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HomeMy WebLinkAbout1915 CALLE BARCELONA; 134; CBC2021-0170; PermitBuilding Permit Finaled (city of Carlsbad Commercial Permit Print Date: 08/06/2021 Permit No: CBC20Zl-0170 Job Address: 1915 CALLE BARCELONA, # 134, CARLSBAD, CA 92009-B455 Status: Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 2550120400 Track #: $25,000.00 Lot#: Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: LULULEMON: STORAGE RACKING FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: T-C FORUM AT CARLSBAD LLC 4675 MACARTHUR CT, # 110 NEWPORT BEACH, CA 92660 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRE Plan Review (per hr -Regular Office Hours) SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $810.62 Total Payments To Date: $810.62 Applied: Issued: Fina led Close Out: Inspector: Final Inspection: Contractor: SOLEX CONTRACTING INC 42146 REMINGTON AVE TEMECULA, CA 92590-2547 (951) 308-1706 Balance Due: Closed -Finaled 05/14/2021 08/03/2021 08/06/2021 AMOUNT $248.01 $173.61 $41.00 $340.00 $1.00 $7.00 $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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560f I www.carlsbadca.gov (City of Carlsbad COMMERCIAL BUILDING 'PERMIT APPLICATION B-2 Plan Check ce:,c-2.,()2.l-·O r1 0 Est. Value 2!'S 1QGO PC Deposit --------t::::.. __ \\..J\-"\ l Date :-.J ..L.-\ · Job Address / Vs: t'alle DA Fr Ce/ova Sulte:/31/ APN: _________ _ CT /Project #: \ ,l )\\}\ 0 ffir(){\ Lot#: ___ _ Fire Sprinklers: 0 YES Q NO Air Conditioning: 0 YES O NO Electrical Panel Upgrade: 0 YES O NO BRIEF DESCRIPTION OF WORK: 'u 0 Addition/New: _____ Living SF, ___ Deck SF, ___ Patio SF, ___ Garage SF Is this to create an Accessory Dwelling Unit? 0 YON New Fireplace? 0 YON, lfyes how many? __ D Remodel: ____ SF of affected area Is the area a conversion or change of use ? 0 V O N 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? __________ _ OSolar: ___ KW, __ Modules, Mounted:0Roof0Ground, Tilt:0 vO N, RMA:OYON, Battery:0V ON, Panel Upgrade: Ov ON D Reroof: _______________________________ _ D Plumblng/Mechanlcal/Electrlcal Only: ______________________ _ 121 Other: ~a.(,\{\ tJ A \' e < O\~ \-... Sb?\Su~.5 ~c; C\C\\Js Pe (fn, r- 1;,e p e._rz_\ r '\'e((\'\.,\-Q u APPLICANT (PRIMARY CONTAC~ Name: ~((~~ Address: =J-3 =8 City: Lo ( f\f (if' 'j State: CA Zip: '\Ql)8 ~ Phone: 3 -tJ'Sr olSO~ Email: \Y\C~L\W@) ~tA. hoN 1.u1de'f1?fm1'·t-l"" com DESIGN PROFESSIONAL l! PROPERTY OWNER Name: _________________ _ Address: ________________ _ Clty: _________ State:. ____ Zlp: ___ _ Phone: _________________ _ Email: _________________ _ CONTRACTOR BUSINESS Name: So \-e')( ConiTCuL:kt~ \nc,,. Address: L\'2..\\-1 \p ~1Y\..6)'\UV) f\vk.... -+-................. _ City: ""t'e()'"le~~ State:C l4-Zlp:C\_'V.:;;.~.;:.."1....;._,i.°, __ _ Phone:---'"--"-'""'----'"""----=-=--------Phone! 9 51)3.QC,S -170(,.p Email: Email: ?ao..(-\·t .. 0-1..'z:f, @ ~ o ~(_C)..r\:·-rvuu\.y1cyL ().,...., Architect State License: C:.. €5 &its State License: ~L-\'l.. Io\ Bus. License: J?l. (5\'23·-1030 , jSec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, elter, Improve, demollsh or repair any structure, prior to Its Issuance, also requires the applicant for such permit to Ille a signed statement that he/she ls 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 ls exempt therefrom, and the basis for the alleeed exemption, Any vlolatlon 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 Ph: 760-602~2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of2 Rev. 03/20 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and wlll 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 3700ofthe Labor Code, for the performance of the work for which this permit Is Issued. ""{;( workers' compensation Insurance carrier and policy number are: Insurance Company Name: 31:,c\-erq,\ \y)';,VY"0D,ce, ( Qf"Yl,{QQ-0'-J Polley No. ".?:i? \ Q'?,01., EKplratlon Date:........:..\ 0~) ,._1'2;:.;..1..·} ____ _ 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 be come subject to the workers' compensation Laws of callfomla. WARNING: Failure to secure workers compensation coverage Is unlawful, and shall subJea an employer to criminal penalties and civil fines up to $100,000 O, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. ~ CONTRACTOR SIGNATURE: -,L-:_-=--=-===-----------__,,, GENT DATE: 1\29 }:vJ ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 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 Prof11sslons 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, provtded that such Improvements are not Intended or offered for sale. If, however, the building or Improvement ls sold within one year of completion, the owner-bullder wfll have the burden of proving that he did not build or Improve for the purpose of sale). DI, 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). 