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1923 CALLE BARCELONA; 143; CBC2023-0050; Permit
Building Permit Finaled Commercial Permit Print Date: 07/31/2023 Job Address: 1923 CALLE BARCELONA, # 143, CARLSBAD, CA 92009-8457 Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms; Occupant Load: Code Edition: Sprinkled: Project Title: BLDG-Commercial 2550120400 $10,500.00 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: ALO YOGA: COM-Tl-(98 LF) SHELVING MAX HEIGHT (10') Applicant: Property Owner: Tenant Improvement LYN DAVIES 75 60TH ST SW TREA NW FORUM AT CARLSBAD OWNER LLC 695 TOWN CENTER DR, # 17 GRAND RAPIDS, Ml 49548-5771 (616) 493-9350 COSTA MESA, CA 92626-1924 FEE BUILDING PLAN CHECK FEE (manual) CERTIFICATE OF OCCUPANCY FIRE Plan Review (per hr -Regular Office Hours) SB1473 -GREEN BUILDING STATE STANDARDS FEE STORAGE RACKS> 8 FT HIGH STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $1,114.64 Total Payments To Date: $1,114.64 Permit No: Status: (cityof Carlsbad CBC2023-0050 Closed -Finaled Applied: 02/21/2023 Issued: 03/17/2023 Fina led Close Out: 07/31/2023 Final Inspection: 06/16/2023 INSPECTOR: Kersch, Tim Balance Due: AMOUNT $336.70 $16.00 $240.00 $1.00 $518.00 $2.94 $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 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Ccityof Carlsbad COMMERCIAL BUILDING PERMIT APP LI CATION B-2 Plan Check CBC 2oZ3-0051) Est. Value fi), ')c::,o, • PC Deposit f D (o. 70 Date :,1-'2..t-2.Dz.3 Job Address 1923 CALLE BARCELONA (The Forum Carlsbad) Suite: 143 APN: -----· ------------ Tenant Name: ____ A_L_o ___________ _ Lot#: Year Built: _____ Occupancy: MERCANTILE V .. 8 0 Construction Type_· --~-....r1re Sprinklers: yes no A/C: yes no BRIEF DESCRIPTION OF WORK: SHELVING INSTALLATION D Addition/New: ___________ New SF and Use, ___________ New SF and Use, ____ Deck SF, Patio Cover SF (not including flatwork) ~ Tenant lmprovement:._~ _____ SF, Existing Use MERCANTILE Proposed Use MERCANTILE 98 k1e4,' Feel SF, Existing Use ______ Proposed Use ______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ □ nn DD DD Solar:. ___ KW, ___ Modules,, ____ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No 0 Plumbing/Mechanical/Electrical Only: --------------------------- ,00 Other: TO INSTALL SHELVING UNDER MASTER PERMIT# CBC 2022 0446 This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER Name: NORTHWOOD RETAIL APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT ~ Name: LYN DAVIES Address: 1905 CALLE BARCELONA #200 Address: 7S-60TH ST SW City: CARLSBAD State: CA Zip;,_9_20_0_9 __ City: WYOMING State:_M_1 __ Zip: 49548 Phone: 760-479-0166 Phone: 616-493-9326 Email: LYND@PRECISIONPERMITS.COM Email: L YND@PRECISIONPERMITS.COM DESIGN PROFESSIONAL APPLICANT 0 CONTRACTOR BUSINESS APPLICANT 0 Name:, NICHOLAS s. BURNAM Name:. __ o_c_-_T_o_s_E_D_E_T_E_RM_I_N_E_D __________ _ Address __ 3_6_5_N_E_Q_U_I_M_B_Y_A_V_E _________ Address: __________________ _ City: BEND State OR Zip: 97701 City: ________ State: ___ .Zip: ______ _ Phone: 541-389-9659 Phone: --------------------Em a i I nburnam@eeimt.com Email: --------------------Architect State License: _c_ss_s_3_o ________ State License: ______ Bus. License: ______ _ 1635 Faraday Ave Carlsbad, CA 92008 8-2 Ph: 760-602-2719 Fax: 760-602-8558 Paqe 1 of 2 Email: Building@carlsbadca.gov Rev. 08/20 GC • TO BE DETERMINED • WILL PROVIDE BEFORE PMT RELEASE IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION BJ BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: 0 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. Policy No. _________________________ _ 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ___________________ _ Policy No. ______________________ Expiration Date: _____________________ _ 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY. IF ANY: I 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: _____________________ _ CONTRACTOR PRINT: ________ _ SIGN: _ _________ DATE: _______ _ (OPTION BJ: OWNER-BUILDER DECLARATION: I hereby affirm that f am exempt from Contractor's License Low far the /of/owing 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 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 w·111 have the burden of proving that he did not build or improve for the purpose of sale). 0 f, as owner of the property, am exclusively contracting with Ucensed 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 Ucense law). 0 I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 0 HQwner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of identification attached. 0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner' behalf Proof of identification attached. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable low, Section 7044 of the Business ond Professions Code, is avoi/ob/e upon request when this application is submitted or at the/of/owing Web site: http.//www.leginfo.ca.gov/calaw.hrml. OWNER PRINT: _____________ SIGN: _________ DATE: ______ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: Jam the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractors behalf. I certify that f have read the app/icaOon 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 of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SA VE, 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 over 5'0' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT:_L_YN_D_A_V:_I_Es _____ _ SIGN: ,ffUIIL&@1i:::J DATE: __ z-_3_.2_0_23 ___ _ 1635 Faraday Ave Carlsbad, CA 92008 8-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 08/20 (city of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'S AUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form Is required to be completed by the property owner only when designating an agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Scope of Construction Project (or Description of Work): _ _;S:::H..::E:::L:..:V..::IN.:.G::...:.:IN..::S:..:T.:..A=L=IA.:.T:..:1.::O.:..:N'----------- 1923 CALLE BARCELONA SUITE 143 Project Location or Address: ____________________________ _ LYN DAVIES Name of Authorized Agent: _________________ Tel No. 616-493-9326 Address of Authorized Agent: ___ 75_-_6_0_i_H_S_T_S_W _____________________ _ WYOMING Ml 49548 