HomeMy WebLinkAbout1923 CALLE BARCELONA; 136; CB152053; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
05-11-2016 Commercial/Industrial Permit Permit No: CB152053
Building Inspection Request Line (760) 602-2725
Job Address: 1923 CALLE BARCELONA CBADSt: 136
Permit Type: Tl Sub Type: COMM Status: ISSUED
Applied: 07/02/2015
Entered By: JMA
Parcel No: 2550120400 Lot#: 0
Valuation: $5,000.00 Construction Type: 58
Occupancy Group: Reference#
Project Title: LULULEMON: RACKS FOR STOCK
Applicant:
HETAL SHAH
20521 EARL ST
TORRANCE CA 90503
31 0-263-3500
Building Permit
Add'l Building Permit Fee
Plan Check
Add'l Building Permit Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add'l Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'l Pot. Water Con. Fee
Reel. Water Con. Fee
Green Bldg Stands (SB1473) Fee
Fire Expedidted Plan Review
$70.24
$0.00
$49.17
$0.00
$0.00
$1.40
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$1.00
$362.50
Total Fees: $484.31 Total Payments To Date:
Inspector:
Plan Approved: 05/11/2016
Issued: 05/11/2016
Owner:
Inspect Area
Plan Check#:
T-C FORUM AT CARLSBAD L L C
C/0 TIM-CREF
4675 MACARTHUR CT #11 00
NEWPORT BEACH CA 92660
Meter Size
Add'l Reel. Water Con. Fee
Meter Fee
SDCWA Fee
CFD Payoff Fee
PFF (3105540)
PFF (4305540)
License Tax (3104193)
License Tax ( 4304193)
Traffic Impact Fee (31 05541)
Traffic Impact Fee (4305541)
PLUMBING TOTAL
ELECTRICAL TOTAL
MECHANICAL TOTAL
Master Drainage Fee
Sewer Fee
Redev Parking Fee
Additional Fees
HMP Fee
Green Bldg Standards Plan Chk
TOTAL PERMIT FEES
$484.31 Balance Due:
VAL
b Clearance:
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
??
??
$484.31
$0.00
NCJTlCE: Ae<Ee take NCJTlCE that~ of yrur prqect includes tre "lrn:xsition''•offees, dedications, reservatims, or cther exa:tims hereafter rollectively
referred to as 'fees'exa:tims." You have 00 days from the date this pemit W£. issued to protest irn:xsitirn of trese fees'exa:tions. If yru protest them, yru rrust
fdlavvtre protest prca:dures set forth in Coverm-ent C<x:Je Sectirn ffil20(a), and file tre protest and any cther reqlired infmratirn\1\ith treaty ~for
prcressing in accordancewth Ca1sba:l M.lnidpal C<x:Je Sectirn3.32.030. Failuretotirrelyfdlavvthat prca:durewll bar any subsequent lega adirn to attack,
review, set aside, vdd, or am.i U'eir irn:xsitirn.
You ere here!:Jy FLRTl-ER NCJTlRED that yrur right to protest tre sp3dfied fees'ex.actims IXES NOT ,APR_ Y to IM3ler and~ ronnectirn fees and capacity
dlanges, nor plcning, z.aing, grading or cther sinilar applicatirn processing or service fees in ronnectirn wth this prqect. 1\K:R IXES IT ,APR_ Y to any
fees'exactions of Vlllich have 'ousl been ·vena NCJTlCE sinilar to this or as to \1\hch tre statute of linitations has 'ousl ctherWse "red.
THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING 0BUILDING DFIRE 0HEALTH DHAZMATIAPCD
«~5> Building Permit Application Plan Check No. CB (..f. '20~~
1635 Faraday Ave., Carlsbad, CA 92008 Est. Value ~-~ c.t"tr'' ~ CITY 0 F Ph: 760-602-2719 Fax: 760-602-8558
CARLSBAD email: building@carlsbadca.gov Plan Ck. ~eposit
www.carlsbadca.gov Date 7/~1 ~ ISWPPP
JOB ADDRESS SUITE#/SPACE#/UNIT# IAPN 1923 CALLE BARCELONA - - -2
CT/PROJECT # I LOT# I I PHASE# I# OF UNITS I# BEDROOMS #BATHROOMS ITENANTBUSIN~SJ~~LEMON I CONSTR. TYPE I occ. GROUP
SARAH GEi!i 604-657-74id V-N M
DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
SHELVING PERMIT, 500 SF.
EXISTING USE FIREPLACE
MERCANTILE
I PROPOSED USE
MERCANTILE
I GARAGE (SF)
N/A
PATIOS (SF) I DECKS (SF)
N/A N/A YESO
I AIR CONDITIONING I FIRE SPRINKLERS
No12J YESIZJNoD YEsiZJNoD
APPLICANT NAME (Primary Contact) HETALSHAH APPLICANT~C!.seh9RJ.:;;.acJt f'V'vt.. { ~ OO d (_];__e
ADDRESS 20521 EARL STREET ADDRW v . I 10 %7 :5" fnp,c_fif2::11,.ur 61-
CITY STATE ZIP CITY STATE Zlq~&U TORRANCE CA 90503 NtuJA-Ja &JV.J-1
PHONE I FAX PHONE FAX
310-263-3500 775-206-3607
EMAIL
HSHAHC02MENEMSHASOLUTIONS.COM
EMAIL
PROPERTY OWNER NAME JONES LANG ~ONTRACTOR BUS. NAME fks'c' ~
ADDRESS ADDRESS 11111 ( A{v" T{P&.J .>h. 721 <f 1700 JONES STREETM SUITE 2
CITY STATE ZIP CITY STATE ZIP tf2 \£.~ SAN FRANCISCO CA 94109 s""A. 0 1-t .... o CA.
PHONE I FAX PHONE / FAX
415-315-1226 ~ ~ i" . l 'l1--t7 1-aJ
EMAIL EMAIL \:>~to -"""~.,cd: ~ .r'rJc.:>.,..... b,fiAf'~ C.t>~~t_ LAMBERT@AM.JLL.COM
ARCH/DREZANA.E~D\oASEGH 20521 EARL STitiiSTATELICc-25803 STATE LIC.# tiffo'1?1-~ CLASS ICITY~ y-q.
(Sec. 7031.5 Busmess and Professions Code: Any C1ty or County which requ1res a permit to construct, alter, 1m prove, demolish or repa1r any structure, pnor to 1ts Issuance, also requ1res the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions ofthe Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 ofthe Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}).
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self·insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code. for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy
number are: Insurance Co. Policy No. Expiration Date----------
This section need not be completed if the permit is for one hundred dollars ($1 00) or less. D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in
addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees .
.,6 CONTRACTOR SIGNATURE 0AGENT DATE
I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason:
D
D
D
I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law).
I am exempt under Section Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes 0No
2. I (have I have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number):
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work):
.,6 PROPERTY OWNER SIGNATURE [2]AGENT DATE
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate.! agree to comply with all City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permtt is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void ~the building or work authorized by such permit is not commenced within
180 days from the date of such permit or if the authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
AS APPLICANT'S SIGNATURE DATE
STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
Fax (760) 602-8560, Email buildinq@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008 .
DELIVERY OPTIONS
PICK UP: CONTACT (Listed above)
CONTRACTOR (On Pg. 1)
MAIL TO: CONTACT (Listed above)
CONTRACTOR (On Pg. 1)
OCCUPANT (Listed above)
OCCUPANT (Listed above)
MAIL/ FAX TO OTHER:---------------~
A$ APPLICANT'S SIGNATURE
• (Office Use Only)
CA
No.
ASSOCIATEDCB#•------------
NO CHANGE IN USE/ NO CONSTRUCTION
CHANGE OF USE/ NO CONSTRUCTION
DATE
d~. ~ ...... ~ CITY OF
CARLSBAD
SPECIAL INSPECTION
AGREEMENT
B-45
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed
requires special inspection, structural observation and construction material testing.
Project/Permit: --=L::.:::u=-=l:..:::u""l-"'e""m.:::_on'-'---------Project Address: 1923 Calle Barcelona
A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder
D. (If you checked as owner-builder you must also complete Section B of this agreement.)
Name: (Please print)~---"'-'R""o-=1-=f __________ ---'H'-'--'--. ------------'A,_,_r""m~st=-r=-o,_n,_,_g:::L-----
(First) (M.I.) (Last)
MailingAddress: 376 sw Bluff Drive, Suite 8, Bend, OR 97702
Email· rolfa@eeimt. com Phone: _ ____.,_,( 5.L:.4._.1._,l'--"3_,_.8_,__9"---9L.I6,_,5_,__9"-----
I am: DProperty Owner DProperty Owner's Agent of Record DArchitect of Record ~Engineer of Record
(storage racks only)
State of California Registration Numbe · c 617 2 6 Expiration Date: June 3 0, 2 017
AGREEMENT: I. the undersigned. declare under penalty of perjury under the laws of the State of California. that I have read.
understand. acknowledg and promise to comply with the City of Carlsbad requirements for special inspections. structural
observations. construe · n materials testing and off-site fabrication of building components. as prescribed in the statement of
special inspections n e p v. d plans and. as required by the California Building Code.