0 I am exempt under Section _______ B11slness and Professions Code for this reason: 1, I personally plan to provide the major labor and materials for construction of the proposed property Improvement, QYES ONO 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 1he following person to coordinate, supervise and provide the major work (lndude name/ address/ phone/ contractors' llcense number): s. 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: i hereby affirm that there Is a construction fending agency for the performance of the work this permit is Issued (Sec. 3097 (I) CIVIi Code). Lender's Name: ____________________ Lender's Address: ___________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the appllcant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevj!ntlon program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I Yes I No Is the applicant or future bulldlng occupant required to obtain a permit from the air pollution control district or air quallty management district? Yes/ No Is the faclllty to be constructed within 1,000 feet of the outer boundary of a scliool 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 POLLUTIOl',I COlilTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have r@ad the appllcatlon and state that the above Information Is correct and that the Information on the plans ls accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the Oty of Carlsbad to enter upon tt,e 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 cnv IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit Is required for excavations over 5'0' deep and demolition or constrµctlon of structures over 3 stories In height. EXPIRATION: Every permit Issued by the Bulldlng Official under the provisions of this Code shall eJCplre by llmltatlon and become null and void If the buHding or work authorized by such permit Is not commenced within 180 days from the date of such pennlt or If the budding or wor1< authorized by such permit ls suspended or abandoned at any time after the work Is commenced for a period of 18~ctlon 105.5. APPLICANT SIGNATURE: ~ ----~ DATE: 7 \ '1...q \--i-\ 7 1635 Faraday Ave Carlsbad, CA 92008 8-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 , Email: Buildlng@carlsbadca.gov Rev. 03/20 Building Permit Inspection History Finaled {city of Carlsbad Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed -Finaled Application Date: 05/14/2021 Owner: T-C FORUM AT CARLSBAD LLC Issue Date: 08/03/2021 Subdivision: CARLSBAD TCT#92-08 GREEN Expiration Date: 08/03/2022 IVR Number: 33398 VALLEY Address: 1915 CALLE BARCELONA, # 134 CARLSBAD, CA 92009-8455 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 08/06/2021 08/06/2021 BLDG-Final Inspection 163715-2021 Friday, August 6, 2021 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Tim Kersch Passed Yes Yes Yes Yes Yes Complete Page 1 of 1 DATE: 6-4-2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2021-0l 70 ✓• EsG1I SETI PROJECT ADDRESS: 1915 Calle Barcelona #134 PROJECT NAME: Lulu Lemon -Storage racking □ APPLICANT □ JURIS. ~ 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 check list transmitted herewith is for your information. The plans are being held at EsGil 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 staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone 0 REMARKS: (by: Telephone#: ) Email: Fax In Person By: Erich A. Kuchar, P.E. EsGil 5-18-2021 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBC2021-0170 6-4-2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Erich A. Kuchar, P.E. PLAN CHECK#.: CBC2021-0170 DATE: 6-4-2021 BUILDING ADDRESS: 1915 Calle Barcelona #134 BUILDING OCCUPANCY: M BUILDING AREA Valuation Reg. PORTION ( Sq. Ft.) Multiplier Mod. racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Buildin Permit Fee g ... / 1997 UBC Plan Check: Fee ~ Type of Review: r.; Complete Review r r Repetitive Fee r Other " r .,,.., Repeats r Hourly EsGil Fee ~ ~ VALUE ($) 25,000 ,, 25,000 , Structural Only ]Hr.@• $160.22J Sheet 1 of 1 ~eECLIPSE E CLI PSE -ENGINEER IN G .COM ENG I NEER I NG Structural Calculations Steel Stockroom Shelving By: Pipp Mobile Storage Systems Inc. PIPP Lulu lemon #10195 Forum at Carlsbad PO# 54842 so# 119529 MAY O 5 2021 1915 Calle Barcelona -Space #134 Carlsbad, California 92009 SEP 3 O 2022 CBC2021-0170 > 1--0 1915 CALLE BARCELONA #134 Prepared For: Pipp Mobile Storage Systems Inc. 2966 Wilson Drive NW Walker, Ml 49544 LULULEMON STORAGE RACKING 2550120400 5/14/2021 CBC2021-0170 Please note: The calculations contained within justify the :.. - lateral forces as required by: the 2019 CBC, ASCE 7-16 and ANSI/RMI-MH16.1 (2012). These storage shelves are not accessible to the general public. MISSOULA (<IOO) 72Hi733 WHITEFISH (406) 882-3TI5 SPOKANE (509)821-7731 BENO (541)- PORTLAND (503) 395-1228 ~iECLIPSE ENGINEERING Lululemon 1#10195 Carlsbad, California 5/1/2021 NSB PIPP MOBILE STORAGE SYSTEMS INC. STEEL STORAGE SHELVING -LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Steel Storage Shelving: Shelving Geomet!),' - Height of Shelving Unit= 11.0 Width of Shelving Unit= 4.0 Depth of Shelving Unit= 1.3 Number of Shelves/Unit= 10 Vertical Shelf Spacing= 14.3 Back to