Specifications p2.. 000,r-
ECL1 PSE /, 06, 54) 4As 5
ECLIPSE - ENGINEERING . C O M
ENGINEERING
RECEIVED
MAY 6 2014
CITY OF TIGARD
Structural Calculations BUILDING DIVISION
MAY 012014
Steel Storage Racks ,,RQ
By Mobile Media Storage Solutions iP
PO #148860SC
DXL Destination ta „r��nsT °
Ex iw tion <,te:nn Fr. :� i 2015
Washington Square Too
10206 SW Washington Square Road
Tigard, Oregon 97223
Prepared For:
Mobile Media Storage Solutions
PO Box 177
Pine Bush, NY 12566
Please note: The calculations contained within justify the seismic resistance of the shelving racks
for both lateral and overturning forces as required by: the 2009 International Building Code,
ASCE 7, and RMI —MH16.1. These storage racks are not accessible to the general public.
ll3 MMM Min.Sule 8.AlmAsi.MT 56802 1005 BakerA/.Suite E.NMIeAsh.MT 59937 421 Nest Riverside km_Sule 421 Spokane,WA 99201 376 SW 8hs1 Drha.Suis&Bend.OR 97702
Phone:(409)721-6733•Fax(406)721.4898 Ptrone:(406)862.3716•Fax 4061813718 Phone:(509)821.7731•Fax(509)9215700 Pane:(541)3899869•Fax(541)3124706
EC LI PSE DXL Destination 5/1/2014
ENGINEERING Tigard,OR RVC
MOBILE MEDIA STORAGE SOLUTIONS
STEEL STORAGE RACKS-LIGHT RETAIL
CODES: Current Editions of the:IBC&CBC&ASCE 7&RMI
- Design Inputs: Rivet Style Steel Storage Racks -Typical Units
Shelving Geometry-
Height of Shelving Unit= 10.0 ft Steel Yield Stress= 33 ksi
Width of Shelving Unit= 4.0 ft Modulus of Elast. = 29000 ksi
Depth of Shelving Unit= 2.5 ft
Number of Shelves/Unit= 8 Eff. Length Factor= 1.0
Vertical Shelf Spacing= 17.1 in Unbraced Length,x= 17.1 in
Back to Back Units? YES Unbraced Length,y= 17.1 in
Are There Mobile Units? NO
Shelving Loading-
Maximum Weight per Shelf= 50 lbs Display On Plaque Near Shelving Units
Live Load per Shelf= 10.00 psf
Dead Load per Shelf= 1.5 psf
Weight of Each Post= 7.5 lbs
Weight of Mobile Carriage= 50 lbs
Floor Load Calculations:
Total Load on Each Post= 122 lbs
Total Load On Each Unit= 1030 lbs
Floor Area Load= 12 ft2 Including 6"Aisle to Distribute Load
Allowable Floor Loading= 100 psf For Main Floor Slab on Grade
Floor Load Under Shelf= 86 psf OK FOR 100psf RETAIL FLOOR LOADING
Seismic Information-
Importance Factor- 1.0 Not Open to the Public
Site Class- D Worst Case Assumed
Mapped Accel. Parameters:
SS= 0.948 Fa= 1.121 Sms= 1.063 Sds= 0.708
S1= 0.341 F = 1.718 Sm1= 0.586 5d1= 0.391
Structural System-ASCE 7 Section 15.5.3
4. Steel Storage Racks: R= 4 aP= 2.5 IP= 1.0
Average Roof Height= 20 ft 0'-O" For Ground Floor Location
Height of Rack Attachment= 0 ft Ground Floor
Shear Coeff Boundaries= Vmin= 0.213
Vmax= 1.134
Design Base Shear Coeff= Vt= 0.152 Adjusted For ASD
1
EC LI PSE DXL Destination 5/1/2014
ENGINEERING Tigard,OR RVC
Lateral Force Distribution per ASCE 7 Section 15.5.3.3
Total Dead Load per Shelf= 22.49 lbs
Total Live Load per Shelf= 100 lbs
Lateral DL Force per Shelf= 3.41 lbs
Lateral LL Force per Shelf= 15.18 lbs
67%of LL Force per Shelf= 10.17 lbs
Total DL Base Shear= 27.31 lbs
Total LL Base Shear= 121.45 lbs
Load Case 1: Each Shelf is Loaded to 67%of its Live Weight
Total Base Shear= 108.68 lbs Controlling Load Case By Inspection
Percentage to Each Shelf: Lateral Force per Shelf:
Cl= 0.0 % Fl= 0.00 lbs
C2= 3.6 % F2= 3.88 lbs
C3 = 7.1 % F3= 7.76 lbs
C4= 10.7 % F4= 11.64 lbs
C5= 14.3 % F5= 15.53 lbs
C6= 17.9 % F6= 19.41 lbs
C7= 21.4 % F7= 23.29 lbs
C8= 25.0 % F8= 27.17 lbs
C9= 0.0 % F9= 0.00 lbs
C10= 0.0 % F10= 0.00 lbs
C11= 0.0 % F11= 0.00 lbs
C12= 0.0 % F12= 0.00 lbs
C13= 0.0 % F13= 0.00 lbs
C14= 0.0 % F14= 0.00 lbs
Sum%'s= 100.0 Checks OK Total= 108.68 lbs
Load Case 2:Top Shelf Only is Loaded to 100%of its Live Weight
Total Base Shear= 42.49 lbs Does Not Control
Percentage to Each Shelf: Lateral Force per Shelf:
C1= 0 % F1= 0.00 lbs
Clop= 1.000 % F2= 42.49 lbs
By inspection,the force distribtution for intermediate shelves without live load(case 2) is negligible.
