HomeMy WebLinkAbout2525 El Camino Real; 226; CBC2018-0619; Permit(city of
Carlsbad
Commercial Permit
Print Date: 02/01/2019 Permit No: CBC2018-0619
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
2525 El Camino Real, 226
BLDG-Commercial
1563020900
$0.00
Work Class: Tenant Improvement
Lot#:
Reference#:
Construction Type:
Bathrooms:
Orig. Plan Check#:
Status:
Applied:
Issued:
Permit
Finaled:
Inspector:
Closed -Finaled
11/06/2018
11/06/2018
Plan Check#:
Final
Inspection: 2/1/2019 11:52:34AM
Project Title:
Description: RE-OPEN EXPIRED PERMIT CBC2017·0157 · SHELVING FOR BATH & BODYWORKS
MANUAL BUILDING PERMIT FEE
5B1473 GREEN BUILDING STATE STANDARDS FEE
Total Fees: $27.44
Owner:
R P I CARLSBAD LP
1114 Avenue Of The Americas, Floor 45
New York, NY 10036-7700
214-660-5232 x215232
Total Payments To Date: $27.44
Contractor:
BOGART CONSTRUCTION INC
9980 Irvine Center Dr, Ste 200
Irvine, CA 92618-4364
949-453-1400
Balance Due: $0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
$26.44
$1.00
Commercial Permit
Print Date: 06/20/2018
Job Address:
(city of
Carlsbad
Permit No: CBC2017-0157
Permit Type:
2525 El camlno Real, 226
BLDG-Commercial
1563020900
Work Class: Tenant Improvement Status: Closed -Expired
04/04/2017
06/05/2017
Parcel No: Lot#;
Valuation: $2,500.00 Reference#;
Occupancy Group; Construction Type
# Dwelling Units: Bathrooms:
Bedrooms: Orig. Plan Check#:
Plan Check #;
Project Title:
Description; BATH & BODY WORKS; INSTALL SHELVING IN 95 SF AREA
Applicant:
MARY RYAN
Po Box 3749
MISSION VIEJO, CA 92690
949-582-3735
FEE
BUILDING PERMIT FEE $2000+
BUILDING PLAN CHECK FEE (BLDG)
SB1473 BUILDING STANDARDS FEE
STRONG MOTION-COMMERCIAL
Total Fees: $ 91.58
Owner:
R P I CARLSBAD LP
1114 Avenue Of The Americas, Floor 45
New York, NY 10036-7700
214-660-5232 x215232
Total Payments To Date ; $ 91.58
Applied:
Issued:
Permit
Finaled:
Inspector:
Final
Inspection:
Contractor:
INACTIVE-BOGART CONSTRUCTION INC
9980 Irvine Center Dr, Ste 200
IRVINE, CA 92618-4365
949-453-1400
Balance Due:
AMOUNT
$52.87
$37.01
$1.00
$0.70
$0.00
Please take NOTICE that approval of your project Includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction," You have 90 days from the date this permit was Issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required Information with the City Manager for processing In accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees /exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
F
EXPIRED PERMIT
PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C.
SECTION 106.4.4 ~ AMENDED SY C.M.C.18.04,030
DATEt.,-,\l,,0-1$ SIGNATURE PU-t-4\KJ;, p.
Building Division
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
{City of
Carlsbad
COMMERCIAL
BUILDING PERMIT
APPLICATION
B-2
Plan CheckQ()C2_.Dri(-Ol2clC\
Est. Value
PC Deposit ---------
Date _.\-'-\-_lo.,,.,_-_\,_,.~.,___
Job Address Z-~2 $"" Suite: 2:Z(, APN: l(6sozo'irl')
Tenant Name: __________________ CT/Project#:, __________ Lot#: ___ _
Occupancy:----------,-_.::._· yes/ no
D Addition/New: ___________ New SF and Use, ___________ New SF and Use,
____ Deck SF, Patio Cover SF (not including flatwork)
D Tenant Improvement: ______ SF,
______ SF,
Existing Use _______ Proposed Use ______ _
Existing Use Proposed Use ______ _
□ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _
D Solar: ___ KW, __ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No
D Plumbing/Mechanical/Electrical Only: _________________________ _
D Other: __________________________________ _
PROPERTY OWNER
Name:-4,~~~-1""'"'-''--'r~~~--,f""r---,,,-..,..--Name: ____________________ _
Address: Address: __________________ _
City: City: __________ State: ___ .Zip: ____ _
Phone: Phone: ____________________ _
Email: f'l,,e, ,r.),,~, __________________ _
DESIGN PROFESSIONAL
Name: _________________ _
Address: _________________ _
City: ________ State: ___ ,Zip: ____ City: -,.::.:::,<7~--:-r=✓
Phone: _________________ _
Email: _________________ _
Architect State License: ___________ _
(Sec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)).
1635 Faraday Ave Carlsbad, CA 92008
B-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 1 of 2
Email: Building@carlsbadca.gov
Rev. 06/18
( OPTION A): WORKERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one of the following declarations:
□ I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued.
,/,;,ave and will maintain worker's compensation, as required by Section 3700 of the labor Code, fort
□ 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 be come
subject to the workers' compensation Laws f California. WARNING: Failure to secure workers compensation coverage ls unlawful, and shall subject an employer to
criminal penalties and civil fines up to $100 0.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
interest and attorney's fees. J J✓
CONTRACTOR SIGNATURE: 4--,_.::....::...._..::,,, ____________ ).llAGENT DATE: ;/p,//8
( OPTION B ): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
□ I, as owner of the property or my employees with wages as their sole compensation, wlll 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. □ Yes □ No
2. I (have/ 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/ phone/ contractors' llcense 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/ address/ phone/
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/ address/ phone/ type of work):
OWNER SIGNATURE: □AGENT DATE: _____ _ ---------------------
CONSTRUCTION LENDING AGENCY. IF ANY:
1 hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name: ____________________ _ Lender's Address: ____________________ _
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future bullding occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes □ No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes □ No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
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. I agree to comply with all
City ordinances and State laws relating to building construction.