Back Unit? YES Unit Type: FIXED Number of Units per Track? Mobile Anchor Spacing? Wall Supported Unit? Shelving Loading - Live Load per Shelf= Maximum Weight per Shelf= Dead Load per Shelf= Weight of Each Post= Weight of Mobile Carriage= Floor Load Calculations: Total Load on Each Post= Total Load On Each Unit= Floor Area Load = Allowable Floor Loading= Floor Load Under Shelf= Seismic Information - NA 11.25 YES 9.75 45 1.5 8.1 0 139 557 7.0 100 80 ft ft ft in in psf lbs psf lbs lbs lbs lbs ft2 psf psf FOLD UNITS Steel Yield Stress = 33 ksi Modulus of Elast. = 29000 ksi Eff. Lx Factor = 1.7 Unbraced Length,x = 14.3 in Unbraced Length,y = 14.3 in Type of Post? 14ga Upright Posts Type of Beam? DRL Low Profile Top Shelf Loaded? YES Intermediate Anchor: Double Display On Plaque Near Shelving Units Per 48.00 in. x 15.00 in. shelf Wire Grid Shelf Material Shelving is NOT accessible to public Ground Fir Cone Slab 2500 psi NWC Concrete 3/8"<1> KB-TZ w/ 2.313" Embedment !OK FOR lOOpsf RETAIL FLOOR LOADING Risk Category = Seismic Importance Factor (Id= Site Class= II 1.0 D Not Open to the Public SDC: D Mapped Acee\. Parameters: Ss = 1.052 Sl = 0.379 -Default Fa= 1.200 Fv = 1.921 Structural System: ASCE 7 Section 15.5.1 Steel Storage Shelving: R = 4 Average Roof Height= Height of Base Attachment= Shear Coeff Boundaries= 20 0 ft ft Vmin = 0.037 Vmax = 0.210 Sms = 1.262 Sml = 0.728 ap = 2.5 Worst Case Assumed Sds = 0.842 Sdl = 0.485 Ip= 1.0 0'-0" For Ground Floor Location Ground Floor RMI, 2.6.3 RMI, 2.6.3 ._ ___ D_e_s...;ig;;..n_B_a_s_e_S_he_a_r_C_o_eff_= ___ v ... ,_=_o_.1_4_7 _ __,!Adjusted For ASD RMI, 2.6.3 1119 ~::!!ECLIPSE ENGINEERING Lulu lemon #10195 Carlsbad, California Lateral Force Distribution: per ASCE 7 Section 15.5.1 Total Dead Load per Level = 10.7 lbs Total Live Load per Level = 45 lbs Lateral DL Force per Level = 1.6 lbs Lateral LL Force per Level = 6.6 lbs 67% of LL Force per Level = 4.4 lbs Total DL Base Shear= 15.8 lbs Total LL Base Shear= 66.3 lbs LCl: Each Level is Loaded to 67% of its Live Weight Cumulative Moment: 5/1/2021 NSB 27607 in-lbs Total Base Shear= 60.2 lbs !Controlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: hl = 3 in 41 lbs 0.4% Fl= 0.3 lbs h2 = 17in 41 lbs 2.6% F2 = 1.5 lbs h3 = 32 in 411bs 4.7% F3 = 2.8 lbs h4 = 46in 41 lbs 6.8% F4 = 4.1 lbs hS = 60in 41 lbs 8.9% F5 = 5.4 lbs h6 = 75 in 41 lbs 11.1% F6 = 6.7 lbs h7 = 89in 4llbs 13.2% F7 = 7.9 lbs h8 = 103in 411bs 15.3% F8 = 9.2 lbs h9 = 118 in 41 lbs 17.4% F9 = 10.5 lbs hlO = 132in 41 lbs 19.6% FlO = 11.8 lbs hll = 0 in 0 lbs 0.0% Fll = 0.0 lbs h12 = 0 in 0 lbs 0.0% F12 = 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14 = 0 in 0 lbs 0.0% F14 = 0.0 lbs h15 = 0 in o lbs 0.0% F15 = 0.0 lbs h16 = 0 in o lbs 0.0% F16 = 0.0 lbs h17 = 0 in 0 lbs 0.0% F17 = 0.0 lbs h18 = 0 in 0 lbs 0.0% F18 = 0.0 lbs h19 = 0 in 0lbs 0.0% F19 = 0.0 lbs h20 = 0 in 0lbs 0.0% F20= 0.0 lbs Sum= 100% Total= 60.2 lbs LC 2: Top Level Only is Loaded to 100% of its Live Weight Total Base Shear= 22.5 lbs Does Not Control By inspection, the force distribution for intermediate level without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. 2/19 ~iECLIPSE Lululemon #10195 E N G I N E E R I N G Carlsbad, California Column Calculations -Combined Bending and Axial Post Time: Double Rivet "L" or 11T11 Post Width= 1.5 in rx = 0.470 Depth= 1.5 in s = ' 0.044 Thickness= 0.075 in Ix= 0.049 Ao= 0.217 Column Bending Calculations - Max Column Moment= 9.0 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 2.4 ksi I sending Stress OK Column Deflection Calculations - Max Deflection = 0.065 in At Top of Unit Deflection Ratio = 2017 L/1',. in in3 in4 in2 5/1/2021 NSB Allowable Deflection= 6.6 in Max Deflection = 5% of Height loeflection OK I Column Axial Calculations -Per "L" Post DL +PL= 139 lbs RMI Load Combination #1 DL+ PL+ EQ= 236 lbs RMI Load Combination #6 Column Ca11aciti,, Calculations - Controlling Buckling Stress= 17.4 ksi Allowable Comp. Stress= 17.4 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 3526 lbs Allowable Column Capacity= 1959 lbs Static Axial Load on Column = 139 lbs !Axial Load OK Combined Bending And Axial Forces - Critical Buckling Load = 23477 lbs Axial Stress Unity= 0.121 Magnification Factor= 0.989 Bending Stress Unity= 0.105 Cm= 0.85 Combined Stress Unity= 0.226 !column is Adequate 3119 ~iECLIPSE Lululemon #10195 5/1/2021 NSB E N G I N E E R I N G Carlsbad, California Overturning and Anti-Tip Calculations Overturning Forces -Per Back-to-Back Unit Vertical Load Combination Total Weight, W Base Shear, Eh Seismic Force, LCl LC2 (lbs) 818 305 (lbs) 120 45 Ev (lbs) 96 36 W(LCl) = (DLshelf + 0.67 * LLshelf) *#of Shelves W(LC2) = DLshelf *#of Shelves+ LLshelf Eh= Vt* W Ev= 0.14 * Sds * W Mo(LC!) = 0 • E(hx • fx) Mo(LC2) = !1 *Vt* (DLrotal * (~ + s) + LLshelf * H) Overstrength Factor, Cl = 2.00 Overturning Moment (0•21, Mo (ft-lbs) 1859 716 Resisting Moment, Mr (ft-lbs) 613 114 Mr= 0.6 • W •~ 2 Mn=Mo-Mr V !hEh # of Anchors ~+Ev T= ,,..,~,-# of Anchors Net Shear Force Tension Force