Signatur..._.·----~-~-<F'--.?H--."--,F----;t~--=------------Date: __ J_U_N__:2=-..:::6'---'-2:u-O -K15J--------
B. CONTRACTOR'S STATEMENT F RESPONSIBILITY (07 CBC. Ch 17. Section 1706). This section must be completed by the
contractor I builder I owner-builder.
Contractor's Company Name:. ___________________ Please check if you are Owner-Builder 0
Name: (Please print)------------------------------------
(First) (M.I.) (Last)
Mailing Address: ____________________________________ _
Email: _________________________ Phone: ___________ _
State of California Contractor's License Number: __________ Expiration Date: _______ _
• I acknowledge and. am aware. of special requirements contained in the statement of special inspections noted on
the approved plans;
• I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the
building official;
• I will have in-place procedures for exercising control within our (the contractor's) organization. for the method and
frequency of reporting and the distribution of the reports; and
• I certify that I will have a qualified person within our (the contractor's) organization to exercise such control.
• I will provide a final report I letter in compliance with CBC Section 1704.1.2 prior to requesting final
inspection.
Signature~: _______________________ Date: ___________ _
B-45 Page 1 of 1 Rev. 08/11
\
EsGil Corporation
In (}!artnersliip witli government for c.Bui{ding Safety
DATE: 7 I 13/2015
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 15-2053
PROJECT ADDRESS: 1923 Calle Barcelona
PROJECT NAME: Storage Racks for Lululemon
SET: I
D APPLICANT
D JURIS.
D PLAN REVIEWER
D FILE
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
~ EsGil Corporation staff did not advise the applicant that the plan check has been completed.
D EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted:
Mail Telephone
(by:
Telephone#:
) Email:
Fax In Person
~ REMARKS: 1. Fire Department approval is requirements. 2. City to field verify that a path of
travel from the handicapped parking space to the rack area and the bathroom serving the rack
area comply with all the current disabled access requirements.
By: David Yao Enclosures:
EsGil Corporation
0 GA 0 EJ 0 MB 0 PC 7/7
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
City of Carlsbad 15-2053
7/13/2015
[DO NOT PAY-THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad
PREPARED BY: David Yao
PLAN CHECK NO.: 15-2053
DATE: 7/13/2015
BUILDING ADDRESS: 1923 Calle Barcelona
BUILDING OCCUPANCY:
BUILDING AREA Valuation
PORTION (Sq. Ft.) Multiplier
racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
--~--------~--------~ ~
Bldg. Permit Fee by Ordinance ...,.
---~-----------------'"'-~
------~----]
_Plan Check Fee by Ordinance --~--
Type of Review: 0 Complete Review
D Repetitive Fee =~-...,. ! Repeats
Comments:
D Other
D Hourly
EsGil Fee
Reg. VALUE
Mod.
per city
D Structural Only
1------11 Hr. @ •
($)
5,000
5,000
$70.241
$45.661
$39.331
Sheet 1 of 1
macvalue.doc +
PLANNING DIVISION
BUILDING PLAN CHECK
APPROVAL
P-29
DATE: 7-2-15 PROJECT NAME: PROJECT ID:
Planning Division
1635 Faraday Avenue
(760) 602-4610
www.carlsbadca.gov
PLAN CHECK NO: CB 15-2053 SET#: 1 ADDRESS: 1923 Calle Barcelona APN:
~ This plan check review is complete and has been APPROVED by the Planning
Division.
By: Chris Sexton
A Final Inspection by the Planning Division is required Yes [g] No
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check APPROVAL has been sent to:
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
~~LANNING
760-602~41310 .
[gJ Chris Sexton
760-602-4624
Chris.Sexton@carlsbadca.gov
D Gina Ruiz
D
760-602-4675
Gina.Ruiz@carlsbadca.gov
Remarks:
~ «--' ~ CITY OF
CARLSBAD
PLAN CHECK
REVIEW
TRANSMITTAL
\:~:,,.
(,,,#
!~)'''"•
DATE: 08/10/15 PROJECT NAME: lululemon racks"/"PROJECT ID:
Community & Economic
Development Department
1635 Faraday Avenue
Carlsbad CA 92008
www.carlsbadca.gov
PLAN CHECK NO: cb152053 SET#: I ADDR~~: 1923 calle barcelona ste 136 APN:
"''i::'J .. ,
')'!f.,~
This plan check review is complete and Was been APPROVED by the fire Division. c~,
By: cwong '1-"'\'"~~,
\j\l.iJJ.."">.\
A Final Inspection by the Division is required ~Yes D No
D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to &USPS
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
D Chris Sexton
760-602-4624
Ch ris.Sexton@carlsbadca.gov
D Gina Ruiz
760-602-4675
Gina.Ruiz@carlsbadca.gov
D
Remarks:
8/10/15
**APPROVED:
D Kathleen Lawrence
760-602-27 41
Kath leen.Lawrence@carlsbadca.gov
D
D
Linda Ontiveros
760-602-2773
Linda.Ontiveros@carlsbadca.gov
Page 1 of2
FIRE-Pfl.WENTi§~r,,;~t ":i
. '~$b1502-466S?(fJ!~.c:;: .
D Greg Ryan
760-602-4663
Gregorv.Ryan@carlsbadca.gov
~ CindyWong
760-602-4662
Cynthia.Wong@carlsbadca.gov
D Dominic Fieri
760-602-4664
Dominic.Fieri@carlsbadca.gov
THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE
OF A BUILDING PERMIT.
THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE
DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH
ALL APPLICABLE CODES AND REGULATIONS.
THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE
LAW.
Page 2 of2
Nii!.ll'1~:
Adth~~!~!S~:
HB"fAL ~HAH
20~21 EAllL S"r
TORRANCE CA
1'1050j
Jol;;~ Nan1e: LULULEMO'N! ItACKS P"t)l S'rOCK
Job Addre~r~: 1923 CALLE l~AitCELONA CBAD St: 136
lNCOM'PLEl'E The Item you htwe submitted fbr review is incomplete. At this time, this t7ffic~ carmot
adequately cm1.duct a review o le codes and/or stat1dards. Please review
a s attached. Please resubmit the necessary p · witllc\!h~u1ges ''clouded\
to this office for review and approval. .
c~,nd: CONOOOg3S6
[NOtr MET]
1. Sheet ('3003: Egres~» through stockroorn,: 44'' wide aisle defined by full hei~ht or partial height
t1xed wall or similar co11structicm ... This is not sh<,wn in construction docs.
Cond: CON0008387
[NOT MET]
1. Show longitudinal flue space e.g, bumper, that will be installed to maintain this space in the
moblle racldng. Show bun1per and space in in.ch~~ provided.
Entt•y: 07/14/2015 :Sy: owong Action; CO
Cond: CONOOOS481
[ME'r)
THIS PROJECT HAS BEEN REVIEWED AND APijROVBD F'OR THE PUrzPOSES OF ISSUEANCE OF A
BUILDING PERMI"f.
THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT
NOTATiONS,
CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITJ·I ALL APPLICABLE CODES AND
REGULA'TIONS,
THIS APPROVAL SHALL NOT BE HELD TO PERIVIIT OR APPROVE ANY VIOLATION OF THE LAW.
Entry: 08/10/2015 By: cwong Action: AP
eECLIPSE
ENGINEERING
Structural Calculations
Steel Storage Racks
By Pipp Mobile Storage Systems, Inc.
PIPP PO #5934 SO #8599
Lulu lemon
The Forum Carlsbad
1923 Calle Barcelona-Suite #136
Carlsbad, California 92037
Prepared For:
Pipp Mobile Storage Systems, Inc.
2966 Wilson Drive NW
Walker, Ml 49544
ECLIPSE-ENGINEERING.COM
JUN 26 2015
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 2013 California Building Code. These storage racks are not accessible to the
general public.