I hereby authorize representative of the City ofcarlsbad 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 permit Is required for excavations overS'O' deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the 8 · ing Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit is not commenced withl ays from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time
:;~~;;:~:c:~:::~~o~:~+ri-d-.Jl'-"-..:a_y,-'(Sl,e,.,,,_::....:\,,-------·n_g_C_od_•_J. __________ DATE: ...J,L·!.,.Jliu.0._,_~/..1./_'h&L---
'/
1635 Faraday Ave Carlsba
B-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 2 of 2
Email: Building@carlsbadca.gov
Rev. 06/18
PERMIT INSPECTION HISTORY REPORT (CBC2018-0619)
Permit Type:
Work Class:
Status:
Scheduled
Date
BLDG-Commercial
Tenant Improvement
Closed -Finaled
Actual
Start Date Inspection Type
Application Date: 11/06/2018
Issue Date: 11/06/2018
Expiration Date: 07/31/2019
IVR Number: 15156
Inspection No. Inspection Status
02/01/2019 02/01/2019 BLDG-14
FramefSteel/Bolting/
Welding (Decks)
082889-2019 Passed
February 01, 2019
BLDG-Fin al
Inspection
Checklist Item
BLDG-Building Deficiency
082890-2019
Checklist Item
BLDG-Building Deficiency
BLDG-Structural Final
COMMENTS
Racking only
Passed
COMMENTS
Racking only
Owner:
Subdivision:
Address:
Primary Inspector
Michael Collins
Mlchael Collins
R P I CARLSBAD LP
CARLSBAD TCT#76-18
2525 El Camino Real , 226
Carlsbad, CA 92008-1264
Reinspection
Passed
Yes
Passed
Yes
Yes
Complete
Complete
Complete
Page 1 of 1
November 3, 2017
BOGART CONSTRUCTION
9880 Irvine Center Drive, Ste. 200
Irvine, CA 92618
44444 Buena Vista Way
Lancaster, CA 93536
(661) 202-4072 Office
richard@act1onspecialinspections.com
I.C.C. / A.C.I. / A.W.S. Certified
• Structural Steel & Welding
· Reinforced Concrete
• P.T. Concrete
• Structural Masonry
• Drilled-In Anchors
• Epoxy Injection
· Fireproofing
· Shear Nailing
AS! Job# 2711-17
SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL
INSPECTION PERFORMED UNDER PERMIT NUMBER:
BUILDING PERMIT NO.: CBC2017-0IS7
PROJECT NAME & ADDRESS: BATH & BODY WORKS
2525 El Camino Real
Carlsbad, CA 92008
This letter is provided to certify Special Inspection Final Compliance for the project referenced
above. This certification includes inspection pertaining to:
-Wedge Anchor Bolts
Based on the observation and inspection performed by Action Special Inspections the above-
referenced project has been, to the best of my knowledge, completed in accordance with the
approved plans and specifications and the applicable provisions of the California Building Code.
Should you have any questions or need further information please do not hesitate to contact this
office.
-~j:'.L_
ACTION SPECIAL INSPECTIONS
Richard McKeehan
0 ClarkDietrich Product Submittal Sheet
i-i !_;' i ,! Tech Support: 888-437-3244
Engineenng Services: 877-832-3206 I Sales: 800-543-7140
clarkdietrich corn
Product category:
Product name:
ProSTUD® 20 L TO Drywall Stud
362PDS125-19 65ksl G40EQ • Punched
3-518" ProSTUD 20 LTD (19mi)
Coating: G40EQ
Color coding: Brown
Geometric Properties
Web depth 3.625 In
Flange width 1.250 in
Stiffening lip 0.315 In
Design thickness 0.0200 In
Yield stress, Fy 65 ksl
Weight
Punchout width
Punchout length
Minimum thickness
0.448 lb/ft
1.500 in
2.500 In
0.0190 In
Gross Section Properties of Full Section, Strong Axis
Cross sectional area (A) 0.132 in'
Moment of inertia (Ix) 0.266 in'
Radius of gyration (Rx) 1.420 In
Gross moment of inertia (ly) 0.027 In'
Gross radius of gyration (Ry) 0.454 in
Effective Section Properties, Strong Axis
Effective area (Ae)
Moment of inertia for deflection (lxe)
Section modulus (Sxe)
Allowable bending moment (Ma)
AlloWable shear force in web (Unpunched) (Vag)
Allowable shear force in web (Punched) (Vane!)
Torsional Properties
St. Venant torsion constant (J x 1000)
Warping constant (Cw)
Distance from shear center to neutral axis (Xo)
Radii of gyration (Ro)
Torsional flexural constant (Beta)
Unbraced Length (Lu)
Notes=
0.048 in'
0.254 ln'
0.080 In'
3,1031n~bs
2031b
189 lb
0.0176 in'
0.072 in'
-0.876 in
1.729in
0.743
22.1 in
09.22.16 (Non-Structural Metal Framing)
• Embossments in web are oliy placed on sections 2-112"
and wtder.
ASTM & Code Standards:
• AISI S!00-12 & S220-15
• Meets or exceeds ASTM C845 & C754
• ASTM E119, E72 & E90
• lntertek CCRR-0207, LA RR 26019
• ProSTUD compiles with the SFIA Code
Compliance Certiftcatlon Program
• MulUple UL® Design Listing Including: V438,
V450 & U419
• SOS & Product Certification Information
available at www.clarkdietrich.com
• U.S. Patent No. 9,010,070
• Calculated properties are based on AIS1 S100-12, North American Specilieation for Design of CokHotmed Steel Structural Membe.r$ end AISI S220--15. North American
Standard for ~ooned Steel Fl'amlng • Nonstructu,.I Membera.
• Effec:tive propeftiea Incorporate the !ilf11ngth increaH from tt,e cold work of fotmlng as applicable per AISI A7.Z.
• Tabulated gross properties, incfudlng tol'$lonal ~rtles, are based on full-unreduced cross section of the Sluds, away from ponchouts.
• For def\ection calc\ltauons, use lhe effective moment of inertia.
• AUow•ble rfl0m4lr'lt lncludn cold work of forming.
• Allowable moment Is taken aa the IOWesl value based on local or dlstortlonal buckling. Di&tortlonal bucking strength is based on a k..phl • o.
• East Coast Punch Pattern: Ceni.r or knOckouts are 12" from lhe leeiding .dge then ,48" o.c.
• West Coast Punch Panem: Center of knockouts are 24" from the leading edge !hen 24· o.c.
Sustainability Credits:
For more details and LEED letters contact Technical Services at 888-437-3244 or "ls.It www.clarkdietrlch.com/LEEO
LEED v.t MR Cntdll-Bullding Product Disclosure and Optimization: EPO {1 point)· Sourcing of Raw Materials (1 point) -Material Ingredients (1 point) -Construction and
Oemo&IUon Waste Management (up to 2 points) -\nnovatlon Credit (up to 2 points).
LEED 2009 Cr.dit MR 2 & MR,_ Clark.Dietrich's steel products are 100% recydable and have a minimum recycled content or 34.2% (19.8% posl-consumer and 14.4%
pre.conS1,1tJ111r). If seeking a higher numbor to meet Credit MR 5, please contact us al (info@ctarkdtetrteh.com 1888-437-3244)
I ProJ•ct Inf~;;;;.;,:; · ---·· ·--
Name:
Address:
Contractor tnformatlon
Name:
COolad
Phone.
Fex·
Architect Information
Name·
CootaCl: 7 ::."· I
CD.PDS O 07118 ClatkD1etllCh Buddirtg Systems ··--·---· ---· -------·
~~ECLIPSE
ENGINEERING
Clarification Item #1
Date:
Project Number:
Project:
To:
From:
C/C:
November 21, 2017
17-03-229
Bath & Body Works -PO 25418
Carlsbad, CA
Sara Sisk & Jonnie Porter
PIPP Mobile Storage Systems, Inc.
2966 Wilson Drive NW
Walker, Ml 49544
Nick Burnam, PE
FILE
ECLIPSE-ENGINEERING.COM
Re: Clarifications to the Calculations and Detail Sheet 1
1) The contractor on site noted that the concrete floor is an elevated structural slab over concrete
and steel beams that ranges from 3 ½" thick at the storefront to 6" thick at the rear of the store,
where the stockroom is located.
2) We updated the calculations that verify the capacity of the anchors for the ¾"lj, HILTI KB-TZ
anchors with the longer embedment that were used at this location. This verifies that the
anchors in the ITAT (anti-tip) track are adequate when be spaced at the normal 22½" o.c ..