Calculate the moment for each column based on the total seismic base shear for each shelf being loaded
to 67%of it's allowable live weight. The column at the center of the shelving rack is the worst case for
this condition.
2
`tt.1 EC LI PSE DXL Destination 5/1/2014
ENGINEERING Tigard,OR RVC
Column Calculations - Combined Bending and Axial
Post Type: Double Rivet"L"or"T" Post
Width= 1.5 in rx= 0.470 in
Depth = 1.5 in Sx= 0.040 in3
Thickness= 0.075 in lx= 0.060 in4
Fy= 33 ksi A = 0.220 in2
E= 29000 ksi
Column Bending Calculations-
Max Column Moment= 13.3 ft-lbs At Base of Unit
Allowable Bending Stress= 19.8 ksi Based on 33ksi Steel
Bending Stress on Column= 4.0 ksi Bending Stress OK
Column Deflection Calculations-
Max Deflection= 0.036 in At Base of Unit
Deflection Ratio= 478
Allowable Deflection= 6 in Max Deflection=5%of Height
Deflection at Top= 0.251 in Deflection OK
Shelf Rivet Connection-
Diameter of Rivet= 0.25 in
Shear on Each Rivet= 106.3 lbs
Allowable Shear Stress= 32.0 ksi Based on 80ksi Steel
Shear Stress on Rivet= 2.2 ksi Shear Stress OK
Column Axial Calculations-
Allowable Buckling Stress= 215.1 ksi
Elastic Flexural Buckling= 38.4 ksi
Allowable Comp.Stress= 25.9 ksi
Factor of Safety for Comp.= 1.92
Nominal Column Capacity= 4630 lbs
Allowable Column Capacity= 2411 lbs
Axial Load on Column= 122 lbs Axial Load OK
Critical Buckling Load= 58436 lbs
Magnification Factor= 0.996 Cm= 0.85
Combined Bending And Axial Forces-
Axial Stress Unity= 0.034
Bendng Stress Unity= 0.172
Combined Stress Unity= 0.206 Column is Adequate
3
�i EP LI PSE DXL Destination 5/1/2014
ENGINEERING Tigard,OR RVC
Overturning and Anti-Tip Calculations
Overturning Forces-
Total Weight of Rack= 716 lbs Load Case 1: Dead Load+67% Live Load
Total Lateral Force of Rack= 109 lbs -
Overturning Force of Rack= 776 ft*lbs Controlling Overturning Force
Total Weight of Rack= 280 lbs Load Case 2: Dead Load+ 100%Top Shelf
Total Lateral Force of Rack= 42 lbs
Overturning Force of Rack= 327 ft*lbs Does Not Control
Tension Force per Anchor= 131 lbs Per Side of Unit
Shear Force per Anchor= 54 lbs
USE:'Hilti' HUS-EZ(or equivalent) POST INSTALLED ANCHOR BOLTS
Allowable Tension Force= 736 lbs For 2500 psi Concrete
Allowable Shear Force= 638 lbs 3/8" Diameter x 2.5" Embeddment
Vertical Seismic Force= 35.5 lbs
Overstrength Factor= 1.3 For Anchoring to Concrete
Combined Loading= 0.343 Floor Anchors are Adequate
Anti-Tip Track Design-
Type of Anti-Tip Device= NONE
Tension per Side= N/A lbs
Capacity of Screws to Carriage= N/A lbs N/A
Anti-Tip Yield Stress= 21 ksi
Thickness Anti-Tip= 0.12 in
Width of Anti-Tip= 0.43 in
Section Modulus of Leg= 0.0092 in3
Allowable Stress on Leg= N/A ksi
Bending Stress on Leg= N/A ksi
Anti-Tip Stress Unity= N/A N/A
Section Modulus of Track= 0.060 in3
Spacing of Track A.B's= N/A in
Allowable Alumn.Stress= N/A ksi
Bending Stress on Track= N/A ksi
Track Stress Unity= N/A N/A
4
EC LI PS E DXL Destination 5/1/2014
ENGINEERING Tigard, OR RVC
Wall Supported Unit Calculations
Seismic Force at Top of Units-
Average Roof Height= 20.0 ft
Height of Rack Attachment= 10.0 ft
Shear Coeff Boundaries= Vm;n= 0.213
Vmax= 1.134
Design Base Shear Coeff= Vt= 0.253 Adjusted For ASD
Total Weight per Unit= 328 lbs