Overturning per Anchor, V per Anchor, T Moment, Mn (ft-lbs) 1246 601 (lbs) 60 22 (lbs) 297 138 Per Side of Unit USE: POST INSTALLED ANCHOR BOLTS/ LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Allowable Tension Force= 753 Allowable Shear Force= 739 Combined Loading LC1: 0.395 LC2: 0.184 Anti-Ti I! Track Design - Type of Anti-Tip Device= NONE N/A N/A Tension per Shelf "T" Post= N/A Capacity of Screws to Carriage= N/A Anti-Tip Peg Yield Stress= 40.275 Thickness Anti-Tip Peg Head= 0.09 Width of Anti-Tip Peg Head= 0.43 Section Modulus of Peg Head = 0.0006 Allowable Stress on Leg= N/A Bendin~ Stress on Le~= Anti-Tip Stress Unit:= N/A N/A Section Modulus of Track= 0.093 Spacing of Track A.B's= 11.25 Allowable Alumn. Stress= 21 Bendin~ Stress on Track= N/A Track Stress Unit~= N/A lbs lbs lbs lbs lbs ksi in in in3 ksi ksi in3 in ksi ksi I 2500 psi NWC Concrete 3/8"4> KB-TZ w/ 2.313" Embedment !Floor anchors are adequate !N/A !N/A Steel F, = 53.7 ksi F, = 63.8 ksi !N/A 6061-T6 !N/A F,, = 35 ksi F,, = 38 ksi 4119 ~~ECLIPSE ENGINEERING Lululemon #10195 Carlsbad, California Shelf Beam Calculations Shelf Beam Calculations: DRL Low Profile Steel Yield Stress = 33 ksi Modulus of Elast. = 29000 ksi Beam Type: DRL Low Profile Area of Beam= 0.264 in2 Section Modulus of Beam= 0.098 in3 Moment of Inertia of Beam = 0.072 in4 Shelf Width = 4.0 ft Shelf Depth = 1.3 ft Total Load/Shelf= 56 lbs Distributed Load = 7.03125 olf Maximum Design Moment= 14.1 ft-lbs Maximum Design Shear= 14.1 lbs Beam Bending Stress= 1.7 ksi Bending Stress Unity= 0.087 Beam Shear Stress= 0.05 ksi Shear Stress Unity= 0.004 Max Allowable Deflection = 0.267 in Maximum Beam Deflection = 0.019 in Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 71.6 lbs Beam Shear on Rivet = 14.1 lbs Resultant Shear= 73.0 lbs Bearing Capacity of Rivet= 519.8 lbs Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 1.5 ksi Seismic Uplift on Shelves - Vertical Seismic Component= Vertical Total Load per Shelf= 9.5 lbs 40.9 lbs Shelf DL = Shelf LL= Allowable Bending Stress= Allowable Shear Stress= I Bending Stress OK !shear Stress OK L/180 112eflection OK I searing Stress OK !shear Stress OK Connection Points per Shelf= 4.0 Each Corner Net U lift Load per Shelf= -15.1 lbs 5/1/2021 NSB 1.5 psf 9.75 osf 19.8 ksi 13.2 ksi Uplift Forcer per Connection= -3.8 lbs Rivet Connection OK 5/19 ~iECLIPSE Lulu lemon #10195 E N G I N E E R I N G Carlsbad, California Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height= Height of Attachment = Shear Coeff Boundaries = 20.0 ft 11.0 ft Vm;, = 0.252 Vm., = 1.347 i... ___ D_e_si~gn_B.;.a .. se.;.S.;.h_e;.;a_r_c_o_e_ff_= ____ v;., =....;0 ... 3;.;1;.;6 _ __.!Adjusted For ASD Total Weight per Unit= Lateral Force at Too/Bottom= Standard Stud Spacing= Wall Connections per Unit= Tek Screw Capacity= Force Per Connection = 374 59 16 3 84 20 lbs lbs in lbs lbs 5/1/2021 NSB 6119 :':;;iECLIPSE Lululemon #10195 E N G I N E E R I N G Carlsbad, California Light Gauge Steel Stud Wall Framing Stud Design Data - 5/1/2021 NSB Height of Wall Studs= 16.0 ft Int. Non-Brg -Worst Case Ht Assumed Location of Point Load= 11.0 ft Design Lateral Load= 19.6 lbs From Shelving Unit Additional Lateral Load= 5.0 psf Interior Seismic Force Design Axial Load= 85.3 lbs Dead Load of Wall Framing Spacing of Studs= 16.0 in TRY: 3-5/8" x 1-5/8" x 20ga Studs@ 16" o.c. (Worst Case Assumed) Width= 3.625 in rx = 1.450 in Depth= 1.625 in ry = 0.616 in Thickness= 0.035 in Sx = 0.268 in3 Fy = 33 ksi Ix= 0.551 in4 E= 29000 ksi Ap = 0.262 in2 K= 1.0 Unbraced Length X = 16 ft Unbraced Length Y = 4 ft Stud Capacity - Buckling Stress, X = 16.32 ksi Buckling Stress, Y = 47.14 ksi Allowable Buckling Stress= 16.32 ksi Nominal Axial Strength= 4277 lbs Factor of Safety = 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment= 280.9 ft-lbs Maximum Design Shear= 66.8 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress= 12.58 ksi !Bending Stress OK Allowable Shear Stress= 13.20 ksi Actual Shear Stress= 0.26 ksi !Shear Stress OK Allowable Axial Stress= 8.50 ksi Actual Axial Stress= 0.33 ksi !Axial Stress OK Combined Stress Unity= 0.62 !Combined Stress OK 7119 ~~ECLIPSE Lululemon #10195 5/1/2021 ENGINEERING Carlsbad, California NSB Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed Bearing Loads On Post= 46 lbs Dead Load 244 lbs Live Load 372 lbs EQ Load Uplift Loads on Post = 187 lbs Resultant Uplift Slab Bearing Capacity - Depth of Post on Slab= 1.5 in Factored Bearing Load = 976 lbs Required Bearing Area = 190.45 in2 13.80 inches per side Critical Section = 4.15 in For Bending Soil Pressure on Crit. Section = 738.0 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 22 in Cone. Shear Stress= 11.1 psi Allowable Shear Stress= 73.2 psi !Shear Stress OK Cone. Bending Stress= 16.6 psi Allowable Bending Stress= 137.5 psi !Bending Stress OK Slab Uplift Capacity - Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd = 0.00 ft Assume Required Area/ Full Shelf Width Worst Case Length of Slab= 0.63 ft Maximum Length Required Distance