113 West Main. Sumo B, Missoula, MT 59802
Phone: (4116) 72Hi733 • Fax: (4116) 72l..li988
494 St. Andrews Drive, Columbia Fal~. MT 59912
Phone: (406) 892-2301• Fax: 40&892-2368
421 West Riverside Ave., Sumo 421 Spokane, WA99201 376 SW Bluff Drive, Suhe 8, Bend, OR 97702
Phone:(509)921-7731•Fax:7'04P. ione<::· Fax:;;;)
::,~~ E(. Ll PS E LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & 2013 CBC-2208 & ASCE 7-10-15.5.3
Design Vertical Steel Posts at Each Corner : -1 plf := lb· ft
Shelving Dimensions:
Total Height of Shelving Unit -
Width of Shelving Unit-
Depth of Shelving Unit-
Number of Shelves-
Vertical Shelf Spacing-
Shelving Loads:
Maximum Live Load on each shelf is 50 lbs:
Weight per shelf-
Load in psf-
Design Live Load on Shelf-
Dead Load on Shelf-
h(= 8.00-ft
W:= 4.00·ft
d := 2·1.25· ft
N:= 7
s := 16.00· in
Wij := 2· 50·1b
wlj LL·:=-
J W·d
LL := LLi
DL := 2.50· psf
-2 psf := lb· ft
pcf:= lb·ft-3
ksi := 1000-lb· in-2
kips:= 1000-lb
LL = 10-psf
Section Properties of Double Rivet 'L' Post :
Modulus of Elasticity of Steel-
Steel Yield Stress-
Section Modulus in x andy-
Moment of Inertia in x and y-
Full Cross Sectional Area-
Length of Unbraced Post-
Effective Length Factor -
Section Properties Continued:
Density of Steel -
Weight of Post-
Vertical DL on Post -
Vertical LL on Post-
Total Vertical Load on Post-
E := 29000· ksi
Fy:= 33-ksi
Sx := 0.04· in3
lx:= 0.06-in4
Ap := 0.22· in2
b:= 1.5-in
h:= 1.5-in
ry := 0.47· in
rx:= 0.47-in
I:= 0.075· in
he:= 1.42· in
be:= 1.42· in
Lx:=S=16·in
Kx := 1.0
Ly:= S = 16·in
Ky:= 1.0
L1:= S= 16-in
K1 := 1.0
psteel := 490· pcf
Wp := psteel· Ap· h1
Pd := DL·W· .125d· N + Wp
P1:= LL·W·.125·d·N
Pp := pd + PI
Wp = 5.99-lb
pd = 27.861b
P1 = 87.51b
Pp = 115.36-lb
:,,,~ EC Ll PSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Floor Load Calculations:
Weight of Mobile Carriage:
T<tal Load on Each Unit:
Area of Each Shelf Unit:
We:= 90·1b
W:= 8·Pp +We
Au:= (w + 4· in).(d + 6· in)
w = 1012.911b
Au= 13ft2
w Floor Load under Shelf: PSF := -PSF = 78· psf
Au
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load
ASCE-7 Seismic Design Procedure:
Importance Factor-
Determine Ss and S1 from maps-
Determine the Site Class-
Determine Fa and Fv -
Determine SMs and SMl-
Determine S0s and S01 _
IE:= 1.0
S8 := 1.088
Class D
Fa:= 1.065
SMs:= Fa·Ss
SMs = 1.1587
2 Sos:= -·SMs 3
S0s = 0.772
Structural System-Section 15.5.3 ASCE-7:
4. Steel Storage Racks R:= 4.0
Rp:= R
WI:= LL·W·d
no:= 2
aP := 2.5
Total Vertical LL Load on Shelf-
Total Vertical DL Load on Shelf-Wp Wd := DL·W·d + 8·-
N
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height-
Height of Rack Attachment-
Seismic Base Shear Factor-
Shear Factor Boundaries-
hr:= 20.0·ft
Z:= O·ft
0.4·ap·Sos ·(1 + 2.2. ~
~ hr)
lp
Vtmin := 0.3· Sos·lp
Vtmax := 1.6· Sos·lp
V,:= if(Vt > Vtmax• Vtmax• v,)
Vt== it( Vt < Vtmin, Vtmin, v,)
S1:= 0.420
Fv:= 1.580
SMl:= Fv·Sl
SMl = 0.6636
2 So1:= -·SMl 3
S01 = 0.442
cd := 3.5
lp := 1.0
WI= 1001b
wd = 31.841b
(0'-0" For Ground floor)
Vtmin = 0.232
Vtmax = 1.236
v1= 0.232
2
,~E('LIPSE LULULEMON 6{2512015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Seismic Loads Continued :
For ASD, Shear may be reduced-
Seismic DL Base Shear-
DL Force per Shelf:
Seismic LL Base Shear-
LL Force per Shelf :
0.67 • LL Force per Shelf:
Vt Vp := - = 0.166
1.4
V1d := Vp· Wd· N = 36.91b
Fd:= Vp-Wd= 5.271b
V11 := Vp· W1• N = 115.871b
F1 := Vp· W1 = 16.551b
F1.s1:= 0.67-Vp-WI = 11.091b
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Condition #1: Each Shelf Loaded to 6?0/o 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
H:= H1 H = 28ft
Total Moment at Shelf Base-M1 = 2767.64ft·lb
Vertical Distribution Factors for Each Shelf-
Total Base Shear-Vtotal := Vtd + 0.67· Vu Vtotal = 114.531b
Wd· 0.0· S + WI' 0.67· 0.0· S
C1 := = 0
Mt
Wd·l.O· S + WI' 0.67-1.0· S
C2 := = 0.048
Mt
F1:= Cl·(Vtotai) = 0 Fz:= Cz·(Vtotai) = 5.451b
Wd· 2.0· S + WI' 0.67· 2.0· S
C3 := = o.095
Mt
Wd· 3.0· S + WI' 0.67· 3.0· S
C4 := = 0.143
Mt
F3 := C3· ( Vtotai) = 10.911b F4 := C4·(Vtotai) = 16.361b
Wd-4.0· S + WI' 0.67-4.0· S
c5 := = 0.19
Mt
Wd· 5.0· S + WI' 0.67-5.0· S
C6 := = 0.238
Mt
F5:= C5·(Vtotai) = 21.821b Fs := C6·(V101a1) = 27.271b
Wd·6.0·S + WI'0.67·6.0·S C7:= = 0.286
Mt
F7:= CT(Vtotai) = 32.721b
3
LULULEMON 6/25/2015
CARLSBAD, CA Rolf Armstrong, PE
Force Distribution Continued :
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf-M1a := (N-1)· S· Wct + (N-1). S· W1 = 1055ft·lb
Total Base Shear-
Wct·O.O·S + O·WrO.O·S
Cla:= = 0
Mta
Fla:= Cla·(Vtotal2) = 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 Short Direction:
Bending Stress on Column-
Allowable Bending Stress-
1 s M5 := -·-·(Vtotal) = 9.54ft·lb 8 2
Fb := 0.6· Fy = 19.8· ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays-worst case is at the bottom bay
( V1ct + v,1)· s3
~:= =0.03-in
12·E·Ix
.6.1:= .6.-(N-1) = 0.1798-in
Vtota12 = 53.451b
s - = 533.888 ~
.6-a := 0.05· h1 = 4.8· in
if{ .6.1 < ~a, "Deflection is Adequate" , "No Good") = "Deflection is Adequate"
Moment at Rivet Connection:
Shear on each rivet-
Steel Stress on Rivet-
Ultimate Stress on Rivet
(SAE C1006 Steel) -
Omega Factor (ASD)-
Allowable Stress on Rivet-
Ratio of Allowable I Ultimate Stress-
Ms Vr:= --= 76.361b
1.5-in
Fur:= 47.9ksi
fy
- = 0.16
Fvr
2 dr ·'IT 2 Ar:= --= 0.0491-in
4
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
4
LULU LEMON 6/25/2015
CARLSBAD,CA Rolf Armstrong, PE
Seismic Uplift on Shelves :
Seismic Vertical Component: Ev:= 0.2·Sos·(DL + LL)·W·d Ev = 19.3121b
Vertical Dead Load of Shelf: D := (DL + LL)·W·d D = 1251b
Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net
uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf: Fu := Ev-0.6· D Fu = -55.6881b
Note: This uplift load is for the full shelf. Each shelf will be connected at each comer.
Number of She~ Connections:
Uplift Force per Corner: Fuc = -13.9221b
NOTE: Since the uplift force is negative, a mechanical connection is not required.