Please call with any specific questions.
Attachment: Updates to calculations page 10 and Detail Sheet 1
MISSOULA (Ol UMBIA FAl. lS SPOKANE B1;:ND PORT! P.ND
ll3WdMari,beB,_,.MTSl!ll2 721lltdeu5N&,&ieD,QuaFlls,IIITlil'312 GWtslRJrileMB.,UIWSpilrle, WAllll:201
Plme:(O) mW• Fax:(G)~768 Pim: (G)alWUi • Fa: 14116) 562-\768 Am:(91)1121•1'731 • Fat(U)562-4768
ffiSWEUC..,Me8,BelXl,OR 871112 lllSNClinmShel,&lle118)Pakm,Cfl:9T201
Am: ~3!1«a •Fu (408) ~788 f'IQIB: (lil3)l6-1229 • Fa:(408) 55M768 ~AB
~~ECLIPSE ECLIPSE-ENGINEERING.COM ENGINEERING
Structural Calculations
Steel Storage Racks
By Pipp Mobile Storage Systems, Inc.
PIPP PO #25416 SO #62396
Bath & Body Works #305
The Shoppes at Carlsbad
2525 El Camino Real -Space #226
Carlsbad, California 92008
Prepared for:
Pipp Mobile Storage Systems, Inc.
2966 Wilson Drive NW
Walker, Ml 49544
OlgltallV $1gned ........ S. BtJrna,allllC--
Contact lnfcc 376 S~r., Suite 8, Bend, OR 977 9-9659
Date: 2017.11.21 :16-08'00'
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 2016 California Building Code. These storage racks are not accessible to the
general public.
MIS50UL/\
l13 west Mail. 516! B, MmolJa, MT 598112
PhOlle: (406) 721-5733 • Fax: (406) 721-4988
COLUMBIA f 1\! I !:l SPOi:t.NE
728NudeusAve.SlieO, Qunbiafals,MT 58lll2 421 We51Rlver&ideAve., Slie.1121 Spokane. WAllll201
Phone: (408) 89U301 • Fax: 40&e92-2361! Phooe: (5Clll) 921-7731 • Fae (9)9) 821-670II
BEND
376SNEUDdwl,Slie8,Bend, OR 87702
Pmne: {SU) 388-8658 • Fae (Ml) 31U708
(
eECLIPSE
E NGI NE ERIN G
BATH 6 BODY WORKS #305
CARLSBAD.CA
11/21/2017
Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2015 IBC & 2016 CBC -2208 & ASCE 7-10 -13.3.1 & 15.5.3.4
Design Vertical Steel Posts at Each Corner -Shelving Dimensions:
Are Shelving Units set as Si~le Depth (1) or Back to Back (2)? Nu := 1
Tdal Hei(1lt of Shelving unit-
Width of Shelving Unit -
Depti of Shelving unit-
Nuni>er of Shelves -
Vertical Shelf Spacing -
h1:= 10.00-ft
w:= 4.00-ft
d:= Nu-(2.50-tt) = 2.5ft
N:= 6
S := 24.00-in
plf:= lb-ft-l
psf := lb· ft-2
pcf := lb• ft-3
kips := 1000-lb
ks. ki . -2 I:= PS·ln
Shelving Loads -Maximum Live Load on each shelf is 100 lbs:
Weight
per shelf -
Load il
psf-
Design Live
Load on Shelf -
Dead Load
on Shef-
wtj
LLr= -= 10-psf w-d LL:= Lli = 10-psf DL := 2.50-psf
Section Properties of Double Rivet 14 Gauge Steel 'L' Post:
Modulus of Elasticfy of Steel -
Physical Dimensions of L Post :
L Post Width -out-i>-out -
Radius at Corners -
L Post Width -End -to -IF -
b1c := b1 -t = 1.425-in
Radius of Gyration in x and y -
Section Modulus in x and y-
Mommt of Inertia in x and y-
Ful 6 Reduced Cross Sectional Area's -
Length of Unbraced Post -
Effective Length Factor -
Weight of Post -
WP := psteel• Ap,· h, = 7.66 lb
Tdal Vertical Load on Post -
Steel Yield Stress -
psteel := 490-pcf
Fy:= 33-ksi E : = 29000-ksi
Density of Steel -
b1 := 1.500-in
Re:= 0.188-in
L Post Depth -out-to-out -
Post Ttickness (14 Gauge) -
d1 := 1.500-in
t := 0.0750-in
L Post Depth -End -kl -IF -
d1c := dI -t = 1.425-in
ry:= 0.5390-in
Sy := 0.0396-in3
ly:= 0.0406-in4
Apr:= 0.138-in2
rx := 0.5390-in
Sx := 0.0396-in3
Ix := 0.0406-in4
Ap1 := 0.225-in2
Lx := S = 24.00-in
Kx:= 1.7
Ly := S = 24.00-in
Ky:= 1.7
Li:= S = 24.00-in
Kt := 1.7
Vertical DL on Post-
DL-w-d-N Pd := ---+ Wp = 45.16Ib
4•Nu
Vertical LL on Post -
PI:= LL·W·d•N = 150Ib
4•Nu
fE(LIPSE
ENGINEERING
BATH 6 BODY WORKS #305
CARLSBAD, CA
11/2112017
Rolf Armstrong, PE
Floor Load Cak:ulations :
Weight of M>bile Carriage: We:= 40-lb Tdal Load on Each Urit: W:= Nu•4•Pp +We = 820.63Ib
Area of Each Shel Untt: A..i := w-(d + 6-in)= 12tt2 Floor Load under Shel: w PSF := -= 68-psf Au
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 75 psf REQ'D FOR RETAIL FLOOR LOADING
Rnd the Seismic Load using Full Design Live Load -ASCE-7 Seismic Design Procedure:
Building"s Risk Category -
Demrmine Ss and S1 from maps -
Demrmine the Site a ass -
Demrmine F8 and Fv -
Demrmine Sos and S01•
Seisrric Deisgn Camgory-
BRC:= 2
S6 := 1.113
SSC := "D"
Fa = 1.055
2 Sos== -·(F1-s1) = 0.783 3
Importance FacDr -
S1:z: 0.428
Fv = 1.572
2 Soi:= --(Fv•Si) = 0.449 3
SOC= "D"
StructlJ'al System -Section ASCE-7 Sections 13.3.16 15.5.3.4.:
4. Steel Storage Racks
Tdal Vertical DL
Load oo Shelf-
R:= 4.0
Rp := R
no := 2
ap := 2.5
Tdal Vertical LL
Load <11 Shelf-
Cd := 3.5
Ip := 1.0
w,:= LL-w-d = 1001b
Seisrric Analysis Procedure per ASCE-7 Sections 13.3.1615.5.3.4:
Average Roof Height-
Seisnic Base Shear Factor-
Shear Factor Boundaries-
Seisrric Coefficient -
Overstrengh Factor -
Height of Rack Attachment -(0-0" For
z := 16•5• ft Ground floor)
0 4-a • Sos ( z \ • P • 1 + 2--'= 0.391
~ h,)
Ip
V1min := 0.3· Sos· Ip = 0.235
V1:= min(max(vtmin, v1), vbnax) = 0.391
0:= 2.0 NOTE: By ASCE 7-10 Section 13.3.1, n does not
apply for vertically cantilevered arclitectural systems.