to Anchor Bolt= 0.31 ft Length of 1ft Strip= 0.63 ft Length Safety Factor: 2.00 Shear Force on 1ft Strip= 43.8 lbs Allowable Shear Force= 1760.0 lbs !Shear OK Bending Moment on 1ft Strip= 13.7 ft-lbs Allowable Bending Moment= 366.7 ft-lbs !Bending OK 8/19 --------------·----· -.. ~;!!ECLIPSE ENGINEERING Lululemon #10195 Carlsbad, California 5/1/2021 NSB PIPP MOBILE STORAGE SYSTEMS INC. STEEL STORAGE SHELVING -LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Steel Storage Shelving: Shelving Geomet!Jl - Height of Shelving Unit= 11.0 Width of Shelving Unit= 4.0 Depth of Shelving Unit= 1.3 Number of Shelves/Unit= 4 Vertical Shelf Spacing= 43.0 Back to Back Unit? YES Unit Type: FIXED Number of Units per Track? Mobile Anchor Spacing? Wall Supported Unit? Shelving Loading - Live Load per Shelf= Maximum Weight per Shelf= Dead Load per Shelf= Weight of Each Post = Weight of Mobile Carriage= Floor Load Calculations: Total Load on Each Post= Total Load On Each Unit= Floor Area Load = Allowable Floor Loading= Floor Load Under Shelf= Seismic Information - NA 11.25 YES 26.75 130 1.5 8.1 0 146 582 7.0 100 83 ft ft ft in in psf lbs psf lbs lbs lbs lbs ft2 psf psf HANG UNITS Steel Yield Stress= 33 ksi Modulus of Elast. = 29000 ksi Eff. Lx Factor= 1. 7 Unbraced Length,x = 43.0 in Unbraced Length,y = 43.0 in Type of Post? 14ga Upright Posts Type of Beam? DRL Low Profile Top Shelf Loaded? YES Intermediate Anchor: Double Display On Plaque Near Shelving Units Per 48.00 in. x 15.00 in. shelf Wire Grid Shelf Material Shelving is NOT accessible to public Ground Fir Cone Slab 2500 psi NWC Concrete 3/8"q, KB-TZ w/ 2.313" Embedment !OK FOR 100psf RETAIL FLOOR LOADING Risk Category = II Not Open to the Public SDC: D Seismic Importance Factor (Id= 1.0 Site Class= Mapped Accel. Parameters: Ss = 1.052 51 = 0.379 D -Default Fa= 1.200 Fv = 1.921 Structural System: ASCE 7 Section 15.5.1 Steel Storage Shelving: R = 4 Average Roof Height = Height of Base Attachment = Shear Coeff Boundaries= 20 0 ft ft Vmin = 0.037 Vmax = 0.210 Sms = 1.262 5ml = 0.728 ap = 2.5 Worst Case Assumed Sds = 0.842 Sd1 = 0.485 Ip= 1.0 0'-0" For Ground Floor Location Ground Floor RMI, 2.6.3 RMI, 2.6.3 .----D-e-s-ig_n_B_a-se-Sh_e_a_r_C_o_ef_f_= ___ V-,-=-0-.1-4-7---,!Adjusted For ASD RMI, 2.6.3 9119 ~;;ECLIPSE Lulu lemon #10195 5/1/2021 ENGINEERING Carlsbad, California NSB Lateral Force Distribution: per ASCE 7 Section 15.5.1 Total Dead Load per Level = 15.6 lbs Total Live Load per Level = 130 lbs Lateral DL Force per Level = 2.3 lbs Lateral LL Force per Level = 19.1 lbs 67% of LL Force per Level = 12.8 lbs Total DL Base Shear= 9.2 lbs Total LL Base Shear= 76.6 lbs LCl: Each Level is Loaded to 67% of its Live Weight Cumulative Moment: 27735 in-lbs Total Base Shear= 60.5 lbs !controlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: hl = 3in 103lbs 1.1% Fl= 0.7 lbs h2 = 46in 103lbs 17.0% F2 = 10.3 lbs h3 = 89in 103lbs 33.0% F3 = 19.9 lbs h4= 132in 103lbs 48.9% F4= 29.6 lbs h5 = 0in 0lbs 0.0% F5 = 0.0 lbs h6 = 0in 0 lbs 0.0% F6= 0.0 lbs h7 = 0in 0 lbs 0.0% F7 = 0.0 lbs h8 = 0in 0 lbs 0.0% F8= 0.0 lbs h9 = 0in o lbs 0.0% F9= 0.0 lbs h10 = 0in o lbs 0.0% FlO = 0.0 lbs h11 = 0in 0lbs 0.0% F11 = 0.0 lbs h12 = 0in 0lbs 0.0% F12 = 0.0 lbs h13 = 0in 0lbs 0.0% F13 = 0.0 lbs h14= 0in 0lbs 0.0% F14= 0.0 lbs h15 = 0 in 0lbs 0.0% F15 = 0.0 lbs h16= 0 in 0lbs 0.0% F16 = 0.0 lbs h17 = 0 in Dibs 0.0% F17 = 0.0 lbs h18 = 0 in 0lbs 0.0% F18= 0.0 lbs h19 = o in 0lbs 0.0% F19= 0.0 lbs h20= 0 in o lbs 0.0% F20 = 0.0 lbs Sum= 100% Total= 60.5 lbs LC 2: Top Level Only is Loaded to 100% of its Live Weight Total Base Shear= 28.3 lbs Does Not Control By inspection, the force distribution for intermediate level without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. ----------------···-·· 10/19 ~iECLIPSE Lululemon #10195 E N G I N E E R I N G Carlsbad, California Column Calculations -Combined Bending and Axial Post Tl!ee: Double Rivet 11L" or "T11 Post Width= 1.5 in rx = 0.470 Depth= 1.5 in s, = 0.044 Thickness= 0.075 in Ix= 0.049 A•= 0.217 Column Bending Calculations - Max Column Moment= 26.8 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column= 7.3 ksi I sending Stress OK Column Deflection Calculations - Max Deflection = 0.652 in At Top of Unit Deflection Ratio = 202 L/1',. in in3 in4 in2 5/1/2021 NSB Allowable Deflection = 6.6 in Max Deflection= 5% of Height loeflection OK I Column Axial Calculations -Per "L" Post DL +PL= 146 lbs RMI Load Combination #1 DL+ PL+ EQ= 249 lbs RMI Load Combination #6 Column Caeacltv Calculations - Controlling Buckling Stress= 4.8 ksi Allowable Comp. Stress= 4.8 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 1042 lbs Allowable Column Capacity= 579 lbs Static Axial Load on Column= 146 lbs !Axial Load OK Combined Bending And Axial Forces - Critical Buckling Load = 2609 lbs Axial Stress Unity= 0.431 Magnification Factor= 0.900 Bending Stress Unity= 0.347 Cm= 0.85 Combined Stress Unity= 0.777 !column is Adequate 11/19 ;::~ECLIPSE Lululemon #10195 5/1/2021 NSB E N G I N E E R I N G Carlsbad, California Overturning and Anti-Tip Calculations Overturning Forces -Per Back-to-Back Unit Vertical Load Combination Total Weight, W Base Shear, Eh Seismic Force, LCl LC2 (lbs) 822 385 {lbs) 121 57 Ev (lbs) 97 45 W(LC1) = (Dlshelf + 0.67 * LLshelf) *#of Shelves W(LC2) = Dlshelf *#of Shelves+ LLshelf Eh= Vt*W Ev=0.14,..Sds*W Mo(LCl) = n * L(hx * fx) Mo(LCZ) = il *Vt* ( Dlrotal * (!i + S) + llshelf * H) Overstrength Factor, a = 2.00 Overturning Moment (0=2), Mo (ft-lbs) 2052 1177 Resisting Moment, Mr (ft-lbs) 616 144 Mr= 0.6• w*! ' Mn=Mo-Mr V = .0.