Specifications (3) EC LI PS E Abercrombie& Fitch #11972 5/20/2019
ENGINEERING Portland, Oregon NSB
PIPP MOBILE STORAGE SYSTEMS INC.
STEEL STORAGE SHELVING-LIGHT RETAIL
CODES: Current Editions of the: IBC& CBC&ASCE 7& RMI
Design Inputs: Steel Storage Shelving: RR9 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 Eff. Lx Factor= 1.7
Number of Shelves/Unit= 10 Unbraced Length,x= 13.0 in
Vertical Shelf Spacing= 13.0 in Unbraced Length,y= 13.0 in
Back to Back Units? NO Type of Post? 14ga Upright Posts
Included Units, Fixed? Moblie? NO YES Type of Beam? DRL Low Profile
Number of Units per Track? 2 Top Shelf Loaded? YES
• Anchor Spacing? 22.50 in Intermediate Anchor: Double
Shelving Loading-
Live Load per Shelf= 9.50 psf Display On Plaque Near Shelving Units
Maximum Weight per Shelf= 95 lbs Per 48 in.x 30 in. Shelf
Dead Load per Shelf= 1.5 psf Wire Grid Shelf Material
Weight of Each Post= 7.4 lbs Shelving is NOT accessible to public
Weight of Mobile Carriage= 50 lbs
Floor Load Calculations:
Total Load on Each Post= 282 lbs Ground Fir Conc Slab
Total Load On Each Unit= 1180 lbs 2500 psi NWC Concrete
Floor Area Load = 12.0 ft2 3/8"43. KB-TZ w/2.313" Embedment
Allowable Floor Loading= 100 psf
Floor Load Under Shelf= 98 psf OK FOR 100psf RETAIL FLOOR LOADING
Seismic Information-
Risk Category= II Not Open to the Public SDC: D
Seismic Importance Factor(IE) = 1.0
Site Class= D Worst Case Assumed
Mapped Accel. Parameters:
Ss= 0.977 Fa = 1.109 Sms= 1.084 Sds= 0.722
51 = 0.425 Fv= 1.575 Sm1 = 0.669 Sd1= 0.446
Structural System: ASCE 7 Section 15.5.3
Steel Storage Shelving: R= 4 ap = 2.5 Ip= 1.0
Average Roof Height= 20 ft 0'-0" For Ground Floor Location
Height of Base Attachment= 0 ft Ground Floor
Shear Coeff Boundaries= Vmin = 0.032
Vmax= 0.181
Design Base Shear Coeff= Vt= 0.126 Adjusted For ASD
1/11
EC LI PS E Abercrombie& Fitch#11972 5/20/2019
ENGINEERING Portland, Oregon NSB
Lateral Force Distribution: per ASCE 7 Section 15.5.3.3
Total Dead Load per Level = 18.0 lbs
Total Live Load per Level = 95 lbs
Lateral DL Force per Level = 2.3 lbs
Lateral LL Force per Level = 12.0 lbs
67%of LL Force per Level = 8.0 lbs
Total DL Base Shear= 22.7 lbs
Total LL Base Shear= 120.1 lbs
LC1: Each Level is Loaded to 67%of its Live Weight Cumulative Moment: 50186 in-lbs
Total Base Shear= 103.2 lbs Controlling Load Case By Inspection
Height: Load: % Per Shelf: Lateral Force/Shelf:
h1 = 3 in 82 lbs 0.5% Fl = 0.5 lbs
h2 = 16 in 82 lbs 2.6% F2 = 2.7 lbs
h3 = 29 in 82 lbs 4.7% F3 = 4.9 lbs
h4= 42 in 82 lbs 6.8% F4= 7.0 lbs
h5 = 55 in 82 lbs 8.9% F5 = 9.2 lbs
h6 = 68 in 82 lbs 11.1% F6 = 11.4 lbs
h7= 81 in 82 lbs 13.2% F7 = 13.6 lbs
h8= 94 in 82 lbs 15.3% F8= 15.8 lbs
h9= 107 in 82 lbs 17.4% F9= 18.0 lbs
h10= 120 in 82 lbs 19.5% F10= 20.1 lbs
h11 = 0 in 0 lbs 0.0% F11 = 0.0 lbs
h12 = 0 in 0 lbs 0.0% F12 = 0.0 lbs
h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs
h14= 0 in 0 lbs 0.0% F14= 0.0 lbs
h15 = 0 in 0 lbs 0.0% F15 = 0.0 lbs
h16= 0 in 0 lbs 0.0% F16= 0.0 lbs
h17= 0 in 0 lbs 0.0% F17= 0.0 lbs
h18= 0 in 0 lbs 0.0% F18= 0.0 lbs
h19= 0 in 0 lbs 0.0% F19= 0.0 lbs
h20= 0 in 0 lbs 0.0% F20= 0.0 lbs
Sum = 100% Total = 103.2 lbs
LC 2:Top Level Only is Loaded to 100%of its Live Weight
Total Base Shear= 34.7 lbs Does Not Control
By inspection,the force distribution for intermediate level 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 system is the worst case
for this condition.