5
<:~ECLIPSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Find Allowable Axial Load for Column
Allowable Buckling Stresses-
7T2·E
<Texx:= = 246.98-ksi . 2
(
Kx· Lx l
fx )
Distance from Shear Center
to CL of Web via X-axis
Distance From CL Web to Centroid-
Distance From Shear Center
to Centroid -
Polar Radius of Gyration-
Torsion Constant-
Warping Constant-
Shear Modulus -
Elastic Flexural Buckling Stress-
Allowable Compressive Stress-
Factor of Safety for Axial Comp. -
<Yex := <Tex.x = 246.98· ksi
t·h 2-b 2
c c ec = 1.2706-in
J<c:= 0.649-in-0.5-t Xc = 0.6115· in
X0 = 1.8821-in
f0 = 1.996· in
1 ( 3 3) J:=-· 2-b·t +h·t 3
J = 0.00063-in4
Cw:= t-b3-h2 ·(3·b·t+ 2-h·t)
12 6-b·t + h·t )
Cw = 0.0339· in6
G := 11300· ksi
u 1 = 51.4018· ksi
f3 = 0.1109
F81 = 43.2417· ksi
F8 = 43.2417-ksi
Fn = 26.704· ksi
D0 := 1.92
6
:,~ E(. Ll PS E LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Find Effective Area -
Determine the Effective Width of Flange-
Flat width of Flange-
Flange Plate Buckling Coefficient-
Flange Slenderness Factor-
Effective Flange Width-
Determine Effective Width of Web -
Flat width of Web-
Web Plate Buckling Coefficient-
Web Slenderness Factor-
Effective Web Width -
Effective Column Area-
Nominal Column Capacity-
Allowable Column Capacity-
Check Combined Stresses -
2
W(= b-O.S.t
k(= 0.43
,,. 1fo2:·H
p(= (1 -0.22\ _!_
A., ) >..,
be:= if(>..,> 0.673, PrWf, w,)
kw := 0.43
w1 = 1.4625·in
A.,= 0.9493
PI= 0.8093
be= 1.1836· in
Ww = 1.425· in
"w··= 1.~2. Wtw. ~En A V "W ~ E Aw = 0.925
Pw := (1-0.22\ _..!__ Pw = 0.824
Aw ) Aw
he:= if(A.w > 0.673, Pw·Ww, ww) he= 1.1742·in
Ae := t·(he +be) Ae = 0.1768·in2
Pn := Ae· Fn Pn = 47221b
Pn Pa:=-Pa = 24591b
flo
'IT • E·lx
Perx== --
(Kx·Li
4 Perx = 6.71 x 10 lb
Magnffication Factor-
Combined Stress:
Per= 67082.471b
a:= 1-(flo·Pp l
Per )
Pp Cm· fbx - + --= 0.17
Pa Fb·a
a= 0.997 Cm := 0.85
MUST BE LESS THAN 1.0
Final Design: POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED
AXIAL AND BENDING
NOTE: PP is the total vertical load on post, not 67% live load, so the design is conservative
7
~;;~ EC Ll PS E LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
STEEL BASE CLIP ANGLE DESIGN-A1018 PLATE STEEL
Tension (Uplift) Force
at Corner: T := 50-lb Yield Stress of
Angle Steel: Fyp := 36· ksi
Thickness of Angle: 14 ga Foot Plate
Width of Angle Leg:
ta := 0.075· in
ba := 1.25· in Length of Angle Section: La:= 1.375· in
Distance out to Tension Force: L:= 0.75-in 2 Section Modulus ba· Ia 3 of Angle Leg: Se := -6- = 0.0012· in
Design Moment
on Angle:
Allowable Bending
Stress:
M := T· L = 3.125ft-lb Bending Stress
on Angle:
Ratio of
Allowable Loads:
fb - = 0.988
Fb
MUST BE LESS
THAN 1.00
Ultimate Tensile
Strength of Clip:
Gross Area of
the Clip: Age:= ba· Ia = 0.0938· in2
Effective Net
Area of the Clip: Aee :=Age-[ta·(0.375-in)J = 0.0656-in2
Limiting Tensile Strength of Clip: Temax := min[( 0.90· Fyp· Age), ( 0.75· Fup·Aee)J = 3037.51b
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE,
BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS-AISC J7
Specified Yield Stress of Post-
Width of Screw-
14 GA Thickness-
Single Screw
Fys := 36ksi
Wss := 0.25in
Iss:= 0.075in
Double Screw
Fyd := 36ksi
Wsd := 0.50in
lsd := 0.075in
Projected Bearing Area-Abs := Wss· Iss= 0.0188· in2 Abd:= Wsd·lsd = 0.0375-in2
Nominal Bearing Strength-Rns := 1.8· Fys· Abs = 12151b Rnd := 1.8· Fyd· Abd = 2430 lb
Omega for Bearing (ASD) & Phi for Bealing (LRFD)-Os := 2.0 <Ps := 0.75
Allowable Bealing Strength-Rad := Rnd" <Ps = 1822.51b
SCREW CONNECTION CAPACITIES (1/4"<1> SCREW IN 14 GA STEEL):
Converted to LRFD for comparison to 'Hilti' A.B.
Allowable
Tension-
Allowable
Shear-
Single Screw
T ss: = 0 8· <Ps· 3281b = 4921b
V55 := Os·<P8·8661b= 12991b
Double Screw
Tsd := Os· <Ps· 6561b = 9841b
Vsd := Os· <Ps·17321b = 25981b
The allowable shear values for (1) J/4" dia. screw exceeds the allowable bearing strength of the
connection. Therefore, bearing strength governs for screw connection capacity.
Ref Attached
'Scafco' Table for
V&T Values
8
,,~,~ EC-Ll PS E LULU LEMON 6/25/2015
ENGlNEEHING CARLSBAD, CA Rolf Armstrong, PE
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Single Anchor
Ta8 := 1051-lb
Double Anchor
Tad:= 1993-lb
Ref Attached 'HIL Tl' PROFIS calcs
for V & T Values
Allowable Tension Force-
Allowable Shear Force-Vad:= 1938-lb
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Anchor Double Anchor
Allowable Tension Force-Ta5 := min(Tas• V55, Ras) = 911.251b Tad:= min(Tad• V5d, Rad) = 1822.51b
Allowable Shear Force-Va5 := min(Vas• T58) = 4921b Vad:= min(Vad• Tsd) = 9841b
USE: HILTI KB-TZ ANCHOR (or equivalent)-3/8" x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114"
dia. screw to fasten base to 14 GA shelf member.
9
,,,,~ Ec· Ll PS E LULU LEMON 612512015
ENGINEERING CARLSBAD,CA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN -cont'd
Find Overturning Forces :
Width of Shelving Unit-
WORST CASE
w =4ft Total Height of Shelving Unit-
Depth of Shelving Unit-
Number of Shelves-
Ht:= h1 =8ft
d = 2.5ft
N=7 Vertical Shelf Spacing-S= 16·in
Height to Top Shelf Center of G-
Height to Shelf Center of G-
From Vertical Distribution of Seismic Force previously calculated-
Controlling Load Cases -
Weight of Rack and 67% of LL -
htop = 8ft
he= 5.3333·ft
w = 691.911b
Seismic Rack and 67% of LL-V := V1d + 0.67-v11 V = 114.531b
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
Overturning Rack and 67% of LL-
Weight of Rack and 100% Top Shelf-
Seismic Rack and 100% Top Shelf-
Overturning Rack and 100% Top Shelf-
Controlling Weight-
Controlling Shear-
Controlling Moment-
Overstrength Factor-
Tension Force on Column Anchor-
per side of shelving unit
Shear Force on Column Anchor-
Wa:= Wd·N + W1
Va:= Vtd + F1
Ma := Vtd· he+ Fr htop
We:= if(W > Wa, W, Wa)
Ve:= if(V > Va, V, Va)
M0t:= if(M > Ma, M, Ma)
!15 := 2.0 Per ASCE 7
Mot We T :=--0.60·-
d 2
Tmax:= if(T < O·lb, O·lb, !15·T)
Ds·Ve Vmax:= --
2
USE: HilTI KWIK BOLT TZ ANCHOR (or equiva
M := Ma = 661.75 ft·lb
Wa = 322.9llb
Va = 53.451b
Ma = 329.22 ft·lb
We= 691.911b
Ve = 114.531b
Mot= 661.75ft·lb
T = 57.131b
T max= 114.251b
Vmax = 114.531b
USE 3/8"4> x 2" embed installed per the requirements of Hilti
Combined Loading (Single
Anchor I Screw) -
Combined Loading (Double
Anchor I Screw) -
(
T \( ( V \( ~~ + ~~ =0.22
0.7· T as) 0.7· Vas)
(
T \( ( V \( ~~ + ~~ =0.07
0.7·Tad) 0.7·Vad)
< 1.00 OKAY
< 1.00 OKAY
5 (:=-
3
10
::~~~E(.LIPSE LULULEMON 6/25/2015
ENGINEERING CARLSBAD,CA Rolf Armstrong, PE
STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension (Uplift) Force on each side-T = 57.11b
Connection from SheW to Carriage = 1/4" diameter bolt through 14 ga. steel:
Capacity of #12 screw (smaller than 1/4" diam. bolt) in 16 ga.