*Eh # of Anchors ~+Ev T= # of Anchors Net Overturning Moment, Mn (ft-lbs) 1436 1032 Shear Force Tension Force per Anchor, V per Anchor, T (lbs) 61 28 (lbs) 336 229 Per Side of Unit USE: POST INSTALLED ANCHOR BOLTS/ LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Allowable Tension Force= 753 Allowable Shear Force= 739 Combined Loading LC1: 0.446 LC2: 0.305 Anti-Tie Track Design - Type of Anti-Tip Device= NONE Tension per Carria e Anchor= N/A Combined Loadin = N/A Tension per Shelf "T" Post= N/A Capacity of Screws to Carriage= N/A Anti-Tip Peg Yield Stress = 40.275 Thickness Anti-Tip Peg Head= 0.09 Width of Anti-Tip Peg Head= 0.43 Section Modulus of Peg Head = 0.0006 Allowable Stress on Leg= N/A Bend in~ Stress on Le!l = N/A Anti-Tip Stress Unity= N/A Section Modulus of Track= 0.093 Spacing of Track A.B's= 11.25 Allowable Alumn. Stress= 21 Bendin~ Stress on Track= N/A Track Stress Unitz: = N/A lbs lbs lbs lbs lbs ksi in in in3 ksi ksi I in3 in ksi ksi I 2500 psi NWC Concrete 3/8"<!> KB-T2 w/ 2.313" Embedment ! Floor anchors are adequate !N/A !N/A Steel Fv = 53.7 ksi F, = 63.8 ksi !N/A 6061-T6 !N/A F,v = 35 ksi Fiv = 38 ksi --------------·--. -···-·- 12119 ~~ECLIPSE ENGINEERING Shelf Beam Calculations Shelf Beam Calculations: Steel Yield Stress = Modulus of Elast. = Lululemon #10195 Carlsbad, California DRL Low Profile 33 ksi 29000 ksi Shelf DL = Shelf LL= 5/1/2021 NSB 1.5 psf 26.75 osf Beam Type: DRL Low Profile Area of Beam= Section Modulus of Beam= Moment of Inertia of Beam= Shelf Width = 4.0 Shelf Depth = 1.3 Total Load/Shelf= 141 Distributed Load = 17.65625 Maximum Design Moment= Maximum Design Shear= Beam Bending Stress= Bending Stress Unity= Beam Shear Stress= Shear Stress Unity= Max Allowable Deflection= Maximum Beam Deflection= Shelf Beam Rivet Check: Diameter of Rivet= Post Moment Shear on Rivet = Beam Shear on Rivet= Resultant Shear= Bearing Capacity of Rivet= Allowable Shear Stress= Shear Stress on Rivet = Seismic Uplift on Shelves - Vertical Seismic Component= Vertical Total Load per Shelf= Uplift Forcer per Connection = ---•---··· "•<••···----------~---· 0.264 in2 0.098 in3 0.072 in4 ft Allowable Bending Stress= ft Allowable Shear Stress= lbs olf 35.3 ft-lbs 35.3 lbs 4.3 ksi 0.219 I Bending Stress OK 0.13 ksi 0.010 !shear Stress OK 0.267 in L/180 0.049 in !Deflection OK 0.25 in 214.4 lbs 35.3 lbs 217.3 lbs 519.8 lbs leearing Stress OK 13.s ks; 4.4 ksi !shear Stress OK 23.8 lbs 102.7 lbs 4.0 -37.9 Each Corner lbs 19.8 ksi 13.2 ksi -9.5 lbs Rivet Connection OK 13/19 ::;:i ECLIPSE Lulu lemon #10195 E N G I N E E R I N G Carlsbad, California 5/1/2021 NSB Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height= Height of Attachment= Shear Coeff Boundaries= 20.0 ft 11.0 ft vm,, = 0.252 Vm,, = 1.347 ____ D_e_si_g_n _B_a_se_s_h_e_a_r_c_o_eff_= ____ v_, =_o_.3_1_6_....,!Adjusted For ASD Total Weight per Unit= Lateral Force at Too/Bottom= Standard Stud Spacing= Wall Connections per Unit= Tek Screw Capacity= Force Per Connection = 390 62 16 3 84 21 lbs lbs in lbs lbs Tension Ca . for #10 Screw in 20ga Stud Screw Capacity OK -----------···--··· . 14/19 ~~ECLIPSE Lululemon #10195 E N G I N E E R I N G Carlsbad, California Light Gauge Steel Stud Wall Framing Stud Design Data - 5/1/2021 NSB Height of Wall Studs= 16.0 ft Int. Non-Brg -Worst Case Ht Assumed Location of Point Load = 11.0 ft Design Lateral Load = 20.5 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-5/8" x 20ga Studs@ 16" o.c. (Worst Case Assumed) Width= 3.625 in rx = 1.450 in Depth= 1.625 in ry = 0.616 in Thickness= 0.035 in Sx= 0.268 in3 Fy = 33 ksi Ix= 0.551 in4 E= 29000 ksi Ap= 0.262 in2 K= 1.0 Unbraced Length X = 16 ft Unbraced Length Y = 4 ft Stud Capacity - Buckling Stress, X = 16.32 ksi Buckling Stress, Y = 47.14 ksi Allowable Buckling Stress= 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety= 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment= 283.9 ft-lbs Maximum Design Shear= 67.4 lbs Allowable Bending Stress= 21.78 ksi Actual Bending Stress= 12.71 ksi iBending Stress OK Allowable Shear Stress= 13.20 ksi Actual Shear Stress= 0.26 ksi iShear Stress OK Allowable Axial Stress= 8.50 ksi Actual Axial Stress = 0.33 ksi iAxial Stress OK Combined Stress Unity= 0.62 !combined Stress OK 15119 ~iECLIPSE Lululemon #10195 5/1/2021 ENGINEERING Carlsbad, California NSB Slab Bearing & Uplift Calculations Slab Design Pro11erties • Minimum Concrete Strength= 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed Bearing Loads