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: ___ h_6_~ __ ,&,-f4~·--------Date: _1_2_f_2_1_f_2_0_2_2_ 1 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-00SO) Permit Type: Work Class: Status: Scheduled Date 06/16/2023 BLDG-Commercial Application Date: 02/21/2023 Tenant Improvement Issue Date: 03/17/2023 Closed -Finaled Expiration Date: 12/13/2023 IVR Number: 46781 Actual Inspection Type Inspection No. Inspection Start Date 06/16/2023 Status BLDG-14 214461-2023 Passed Frame/Steel/Bolting/We !ding (Decks) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 617-939-3902 Ryan BLOG-Final Inspection 214462-2023 Passed Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio COMMENTS TEXT 617-939-3902 Ryan Monday, July 31, 2023 Owner: TREA NW FORUM AT CARLSBAD OWNER LLC Subdivision: CARLSBAD TCT#92-08 GREEN VALLEY Address: 1923 CALLE BARCELONA, # 143 CARLSBAD, CA 92009-8457 Primary Inspector Tim Kersch Tim Kersch Reinspection Inspection Passed Yes Created Date 06/15/2023 Passed Yes Yes Yes Yes Yes Created Date 06/15/2023 Complete Complete Page 1 of 1 ··~ECLIPSE ENGINEERING Structural Calculations Steel Stockroom Shelving By PIPP Mobile Storage Systems Inc. PIPP PO #67115 SO #140314 Alo Yoga 1923 Calle Barcelona -Suite 143 Carlsbad, California 92009 FEB O 1 2023 CBC2023-0050 Prepared For: PIPP Mobile Storage Systems Inc. 2966 Wilson Drive NW Walker, Ml 49534 1923 CALLE BARCELONA #143 ALO YOGA: COM-Tl-(98 LF) SHELVING 2550120400 2/21/2023 CBC2023-0050 Please note the calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by the 2022 CBC, ASCE 7-16, and ANSI/RMI-MHlG.1-2012. These storage shelves are not accessible to the general public. > 1--0 ~~ECLIPSE ENGINEERING Alo Yoga Carlsbad, California 1/31/2023 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 Geometrll - Height of Shelving Unit = 10.0 Width of Shelving Unit= 4.0 Depth of Shelving Unit= 3.0 Number of Shelves/Unit= 11 Average Vertical Shelf Spacing= 11.6 Back to Back Unit? NO Unit Type: MOBILE Number of Units per Track? 2 Mobile Anchor Spacing? 22.50 Wall Supported Unit? NO 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 - 8.00 9S 2.0 7.4 50 335 1389 14.0 100 99 ft ft ft in in psf lbs psf lbs lbs lbs lbs ft2 psf psf MOBILE MSU-1 UNITS Steel Yield Stress = 33 ksi Modulus of Elast. = 29000 ksi Eff. Lx Factor= 1.7 Unbraced Length,x = 10.0 in Unbraced Length,y = 10.0 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 36.00 in. shelf Perforated Metal Shelf Shelving is NOT accessible to public Ground Fir Cone Slab 2500 psi NWC Concrete 3/8"cj, KB-TZ2 w/ 2.000" Embedment !oK FOR l00psf RETAIL FLOOR LOADING Not Open to the Public SDC: D Risk Category = Seismic Importance Factor (1,) = Site Class= II 1.0 D -Default p = 1.3 Worst Case Assumed Mapped Accel. Parameters: Ss = 1.051 Sl = 0.379 Fa= 1.200 Fv = 1.921 Structural System: ASCE 7 Section 15.5.1 Steel Storage Shelving: Average Roof Height = Height of Base Attachment= Shear Coeff Boundaries= 20 0 R = 4 ft ft Vmin = 0.037 Vmax= 0.210 Sms = 1.261 Sml = 0.728 ap = 2.5 0'-0" For Ground Floor Location Ground Floor RMI, 2.6.3 RMI, 2.6.3 Sds = 0.841 Sdl = 0.485 Ip= 1.0 ! .. ___ D_e_s-ig_n_B_a_s_e_S_h_e-ar_C_o_e_f_f =-----V-,-=-0-.