2/11
i EC LI PS E Abercrombie & Fitch#11972 5/20/2019
ENGINEERING Portland, Oregon NSB
" 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= 0.044 in3
Thickness = 0.075 in lx= 0.049 in4
Ap= 0.217 in2
Column Bending Calculations-
Max Column Moment= .13.9 ft-lbs
Allowable Bending Stress= 19.8 ksi
Bending Stress on Column = 3.8 ksi Bending Stress OK
Column Deflection Calculations-
Max Deflection = 0.084 in At Top of Unit
Deflection Ratio = 1437 L/A
Allowable Deflection = 6 in Max Deflection = 5%of Height
Deflection OK
Shelf Rivet Connection-
Diameter of Rivet= 0.25 in
Shear on Each Rivet= 111.2 lbs
Bearing Capacity of Rivet= 519.8 lbs Bearing Stress OK
Allowable Shear Stress = 13.5 ksi
Shear Stress on Rivet= 2.3 ksi Shear Stress OK
Column Axial Calculations- Per"L" Post
DL+ PL= 282 lbs RMI Load Combination#1
DL+ PL+ EQ= 268 lbs RMI Load Combination#6
Column Capacity Calculations-
Controlling Buckling Stress= 20.2 ksi
Allowable Comp. Stress= 19.5 ksi
Factor of Safety for Comp. = 1.80
Nominal Column Capacity= 3825 lbs
Allowable Column Capacity= 2125 lbs
Static Axial Load on Column = 282 lbs Axial Load OK
Combined Bending And Axial Forces-
Critical Buckling Load = 28539 lbs
Axial Stress Unity= 0.126 Magnification Factor= 0.982
Bending Stress Unity= 0.165 Cm = 0.85
Combined Stress Unity= 0.291 Column is Adequate
3/11
EC LI PS E Abercrombie & Fitch#11972 5/20/2019
ENGINEERING Portland, Oregon NSB
Overturning and Anti-Tip Calculations
Overturning Forces-
Total Weight= 816 lbs Load Case 1: Dead Load +67% Live Load
Total Lateral Force= 103 lbs
Overturning Force= 724 ft*lbs Controlling Overturning Force
Total Weight= 275 lbs Load Case 2: Dead Load + 100%Top Shelf
Total Lateral Force= 35 lbs
Overturning Force= 258 ft*lbs Does Not Control
Tension Force per Anchor= 43 lbs Per Side of Unit
Shear Force per Anchor= 26 lbs
USE: POST INSTALLED ANCHOR BOLTS/LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW
Allowable Tension Force= 753 lbs 2500 psi NWC Concrete
Allowable Shear Force = 718 lbs 3/8"43, KB-TZ w/2.313" Embedment •
Vertical Seismic Force= 41.3 lbs
Overstrength Factor= 2 For Anchoring to Concrete
Combined Loading= 0.114 Floor anchors are adequate
Anti-Tip Track Design-
Type of Anti-Tip Device= Arm and Track
Tension per Unit= 172 lbs
Capacity of Screws to Carriage= 600 lbs (2) 1/4-in screws are adequate
Anti-Tip Peg Yield Stress= 27 ksi Steel Fy= 36 ksi F„=58 ksi
Thickness Anti-Tip Peg Head = 0.09 in
Width of Anti-Tip Peg Head = 0.43 in
Section Modulus of Peg Head = 0.0006 in3
Allowable Stress on Leg= 27 ksi
Bending Stress on Leg= 6.38 ksi
Anti-Tip Stress Unity= 0.236 Bending Stress OK
Section Modulus of Track= 0.093 in3
Spacing of Track A.B's= 22.50 in
Allowable Alumn. Stress= 21 ksi 6061-T6 Ftv=35 ksi Ft„ =38 ksi
Bending Stress on Track= 5.20 ksi
Track Stress Unity= 0.247 Bending Stress OK