On Post= 23 lbs Dead Load 268 lbs Live Load 410 lbs EQLoad Uplift Loads on Post= 224 lbs Resultant Uplift Slab Bearing Ca11acity • Depth of Post on Slab= 1.5 in Factored Bearing Load = 1042 lbs Required Bearing Area = 201.91 in2 14.21 inches per side Critical Section = 4.35 in For Bending Soil Pressure on Crit. Section= 743.2 plf Along Critical Length Section Modulus = 32.0 in3 Plain Concrete per Foot Shear Area= 22 in Cone. Shear Stress= 11.8 psi Allowable Shear Stress= 73.2 psi !Shear Stress OK Cone. Bending Stress= 18.4 psi Allowable Bending Stress= 137.5 psi !Bending Stress OK Slab U11lift Ca11acity • Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd = 0.00 ft Assume Required Area/ Full Shelf Width Worst Case Length of Slab= 0.63 ft Maximum Length Required Distance to Anchor Bolt = 0.31 ft Length of 1ft Strip= 0.63 ft Length Safety Factor: 2.00 Shear Force on 1ft Strip= 43.8 lbs Allowable Shear Force= 1760.0 lbs !Shear OK Bending Moment on 1ft Strip= 13.7 ft-lbs Allowable Bending Moment= 366.7 ft-lbs !Bending OK 16/19 -------•~<+••--" ·-. www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mal Spectfier's comments: 1 Input data Anchorm,. and diameter: E!tee11ve embedment depth: Material: Evaluation SeMce Report: Issued I Valid: Proof: Stand-off instalation: Profile: Base mater!al: lnsta Hatlon: ECLIPSE ENGINEERING, INC. 376 SW BkJff Dr., Slita 8 541-9659 I Kwll< Boll 'TZ . CS 3/8 (2) h,,.., = 2.000 In., h.., = 2.313 In. Corl>onSleel ESR-1917 511/2017 f 511/2019 Design method ACI 3111-14 /Mech. Page: Projoct: Sub-Project I Pos. No.: Date: • (Reaxnmended plate lhid<ness: not calculated) noprofie etad<ed conc:n,te, 2500, t,· • 2.500 psi: h = 4.000 In. hammer drifted hole, lnstalatlon con<lklon: Dry •=i iS 1110 Profis Anchor 2.7.6 5114/2018 SAFE.-ET Reinfo«:ement tension: condttion B, shear. a>nditlon B: no supplemental splitting roinfo<t:ement pn,senl edge reinforcerneot: none or < No. 4 bar Seismic loads (cat. C. D, E, or F) Tension load: yes (17.2.3.4.3 {d)) Shear load: yes (17.2.3.5.3 (c)) Geomet,y pn.J & Loadmg pb, In.lb) 6 z: ~t 9o ~~~=~~bFt~~':.~~.Scn-, U) Y.-.. ## .. i=iiS•• www.hlltl.us Profis Anchor 2.7.6 Page: 2 Project: ~ Specifier. Ad<t'ess: ECLIPSE ENGINEERING, INC. 376 SW Bluff Dr .. Suite 8 541-389-9659 I &b-l'mjed I Pos. No.: Phone I Fax: Date: E-Mal: 2 Proof I Utilization (Governing Cases} Daslgn values (lb) Loading Proof Load Capacity Tension Pullout Stningth ---500 1.107 Shear Slee! Strength 300 1,468 Loading I!!! b ~ Combined tension end shear k>ads 0.452 0.205 513 3Warnlngs • Please oonskller all detals and hintwamlngs ~ In the detailed repo<I! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/14/2018 lltlllutlon llolllvl%1 Status 46/-OK ./ 21 OK UtMlzatlon P-.v l"•I Status 34 OK • My and al infomiation and data contained In the Software coocem solely lhe use of Hlti products and are based on the principles. foonulas and security regulations In e<:co<dance with Hiltfs lechnical dredions and operating, mounting and assembly instructions, etc.. thal must be strictly complied "tth by the user. Al fig,Jms cx,ntained therein are average figu-es. and lhenofore use-specific tests are to be conductad prior to us,ng the relevant Hltl producL The f8Sl.tts ol the calculations carried 0tJI by means of the Software an, based essentlaly on the data you put in. Thererore, you bear the sole responsibility for the absence of en-ors, the completeness and the relevance of the data to be put In by you. Moreover. you bear sole responsibity for having the results of the calc:\Jlaton checked and cleared by an expert, pe<tiaJlar1y with rega!d to complianca with applicabla noons and permits, prior to using them for yoor specific facity. The Software serves only a, an aid to inlerpret noons and pem,its without atry guarantee as to the absence ol em,rs, the correctness and the relevance of the f8Sl.tts o, suitability for a specific application. • You musl take al necessary and reasonable steps to prevent Of lmit damage caused by the Software. In pa-. you must ..-range for the regulw badrup of programs and data and, ff apl)ficeble, a,,ry out the updates of the Software offerl!d by Hilti on a regular basis. ~ you do nol use the AutoUpdate function of the Software, yoo must ensure that yoo are using the current and toos up-10-<late version of the Software in each case by c:a,rying out manual ~es via the Hilti Website. Hiltl wil no1 be labia f0< oonsequencas. such as the reco-,ery of lost Of damagad data or programs. arising from a culpable breach ol duty by you. ln$1Uldauerdtes.aslh.lll:becnedledkw~W01tio~o:irdb'lsandbpad5Mly! PROflSNar«(c):zoo3.:moe ... lAF\.4M94Sd'IMft t-Wi.e~T~d Hll~.Schaan www.hllti.ua Company: Specifier. Addtess: Phone I Fax: E-MaR: Spectfler's comments: 1 Input data Anchor type and diameter. Effective embedment deptt,: Material: Evaluation Senlk:e Repo<t: Issued I Valid: Proof: ECI.IPSE ENGINEERING, INC. 376 SW Bluff Dr .. Suite 8 541-389-96591 Kwlk Bott TZ • CS 318 {2) t,,,.,. = 2.000 in .. h,,.,. = 2.313 in. Carton Steel ESR-1917 511/20171511/2019 Design method ,_Cl 311!