-1-91--.. ,Adjusted For ASD RMI, 2.6.3 1/35 ~;;ECLIPSE Alo Yoga E N G I N E E R I N G Carlsbad, California Lateral Force Distribution: per ASCE 7 Section 15.5.1 Total Dead Load per Level= 26.7 lbs Total Live Load per Level= 95 lbs Lateral DL Force per Level = 5.1 lbs Lateral LL Force per Level = 18.2 lbs 67% of LL Force per Level = 12.2 lbs Total DL Base Shear = 56.1 lbs Total LL Base Shear= 199.9 lbs 1/31/2023 NSB LC1: Each Level, Loaded to 67% of its Live Weight Cumulative Moment: 60434 in-lbs ~_T_o_ta_l_B_a_se_Sh_e_a_r_= ___ 19_0_._l __ lb_s __ __,l LC #1 Governs LC 2: Top Level Only, Loaded to 100% of its Live Weight Cumulative Moment: 29110 in-lbs l Total Base Shear= 74.3 lbs !Le #2 Does NOT Govern ~----------------~ Load Case #1: Load Case #2: Lateral Force/Shelf: Shelf Heights: Load: % Per Shelf: Load: % Per Shelf: Force#: LC#l: LC#2: hl = 3in 90lbs 0.4% 271bs 0.3% Fl= 0.9 lbs 0.2 lbs h2 = 15in 90lbs 2.2% 271bs 1.4% F2 = 4.3 lbs 1.0 lbs h3 = 26in 90lbs 3.8% 27 lbs 2.3% F3 = 7.2 lbs 1.7 lbs h4 = 38in 90 lbs 5.6% 271bs 3.4% F4 = 10.7 lbs 2.6 lbs h5 = 50in 90lbs 7.4% 271bs 4.5% F5 = 14.1 lbs 3.4 lbs h6 = 62in 90lbs 9.2% 271bs 5.6% F6 = 17.5 lbs 4.2 lbs h7 = 72in 90lbs 10.8% 271bs 6.6% F7 = 20.5 lbs 4.9 lbs h8 = 84in 90 lbs 12.6% 271bs 7.7% F8 = 23.9 lbs 5.7 lbs h9= 96in 90lbs 14.3% 27 lbs 8.8% F9 = 27.3 lbs 6.5 lbs hl0 = 107in 90lbs 15.9% 271bs 9.8% FlO = 30.3 lbs 7.3 lbs hll = 119in 90lbs 17.7% 122 lbs 49.5% Fll = 33.7 lbs 36.8 lbs h12 = Din 0 lbs 0.0% Dibs 0.0% F12 = 0.0 lbs 0.0 lbs hl3 = Din Dibs 0.0% Dibs 0.0% F13 = 0.0 lbs 0.0 lbs h14 = Din Dibs 0.0% Dibs 0.0% F14 = 0.0 lbs 0.0 lbs h15 = Din Dibs 0.0% Dibs 0.0% FlS = 0.0 lbs 0.0 lbs h16 = Din Dibs 0.0% Dibs 0.0% F16 = 0.0 lbs 0.0 lbs h17 = Din Dibs 0.0% Dibs 0.0% F17 = 0.0 lbs o.o lbs h18 = Din Dibs 0.0% Dibs 0.0% F18= 0.0 lbs 0.0 lbs h19 = Din Dibs 0.0% Dibs 0.0% F19 = 0.0 lbs 0.0 lbs h20 = Din Dibs 0.0% Dibs 0.0% F20 = 0.0 lbs o.o lbs Sum= 100% Sum= 100% Total= 190.1 lbs 74.3 lbs 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. 2/35 ~~ECLIPSE Alo Yoga E N G I N E E R I N G Carlsbad, California Column Calculations -Combined Bending and Axial Post Type: Double Rivet 11 L11 or "T" Post Width= 1.5 in rx = 0.470 Depth= 1.5 in s, = 0.044 Thickness= 0:075 in I,= 0.049 A,= 0.217 Column Bending Calculations - Max Column Moment= 23.7 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 6.4 ksi !Bending Stress OK Column Deflection Calculations - Max Deflection = 0.121 in At Top of Unit Deflection Ratio = 994 L/;,. in in3 in4 in2 1/31/2023 NSB Allowable Deflection = 6 in Max Deflection = S% of Height !Deflection OK I Column Axial Calculations -Per 11L" Post DL +PL= 335 lbs RMI Load Combination #1 DL +PL+ EQ = 444 lbs RMI Load Combination #6 Column Capacitll Calculations - Controlling Buckling Stress= 30.9 ksi Allowable Comp. Stress = 24.2 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 4424 lbs Allowable Column Capacity= 2458 lbs Static Axial Load on Column = 335 lbs !Axial Load OK Combined Bending And Axial Forces - Critical Buckling Load = 48231 lbs Axial