4/11
• i EC LI PS E Abercrombie & Fitch#11972 5/20/2019
ENGINEERING Portland, Oregon NSB
Shelf Beam Calculations
Shelf Beam Calculations: DRL Low Profile
Steel Yield Stress = 33 ksi Shelf DL= 1.5 psf
Modulus of Elast. = 29000 ksi Shelf LL= 9.50 psf
Beam Type: DRL Low Profile
Area of Beam = 0.264 in2
Section Modulus of Beam = 0.098 in3
Moment of Inertia of Beam = 0.072 in4
Shelf Width = 4.0 ft Allowable Bending Stress= 19.8 ksi
Shelf Depth = 2.5 ft Allowable Shear Stress= 13.2 ksi
Total Load/Shelf= 110 lbs
Distributed Load = 13.75 plf
Maximum Design Moment= 27.5 ft-lbs
Maximum Design Shear= 27.5 lbs
Beam Bending Stress = 3.4 ksi
Bending Stress Unity= 0.171 Bending Stress OK
Beam Shear Stress= 0.10 ksi
Shear Stress Unity= 0.008 Shear Stress OK
Max Allowable Deflection = 0.267 in L/180
Maximum Beam Deflection = 0.038 in Deflection OK
Shelf Beam Rivet Check:
Diameter of Rivet= 0.25 in
Post Moment Shear on Rivet= 111.2 lbs
Beam Shear on Rivet= 13.8 lbs
Resultant Shear= 112.1 lbs
Bearing Capacity of Rivet= 519.8 lbs Bearing Stress OK
Allowable Shear Stress= 9.6 ksi
Shear Stress on Rivet= 2.3 ksi Shear Stress OK
5/11
ti EC LI PS E Abercrombie& Fitch#11972 5/20/2019 •
ENGINEERING Portland, Oregon NSB
Wall Supported Unit Calculations
Seismic Force at Top of Units-
Average Roof Height= 20.0 ft
Height of Attachment= 10.0 ft
Shear Coeff Boundaries = Vann= 0.217
Vmax= 1.156
Design Base Shear Coeff= Vt= 0.258 Adjusted For ASD
Total Weight per Unit= 757 lbs
Lateral Force at Top/Bottom = 98 lbs
Standard Stud Spacing= 16 in
Wall Connections per Unit= 3
Tek Screw Capacity= 84 lbs Tension Cap.for#10 Screw in 20ga Stud
Force Per Connection = 33 lbs Screw Capacity OK
Seismic Uplift Force on Each Shelf
Seismic Uplift on Shelves-
Vertical Seismic Component= 15.9 lbs
Vertical Dead Load per Shelf= 110.0 lbs
Connection Points per Shelf= 4.0 Each Corner
Net Uplift Load per Shelf= -50.1 lbs
Uplift Forcer per Connection = -12.5 lbs Rivet Connection OK
6/11
• .. i EC LI PS E Abercrombie & Fitch#11972 5/20/2019
ENGINEERING Portland, Oregon NSB
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 = 10.0 ft
Design Lateral Load = 32.5 lbs From Shelving Unit
Additional Lateral Load = 5.0 psf Interior Seismic Force
Design Axial Load = 85.3 lbs Dead Load of Wall Framing
Spacing of Studs = 16.0 in
TRY: 3-5/8" x 1-5/8" x 20ga Studs @ 16" o.c. (Worst Case Assumed)
Width = 3.625 in rx= 1.450 in
Depth = 1.625 in ry= 0.616 in
Thickness = 0.035 in Sx= 0.268 in3
Fy= 33 ksi lx= 0.551 in4
E= 29000 ksi Ap= 0.262 in2
K= 1.0 Unbraced Length X= 16 ft
Unbraced Length Y= 4 ft
Stud Capacity-
Buckling Stress,X= 16.32 ksi
Buckling Stress,Y= 47.14 ksi
Allowable Buckling Stress = 16.32 ksi
Nominal Axial Strength = 4277 lbs
Factor of Safety= 1.92
Allowable Axial Load = 2228 lbs
Maximum Design Moment= 335.4 ft-lbs