steel (thinner than 14 ga. posts and clips)-Zc := 349·1b
it( T < 2· Zc, "(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-tip Head-
Width of Anti-tip Flange -
Tension Force per Flange leg-
Bending Moment on Leg-
Section Modulus ofleg-
Bending Stress on Leg-
Ratio of Allowable Loads-
Width of Anti-Tip track-
Thickness of Aluminum Track-
Spacing of Bolts-
Section Modulus of Track-
Design Moment on Track-
for continuous track section
Bending Stress on Track -
Allowable Stress of Aluminum-
Ratio of Allowable Loads-
ANTI-TIP CliP STEEl
Fy := 36· ksi
ta := 0.090· in
br := 0.25· in
ba := 0.490· in
ba-br
La:=--
2
T1:= O.S.T
fb --=0.19
0.75· Fy
L:= 5.1·in
11 := 0.33· in
S1b:= 22.5-in
2 L·t1 S(=-
6
T·Stb M:=--
8
Fb := 21·ksi
-1 fb. Fb = 0.08
AND
La= 0.12·in
T1 = 28.561b
fb = 5.18· ksi
MUST BE LESS THAN 1.0
Average Thickness
S1 = 0.0926· in3
M = 13.39ft·lb
fb= 1.74·ksi
MUST BE LESS THAN 1.0
ADEQUATE
11
LULU LEMON 6/25/2015
CARLSBAD,CA Rolf Armstrong, PE
Connection from Steel Racks to Wall
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height-
Height of Rack Attachments-
Seismic Base Shear Factor-
Shear Factor Boundaries-
Seismic Coefficient-
Number of Shelves -
Weight per Shelf-
Total Weight on Rack-
Seismic Force attop and bottom-
Connection at Top:
Standard Stud Spacing-
Width of Rack -
Number of Connection Points-
on each rack
Force on each connection point-
Capacity per inch of embedment-
Required Embedment-
For Steel Studs:
Pullout capacity in 20 ga studs-per
Scafco
hr = 20ft
Zb:=Z+h1 Zb=8ft At Top for fixed racks connected to walls
v1:= . 1 + 2·-0.4· ap· S0s ( zb\
~ hr)
lp
Vtmin := 0.3· Sos·lp
Vtmax := 1.6· Sos·lp
V1 : = it( V1 > V1max, V1max, v,)
V( = it( V, < Vtmin , Vtmin , v,)
v,= 0.348
N=7
W1i = 1001b
Wr:= 4-(Pd + 0.67-P1)
0.7·VrWr Tv:=---
2
Sstud := 16-in
w =4ft
Nc:= max[2, (floor(_!!_ 1/l
Sstud ))J
v,= 0.348
Vtmin = 0.232
Vtmax = 1. 236
v,= 0.348
Wr = 345.961b
Tv= 42.091b
Fe= 14.031b
d5 = 0.104-in
For #10 Screw-per Scafco
MIN #10 SCREW ATTACHED TO EXISTING WAll STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOlT IS ADEQUATE BY INSPECTION AT THE BASE
12
~,~EC-LIPSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2012 IBC & 2013 CBC-2208 & ASCE 7-10-15.5.3
Design Vertical Steel Posts at Each Corner : plf := lb· ft-1
-2 psf := lb· ft Shelving Dimensions:
Total Height of Shelving Unit-
Width of Shelving Unit-
Depth of Shelving Unit-
Number of Shelves-
Vertical Shelf Spacing-
Shelving Loads:
Maximum Live Load on each shelf is 150 lbs:
Weight per shelf-
Load in psf-
Design Live Load on Shelf-
Dead Load on Shelf-
ht== 9.00· ft
W:= 2.5-ft
d := 2·1.50· ft
N:= 4
s := 36.00· in
w,i := 2·150·Ib
w,i LL·:=-
J W·d
LL := LLi
DL := 2.50· psf
-3 pcf := lb· ft
ksi := lOOO·Ib· in-2
kips:= lOOO·Ib
wij = 300ib
LLi = 40· psf
LL = 40· psf
Section Properties of Double Rivet 'L' Post :
Modulus of Elasticity of Steel-
Steel Yield Stress-
Section Modulus in x andy-
Moment of Inertia in x and y-
Full Cross Sectional Area-
Length of Unbraced Post-
Effective Length Factor-
Section Properties Continued:
Denstty of Steel -
Weight of Post-
Vertical DL on Post -
Vertical LL on Post-
Total Vertical Load on Post-
E := 29000· ksi
Fy:= 33·ksi
Sx := 0.04· in3
lx:= 0.06·in4
Ap := 0.22· in2
b := l.S. in
h := l.S. in
ry:= 0.47·in
rx := 0.47· in
t := 0.075· in
he:= 1.42·in
be:= 1.42· in
Lx:= S = 36·in
Kx := 1.0
Ly:= S = 36·in
Ky := 1.0
L1:= S = 36·in
K1:= 1.0
psteel : = 490· pcf
Wp:= psteei·Ap·h1
Pd:= DL·W·.l25d·N + Wp
P1:= LL·W·.125·d·N
Pp:= pd +PI
WP = 6.74·1b
Pd= 16.1llb
P1= 1501b
Pp = 166.1l·lb
13
LULU LEMON 6/25/2015
CARLSBAD, CA Rolf Armstrong, PE
Floor Load Calculations :
Weight of Mobile Carnage:
Total Load on Each Unit:
Area of Each Shelf Unit:
We:= O·lb
W:= 8·Pp +We
Au:= (w + 8·in).(d + 15-in)
w = 1328.91b
2 Au = 13.4583 ft
Floor Load under Shelf: PSF := W PSF = 99· psf
Au
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load
ASCE-7 Seismic Design Procedure:
Importance Factor-
Determine Ss and S1 from maps -
Determine the Site Class-
Determine Fa and F v -
Determine SMs and SMl-
Determine S0s and S01 •
IE:= 1.0
S5 := 1.088
Class D
Fa:= 1.065
SMs:= Fa·Ss
SMs = 1.1587
2 Sos:= -·SMs 3
Sos = 0.772
Structural System -Section 15.5.3 ASCE-7:
4. Steel Storage Racks R:= 4.0 !10 := 2
aP := 2.5
Total Vertical LL Load on Shelf-
Total Vertical DL Load on Shelf-
Rp:= R
WI:= LL·W·d
Wp Wd := DL·W·d + 8--N
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height-
Height of Rack Attachment-
Seismic Base Shear Factor-
Shear Factor Boundaries-
hr:= 20.0-ft
z:= O·ft
0.4·ap·Sos ·(1 + 2·_(1
~ hr)
lp
Vtmin := 0.3· Sos·lp
Vtmax : = 1. 6· Sos· lp
Vt:= it(Vt > Vtmax' Vtmax' Vt)
V( = it( Vt < Vtmin, Vtmin, Vt)
S1:= 0.420
Fv:= 1.580
SM1:= Fv·Sl
SMl = 0.6636
2 So1:= -·SMl 3
S01 = 0.442
cd := 3.5
lp := 1.0
WI= 3001b
wd = 32.231b
(0'-D" For Ground floor)
Vtmin = 0.232
Vtmax = 1.236
Vt= 0.232
14
~~~ECLIPSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Seismic Loads Continued :
For ASD, Shear may be reduced-
Seismic DL Base Shear-
DL Force per Shelf :
Seismic LL Base Shear-
LL Force per Shelf :
0.67 • LL Force per Shelf:
Vt Vp := - = 0.166
1.4
Vtd := Vp· Wd· N = 21.341b
Fd:= vp.wd = s.331b
V11 := Vp· Wr N = 198.641b
F1 := Vp·W1 = 49.661b
F1.s7:= 0.67·Vp·WI = 33.271b
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Condition #1: Each Shelf Loaded to 6?0/o of Live Weight
Cumulative Heights of Shelves-
H1 := 0.0· S + 1.0· S + 2.0· S + 3.0· S
H:= H1 H = 18ft
Total Moment at Shelf Base-M(= H· Wd + H· 0.67· W1 M1 = 4198.05ft·lb
Vertical Distribution Factors for Each Shelf-
Total Base Shear-Vtotal := Vtd + 0.67· Vtl
Wd·O.O·S + Wr0.67·0.0·S
C1 := = o
Mt
F1 := Cl·(Vtotal) = 0
Wd·2.0·S + Wr0.67·2.0·S
C3 := = o.333
Mt
F3 := C3·(Vtotal) = 51.471b
Vtotal = 154.421b
Wd·LO·S + Wr0.67-l.O·S c2 := = 0.167
Mt
F2 := C2'(Vtotal) = 25.741b
Wd·3.0·S + Wr0.67·3.0·S
C4:= = 0.5
Mt
F4 := C4·(Vtotal) = 77.211b
15
~,~ECLIPSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Force Distribution Continued :
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf-M1a := (N -1). S· Wd + (N-1). S· W1 = 2990ft·lb
Total Base Shear-Vtotal2 = 711b
Wd·O.O·S + O·WI'O.O·S
Cla:= = 0
Wd·(N-1)·S + WI'(N-1)·S
Clsa:= = 1
Mta Mia
Fla:= Cla·(VIolal2) = 0 Flsa:= Ctsa·(VIolal2) = 711b
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction: 1 s Ms:= -·-·(VIolal) = 28.95ft·lb 8 2
Bending Stress on Column-
Allowable Bending Stress-Fb := 0.6· Fy = 19.8· ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays-worst case is at the bottom bay
(Vd+V)·S3
~ := I II = 0.4915· in
12·E·Ix
~1 := ~·(N-1) = 1.4746·in
-1 . fbx := M5· Sx = 8.69· ks1
s - = 73.2407 ~
~a:= 0.05· h1 = 5.4· in
if( ~1 <~a' "Deflection is Adequate", "No Good")= "Deflection is Adequate"
Moment at Rivet Connection:
Shear on each rivet-
Steel Stress on Rivet-
Ultimate Stress on Rivet
(SAE C1006 Steel) -
Omega Factor (ASD)-
Allowable Stress on Rivet-
Ratio of Allowable I Ultimate Stress-
Ms Vr:= --= 231.641b
l.S. in
Fur:= 47.9ksi
fv - = 0.49
Fvr
2 d ·TI 2 Ar:= _r_ = 0.0491·in
4
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
16
LULU LEMON 6/25/2015
CARLSBAD,CA Rolf Armstrong, PE
Seismic Uplift on Shelves :
Seismic Vertical Component: Ev:= 0.2·Sos·(DL + LL)·W·d Ev = 49.24561b
Vertical Dead Load of Shelf: D:= (DL + LL)·W·d D = 318.7Sib
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 = -142.00441b
Note: This uplift load is for the full shelf. Each shelf will be connected al each comer.