2
(
~~ECLIPSE
ENGI NE ERI NG
BATH 6 BODY WORKS #305
CARLSBAD,CA
11/21/2017
Rolf Armstrong, PE
Seismic Loads Continued : ASD ~
Fa ASD, Shear may be red11:ed-
Seismc DL B~e Shear -
DL Force per Shelf :
Seismc LL Base Shear-
LL Force per Shel :
Vp := 0.7-V1 = 0.274
Vtd := Vp-Wd•N = 49.48Ib
Fd := Vp• Wd = 8.25Ib
Vu := Vp•WrN = 164.36Ib
F1 := Vp •W1 = 27.39Ib
VP<l> := V1 = 0.391
Vtd<l> := VP<l>-Wd •N = 70.68Ib
Fd<l> := VP<l>,Wd = 11.78Ib
vtl<l> := VwWrN = 234.Slb
F1q, := VP<l>•W1 = 39.13Ib
F1.s14>:= 0.67,VP<l>•Wi = 26.22Ib 0.67 • LL Force per Shelf : F1.s1 := 0.67•Vp•W1 = 18.35Ib
Force Distribution per ASCE-7 Section 15.5.3.3:
Operaing Weight is one ofTwo Loading Conditions -Condition #1: Each Shelf Loaded to 67% of Live Weight:
Currulative Heights of Shelves -
H1 := 0.0· S + 1.0• S + 2.0· S + 3.0-S + 4.0-S + 5.0· S
Taal Moment at Shelf Base -
Taal Base Shear -
Vertical Disribution Factors for Each Sheff -
wd. o.o. s + Wr 0.67• o.o. s
C1 := --------= 0.000
Mt
F1 := C1•(V1) = 0.00 F14> := C1•(V1<1>) = 0.00
Wd· 2.0· S + Wr 0.67• 2.0· S C3 := --------= 0.133
Mt
F3 := cdv1) = 21.28Ib F3<l> := cd v1<1>) = 30.40Ib
wd. 4.0· s + Wr 0.67-4.0· s
C5 := --------= 0.267
Mt
F5 := cdv1) = 42.56Ib F64> := c5-(v1<1>) = 60.SOlb
H := H1 + H2 = 30.00ft
M1:= H-Wd + H-0.67•W1 = 2913.12ft-lb
V14> := Vtd<l> + 0.67• V114> = 228.00lb
Wd· 1.0· S + Wr 0.67• 1.0• S C2 := --------= 0.067
M1
F2 := c2'(v1) = 10.64Ib F24> := C2•(V14>) = 15.20Ib
Wd· 3.0· S + Wr 0.67-3.0· S
C4 := --------= 0.200
Mt
F4:= C4-(V1) = 31.92Ib F4q, := C4•(V1<1>) = 45.60Ib
Wd• 5.0· S + Wr 0.67• 5.0· S Cs :=--------= 0.333
Mt
F6 := C6-(V1) = 53.20Ib F6<l> := C6-(V1<l>) = 76.00lb
Coefficients Should total 1.0
3
eECLIPSE
ENGI N EER I NG
BATH 6 BODY WORKS #305
CARLSBAD,CA
11/21/2017
Rolf Armstrong, PE
Force Distribution Continued :
Condtion #2: Top Shel Only Loaded to 100% of Live Weight
Tcxal Moment at Base of Shelf-M1a := H-Wd + (N -1).s.w, = 1903ft-lb
T cxal Base Shear -
Wd•0.0-S + 0-Wr0.0-S
C1a := -------= 0
M1a
wd. 1.0-s + 0-Wr 1.0-s
C2a := -------= 0.032 M1a
F1a := C1a•{V2) = 0
.!.I
Coefficients
Should total 1.0
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves withmi LL are neg~gible.
Moment calculation for each column is based on mtal seismic base shear.
Column at center cl rack is the worst case for this shelving rack system
Column Design in
Short Direction :
Allowable
Bending Stress -Fb := 0.6· Fy = 19.8-ksi Ratio of Allowable /
Ultimate Stress -
Bending Stress
on Column-
Bending al tie Base of Each Column is Adequate
MUST BE LESS
THAN 1.0
4
(
~~ECLIPSE
ENGI NE ERING
BATH 6 BODY WORKS #305
CARLSBAD, CA
llJ2112017
Rolf Armstrong, PE
!l
Deflection of Shelving Bays -worst case is at the bottom bay-the following is tie list of shears used in deflection equaions.
V1::,.1 := V1 -F1 = 160Ib V1::,.3 := V1::,.2 -F3 = 128Ib
s -=614.77
A1
1 max{V1::,.2, V1::,.28)-s3
A2 := ------'------'--= 0.036· in
Nu•4 12-E·lx
Aa := 0.05· ht= 6-in
At:= A1 + A2 + D.3 + A4 + A 6 + A 6 = 0.1431-in
it( At < Aa, "Deflection is Adequate" , "No Good" = "Deflection is Adequate"
Noil: The deflection shall not exceed 5%Hi, so shelving deflection is adequate.
Moment at Rivet Connection:
Shearon
each rivet -
Ms Vr := --= 319.2Ib
1.5-in
2 dr · 7i 2 Ar := --= 0.0491-in
4
Steel Stress
on Rivet-
dr := 0.25-in
Vr fv := -= 6.5-ksi Ultimate Stress a, Rivet .
(SAE C1006 Steel)-Fur:= 47.9ksi
Omega Fack>r ,.... . _ 2 0
Ar
(ASD)-ur ,-·
ANowable Stress 0.4• Fur Rato of Allowable/ fv on Rivet_ Fvr := --= 9.58· ksi Ultimate Stress _ -= 0.68 MUST BE LESS THAN 1.0
Or Fw ..._;.,__ __
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Seismic Uplift on Shelves :
Seisnic Vertical COl!llOnent: Ev:= 0.2·Sos·(DL + LL)·W·d = 19.57Ib
Vertical Dead Load ci Shelt D := ( DL + LL)· w-d = 125.00 lb
Noil: since the shel LL is used to generate the seismic uplift force, ~ may also be used to calculate the net
uplift load For an el!llty shelf, roly the DL would be used, but the ratio of seisnic upfift will be the same.
NetUplift Load on Shel: Fu = -55.43 lb
Note: This uplift load is for the full shelf. Each shelf ~II be connected at e.K:h comer.