Maximum Design Shear= 73.7 lbs
Allowable Bending Stress= 21.78 ksi
Actual Bending Stress= 15.02 ksi Bending Stress OK
Allowable Shear Stress = 13.20 ksi
Actual Shear Stress= 0.28 ksi Shear Stress OK
Allowable Axial Stress = 8.50 ksi
Actual Axial Stress = 0.33 ksi Axial Stress OK
Combined Stress Unity= 0.73 Combined Stress OK
7/11
EC LI PS E Abercrombie & Fitch #11972 5/20/2019 •
ENGINEERING Portland, Oregon NSB
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= 82 lbs Dead Load
475 lbs Live Load
289 lbs EQ Load
Uplift Loads on Post= 86 lbs Resultant Uplift
Slab Bearing Capacity-
Depth of Post on Slab= 1.5 in
Factored Bearing Load = 1272 lbs
Required Bearing Area = 243.89 in2 15.62 inches per side
Critical Section = 5.06 in For Bending
Soil Pressure on Crit. Section = 751.2 plf Along Critical Length
Section Modulus= 32.0 in3 Plain Concrete per Foot
Shear Area = 22 in
Conc. Shear Stress = 14.5 psi
Allowable Shear Stress= 73.2 psi Shear Stress OK
Conc. Bending Stress = 25.0 psi
Allowable Bending Stress= 137.5 psi Bending Stress OK
Slab Uplift Capacity-
Required Area to Resist Uplift= 2.86 ft2
Length of Slab Req'd = 0.36 ft Assume Required Area/ Full Shelf Width
Worst Case Length of Slab= 1.25 ft Maximum Lenght Required
Distance to Anchor Bolt= 0.63 ft
Length of 1ft Strip= 1.25 ft Length Safety Factor: 2.00
Shear Force on 1ft Strip= 87.5 lbs
Allowable Shear Force= 1760.0 lbs Shear OK
Bending Moment on 1ft Strip= 54.7 ft-lbs
Allowable Bending Moment= 366.7 ft-lbs Bending OK
8/11
MI Lair.
vww.hlld.us Profis Anchor 2.7.6 www.hi tl.us Profis Anchor 2.;
:ompany: ECLIPSE ENGINEERING,INC. Page: 1 Company: ECLIPSE ENGINEERING,INC. Page: 2
specifier. Project Specifier. Project:
tddress: 376 SW Bluff Dr.,Suite 8 Sub-Project I Pos.No.: Address: 376 SW Bluff Dr..Suite 8 Sub-Project I Pos.No.:
'hone I Fax: 541-389-96591 Date: 5/14/2018 Phone I Fax: 541-389-96591 Date: 5/14/2018
_Mail: E-Mail:
Specifiers•• manta: 2 Proof I Utilization(Governing Cases)
Design values(ib) Utilization
1 Input data Loading Proof Load Capacity fie 1pv(%] Status
`` .t= Tension Pullout Strength --- 500 1,107 46/- OK
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) 5.. _.. .
Shear Steel Strength 300 1,468 -/21 OK
Effective embedment depth: he,, =2.000 In.,h,„,,,=2.313 in.
Material: Carbon Steel LoadingUtilization [%] Status
SAFE-2-ET .4 Pv c Pkv..-__..-...._
Evaluation Service Report: ESR-1917 _...-.—
P Combinedtensionandshearloads . 0.452 0.205 5/3 34 OK
Issued I Valid: 5/1/201715!1/2019
Proof: Design method ACI 318-14/Mech.
Stand-off ins'ilalion: -(Recommended plate thickness:not calculated) 3 Warnings `
Profile: no profile •Please consider all details and hints/warnings given in the detailed report!
Base mater'. cracked concrete,2500,f =2,500 psi;h=4.000 in. Fastening meets the design criteria!