-14 / Mech. Stand41 i'lstaltalioo: .. = 0.000 In. (no stand-<>11); t = 0.074 In. •=iiS 110 Profls Anchor 2.7.6 Page: Project Sub.f'rojed I Pos. No.: Date: 5114/2018 SAFE-'ET /\nchoJ plate: ~ x ~ x t = 3.000 in. x 7.000 in. x 0.074 in,; (Recommended plate tliclcness: not calculated Protlle: no profile Base material: crad<ed concrele, 2500, fe" = 2,500 psi; h = 4.000 ,n. Installation: hammer drilled hole, Installation condition: Ory Reinfon:ament: tension. condition B, shear. condition B; no supplemental split&,g reinfon:ement ~sent edge reinforcement none ex < No. 4 bar Seismic loads (cal C, D, E, or F) Tension load: yes (17 2.3.4.3 (d)) Shear load; yes (17.2.3.5.3 (c)) Geometry pn.J & Loading (lb, In.lb) z I it <t\ lnput<111t11....,..must01tdl8Cbdlat..,.._.,..,.. .. ~o::indllorc,nd\l'~ PROASMdii(c)2Q03.200QJitdAG,Fl~94~ Hlfhe,.._T,...,..._otK•AG.Sd-.n <O ·--~ www.hlltl.u1 Company: Specifier: Page: Project: ,:iis;., Profis Anchor 2. 7 .6 Adaess: ECLIPSE ENGINEERING. INC. 376 SW Bl!II Dr .. Sui1e 8 541-389-9659 I SUb-Project I Pos. No.: Phone I Fax: E.Wail: 2 Proof I Utilization (Governing Cases) Loading Tension 51,ear Loading Proof Concrete Breakout Strength Conaete edge failure ii direction x+ Combined tension and shear loads 3 Warnings • Please consider ,. detaDs and hin1S/Wamlngs given in 1he detaRed report! Date: DHlgnvaiu.1 Pb) Load Capacity 1,000 2,149 700 2,055 513 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5114/2018 Utilzation l!t!'~('f,) Status 47 /-OK ·/35 OK Utlllution P,,,v ('f,J Status 45 OK • My end all lnfannalioo end data contained In the Software concern solely the use ol Hlti products end are based on 1he pmciples, formulas and security regulations In accordance will Hiltl's technical directions and operating, mounting and assembly instJUctioos, etc.. that must be striclfy oompled with by the user. />J figures contained therein are average figures, and therefcxe USHpOCific tests are to be conructed prior to using the ralevant Hilti product. The results of 1he calculations carried out by means of 1he Software are based essenlaly on the dala )'OU pu1 In. Therefore, you bear lhe sole responsbility for the absence of errors, lhe completeness and the relevance of the data to be put ii by you. Moreover. )'OU bear sole responsibiity for having the results ol the calculalioo checked and cleared by an expert, partk:ularly with regard to compiance with applicable OOITT1S and permits, prior to using them for )'OU' specific facility. The Softwara serves only as an aid to inte,pret norms and permits without any guarantee as 10 the absence of errors. the correctness and the ralevance of the results ex suitablity for a specific epplication. • You mus1 take all necessary and reasonable steps to prevent ex rm~ damage caused by t,., Software. In particular. you must arrange fer the regular backup of programs and data and. tt applcable, carry out the 14)dates of the Software offered by Hllti on a regular basis. tt you do not use the "'"toUpdete function of the Software. )'OU must ensura that )'OU are using 1he current and thus up-to-date vers,on of the Software In each case ty car,ying out manual updates via the Hili Website. Hili wiA rot be liable fcx ccnsequenc:es, such as the reccve<y of lost or damaged data ex ~rograms. arising hcxn a culpable breech ol duty by you. .-CUmtaWI0,-...11'1119tbe ~ tor89"tt"Nftwe,lhll Uls8ng c:ordllDMandb ~ PRO=IS~(c )21J0>2008 Ha AG, FUMIM .sa-, tel11 • ~ T~ dHIINJ, SdlNri ~ <O 111 1111111•11•1•e MOBILE STORAGE SYSTEMS INC. LULULEMON FOLD-15" DEEP UNITS WILL BE 11' HIGH WITH 10 SHELVES 9 OPENINGS SHELVING UNIT PARTS: 'I 2966 WILSON DRIVE NW GRAND RAPIDS, Ml 49534 TEL: 800.234.74n FAX: 616.791.9916 WWW.PIPPMOBILE.COM E-MAIL: CUSTOMERSERV@PIPPMOBILE.COM @ ® ©@ ® ®@ @)(ijJ(i)(!J(10®@ ~3] '\."uPtlCiHT TuPfllGlft O()Ja[ OOUUlll'IET 00.llUIM'l 1W«:.1W1 Sl'llf"""'TDIW.. ~~AU.AT'IJH M'¥'(T ~ U)WP'IIOfl.C ~0OO,.nOIJ ...______. HO OMJERSON ~1,,..SHEL.(,,~._,_ __ ;... ·APPROX. 12" BETWEEN ALL LEVELS UNLESS NOTED -BOTTOM LEVEL TO BE HIGH PROFILE BEAMS •REMAINING LEVELS TO BE LOW PROFILE BEAMS '.A'i U.CH LfVEl. 6 EYELETS OPEN . TOP 2 LEVELS 8 EYELETS OPEN EACH LEVEL ME'T Al. SliElF OfVDEJt ,f,/ .... (EACH~) .~ ct, NOT[:~ WIDE UNIT SHOWN ABOVE FOR REfERE~E Otl.Y. METAL SHELF DIVIDERS SHELf \IIDTH DIVD~ T□TAL/UNIT ~~ 2 ~ 3•-o·I JI 24 3'-6'1 JI 24 •·-o·I •I 36 1111111111•; 1• i•e MOBILE STORAGE SYSTEMS INC. LUL0LEMON-RANG UNIT INSTALLATION INSTRUCTIONS UNITS Will BE 11' HIGH WITH 4 SHELVES 3 HANG LEVELS. SHELVING UNIT PARTS: 2966 WILSON DRIVE NW GRAND RAPIDS, Ml 49534 TEL: 800.234.74n FAX: 616.791.9916 WWW.PIPPMOBILE.COM E-MAIL: CUSTOMERSERV@PIPPMOBILE.COM ® ® ©@ © ([)@ @ e woo©®@ IJ.gtj3J ._-~ T UPRtGHT OOUIU DOUMLltfVCT OOUll(ltfV£T KANCi&IJI Sf40.f*TtRMl KAM(ia.ulafSTM.UTl)t,/ Rft'tT Ul"'SElEtl()WN LO'#PflOfU 111£1-.U EACH LEVEL © ~ EACH LEVEL .---------(A) EACH CORNER ® EACHlfVEt. ~ EACHL.£va ~<1 @EAOHMl APf>ROX. 39" OPEN Lt.CH LfVD. 26rrtl!TSOP{NfACHl.£V[l. G) BOTTOM LEVEL ONLY