Lateral Force at Top/Bottom= 42 lbs
Standard Stud Spacing= 16 in
Wall Connections per Rack= 3
Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud
Force Per Connection = 14 lbs IScrew Capacity OK I
Seismic Uplift Force on Each Shelf
Seismic Uplift on Shelves-
Vertical Seismic Component= 16.3 lbs
Vertical Dead Load per Shelf= 115.0 lbs
Connection Points per Shelf= 4.0 Each Corner
Net Uplift Load per Shelf= -52.7 lbs
IUplift Forcer per Connection= -13.2 lbs Rivet Connection OK
5
EC LI PS E DXL Destination 5/1/2014
ENGINEERING Tigard,OR RVC
Light Gage Steel Stud Wall Framing
Stud Design Data-
Height of Wall Studs= 16.0 ft Int. Non-Brg-Worst Case Ht Assumed
Location of Point Load= 8.0 lbs
Design Lateral Load= 13.8 lbs From Shelving Unit
Additional Lateral Load= 0.0 psf Interior Pressure N/A with Seismic
Design Axial Load= 85.3 lbs Dead Load of Wall Framing
Spacing of Studs= 16.0 in
TRY:3-5/8"x 1-1/4"x 20ga Studs @ 16"o.c.(Worst Case Assumed)
Width= 3.625 in rx= 1.402 in
Depth= 1.25 in Ty= 0.415 in
Thickness= 0.0312 in Sx= 0.210 in3
Fy= 33 ksi lx= 0.375 in4
E= 29000 ksi Ap= 0.194 in2
K= 1.0 Un braced Length X= 16 ft
Unbraced Length Y= 1 ft
Stud Capacity-
Buckling Stress,X= 15.26 ksi
Buckling Stress,Y= 342.32 ksi
Allowable Buckling Stress= 15.26 ksi
Nominal Axial Strength= 2961 lbs
Factor of Safety= 1.92
Allowable Axial Load= 1542 lbs
Maximum Design Moment= 55.4 ft-lbs
Maximum Design Shear= 6.9 lbs
Allowable Bending Stress= 21.78 ksi
Actual Bending Stress= 3.16 ksi Bending Stress OK
Allowable Shear Stress= 13.20 ksi
Actual Shear Stress= 0.04 ksi Shear Stress OK
Allowable Axial Stress= 7.95 ksi
Actual Axial Stress= 0.44 ksi Axial Stress OK
Combined Stress Unity= 0.20 Combined Stress OK
6
ai EC Ll PSE DXL Destination 5/1/2014
ENGINEERING Tigard,OR RVC
Slab Bearing & Uplift Calculations
Slab Design Properties-
Minimum Concrete Strength= 2500 psi Assumed
Thickness of Concrete Slab= 4 in Assumed
Weight of Concrete Slab= 50 psf
Allowable Bearing Pressure= 500 psf Assumed
Bearing Loads On Post= 107 lbs Dead Load
500 lbs Live Load
Uplift Loads on Post= 131 lbs Resultant Uplift
Slab Bearing Capacity-
Depth of Post on Slab= 3.5 in Base Plate
Factored Bearing Load= 929 lbs
Required Bearing Area= 174.96 in2 13.23 inches per side
Critital Section= 2.86 in For Bending
Soil Pressure on Crit.Section = 764.6 plf Along Critical Length
Section Modulus= 32.0 in3 Plain Concrete per Foot
Shear Area= 30 in
Conc.Shear Stress= 7.7 psi
Allowable Shear Stress= 73.2 psi Shear Stress OK
Conc. Bending Stress= 8.2 psi
Allowable Bending Stress= 137.5 psi Bending Stress OK
Slab Uplift Capacity-
Required Area to Resist Uplift= 4.38 ft2
Length of Slab Req'd= 1.09 ft Assume Full Shelf Width x Req'd Length
Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd
Distance to Anchor Bolt= 2.00 ft
Shear Force on 1ft Strip= 140.0 lbs
Allowable Shear Force= 1760.0 lbs Shear OK
Bending Moment on 1ft Strip= 140.0 ft-lbs
Allowable Bending Moment= 366.7 ft-lbs Bending OK
7
\% EC LI PSE DXL Destination 5/1/2014
ENGINEERING Tigar,OR RVC
SINGLE 'HILT!' "KWIK-BOLT HUS-EZ" - 3/8" 4) x 2-1/2" Embed:
Material Properties:
Concrete Compressive Strength: Concrete Modulus of Elasticity:
:= 2500.psi E:= 57000• fc (psi) = 2.85 x 106 psi
Xa:= 1.0 LT WT Conc.