Number of Shelf Uplift Force Fu
Ne:= 4 per Comer·. Fuc := -Connections: Ne
Fue = -13.86 lb
HoTE: Since the uplift face is negative, a mechanical connectioo is not required I
5
fECLIPSE
ENG I NEE RING
BATH 6 BODY WORKS #306
CARLSBAD,CA
Find Allowable Axial Load for Column :
Allowable B11:kling Sresses -
Distance from Shear Center
to CL of Web via X-axis
Distance From CL Web to
Cenroid-
Distance From Shear Ceni!r
to Centroid -
Polar Radius of Gyration-
Torsion Constant -
Warjing Constant-
Shear Modulus -
Elastic Flexural Buckling Stress -
Allowable Compressive Stress -
Fck:tor of Safety for Axial Comp. -
ec:=---
4-lx
Xe := 0.649-in -0.5-t
Xo :=Xe + ec
✓ 2 2 2 ro := rx + ry + Xo
1 ( 3 3) J:= -. 2-brt + drt 3
11/21/2017
Rolf Armstrong, PE
<Tex= 49.95-ksi
ec = 1.9043-in
Xe = 0.6115-in
Xo = 2.5158-in
r O = 2.6287-in
J = 0.00063-in 4
Cw = 0.0339-in6
G := 11300-ksi
cr1 = 13.611-ksi
r3 = 0.0841
F81 = 10.8522-ksi
F8 = 10.8522-ksi
Fn = 10.8522· ksi
no := 1.92
6
(
'eE(LIPSE
ENG I NEER ING
Find Effective Area -
Deilrmine the Effective Width of Fla,ge -
Flat width of Flange -
Flange Plate Buckling Coefficient -
Flange Slenderness Factor-
Effective Flange Width -
Deilrmine Effective Widti of Web:
Flat width of Web -
Web Plate Bucklilg Coefficient -
Web Slenderness Factor -
Effective Web Widti -
Effective Column Area -
Noninal Column Capacity -
AlloWdble Column Cap.-:ity-
Check Combined
Stresses -
Magnificciion Factor -
Combined Stress:
BATH 6 BODY WORKS #305
CARLSBAD.CA
w,:= b1 -0.5-t
~-1;,2:,R
p,:= (1-0.22 \_!_
>.., ) >..,
b8 := if{>..i > 0.673, p,-w1, w1)
2 n · E· Ix
Pcrx := --
{ Kx· Lx)2
Per := Pcrx
w1 = 1.4625-in
I<,:= 0.43
>-i = 0.6052
Pf = 1.0517
be = 1.4625-in
Ww = 1.425-in
>-w= 0.5897
Pw = 1.0632
he = 1.425-in
11/21/2017
Rolf Armstrong, PE
Ae = 0.2166-in2
Pn = 23501b
Pa = 12241b
Pcnc = 6980.77 1b
Per = 6980.771b
MUST BE LESS THAN 1.0
Final
Design: 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS
NOTE: PP is the total vertical load on post, not 67% live load, so the design is conservative
7
eECLIPSE
ENGINEERING
BATH 6 BODY WORKS #305
CARLSBAD.CA
11)21)2017
Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN -cont'd
Find Overturning Forces :
T~al Hei~t of SheMng Unit-
Deplh of SheMng Unit-
Nurmer of Shelves -
He~ht kl Top Shelf
Center of G -
h1 = 10ft
d = 2.5ft
N=6
htop := ht = 10ft
Width of SheMng Un~ -
WORST CASE
Vertical Shelf Spacing -
He~ht kl Shelf
Center ofG -
w = 4ft
S = 24-in
he:= (N + l) · S = 7ft
2
From Vertical Distribution of Seismic Force previously calculated -Controlh~ Load Cases:
ASD
Moments -Mb : = O
LRFD Maq, := F1q,·O.O·S + Fw 1.0-S + F:w2.0-S + Fw3.0-S + F6cl>•4.0-S + F64>•5.0-S
Moments -M1>q, := O
For scraws-ASD
Weight of Rack and 67% d LL -
For Anchors-LRFD
W1 := N-( 0.6 -0.14-Sos)•(Wd + 0.67-w,) = 285.741b W1q, := N-( 0.9 -0.2·Sos)·(Wd + 0.67-w,) = 433.161b
Overturning Rack
and 67% of LL -
Seisnic Rack and 67%
of LL Tension 6 Shear -
M1 := Ma + Mb = 1170.40ft-lb
Weight of Rack and 100% Top SheW -
W2 := ( 0.6 -0.14-Sos)·(Wd· N + w,) = 137.631b
Overturning Rack and
100% Top Shelf -
Seisnic Rack and 100%
of LL Tension 6 Shear -
M2 := V1d· he+ Fr htop = 620.28ft-lb
Face on Column Screws 6 Anchors:
(
V1 V2 \ Tension Single -Tsmax := max 4 , 4 , 0-lb) = 39.901b
Shear Sin~e -Vsmax := max(T 1, T2, 0-lb) = 162.651b
Tension Double-
Shear Double -
Tdmax:= 2• Tsmax = 79.801b
Vdmax := 2•Vsmax = 325.291b
M1q, := Maq, + Mb<l> = 1671.99ft-lb
1 ( M2q, W2q, \ T2q,:=i -d--l)=125.071b
V2q, = 109.821b
Tsmaxq,:= max(T1q,, T2q,, 0-lb) = 226.lllb
(
Vlq, V2q, \
Vsmaxq, := max 4 , 4 ) = 57.00 lb
Tdmaxq,:= 2·Tsmaxq, = 4521b
Vdmaxq, := 2· Vsmaxq, = 114 lb
8
(
~iECLIPSE
ENG I NE ERING
BATHS BODY WORKS #305
CARLSBAD,CA
1112112017
Rolf Armstrong, PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Tension (Uplift) Force
at Corner.
Ttickness of Angle:
Width of Angle Leg:
Distance out to
Tension Force:
Design Moment
on Angle:
Allowable Bending
Stress:
Ultimate Tensile
Strength of aip:
Effective Net
Area of the aip:
T := 50-lb Yield Stess of
Angle Steel:
la := 0.075-in 14 ga Foot Plate
b8 := 1.25· in Length of Angle
Section:
L:= 0.75-in Section Modulus
of Angle Leg:
M := T• L = 3.125ft• lb Bending Stress
on Angle:
Fb := 0.90· Fyp = 32.4· ksi Raio of
Aflowable Loads:
Fup := 65· ksi Gross Area of
the aip:
Aee := Age -[ta•(0.375-inTI = 0.0656· in2
Fyp := 36-ksi
La := 1.375• in
2 ba•ta 3 Se := --= 0.0012-in
6
fb := ~ = 32-ksi
Se
fb -=0.988 MUST BE LESS THAN 1.00
Fb
Age:= ba·ta = 0.0938-in2
Limiting Tensile Strength ofCip: Temaxcj, := min[( 0.90· Fyp·Agc}, ( 0.75• Fup' Aee}] = 3037.5Ib
ii(r cmaxc1> > T smaxcj,, "Checks Okay" , "No Good" = "Checks Okay" -
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT
NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS -AISI E.4.3.1
Omega for Bearing(ASD)-0 5 := 3.00
Speciied Tensile Stress of Clip S Poot , Respectively -F ui: = 5 lksi
Diameter of Screw -
14 GA Clip Thickness -
14 GA Post Ttickness -
Nomnal BearingStrength-
Single Screw -ASD
dss := 0.25in
'51 := 0.075in
'52 := 0.075in
(AISI C-E4.3-3) P05:= min 2.7•Fui·dss·lsi 11 = 2200 1b
[[
4.2·Fu2.J dss·ls23 \\
Allowable Bearing Strength -
2.7•Fu2·dss·ls2 ))
Pns Pas := -= 733.3Ib
Os
nu:= 2.35
Fu2:= Slksi
Double Screw • ASD
Pnd Pad:= -= 1466.5Ib
Os
9
~iE(LIPSE
ENG I NEE RING
BATHS BODY WORKS #305
CARLSBAD,CA
lll2ll2017
Rolf Armstrong, PE
SCREW CONNECTION CAPACITIES (1/4"<1> SCREW IN 14 GA STEEL):
Allowable Tensions, Pullout -
Allowable Tensions, Pullover -
Allowable Shear -
Noe: Values ootained from 'Scafco' labels using an O = 3.00
Single Screw -ASD
T sst := 227Ib
T SSV : = 656Ib
V55 := 600Ib
Double Screw -ASD
Tsdt := 2• T sst = 454Ib
Tsdv := 2· Tssv = 1312Ib
The allowatfo shear values for (1) lJ/f' dia. screw exceeds the allowable bearing strength of
the connection. TherEiore, bearing strmgth governs br screw comecfon capacity.
