Engineers
Thickness - Steel Components Wel. • s
Steel Thickness Table ,
4s
".V-11 { r . ;, f 4
r r; i _w !" 7f � � 4 €
°
a,! .i. � y .' , : , P� F 'a E €',Pt- :) 81 :fitwyE'W
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 r
� t
30 0.0296 0.0312 0.0781 20-Drywall 97 0.1017 50 65 1269 1269 - - i
33EQS 0.0280 0.0295 0.0790 20-Structural 118 0.1242 50 65 1550 1550 - , i
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 tvo s
43 0.0428 0.0451 0.0712 '' . 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 3/32"or Ye"diameter E60 or E70 electrodes.For thinner
< 0,0966 6.1111] 0.1525 12 materials,0.030"to 0.035"diameter wire electrodes may provide best results.
97
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 0.1274 0.1337 0.2005 10-SCAFCO 8. *Flare grove weld capacity for material thicker than 0.10"requires engineering judgement to
.._..:.. ._.... : �...�..,__.,..._ -- _..,.._.�.--. .___. ,._..._.........._ determine leg of welds(W,and W,). •
Table totes
'Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable
thickness delivered to the jobsite based on Section A2.4 of AISI S100-07.
'The tables in this catalog are calculated based on inside corner radii listed in this table.The inside
corner radius is the maximum of -t/2 or 1.5t,truncated after the fourth decimal place(t=
design thickness).Centerline bend radius is calculated by adding half of the design thickness to
listed corner radius.
Screw Capacities
Allowable Screw Connection Capacity(lbs per screw)
s
€I -
I t ,i,r. t , s -aa
,a4a ¢ x1 vs .Lf v;;, r ., x+ 's ,.:F,, �'1 '. , p,.. .'7. ._ a.<.,,x`
,. 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 1 102 66 109 75 117 87
30EQD 57 65 122 60 133 71 143 82 152 94 164 108 , 1
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 . E
33 33 45 151 61 164 72 177 84 188 95 203 110 I
43EQS' 57 65 270 102 295 121 317 140 338 159 364 ' 184 11
43 33 45 224 79 244 94 263 109 , 280 124 302 144 z
54 50 65 455 144 496 171 534 198 570 '° 225' 613 , 261 ., I
68 50 65 576 181 684 215755 250 805 284 1 866 328
97 50 65 821 259 976 307 1130 356 1285 -: =405 1476 j.... 468
118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 ..i.127 . ,. ` 50 65 1079 340 1283 404 1486 468 1689 532 1955 }616
a aDIe 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.
S.
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 '& '.
t � t1
All product load capacities are calculated per North Americans 4 - f f.
Specification for the Design of Cold Formed Steel Structural Y t. - .l - '
Members. The 2007 edition (here after referred to as simply x �-
"NASPEC"). Illustrations of load instructions are amongst their ' . 7, t : -`'
relative product load tables located throughout this catalog. � � .
Figure to the right demonstrates different types of load £a `;
directions mentioned in this catalog.
, a
E . = Out-of-plane lateral load _ , •
F2 = In-Plane lateral load
ii, F3 = Direct vertical and uplift load r
.a
Lis SCAFCO
t,5;, .. r St¢el Stud Company L+�.
.704.1-.7-'7„ :` . ..-,.,,,z--..:3!,•3-< � ." .c .a..,:i 4 ..., .::..,3.v - _-.�'."..um'ra1 ';�,�:�.a -_.., ..,».. ..,.
Eclipse Engineering,Inc.
C:1:Consulting 53a 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
E-Mail: I Date: 5/27/2014
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2)
Effective embedment depth: hot 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.Ib]
Z
8
6
o
i -
A
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.
Consulting Engineers MLG ;
Profis Anchor 2.4.6
www.hilti.us
Company: ECLIPSE ENGINEERING, INC. Page: 2
p y' Project:
Specifier:
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 DN v 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.
• Consulting Engineers 1111111 MLG
www.hilti.us
Profis Anchor 2.4.6
' Company: ECLIPSE ENGINEERING, INC. Page: 1
• Specifier:
Address: Project:
Phone I Fax: Sub-Project I Pos.No.:
541-389-96591 Date:
E 5/27/2014
-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) ""4"."" ,a
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: lx x ly x t=3.000 in.x 6.500 in.x 0.074 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,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
g1
o
5.5
5 ----N„,„
21.5a _
\,,,,\ o -----
.___---\\\ x
'— -137'4
ti
1 )
• Y Ili k ° `I
VW`�\ yV
V
Input data and results must be checked for agreement with the existing conditions and for plausibility'
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc.
Consulting Engineers ®��, MLG `
Profis Anchor 2.4.6
tnfww.hilti.us `
Company: ECLIPSE ENGINEERING,INC. Page: 2
p y' Project:
Specifier:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity "/pv[%a] Status
Tension Pullout Strength 150 1107 14/- OK
Shear Concrete edge failure in direction x+ 200 1966 -/11 OK
Loading I3" 13v C Utilization fi",v[%] Status
OK
Combined tension and shear loads 0.140 0.102 5/3 6
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. .
M
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc.
Consulting Engineers 11L:111111 MLG
www.hiiti.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 1 Date: 5/27/2314
E-Mail:
Specifiers comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) tat um, tozo
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 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
•
gtw
6 +�
3pi \ Y
b S
r.,
X
' Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt]is a registered Trademark of Hilti AG,Schaan
www.hilti.usEclipse Engineering,Inc.
Consulting Engineers MLG
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 riN/ [%] Status
Tension Concrete Breakout Strength 300 1051 29/- OK
Shear Pryout Strength 200 1509 -/14 OK
Loading 13N 13v c Utilization isN,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.
Consulting Engineers IMEIMI,1 MLG
www.hilti.us Profis Anchor 2.4.6
s Company: ECLIPSE ENGINEERING Page: 1
• Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/21014
E-Mail:
Specifiers comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) '4 "" r.
Effective embedment depth: hef,ac=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: eb=0.000 in.(no stand-off);t=0.074 in.
' Anchor plate: I,x ly x t=3.000 in.x 7.000 in.x 0.074 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=4.000 in.
Installation: hammer drilled hole,installation condition:dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.Ib]
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- 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. a:Map ..
Consulting Engineers MLG •
www.hilti.us Profis Anchor 2.4.6 •
Company: ECLIPSE ENGINEERING Page: 2 l
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 (3N PV c Utilization owl[%] 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
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Therefore,you bea 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 +
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•
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