Stress Unity= 0.181 Magnification Factor= 0.988 Bending Stress Unity= 0.279 C = m 0.85 Combined Stress Unity= 0.459 !Column is Adequate 3/35 ~fECLIPSE Alo Yoga E N G I N E E R I N G Carlsbad, California 1/31/2023 NSB Overturning and Anti-Tip Calculations Overturning Forces On Anchors (LRFD) Load Combination LCl LC2 Total Weight, w (lbs) 994 389 Base Shear, Eh (lbs) 209 82 Vertical Seismic Force, Ev (lbs) 167 65 W(LCl) = (DLshelf + 0.67 * LLshelf) *#of Shelves W(LC2) = Dlshelf *#of Shelves+ Llshelf Eh= (Vt• W)/(0.7 • p) Ev = 0.20 * Sds * W Mo(LCI) =fl• L(hx • fx/0.7) Mo(LC2) = n * Vt/0.7 * (oLTotal * (% + s) + Llshelf * H) Overstrength Factor, n = 2.00 Overturning . ( Resisting Moment, Moment 0=2), Mo (ft-lbs) 1440 657 Mr (ft-lbs) 1091 427 Mr= (0.9 * W-Ev)*~ ' Mn= Mo -Mr V = fi*l:h It of Anchors "" T=~~-# of Anchors Net Overturning Moment, Mn (ft-lbs) 350 231 Shear Force per Tension Force Anchor, V per Anchor, T (lbs) 104 41 Per Side of Unit (lbs) 117 77 USE: POST INSTALLED ANCHOR BOLTS/ LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Fixed Units -Allowable Loads Allowable Tension Force = 1327 lbs Allowable Shear Force= 1165 lbs LCl: 0.088 Fixed Units -Combined! Loading ._ ________ .... LC2: 0.058 I LCl: 0.265 Mobile Unit Anchors -.. _________ _. . LC2: 0.213 Anti-Tit! Track Design • Type of Anti-Tip Device= Arm and Track Tension e Anchor= 466 lbs Combined Loading= 0.265 Tension per Shelf Post= 197 lbs Capacity of Screws to Carriage = 1200 lbs Anti-Tip Peg Yield Stress = 40.275 ksi Thickness Anti-Tip Peg Head = 0.09 in Width of Anti-Tip Peg Head= 0.43 in Section Modulus of Peg Head= 0.0006 in3 Allowable Stress on Leg= 40.275 ksi Bending Stress on Le = 29.32 ksi Anti-Tip Stress Unit = 0.728 Section Modulus of Track= 0.093 in3 Spacing of Track A.B's= 22.50 in Allowable Alumn. Stress= 21 ksi Bending Stress on Track= 11.93 ksi Track Stress Unity= 0.568 2500 psi NWC Concrete 3/8"¢ KB-TZ2 w/ 2.000" Embedment !Floor anchors are adequate Mobile Units -Allowable Loads Allowable Tension Force= 1448 lbs Allowable Shear Force = 1541 lbs !Floor anchors are adequate !Floor anchors are adequate !(2) 1/4-in screws are adequate Steel !Bending Stress OK 6061-T6 Fy = 53. 700 ksi Fu = 63.800 ksi Fty = 35.000 ksi Ftu = 38.000 ksi !Bending Stress OK ! 4/35 ~~ECLIPSE ENGINEERING Shelf Beam Calculations Shelf Beam Calculations: Steel Yield Stress= Modulus of Elast. = Alo Yoga Carlsbad, California DRL Low Profile 33 29000 ksi ksi Shelf DL = Shelf LL= Beam Type: DRL Low Profile Area of Beam = 0.264 in2 Section Modulus of Beam = Moment of Inertia of Beam = Shelf Width = Shelf Depth = Total Load/Shelf= Distributed Load = 4.0 3.0 120 15 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= Connection Points per Shelf= Net Uplift Load er Shelf= ft ft lbs olf 0.098 0.072 30.0 30.0 3.7 0.186 0.11 0.009 0.267 0.042 0.25 189.2 30.0 191.6 519.8 13.5 3.9 20.2 90.3 4.0 -34.0 in3 in4 ft-lbs lbs ksi ksi in in in lbs lbs lbs lbs ksi ksi lbs lbs Allowable Bending Stress= Allowable Shear Stress = !Bending Stress OK !shear Stress OK L/180 j Deflection OK !Bearing Stress OK !Shear Stress OK (1) per Corner lbs 