Ref Attached 'Scafco' Table
forV 6 T Values
BOLT CONNECTION CAPACITIES
(3/8" DIA. x 3", MIN., HILT! KB-TZ WITH 2" EMBEDMENT):
Allowable Tension Force-
Allowable Shear Force -
Single Anchor -LRFD
T as := 1107-lb
Double Anchor -LRFD
Tad:= 2149-lb
Ref Attached 'HIL Tl' PROFIS
calcs for VS T Values
Vas := 1466-lb Vad := 2055• lb
DETERMINEALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Allowable Tension Force -
Allowable Shear Force -
Single Screw -ASD
Tas1:= Tssv = 656Ib
Vasi:= min(Vss, Pas)= 600Ib
Double Screw -ASD
Tas2:= Tsdv = 1312Ib
USE: HILTI KB-TZ ANCHOR (or equivalent) -3/8" x 3", min., long anchor with 2"
embedment installed per the requirements of Hilti to fasten fixed shelving units to
existing concerete slab. Use J./4" dia. screw to fasten base to 14 GA shelf member. 5 C:= -
3
Combined Loading c-· 1< + (v.,... l' =0.08
Wall Supported !l•Vsmaxcj> <1.00 Shear Loading = 0.08 (Single Anchor)-T as ) Vas ) OKAY (Single Anchor)-Vas
n (v T 1 Tmsion Pullout T Combined Loading u · ~ + 0.71-~ = 0.22 <1.00 ~=0.18 (Single Screw) -1.10· !15 Vasi Tasl ) OKAY (Single Screw) -Tsst c·-''+ (··-" =0.08
Wall Supported {l Vdmaxcl> Combined Loading <1.00 Shear Loading = 0.11 (Double Anchor) -Tad ) Vad ) OKAY (Double Anchor)-Vad
Combined Loading nu {Vdmax + 0.71• Tdmax l = 0.22 <1.00 Tmsion Pullout Tdmax = 0.18
(Double Screw)-1.10·0s Vas2 Tas2 ) OKAY (Double Screw)-Tsdt
< 1.00
OKAY
<1.00
OKAY
<1.00
OKAY
<1.00
OKAY
10
(
~~E(.LIPSE
ENGI NE ERING
BATH 6 BODY WORKS #305
CARLSBAD,CA
11/21/2017
Rolf Armstrong, PE
STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension (UplifO Force on each side -T := 2-Vdmax = 650.58Ib
Connection from Shelt to Carriage = 1/4" diameEr bolt through 14 ga. steel:
Cap~ity of 1/4" diam. screw in 14 ga. steel --------Zc := 715-lb
~T < 2-Zc, "(2) 1/4" Bolts are Adequate", "No Good" = "(2) 1/4" Bolts are Adequate"
Use 3/113" Diameter anti-tip device for connection of carriage to track
Yield Sress of Angle Steel -
Fy:= 36-ksi
Tlickness of Anti-tip Head -
13 := 0.090-in
Width of Anti-tip Rod + Radius -
br := 0.25-in
Width of Anti-ip Head -
ba := 0.490-in
2
Area of Anti-
tip Weld-
Stress on Weld
Connection-
Aw := 1r-br"(0.094-in)-cos(45-deg) = 0.052-in2
fw := _!_ = 12.4623-ksi
Aw
Area of Anti-
tip Rod-
Stress on
rod-
7f· br 2 A;r:= --= 0.049-in 4
fr := _!_ = 13.2535-ksi Ar
Ratos of fw to Fy
6fr to Fy:
fw -= 0.3462
Fy
fr -= 0.3682 Fy
Width of Anti-tip Fla,ge -
Bending Moment on Leg-
Bending Stress on Leg -
Width of Anti-np track -
Spacirg of Bolts-
Design Moment on Track -
for continuous track section
AUowable Stress
of Aluminum -
0.85•ba -br La:=----= 0.083-in
2
L:= 5.1-in
Sui := 22.5· in
T-Stti M:=--
8
( ) = 0.5934
0.3· 70-ksi
The stess on the b~t head is less
than the weld and material capacity.
Tension Force per Flange leg-
Sectioo Modulus of Leg -
Raio of Allowable Loads -
Tlickness of Alumilum Track
(average thickness) -
Sectioo Modulus of Track-
Bending Stress on Track-
Rafo of Allowable Loads -
2 ba• ta 3 S1 := --= 0.001· in
6
fb --=0.67
0.85-Fy ,___ __ MUST BE
<1.0
~:= 0.33-in
2 L-11 3 Si := -= 0.093-in
6
fba := M = 19.767-ksi s,
fba -= 0.94
Fb
Ratio of Allowable Loads (Sirgle Anchor) -
for continuous track section
2-Tdmaxcj, __ ...;.=0.82
las
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
11
~~ECLIPSE
ENGINEE RIN G
Connection from Steel Racks to Wall
BATH 6 BODY WORKS #305
CARLSBAD,CA
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height-
Height of Rack Attachments -
(AtTop klr fixed racks coonected to walls)
Seismic Base Shear Factor-
21> = 26.5ft
v, = 0.51
ShearFactorBoundanes-
Seismic Coefficient -
V1min := 0.3· Sos· Ip = 0.235 V1max : = 1.6-Sos· Ip = 1.252
Nurmer of Shelves -
Tdal Weight oo Rack-
N=6
Seismic Face at top and bottom -
Connection at Top:
Standard Stud Spacing-Sstud := 16-in
Nurmer of Connection Points on each rack -
Ne:= max[2, (floor(~']~ = 3
Sstud) LJ
Capa::ity per inch of
embedment into wood Nailer-
Fa Steel Studs:
Pullout Capacity for #10 Screw
in 20 ga studs (per Scafco) -
Connection at Bottom:
T20 := 84-lb
V1:= min(max(Vtmin, V1), V1max) = 0.51
Weight per Shelf-Wtj = 1001b
Wr: = 4-(Pd + 0.67•P1)
0.7-VrWr
Ty:=---2
Width of Rack -
Wr = 582.63 lb
Ty= 103.981b
w = 4ft
Face on each connection point -
Ty
Fe := -= 34.661b
Ne
Reql.ired
Embedment Depth -
Ratio of Allowable Loads
for screws into walls -
Fe . d1 := -= 0.257-m
Ws
Fe -=0.41
T20
Ratio of Allowable Loads
for anchors into slab -
f!•Ty
--=0.14
0.7-Vad
MUST BE
<1.0
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE AT THE BASE.
11/21/2017
Rolf Armstrong, PE
MUST BE
<1.0
12
(
lllJSGS Design Maps Summary Report
User-Specified Input
Report Title 17-03-229
Wed March 22, 2017 18:00:25 UTC
Building Code Reference Document 2012/2015 International Building Code
{which utilizes USGS hazard data available in 2008)
Site Coordinates 33.17832°N, 117.33234°W
Site Soil Classification Site Class D -"Stiff Soil"
Risk Category I/II/III
)SGS-Provided Output
S5 = 1.113 g
S1 = 0.428 g
SMs= 1.174g
SMl = 0.673 g
S05 = 0.783 g
S01 = 0.449 g
For information on how the 55 and 51 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" bullding code reference document.
o, .....