FACTORED DESIGN TENSION & SHEAR LOADS:
REFER TO THE ATTACHED CALCUALTIONS FOR LOADS
Factored Tension Design Load: Tmax 131•1b Nua:= CTmaxl = 187 lb
0.7 J
V
Factored Shear Design Load: Vmax 54•Ib Vua:= Cmaxl = 771b
0.7 )I
TENSION CAPACITY OF POST-INSTALLED ANCHOR:
A. Steel Capacity Under Tension Loading:
Nominal Tensile Capacity of Steel Anchor: Nsa:= 10335.lb
Tensile Capacity Factor for Steel Anchor: ciNs:= 0.65
Number of Steel Anchors: N := 1
Factored Tensile Capacity of
Steel Anchor(s): sa:= N. Ns•Nsa= 6718 lb
B. Concrete Breakout Capacity Under Tension Loading:
Note: Worst case scenario = anchor is installed 6"from edge of min 4"thick slab
For a 2.50" Nominal Embedment, Effective Embedment Depth: hef:= 1.86•in
Concrete Edge Distances: cal:= 6.00-in cat:= 6.00•in
Min. Concrete Edge Distance: ca:= min(cal,ca2)= 6.in
Critical Concrete Edge Distances: cagy:= 2.92in
Actual Area of Concrete
Tensile Breakout: ANC:= (min(cal,1.5•hef)+ 1.5 hef� 2
•�2•�1.5•hef�] = 31.1364 in
Allowable Area of Concrete A 9 h 2 = 31.1364 int
Tensile Breakout: Nco of
J
Tensile Capacity Factor for Concrete: (I)Nc:= 0.65
Cracked/ Uncracked Factor for Concrete: I cN:= 1.00
8
EC LI PSE DXL Destination 5/1/2014
ENGINEERING Tigar, OR RVC
Effectiveness Factor for Cracked Concrete: kc:= 17
Edge Effect Factor for anchor(s) in Concrete:
'tkedN 0.7+ 0.3•
,1.ca
1.5•hef00 = 1
Modification Factor for anchor(s) installed in Uncracked Concrete:
1.5•hef ca
''cpN:= if Ca<Cac,max ,— ,1.00 = 1
Cac Cac
Basic Concrete Breakout
Strength for a single anchor in Nb:= Xa•kc• fo•psi•hefl'S• = 21561b
tension in cracked concrete:
Factored Tensile Breakout Capacity of Single Anchor in Concrete:
ANc
ONcb (Nc'min ,1 '*edN'11cN'11)cpN'Nb= 1402 lb
ANco
C. Concrete Pullout Capacity Under Tension Loading:
Pullout Strength in Uncracked Concrete: Npuncr "N/A"
Pullout Strength in Cracked Concrete: Nper:_ "N/A"
iI f
Concrete Strength Factor: pop I = 1
`
2500•psi
Factored Tensile Pullout Capacity of Concrete (assume cracked concrete):
44)Npn:= if(Nper= "N/A" "N/A" ,ONc'Nper'Rcp)
(1)Npn= "N/A"
For Non-Structural/Architectural Components,ACI 318-08
Section D Limiting Design Strength for Undercut Anchor
Post-Installed in Concrete Surface and Loaded in Tension.