Installation: hammer drilled hole,Installation condkion:Dry
Reinforceme : tension:condition B.shear:condition B:no supplemental splitting reinforcement present 4 Remarks;Your Cooperation Duties
edge reinforcement:none or<No.4 bar •Any and all information and data contained in the Software concern solely the use of Hila products and are based on the principles,formulas an
Seismic load (cat.C,D,E,or F) Tension bad:yes(17.2.3.4.3(d)) security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
Shear bad:yes(17.2.3.5.3(c)) complied with by the user.At figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Geometry(1 ]S Loading[Ib,in.lb] Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret porn
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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 us
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 ca
G by carrying out manual updates via the Hilts Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
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!ROFIS Anchor(•)2003.2009 HIM AG,FL-9494 Schoen HIS Is a registered Trademark of HMI AG.Sri,. PROFIS Anchor(c)2003.2009 HIM AG,FL-9494 Schoen Hix is a registered Trademark of Hit!AG,Schean
Nw.hihl.us Profis Anchor 2.7.6 www.hilti.us Profis Anchor 2.7
3mpany: ECLIPSE ENGINEERING,INC. Page: 1 Company: ECLIPSE ENGINEERING,INC. Page: 2
ratifier. Project: Specifier: Project:
/dress: 376 SW Bluff Dr.,Suite 8 Sub-Project I Pos.No.: Address: 376 SW Bluff Dr.,Suite 8 Sub-Project I Pos.No.:
tone I Fax: 541-389-9659 j Date: 5/14/2018 Phone I Fax: 541-389-9659 j Date: 5/14,2018
Mail: E-Mail:
ipecifier•s comments: 2 Proof I Utilization(Governing Cases)
Design values[Ib] Utilization
Input data , Loading Proof Load Capacity Dsitiv[i] Status
I.
,nchor type and diameter: Kwik Boll TZ•CS 3/6(2) I.
""' Tension Concrete Breakout Strength 1,000 2,149 47/- OK
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Shear Concrete edge failure in direction x+ 700 2,055 -/35 OK '
ffective embedment depth: h,r,,n=2.000 in.,h„a,=2.313 in.
!aterial. Carbon Steel Loading Bx 9v S Utilization
valuation Service Report: ESR-1917 SAFE-` T Lodin _._ x.vl"'Ai Status
Combined tension and shear bads 0.465 0.341 5/3 45 OK
sued I Valid: 5/1/2017 I 5/1/2019
'roof: Design method ACI 318-14/Mech.
land-off installation: eb=0.000 in.(no stand-off);I=0.074 in. 3 Warnings
.nchor plate: I,x I,x t=3.000 in.x 7.000 in.x 0.074 in.;(Recommended plate thickness:not calculated •Please consider all details and hints/warnings given In the deleted report!
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edge reinforcement none or<No.4 bar security regulations in accordance with Hitti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
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Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
ieometry[in.]&Loading[lb,in.lb] compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norm
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
Z 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 us
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 ca:
by carrying out manual updates via the HiN Website. Hilt!will not be liable for consequences,such as the recovery of lost or damaged data or
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r1 ie/ CITY OF PORTLAND, OREGON - BUREAU OF DEVELOPMENT SERVICES
1.4
fir -;,' Special Inspections • 1900 SW Fourth Avenue, Suite 5000• Portland, Oregon 97201 •www.portlandonline.com/bds
Structural Special Inspection and Observation Program Checksheet
The registered design professional in responsible charge shall prepare and submit a special inspection and structural
observation program in accordance with IBC Sections 1704.1.1, 1705.2, and 106.3.4.1, and confirm that the special
inspection and structural observations noted below,are indicated on the drawings.
-Please Note that separate Soils and Life Safety Inspection Checksheets may also be required-
Instructions - Parts D and E of this Checksheet must be fully completed by the Owner
(or Architect or Engineer acting as the owner's agent) in order to obtain your permit.
When complete, return this form to BDS Permitting Services. You may return it in person at 1900 SW 4th
Ave, by fax to (503) 823-4172, or by email to specialinspectionsforms@portlandoregon.gov
Application # Date: 05/20/2019
Project Name: Abercrombie R Fitch #11972
Site Address: 9573 SW Washington Square Road - Space B06
Architect of Record (Firm) Phone#
Engineer ofRecord (Firm) ECLIPSE ENGINEERING Phone# 541-389-9659
The following special inspections and structural observations shall be performed according to the State Building Code
and City of Portland Special Inspection Program Administrative Rules unless a program of inspections is submitted by
the Engineer of Record and approved by Bureau of Development Services.