() 111
1.20
1.0!!
Q9(.
a.a•
Q/2
o.w
Q'6
0.2t
0.12
MCfRResponH Spectrum
0.00 --------------+--+--+--< <lCl:I Cl:bl 040 O.W CIIOJ 1.CJJ I.~ I '-:I l(;l IIIJ ZOl
P4<fo~ T (u~)
~
() ,~
0!111
Des,g, Response Spectrum
O.al
0 /2
Q<,o
0,.,
OCll
0""
0 li
Q :,~
0 Iv
00!1
000 -t--1>---1---t--t---t--1---t--t--+-~
Q~ u~ 0~ 0~ Cl~ 100 1ro ·~ I~ I~ i~
f'<!!(I~ J (g~~)
though this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge.
Designation
hlckness {mil)
18
27
020
30EQO
30
33EQS
33
43EQS
43
54
68
97
118
127
Table Notes
0.0179 0.0188
0.0269 0.0283
0.0179 0.0188
0.0223 0.0235
0.0296 0.0312
0.0280 0.0295
0.0329 0.0346
0.0380 0.0400
0.0428 0.0451
0.0538 0.0566
0.0677 0.0713
0.0966 0.1017
0.1180 0.1242
0.1270 0.1337
0.0843 25
0.0796 22
0.0844 20-0rywall
0.0820 20-0rywall
0.0781 20-0rywall
0.0790 20-Structural
0.0764 20 -Structural
0.0712 18
0.0712 18
0.0849 16
0.1069 14
0.1525 12
0.1863 10 -SSMA
0.2005 10-SCAFCO
1 Minimum thickness represents 95 percent of the design thickness and Is the minimum Mceptable thickness delivered to the Jobslte based on Section A2.4 of AJSJ S100-07.
i The tables In this catalog are calculated based on Inside corner radii listed In this table. The Inside corner radius Is the maximum of '/u -t/2 or 1.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
General Product Information
I 1 ·11
43 0.0451 33 864 544
54 0.0566 50 65 1188 1566 985 1202
68 0.0713 50 65 1562 1972 1241 1514
97 0.1017 50 65 1269 1269
118 0.1242 50 65 1550 1550 -· .
127 0.1337 50 65 1668 1668 .
Table Notes
1. C21pacltles based on AISI 5100·07 Section E2.4 for fillet welds and E2.S for flare groove welds.
2. When connecting materials of different steel thicknesses or tenslle strengths, use the values that correspond to the thinner or lower yield material.
3. Capacities are based on Allowable Strength Design (ASO) and Include appropriate safety factors.
4. Weld capacities are based on either '/,2• or YI" diameter E60 or E70 electrodes. For thinner
materlals, 0.030" to 0.035" diameter wire electrodes may provide best results. s. 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 conservatlve:ly 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 W1).
Allowable Screw Connection Capacity (lbs per screw)
Thickness Fy Yield
mil)' (ksi)
111 50
020 57 65 87 48 95 57
30EQO 57 65 122 60 133 71
30 33 45 129 55 141 65
33EQS 57 65 171 75 187 89
33 33 45 151 61 164 72
43EQS 57 65 270 102 295 121
43 33 45 224 79 244 94
54 50 65 455 144 496 171
68 50 65 576 181 684 215
97 50 65 821 259 976 307
118 50 65 1003 316 1192 375
127 50 65 1079 ~ 1283 404 --Table Notes
1. Capacities based on AISl S100-07 Section E4. See table on page 5 for design thicknesses.
2. When connecting mnterlals or different steel thicknesses or tensile strengths, use the lowest values.
Tabulated values assume two sheets of equal thlcknus are connected.
3. Capacities are based on Allowable Strength Design (ASO) and Include safety factor of 3.0.
4. Where multlple fasteners are used, screws are assumed to have a center-to-center spacing of at
least 3 times the nominal diameter (d) s. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nomlnal 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.
n = Out-of-plane lateral load
F-2 = In-Plane lateral load
• F3 = Direct vertical and uplift load
131 139 78 150 gr
102 66 109 75 117 81
143 82
J
152 94 164 108
151 76 161 86 174 100
201 103 214 117 231 136 l 177 84 188 95 203 110
317 140 338 159 364 184 l 263 109 280 124 302 144
534 198 570 225 613 261
755 250 i 805 284 866 328
1130 356 1285 405 1476 468
1381 435 1569 494 1816 572
1486 468 1689 532 1955 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 eccentrlcally 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.
www.hUtf.us
Company:
st>ocifior. Address:
PhonelFtt
E-Mal:
r
Specffler"a commentt:
1 Input data
-typo end dlomolot':
Effective ombedmentdopth:
Material:
Evoluatton Selvlce Rel)OII:
Issued I Vaid:
---~ ECLIPSE ENGINEERING. INC.
376 SWl!k.ffOr., Suile8
541-389-96591
Kwit llo~ TZ -CS :Ill (2)
h...., • 2.000 in .. 1\-• 2.313 In.
c.-is1ee1
ESR-1917
6/1/20181511/2017
Proof: Dfflsn method ACI 31&-I" Mech.
Page:
Project:
&Jb.Projed I Poo. No.:
Dato:
S,_ lnslllation: -(Raoommended plala -nol calttJlalod)
Profile: no profile
ea .. _, cnd<od c:,oncnte, 2500, f,' • 2500 psi; h • 4.000 In.
IMtanatlon: hammer drln.d hole, lnfflKdon COftdlllon: Dry
1:11-;.;1
Profta Anchor 2. 7 .3
e/2/2017
SAFE-'"i:T
Refnforoement tensk>n: condiUon 8, shear. condition 8; no tupplementat splitting reWorcement present
edge reh.fotoerneut none or< No. 4 bar
s.!smk:loods (cot C, 0, E. or F) Tenslon load: yes (17.2.3.4.3 (l>))
Shaer load: yes (17.2.3.5.3 (a))
O.Omotry [ln.J & loodlng (lb, lnJb]
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Project:
Ccml)any.
Spedfier; -•: Phone I Fax:
ECUPSE ENGINEERING, INC.
376 SW BkJff Or .. Suite 8
541-35-9659 I Sub-Project I Poo. No.; Date: e/2/2017 E-Mal:
2 Proof I Utlllzatlon (Governing Cases)
Dnl,involuH[lbJ
Loadlng Proof Load Copaclty y......., P\lllout siringth 800 1107
Shear Staal S.-.ngth 400 1466
Loodlng o.t2 o~h ~ Combined tenslon end shear bads
3Wamlngs
• Pia-CX>nSlder aN da!alls and hintS/wamlngS giv9n In tho datelod roportl
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
utlllzotton
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Ok
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NaJltty ragultlc,,o In ------dlrecllons and c,pa,811ng, ~ end Noembly lna1nJellons, Ille., lhot muol be a1rldly oomplod-bythouser. All~--.,....._flillrn, end-.,...spodllc-.. to beconduct9dprtortousifts
the ,...'4nt HIii product. The mutts ~ lhe c:ak::utaUoiM can1ed out by me.. or the Softwwe ere based ........., on 1he data you put In.