Number of Shelf Connections:
Uplift Force per Corner: Fuc = -35.501llb
NoTE: Since the uplift force is negative, a mechanical connection is not required.
17
···~~~ EC Ll PSE LULU LEMON 6/25/2015
EN.GINEERING CARLSBAD, CA Rolf Armstrong, PE
Find Allowable Axial Load for Column
Allowable Buckling Stresses-
'IT2. E
<Texx:= = 48.79·ksi . 2
(
Kx· Lx \
rx )
Distance from Shear Center
to CL of Web via X-axis
Distance From CL Web to Centroid -
Distance From Shear Center
to Centroid -
Polar Radius of Gyration-
Torsion Constant-
Warping Constant-
Shear Modulus -
Elastic Flexural Buckling Stress-
Allowable Compressive Stress-
Factor of Safety for Axial Comp. -
<Tex := <Tex.x = 48.79· ksi
l·h 2·b 2
c c ec = 1.2706· in
Xc:= 0.649·in-O.S.t Xc= 0.6115·in
Xa = 1.8821· in
J 2 2 2 r0 := rx + ry + x0 r0 = 1.996·in
1 ( 3 3) J := -. 2·b·l + h·l
3
J = 0.00063· in 4
Cw:= l·b3·h2 ·(3·b·l+ 2·h·t\
12 6· b· I + h· I )
Cw = 0.0339· in6
G := 11300· ksi
u1 = 16.7003· ksi
f3 = 0.1109
Fet= 12.7151·ksi
F6 = 12.7151·ksi
Fn = 12.7151·ksi
!10 := 1.92
18
';~ E(. Ll PS E LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
Find Effective Area -
Determine the Effective Width of Flange-
Flat width of Flange-
Flange Plate Buckling Coefficient-
Flange Slenderness Factor-
Effective Flange Width-
Determine Effective Width of Web -
Flat width of Web-
Web Plate Buckling Coefficient-
Web Slenderness Factor-
Effective Web Width -
Effective Column Area-
Nominal Column Capacity-
Allowable Column Capacity-
Check Combined Stresses -
2
W(= b-O.S.t
kt== 0.43
'"·~ 'fo2 :'H
pr:= (1-0.22 \~
>-., ) >-.,
be:= if(>--1>0.673,prw1,w1)
Ww:=h-t
kw := 0.43
w1 = 1.4625· in
>-., = 0.6551
PI= 1.0139
be= 1.4625· in
Ww = 1.425· in
'w··= 1.~2. w
1
w. ~En A V "W ~ E Aw = 0.6383
Pw := (1-0.22\ _!_ Pw = 1.0267
Aw ) Aw
he:= if(>--w > 0.673, Pw·Ww, ww) he= 1.425-in
Ae := t·{he +be) Ae = 0.2166·in2
Pn := Ae· Fn Pn = 27541b
Pn Pa:=-Pa = 14341b
Do
1r ·E·Ix
Perx== ---
(Kx·Ll
4 Perx = 1.33 x 10 lb
Magnification Factor-
Combined Stress:
Per= 13250.861b
a:= 1-(Do·Pp l
Per )
p c .fb ~ + ~ = 0.498
Pa Fb·a
a= 0.976 Cm:= 0.85
MUST BE LESS THAN 1.0
Final Desi~: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED
AXIAL AND DING LOADS
NOTE: P P is the total vertical load on post, not 67% live load, so the design is conservative
19
:~E(.LIPSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD,CA Rolf Armstrong, PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Tension (Uplift) Force
at Corner:
Thickness of Angle:
Width of Angle Leg:
Distance out to Tension Force:
T:= 50·1b
Ia := 0.075· in
ba := 1.25· in
L:= 0.75·in
Design Moment
on Angle: M := T· L = 3.125ft·lb
Yield Stress of
Angle Steel:
14 ga Foot Plate
Length of Angle Section:
Section Modulus
of Angle Leg:
Bending Stress
on Angle:
Fyp := 36· ksi
La:= 1.375· in
2 ba·ta 3 Se:= --= 0.0012·in
6
fb:= ~ = 32·ksi
Se
Allowable Bending
Stress: Fb := 0.90· Fyp = 32.4· ksi Ratio of
Allowable Loads:
fb - = 0.988
Fb
MUST BE LESS
THAN 1.00
Ultimate Tensile
Strength of Clip:
Effective Net
Area of the Clip:
Fup := 65· ksi
Limiting Tensile Strength of Clip:
Gross Area of
the Clip: Age:= ba· ta = 0.0938· in2
Temax := min[( 0.90· Fyp' Age), ( 0.75· Fup·Aee)] = 3037.51b
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE,
BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS -AISC J7
Specified Yield Stress of Post-
Width of Screw-
14 GA Thickness-
Single Screw
Fys := 36ksi
W55 := 0.25in
Iss:= 0.075in
Double Screw
Fyd := 36ksi
Wsd := 0.50in
lsd := 0.075in
Projected Bearing Area-Abs := W55· 155 = 0.0188· in2 Abd: = Wsd' lsd = 0.0375 · in2
Nominal Bearing Strength-Rns := 1.8· Fys· Abs = 12151b Rnd:= 1.8·Fyd·Abd = 24301b
Omega for Bearing (ASD) u Phi for Bearing (LRFD)-f!s := 2.0 <Ps := 0.75
Allowable Bearing Strength-Rad := Rnd' <Ps = 1822.51b
SCREW CONNECTION CAPACITIES (1/4"<1> SCREW IN 14 GA STEEL):
Converted to LRFD for comparison to 'Hilti' A.B.
Allowable
Tension-
Allowable
Shear-
Single Screw
T55 := f!5·<P5·3281b= 4921b
V ss: = !.15· <Ps· 8661b = 12991b
Double Screw
Tsd:= f!5·<j>5·6561b= 9841b
V sd := !.15· <Ps· 17321b = 25981b
The allowable shear values for (1) ]/4" dia. screw exceeds the allowable bearing strength of the
connection. Therefore, bearing strength governs for screw connection capacity.
Ref Attached
'Scafco' Table for
V&T Values
20
,~,~EC.LIPSE LULULEMON 6/25/2015
ENGINEERING CARLSBAD,CA Rolf Armstrong, PE
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Allowable Tension Force-
Allowable Shear Force-
Single Anchor
T as:= 1051-lb
Vas:= 1466-lb
Double Anchor
Vad := 1938-lb
Ref Attached 'HIL Tl' PROFIS calcs
for V & T Values
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Anchor Double Anchor
Allowable Tension Force-Tas:= min(Tas,Vss,Ras)= 911.251b Tad:= min(Tad,Vsd,Rad)= 1822.51b
Allowable Shear Force-Vas:= min(Vas• T55) = 4921b Vad:= min(Vad• Tsd) = 9841b
USE: HIL Tl KB-TZ ANCHOR (or equivalent) -3/8" x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114"
dia. screw to fasten base to 14 GA shelf member.
21
LULU LEMON 612512015
CARLSBAD,CA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN -cont'd
Find Overturning Forces :
Total Height of Shelving Unit-
Depth of Shelving Unit-
Number of Shelves -
Ht:= ht =9ft
d =3ft
N=4
Width of Shelving Unit-
WORST CASE
w = 2.5ft
Vertical Shelf Spacing-S = 36·in
Height to Top Shelf Center of G-
Height to Shelf Center of G-
From Vertical Distribution of Seismic Force previously calculated-
Controlling Load Cases -
Weight of Rack and 67% of LL -
Seismic Rack and 67% of LL-V := Vtd + 0.67· V11
Ma := F1· 0.0· S + F2·l.O· S + F3· 2.0· S + F 4· 3.0· S
Overturning Rack and 67<'/o of LL-
Weight of Rack and 100% Top Shelf-
Seismic Rack and 100% Top Shelf-
Overturning Rack and 100% Top Shelf-
Controlling Weight-
Controlling Shear-
Controlling Moment-
Overstrength Factor-
Tension Force on Column Anchor-
per side of shelving unit
Shear Force on Column Anchor-
Wa:= Wd·N + W1
Va:= Vtd + F1
Ma := Vtd' he + Fr htop
We:= if(W > Wa, W, Wa)
Ve:= if(V > Va, V, Va)
M0(= if(M > Ma, M, Ma)
0 8 := 2.0 Per ASCE 7
Mot We T:=----0.60·---
d 2
T max:= if(T < O·lb, O·lb, 0 5· T)
f!s·Ve Vmax:= --2
he= 7.5-ft
W= 932.91b
v = 154.421b
M := Ma = 1080.97 fl·lb
Wa = 428.91b
Va = 711b
Ma = 606.96fl·lb
We= 932.91b
Ve = 154.421b
Mot= 1080.97fl·lb
T = 80.451b
T max= 160.911b
Vmax = 154.421b
USE: HIL TI KWIK BOLT TZ ANCHOR (or equivalent) -5 (:=-
USE 3/8"$ x 2" embed installed per the requirements of Hilti
Combined Loading (Single
Anchor I Screw) -
Combined Loading (Double
Anchor I Screw) -
(
T \t, ( V \t, ~I+ ~I =0.36
0.7·Tas) OJ.Vas)
< 1.00 OKAY
(
T \t, ( V \( ~I+ ~I =0.11
0.7·Tad) OJ.Vad)
< 1.00 OKAY
3
22
'>~EC-LIPSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD, CA Rolf Armstrong, PE
STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension (Uplift) Force on each side-T = 80.51b
Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel:
Capacity of #12 screw (smaller than 1/4" diam. bolt) in 16 ga.