A. REQUIRED SPECIAL INSPECTIONS FOR ALL BUILDING TYPES
nSteel Construction Concrete Construction Anchors—Adhesive Wood Construction
Curtainwall Prestressed Concrete Anchors—Cast-in-place Masonry
Structural Silicone Glazing Shotcrete I'�l Anchors—Expansion/Screw Cold Formed Steel Framing
Special Cases:
B. REQUIRED SPECIAL INSPECTIONS FOR CATEGORY III AND IV BUILDINGS (In addition to those noted above.)
Seismic Force Resist. System Storage Racks Access Floors Suspended Ceilings
Mechanical Components Electrical Components Cladding Veneer
Nonbearing Walls n Seismic Isolation System
Special Cases: EI
VED
W C. STRUCTURAL OBSERVATION "SAY 21 2019
o25 Required (The stages of construction at which structural observation is to occur shall be indicated on the drawings.) r )F, Ir1lJ
D. APPROVED SPECIAL INSPECTOR OR INSPECTION AGENCY(To be completed bythe licant: D1 t.ISlory
p pp � �_< �/
Indicate the City approved special inspector or special inspection agency to perform the required special
Et ins ections noted in parts A. and B. above:
a ACS(503)443-3799 KE&Associates(503)853-9033 PSI (503)289-1778
W Carlson Testing (503)684-3460 I I KPFF SIG(503)227-3251 Other:
Clair Company(541)758-1302 Materials Testing/Insp(208)376-4748
J Columbia West Eng (360)823-2900 Mayes Testing, Inc. (503)281-7515
0_
2 FEI Testing(541)757-4698 Northwest Geotech(503)682-1880
O
U E. To be completed by the applicant.
By completing Part E the project owner(or the Architect or Engineer acting as the Owner's Agent) hereby agrees to
I- employ the special inspector or inspection agency and/or engineer of record for the above noted special inspections
and/or structural observations. (Contractors are NOT authorized to agree for the Owner.)
The project owner shall provide a copy of this checksheet to the special inspection agency and engineer of record.
a Print Name Date
a. (Project Owner or the Architect or Engineer acting as the Owner's Agent)
Firm Phone
1
- ECL' • SL ECLIPSE - ENGINEERING . COM
ENGINEERING
Letter of Transmittal
To: City of Tigard Community Development From: Nick Burnam, PE
Attn: Braden Taggart 376 SW Bluff Drive,Suite 8
13125 SW Hall Blvd Bend, OR 97702
Tigard, OR 97223 (541)389-9659
Phone: Via: UPS Next Day Air
Fax: Date: 5/20/19
Re: A&F#11972 CC:
PO 42906—SO 100197
Portland, OR(19-05-111)
PIPP MOBILE STORAGE SYSTEMS, INC.
Qty: Date: Description:
1 5/20/19 Special Inspection Form
4 5/20/19 Wet Stamped Calculations
4 5/20/19 Wet Stamped Storage Rack Detail Sheet
• Comments:
Best regards,
Nick
MTSSOULA WHTTEnt:
FOR OFFICE USE ONLY—SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
N . Ii
Transmittal Letter
T I G A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: C li DATReetiNED
DEPT: BUILDING DIVISION
MAY 21 2019
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UI t-Y Ot- ("1 RD
FROM: /j4 '`ir/l/ vV) UILD!NG ► SI®N
COMPANY: (,:i-1/// f ,, ,' r,��
PHONE: i) 317-- /65"5" By:e/,
RE: q S-?36a / h A )w St, %P211-(r-
(Site Address) / (Permit Number)
i t7f-f V►b iY_ Y" .
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: Description: 'opies: . Description:
Additional set(s) of plans. 3 Revisions: L) v j c ,-adovI
Cross section(s) and details. O' Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. D\ ) Engineer's calculations.
Other(explain): }2= \',,...
r
REMARKS:
l i {l 6t
FOR OFFICE USE ONLY
Routed to Permit Techrf n: Date: ) 3- ) 9 Initials: 11
Fees Duel No Fee Description: Amount Due:
0 • h r p -n ✓—v:ems—' $ c�
-
$
1 $
Special
Instructions: /
Reprint Permit(per PE): ❑ Yes Nor/ 11 Done
Applicant Notified: ra,___-- Date: <1,4g Initials,
I:\Building\Forms\TransmittalLetter-Revisions_061316.doc