(4)N := if(ONpn= "N/A" ,0.75 min(4iNsa,4:1)Ncb),0.75 min(Osa,ciNcb,(l)Np0)
(ON = 1051Ib
9
,% EC LI PSE DXL Destination 5/1/2014
ENGINEERING Tigar,OR RVC
SHEAR CAPACITY OF POST-INSTALLED ANCHOR:
A. Steel Capacity Under Seismic Shear Loading:
Nominal Seismic Shear Capacity of Steel Anchor: V5e15a:= 3111•Ib
Shear Capacity Factor for Steel Anchor: 4)Vs:= 0.60
Number of Steel Anchors: N := 1
Factored Shear Capacity of
Steel Anchor(s): siVsa:= N•(13vs.Vseisa= 1867lb
B. Concrete Breakout Capacity Under Shear Loading:
Note: Worst case scenario is that the anchor is installed 6"from slab edge
Effective Embedment Concrete Slab
Depth: hef= 1.86•in Thickness: is:= 4.in min
Concrete Edge
Distances: Cal = 6-in cat= 6-in
Min. Concrete Edge Critical Concrete Edge
Distance: ca= 6-in Distances: cac= 2.92 in
Height of Shear Breakout Block: ha:= mints,(1.5•ca1)] = 4.in
Actual Area of Concrete
Shear Breakout: Avc 2•(1.5•ca1)•ha= 72•in2
Allowable Area of Concrete
Shear Breakout: Avco 2•(1.5•cal)-(1.5•cal)= 162•in2
Shear Capacity Factor for Concrete: 4vc:= 0.70
Modification Factor for anchor(s) installed in Cracked/Untracked Concrete:
For anchors located in a concrete member where analysis indicates no cracking at service load levels,
the following modification factor shall be permitted... Wo,v=1.4
For anchors located in a concrete member where analysis indicates cracking at service load levels,the
following modification factors shall be permitted:
=1.0 for anchors in cracked concrete with no supplementary reinforcement or
edge reinforcement smaller than a No.4 bar;
')cv 1.00
=1.2 for anchors in cracked concrete with supplementary reinforcement of a No.4
bar or greater between the anchor and the edge;and
Wc,v=1.4 for anchors in cracked concrete with supplementary reinforcement of a No.4
bar or greater between the anchor and the edge;and with the supplementary
reinforcement enclosed within stirrups spaced at no more than 4 inches.
10
Destination"..g.EC LI PSE DXL estination 5/1/2014
ENGINEERING Tigar,OR RVC
Diameter of Anchor Installed in Concrete: do:= 0.375•in
• Anchor Load Bearing Length: le:= 1.86in Ie= 1.86-in
Edge Effect Factor for anchor(s) in Concrete:
Cat
*ea:= if Cat <(1.5•cai) [o.7+ 0.3-{--)],1.00 = 0.9
1.5•ca1
Factored Shear Breakout Capacity of Concrete:
0.2
Oct,:= Xa'�vc' Avc �Vedv 1Vcv 7 Ie fc psi cal1'5 = 12151b
Avco do
C. Concrete Pryout Strength Under Shear Loading:
Pullout Strength for cp.No
Nc — 2156 lb
single anchor: b �Nc
Pryout Strength factor: kcp:= 1.0
Factored Tensile Pryout Capacity of Single Anchor in Concrete:
4Vcp:= 4vc'kcp'Ncb= 1509lb
Limiting Design Strength for Undercut Anchor
Post-Installed in Concrete Surface and Loaded in Shear.
:= 0.75•(min(Ose,c1Vd,,(1)Vep)) = 911 Ib
Interaction of Tensile & Shear Forces:
if(Vua>0.2.0,"Check Inter'n Eq'n" ,"Check Full Str'th in Tens'n") = "Check Full Str'th in Tens'n"
if(Nue>0.2.4 N,"Check Inter'n Eq'n" ,"Check Full Str'th in Shear") = "Check Full Str'th in Shear"
For Anchoring to Concrete: p:= 1.0
P'Nua P'Vua Nu a Vu
a
(ON
(1)V = 0.263 if I ON + �V > 1.2,"No Good" ,"Checks OK" I = "Checks OK"
11
Eclipse Engineering, Inc DXL Destination 5/1/2014
Consulting Engineers Tigard, OR RVC
Project Name = WASHINGTON SQUARE MALL
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.450774
Longitude = -122.780703
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.948 (Ss, Site Class B)
1.0 0.341 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.450774
Longitude = -122.780703
Spectral Response Accelerations SMs and SMI
SMs = Fa x Ss and SM1 = FvxS1
Site Class D - Fa = 1.121 ,Fv = 1.718
Period Sa
(sec) (g)
0.2 1.063 (SMs, Site Class D)
1.0 0.586 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.450774
Longitude = -122.780703
Design Spectral Response Accelerations SDs and SDI
SDs = 2/3 x SMs and SDI = 2/3 x SMI
Site Class D - Fa = 1.121 ,Fv = 1.718
Period Sa
(sec) (g)
0.2 0.709 (SDs, Site Class D)
1.0 0.390 (SDI, Site Class D)