steel (thinner than 14 ga. posts and clips)-Zc := 349·1b
it( T < 2· Zc, "(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-Fy := 36· ksi
Thickness of Anti-tip Head -ta := 0.090· in
Width of Anti-tip Rod+ Radius-br := 0.25· in
Width of Anti-tip Head-ba := 0.490· in
Width of Anti-tip Flange -ba-br La:=--2 La= 0.12·in
Tension Force per Flange leg-T1:= O.S.T
Bending Moment on Leg-M1:= TI'La
2
Section Modulus of Leg-ba·la Sl:=--
6
Bending Stress on Leg-Ml fb:=-
s1
fb = 7.3· ksi
Ratio of Allowable Loads-fb = 0.27 MUST BE LESS THAN 1.0
0.75·Fy
Width of Anti-Tip track -L:= 5.1·in
Thickness of Aluminum Track-I(= 0.33·in Average Thickness
Spacing of Bolts-s,b := 22.5-in
2
Section Modulus of Track-L·t1 s,:=-
6
S1 = 0.0926· in3
Design Moment on Track-T·Stb M:=--M= 18.86ft·lb
for continuous track section 8
Bending Stress on Track -M fb:=-s, fb = 2.44· ksi
Allowable Stress of Aluminum -Fb := 21· ksi
Ratio of Allowable Loads--1 fb. Fb = 0.12 MUST BE LESS THAN 1.0
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
23
LULU LEMON 6/25/2015
CARLSBAD, CA Rolf Armstrong, PE
FIXED BEAM DESIGN: Single Hanger Bar Beam
Design criteria:
Steel Yield Stress-
Width of
Rack-
Fy = 36· ksi
w :=4-ft
Modulus of
Elasticity-
Depth of
Rack-d = 3ft
Live Load per
shelf-
wij w11 := = 37.5-plf 2· max(w, d)
Live Load on
Shelves-
LL = 40· psf
Dead Load on
Shelves-
Maximum Design Moment-
Maximum Design Shear-
Minimum Dis!
Load Req'd-w,l := wd1 + w11 = 38.3· plf
2 wtl'max(w, d)
M := = 76.6 ft-lb 8
wtl'max(w, d)
V:= = 76.61b 2
Allowable Shear
Stress-
Allowable Bending
Stress-Fb := 0.66-Fy = 23.76· ksi
Section Properties: Hanger Bar Beam
A:= 0.233· in2
Actual Shear Stress -
fv := '!_ = 0.329· ksi
A
Total Load Deflection-
fv - = 0.023 Fv OK
S := 0.066· in3
Actual Bending Stress-
fb := M = 13.927· ksi s
4 5-w11-max(w, d)
.6.:= = 0.186-in
384-E·I
1:= 0.041-in4
max(w, d) = 259 .6.
Hanger Bar Beam is Adequate
OK
OK
24
,~,,~~ EC.LI PSE LULU LEMON 6/25/2015
ENGINEERING CARLSBAD,CA Rolf Armstrong, PE
FIXED BEAM DESIGN: Double Rivet Low Profile Beam
Design criteria:
Steel Yield Stress-Fy = 36· ksi
Width of
Rack-
Total Load
per Bar-
w =4ft
ptl := v = 76.6ft· plf
Modulus of
Elasticity-
Depth of
Rack-
Live Load on
Shelves-
d =3ft
LL = 40-psf
Dead Load on
Shelves-
._ DL· max(w, d) _ 2 5 If Distance from End of
wdl·--· · P Shelf to Point Load-
._ min(w, d) _ 0 ?Sft au.-- . 2·2 2·2
Total Moments -
(
min(w, d) 12 (min(w, d) 1 w dr Pw _.;._;;_..:...
M:= 2 ) + 2 )=29.428ft-lb
8 4
Lateral Moment from Post -M5 = 28.9546 ft-lb page 4 of original calcs
Total Shear-
(
min(w, d) 1 wdr
V:= 2 ) + ~ = 40.1751b
Allowable Shear Stress-
Fv= 14.4-ksi
2 2
Allowable Bending Stress-
Fb = 23.76-ksi
Section Properties: Double Rivet Low Profile Beam
A:= 0.250-in2
Actual Shear Stress -
fv:= Y... = 0.161-ksi
A
Total Load Deflection-
fv - = 0.011
Fv OK
s := 0.098· in3
Actual Bending Stress -
M + M5 fb:= --= 7.149-ksi s
I:= 0.072· in 4
·Wdr tr 5 (
min(w, d) 14
[P (min(w, d) \3~
~== 2 ) + 2 ) = 0.005-in
(
min(w, d) 1
2 ) = 3918
384-E·I 48-E·I j ~
Double Rivet Low Profile is Adequate
OK
OK
25
fiiUSGS Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.07187°N, 117 .26525°W
Site Soil Classification Site Class D -"Stiff Soil"
Risk Category I/II/III
1-------'----, 2mi '----------' 5000m
USGS-Provided Output
S 5 = 1.088 g
sl = 0.420 g
SMS = 1.158 g
SMl = 0.663 g
S 05 = 0.772 g
SOl = 0.442 g
® MapQ.uest
For information on how the SS and Sl 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.
Ci
Rl VI
MCER Response Spectrum
1.20
l.OS
0.96
0.94
0.72
0.60
0.42
0.36
0.24
0.12
0.00 f-----il---+--+---t----11---+--+--+---i---l
0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 l.GO l.SC• 2.00
Period, T (sed
Ci
Rl U'J
Design Response Spectrum
0.92
O.!lO
0.72
0.'.>4
0.5'.>
0.42
0.40
0.32
0.24
0.11;;
0.02
0. 00 +--l---+--+--+----1r---+--+--+----1---l
0.00 0.20 0.40 O.i>CI 0.20 1.00 1.20 1.40 1.@ l.BO 2.00
Period, T (sed
For PGAM, TL, CR51 and CR1 values, please view the detailed report.
Although this information is a produc:: of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
Consulting Engineers
Thickness -Steel Components
18
27
D20
30EQD
30
33EQS
33
43EQS
43
54
68
97
Steel Thlcl<ness Table
0.0179
0.0269
0.0179
0.0223
0.0296
0.0280
0.0329
0.0380
0.0428
0.0538
0.0677
0.0966
0.1180
0.1270
0.0188
0.0283
0.0188
0.0235
0.0312
0.0295
0.0346
0.0400
0.0451
0.0566
0.0713
0.1017
0.1242
0.1337
0.0843
0.0796
0.0844
0.0820
0.0781
0.0790
0.0764
0.0712
0.0712
0.0849
0.1069
0.1525
0.1863
0.2005
25
22
20-Drywall
20-Drywall
20-Drywall
20-Structural
20-Structural
18
18
16
14
12
10-SSMA
10 -SCAFCO
1 Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable
thickness delivered to the jobsite based on Section A2.4 of AISI 5100-07.
2 The tables in this catalog are calculated based on inside corner radii listed in this table. The inside
corner radius is the maximum of 3/32-t/2 or l.St, 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
43
54
68
97
118
127
0.0451
0.0566
0.0713
0.1017
0.1242
0.1337
33
50
50
50
50
50
65
65
65
65
65
601
1188
1562
1269
1550
1668
1566
1972
1269
1550
1668
985
1241 _.
-· -·
663
1202
1514
-· -· -·
1. Capacities based on AISI 5100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds.
2. When connecting materials of different steel thicknesses or tensile strengths, use the values that
correspond to the thinner or lower yield material.
3. Capacities are based on Allowable Strength Design (ASD) and include appropriate safety factors.
4. Weld capacities are based on either 3/32" or 1fs" diameter E60 or E70 electrodes. For thinner
materials, 0.030" to 0.035" diameter wire electrodes may provide best results.
5. Parallel capacity is considered to be loading in the direction of the length of the weld.
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.