--you_.,. -~"" Iha -"'""""'Iha~ and tho -oltho -to be put In by you. MoteoYat, you _lOla .....,.._,, lo<ho"Mg tho-af the-chklted end ctoaradbyon a-', portic<IIM1y-rogardto
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end pannitl ""1outanygu-• tothe-ol-, tho-end lhe-oltha mulls ors..-,. for• spocillc:
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by conytng cut --' upd-vte tho 1W Website. Hilli wtl not be liable lO< ~•. such•• Iha ....,.,.ry al los1 or damaged data or
programs, ansr,g from • ~ -ol duty by you.
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Company:
Specifier:
Address: Phone I Fax:
E-Mal·
SpKfflrer'• comm.ma:
1 Input data
Anchor type and c:Narneter.
Effec:t!Ye embecsnent depth:
Material:
Evaluollon Service Repo,t
tvsued I Vaid:
Proof:
ECUPSE ENGINEERING
376 SW Bluff Dr., Suite 8
5'11-389-9659 I
Kwit Bolt TZ -CS 311 (2)
h,,_., • 2.000 In., h.-• 2.313 In.
Catbon Steel
ESR-1917
61'1/2016 J 511/2017
Deoign method ACI 318-14 / Medl.
a.= 0.000 In. (no stand-off); 1 • 0.074 In.
Page:
Projec:t:
Sub-Project I Pos. No.: Date:
i=IISi.u
Profts Anchor 2.7.3
8/2/2017
SAFE--ET
Stand-off lnstatlation:
-plate: I, x ~ x I• 3.000 In. X 10.000 In. X 0.074 In.; (Reoommended plele -.: not cal<ulaled
Profile: no proftle
Base mat&rial: cracked concrete. 2500, fc' ,. 2500 psi: h == 4.000 In.
lnatanatton: hmmer drilled hole, Installation condition: Dfy
Refoforcement tension: condition 8, sheer: condition B: no suppHtmental splitting reinforcement present
edge reinfon::ement: none or < No. 4 bar
S-loads (cal C. D, E. or FJ Tensk>n load: yes (17.2.3.4.3 (b))
ShM• lood: yes (11.2.3.5.3 <•II
Goomotry On.) & Loading (lb, In.lb)
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Company.
5-ffior.
Page:
Pn,ject
i=iiS-li
Profls Anchor 2.7.3
Address:
ECLIPSE ENGINEERING
376 SW BM! Dr., Suite 8
5'11-389-9659 I
Sub-Project I Poo. No.:
Phone I Fax: Dete:
E-Mal:
2 Proof I Utlllzatlon (Governing Cases)
Dnfvn val-[lb)
Loadlno
Tention -N1out sireiijih
Load C.S,aelty
300 1107
Shea, Concrete edge failure In dlreclon ,:+ <00 2055
Loading
Combined tens,on end shear ioads & o.~95 ~
3Wamlngs
• Pie-~-al-end -.m1ngs given In the detalod reportl
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
8/2/2017
utlllntlon
~l.f,1"11 Status
28 • oK
-/20 OK
utt-"!!!!•1"11 Status
19 oK
• My end al -end -c:cntalned In the Softwant"'"""'" solely Iha use of HIii pn,duds end""' boHd on the prtncli,les. f<>nTues end
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compled-by Iha user. All llgurn ~ -are -llgures, ond lhoro-.,....poo111c tes1$ .. to be conduc:lod prior to using the,,,_ HIii pn,ducl The l90ufts of the colcul....,. canied out by means olthe Softwere •"'-~ on the date you put In.
Themoro, you -the -l9Sponsibllly to, the..,_ of omn, the comp,,-and Iha releY8nce of the data to be put In by you.
--. you --~ lot hOYlng Iha rwsu1s olthe-chod<od and cleared byan expe,t. pe,tia,larlywllh ._,i to con.,a.,c:. wtlh oppllcoble _,.. and pom,lts. prior to using lhem to, your spedllc lacllty. The SO-..... , only es on aid to lnte=t norms
end pemib without erry guarantee as lo the ebHnce of 9ff'Or'li, the com,ctneu and the relevance of the resutb or suitabiity for• lf)Odfic
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programs. arising "'°"' a aApoble -ol duty by you.
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P.0.125416 S.0.182396
BATH 6 BODY WORKS #305
THE SHOPPES AT CARLSBAD
2626 EL CAMINO REAL -SPACE #22ti CARLSBAD,CAUFORNIA92008
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~~ECLIPSE t124l
E N G I N E E R I N G ~\f lj f,
~ !
November 3, 2017
BOGART CONSTRUCTION
9880 Irvine Center Drive, Ste. 200
Irvine, CA 92618
44444 Buena Vista Way
Lancaster, CA 93536
(661) 202-4072 Office
richard@actionspecialinspections.com
I.C.C. / A.C.I. / A.W.S. Certified
• Structural Steel & Welding
• Reinforced Concrete
• P .T. Concrete
· Structural Masonry
· Drilled-In Anchors
· Epoxy Injection
· Fireproofing
• Shear Nailing
ASI Job# 2711-17
SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL
INSPECTION PERFORMED UNDER PERMIT NUMBER:
BUILDING PERMIT NO.: CBC2017-0157
PROJECT NAME & ADDRESS: BATH & BODY WORKS
2525 El Camino Real
Carlsbad, CA 92008
This Jetter is provided to certify Special Inspection Final Compliance for the project referenced
above. This certification includes inspection pertaining to:
-Wedge Anchor Bolts
Based on the observation and inspection performed by Action Special Inspections the above-
referenced project has been, to the best of my knowledge, completed in accordance with the
approved plans and specifications and the applicable provisions of the California Building Code.
Should you have any questions or need further information please do not hesitate to contact this
office.
R~j:•,L_
ACTION SPECIAL INSPECTIONS
Richard McKeehan
\
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AiJllWWldi>!'---------------
(Priut N11111<1}
November 3, 2017
BOGART CONSTRUCTION
9880 Irvine Center Drive, Ste. 200
Irvine, CA 92618
44444 Buena Vista Way
Lancaster, CA 93536
(661 J 202-4072 Office
richard@actionspecialjnspections.com
I.C.C. / A.C.I. / A.W.S. Certified
• Structural steel & Welding
· Reinforced Concrete
• P.T. Concrete
• Structural Masonry
• Drilled-In Anchors
• Epoxy Injection
• Fireproofing
• Shear Nailing
ASI Job# 2711-17
SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL
INSPECTION PERFORMED UNDER PERMIT NUMBER:
BUILDING PERMIT NO.: CBC2017-01S7
PROJECT NAME & ADDRESS: BATH & BODY WORKS
2525 El Camino Real
Carlsbad, CA 92008
This letter is provided to certify Special Inspection Final Compliance for the project referenced
above. This certification includes inspection pertaining to:
-Wedge Anchor Bolts
Based on the observation and inspection performed by Action Special Inspections the above-
referenced project has been, to the best of my knowledge, completed in accordance with the
approved plans and specifications and the applicable provisions of the California Building Code.
Should you have any questions or need further information please do not hesitate to contact this
office.
~5:·,l_
ACTION SPECIAL INSPECTIONS
Richard McKeehan