8. *Flare grove weld capacity for material thicker than 0.10" requires engineering judgement to
determine leg of welds (W1 and W2).
Allowable Screw Connection Capacity (Ills per screw)
18
27
D20
30EOD
30
33EQS
33
43E:O.S
43
54
68
97
118
127
33
. 33
57
57
33
57
33
57
33
50
50
50
50
50
45
45
65
65
45
.65
45
65
45
65
65
65
65
65
60
111
87
122
129
171
151
270
224
455
576
821
1003
1079
33
50
48
60
55
75
61
102
79
144
181
259
316
340
66
122
95
133
141
187
164
.295
244
496
684
976
1192
1283
39
59
57
71
65
89
72
121
94
171
215
307
375
404
on AISI Sl00-07 Section E4. See table on page 5 for design thicknesses.
connecting materials of different steel thicknesses or tensile strengths, use the lowest values.
Tabulated values assume two sheets of equal thickness are connected.
3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0.
4. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at
least 3 times the nominal diameter (d)
5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the
nominal diameter (d) of the screw.
Load Paths
All product load capacities are calculated per North American
Specification for the Design of Cold Formed Steel Structural
Members. The 2007 edition (here after referred to as simply
"NASPEC"). Illustrations of load instructions are amongst their
relative product load tables located throughout this catalog.
Figure to the right demonstrates different types of load
directions mentioned in this catalog.
Out-of-plane lateral load
In-Plane lateral load
Direct vertical and uplift load
71
131
102
143
151
201
177
317
263
534
755
1130
1381
1486
46
69
66
82
76
103
84
140
109
198
250
356
435
468
76
139
109
152
161
214
188
338
280
5l0
805
1285
1569
1689
52
78
75
94
86
117
95
159
124
225
284
405
494
532
81
150
117
164
174
231
203
364
302
613
866
1476
1816
1955
60
90
87
108
100
136
110
184
144
261
328
468
572
616
6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip, or pullover
capacity for sheet closest to screw head (based on head diameter shown). Note that for all tension
values shown in this table, pullover values have been reduced by 50 percent assuming eccentrically
loaded connections that produce a non-uniform pull-over force on the fastener.
7. Higher values, especially for screw strength, may be obtained by specifying screws from a specific
manufacturer. See manufacturer's data for specific allowable values and installation instructions.
Eclipse Engineering, Inc.
Consulting Engineers
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Specifier's comments:
11nput data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Profile:
Base material:
Installation:
ECLIPSE ENGINEERING, INC.
541-389-9659 1
Kwik Bolt TZ -CS 3/8 (2)
hef,act = 2.000 in., hnom = 2.313 in.
Carbon Steel
ESR-1917
5/1/2013 1 5/1/2015
design method ACI 318-11 I Mech.
Page:
Project:
Sub-Project I Pos. No.:
Date:
-(Recommended plate thickness: not calculated)
no profile
cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in.
hammer drilled hole, installation condition: dry
09/22/2014
MLG
Profis Anchor 2.4.6
5/27/2014
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 (0.3.3.4.3 (b))
Shear load: yes (0.3.3.5.3 (a))
Geometry [in.] & Loading [lb, in.lb]
. z:
Y-·
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROF IS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Eclipse Engineering, Inc.
Consulting Engineers
www.hilti.us
Company:
Specifier:
ECLIPSE ENGINEERING, INC. Page: 2
Project:
09/22/2014
MLG
Profis Anchor 2.4.6
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 I
E-Mail:
2 Proof I Utilization (Governing Cases)
Loading
Tension
Shear
Loading
Proof
Pullout Strength
Steel Strength
Combined tension and shear loads
3 Warnings
fiN
0.271
• Please consider all details and hints/warnings given in the detailed report!
Date:
Design values [lb]
Load Capacity
300 1107
200 1466
flv 1;.
0.136 5/3
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
5/27/2014
Utilization
fiN I flv [%] Status
28/-OK
-/14 OK
Utilization JlN,v [%] Status
15 OK
• 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
www.hilti.us
09/22/2014
MLG
Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING, INC. Page:
Specifier: Project:
Address: Sub-Project I Pes. No.:
Phone I Fax: 541-389-9659 1 Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [lb, in.lb]
Kwik Bolt TZ -CS 3/8 (2)
het,act = 2.000 in., hnom = 2.313 in.
Carbon Steel
ESR-1917
5/1/2013 1 5/1/2015
design method ACI 318-11 I Mech.
eb = 0.000 in. (no stand-off); t = 0.074 in.
lx x ly x t = 3.000 in. x 6.500 in. x 0.074 in.; (Recommended plate thickness: not calculated)
no profile
cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in.
hammer drilled hole, installation condition: dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (0.3.3.4.3 (b))
Shear load: yes (0.3.3.5.3 (a))
z:
~ : 0 .
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
www.hilti.us
Company:
Specifier:
ECLIPSE ENGINEERING, INC. Page: 2
Project:
09/22/2014
MLG
Profis Anchor 2.4.6
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 1 Date:
E-Mail:
2 Proof I Utilization {Governing Cases)
Design values [lb]
Loading Proof Load Capacity
Tension Pullout Strength 150 1107
Shear Concrete edge failure in direction x+ 200 1966
Loading J}v t:;
Combined tension and shear loads 0.140 0.102 5/3
3 Warnings
Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
5/27/2014
Utilization
J}N I j}v [%] Status
14/-OK
-/11 OK
Utilization J}N,v [%] Status
6 OK
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
TENSION LOAD & CAPACITY SHOWN ARE "PER
ANCHOR" VALUES. SHEAR LOAD & CAPACITY
SHOWN ARE "PER ANCHOR PAIR" VALUES.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan
Eclipse Engineering, Inc.
Consulting Engineers
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Profile:
Base material:
Installation:
ECLIPSE ENGINEERING, INC.
541-389-9659 I
KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2)
het.act = 1.860 in., hnom = 2.500 in.
Carbon Steel
ESR-3027
8/1/2012112/1/2013
design method ACI318-11 I Mech.
Page:
Project:
Sub-Project I Pos. No.:
Date:
-(Recommended plate thickness: not calculated}
no profile
cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in.
hammer drilled hole, installation condition: dry
09/22/2014
MLG
Profis Anchor 2.4.6
5/27/2014
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)
Geometry [in.] & Loading [lb, in.lb]
Tension load: yes (0.3.3.4.3 (b))
Shear load: yes (0.3.3.5.3 (a))
z:
~ : 0
' '
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROF IS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Eclipse Engineering, Inc.
Consulting Engineers
www.hilti.us
Company:
Specifier:
ECLIPSE ENGINEERING, INC. Page: 2
Project:
09/22/2014
MLG
Profis Anchor 2.4.6
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 1
E-Mail:
2 Proof I Utilization (Governing Cases)
Loading
Tension
Shear
Loading
Proof
Concrete Breakout Strength
Pryout Strength
Combined tension and shear loads
3 Warnings
jlN
0.285
Please consider all details and hints/warnings given in the detailed report!
Date:
Design values [lb]
Load Capacity
300 1051
200 1509
jlv t;
0.133 5/3
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
5/27/2014
Utilization
jlN fjlv [%] Status
29/-OK
-/14 OK
Utilization JlN.v [%] Status
16 OK
• 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.
MLG Consulting Engineers
www.hilti.us Profis Anchor 2.4.6
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Specifier's comments:
11nput data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement:
ECLIPSE ENGINEERING
541-389-9659 1
KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2)
hef,act = 1.860 in., hnom = 2.500 in.
Carbon Steel
ESR-3027
8/1/2012 112/1/2013
design method ACI318-11/ Mech.
eb = 0.000 in. (no stand-off); t = 0.074 in.
Page:
Project:
Sub-Project I Pos. No.:
Date: 5/27/2014
lx x ly x t = 3.000 in. x 7.000 in. x 0.074 in.; (Recommended plate thickness: not calculated)
no profile
cracked concrete, 2500, f0' = 2500 psi; h = 4.000 in.
hammer drilled hole, installation condition: dry
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 (0.3.3.4.3 (b))
Shear load: yes (0.3.3.5.3 (a))
Geometry [in.] & Loading [lb, in.lb]
z:
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
www.hilti.us
Company:
Specifier:
ECLIPSE ENGINEERING Page: 2
Project:
09/22/2014
MLG
Profis Anchor 2.4.6
Address: Sub-Project I Pos. No.:
Phone I Fax: 541-389-9659 1
E-Mail:
2 Proof I Utilization (Governing Cases)
Loading
Tension
Shear
Loading
Proof
Concrete Breakout Strength
Concrete edge failure in direction x+
fiN
Combined tension and shear loads 0.151
3 Warnings
Please consider all details and hints/warnings given in the detailed report!
Date:
Design values [lb]
Load Capacity
300 1993
200 1938
flv 1;
0.103 5/3
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
5/27/2014
Utilization
fiN I flv [%] Status
16 I-OK
-I 11 OK
Utilization fiN,v [%] Status
7 OK
• 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 Auto Update 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