1/31/2023 NSB 2.0 8.00 19.8 13.2 psf osf ksi ksi Uplift Forcer per Connection = -8.5 lbs Rivet Connection OK 5/35 ~;;ECLIPSE ENGINEERING Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength= Thickness of Concrete Slab = Weight of Concrete Slab= Allowable Bearing Pressure= Bearing Loads On Post= Uplift Loads on Post= Slab Bearing Capacity - Depth of Post on Slab= Factored Bearing Load = Required Bearing Area = Critical Section = Soil Pressure on Crit. Section = Section Modulus= Shear Area= Cone. Shear Stress= Allowable Shear Stress= Cone. Bending Stress= Allowable Bending Stress= Slab Uplift Capacity - Required Area to Resist Uplift= Length of Slab Req'd = Worst Case Length of Slab= Distance to Anchor Bolt= Length of 1ft Strip = Shear Force on 1ft Strip = Allowable Shear Force= Bending Moment on 1ft Strip = Allowable Bending Moment= 2500 4 50 500 73 261 240 238 1.5 849 165.52 3.68 738.7 32.0 22 9.6 73.2 13.0 137.5 5.18 0.65 1.50 0.75 1.50 105.0 1760.0 19.7 366.7 Alo Yoga Carlsbad, California psi in psf psf lbs lbs lbs lbs in lbs in2 in plf in3 in psi psi psi psi ft2 Assumed Assumed Assumed Dead Load Live Load EQ Load Resultant Uplift 12.87 inches per side For Bending Along Critical Length Plain Concrete per Foot !Shear Stress OK !Bending Stress OK 1/31/2023 NSB ft Assume Required Area/ Full Shelf Width ft Maximum Length Required ft ft Length Safety Factor: 2.00 lbs lbs !shear OK ft-lbs ft-lbs !Bending OK 6/35 ~sECLIPSE ENGINEERING Alo Yoga Carlsbad, California 1/31/2023 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 Geometry - Height of Shelving Unit= Width of Shelving Unit = Depth of Shelving Unit= Number of Shelves/Unit= 10.0 4.0 1.5 11 Average Vertical Shelf Spacing= 11.6 Back to Back Unit? NO Unit Type: FIXED Number of Units per Track? NA 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: YES 9.50 55 2.0 7.4 0 ft ft ft in in psf lbs psf lbs lbs Total Load on Each Post= 192 lbs Total Load On Each Unit= 767 lbs Floor Area Load = 8.0 ft2 Allowable Floor Loading= 100 psf FIXED MSU-1 UNITS Steel Yield Stress= 33 ksi Modulus of Elast. = 29000 ksi Eff. Lx Factor= Unbraced Length,x = 1.7 10.0 in Unbraced Length,y = 10.0 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 18.00 in. shelf Perforated Metal Shelf Shelving is NOT accessible to public Ground Fir Cone Slab 2500 psi NWC Concrete 3/8"¢ KB-TZ2 w/ 2.000" Embedment .._ ___ F_lo_o_r _Lo_a_d_U_n_d_e_r S_h_e_lf_= ___ 96 ___ P __ s_f __ _.!OK FOR lO0psf RETAIL FLOOR LOADING Seismic Information - Not Open to the Public SDC: D Risk Category= Seismic Importance Factor (I,)= Site Class= II 1.0 D -Default p = 1.3 Worst Case Assumed Mapped Accel. Parameters: Ss = 1.051 51 = 0.379 Fa= 1.200 Fv = 1.921 Structural System: ASCE 7 Section 15.5.1 Steel Storage Shelving: Average Roof Height= Height of Base Attachment= Shear Coeff Boundaries= 20 0 R = 4 ft ft Vmin = 0.037 Vmax = 0.210 Sms = 1.261 5ml = 0.728 ap = 2.5 0'-0" For Ground Floor Location Ground Floor RMI, 2.6.3 RMI, 2.6.3 Sds = 0.841 Sdl = 0.485 Ip= 1.0 .. , ----De_s_ig-n-Ba_s_e_S_h_e-ar_C_o_e_f_f -= ----V-,-=-0 ___ 1_9_1 _-,jAdjusted For ASD RMI, 2.6.3 7135 ~;;;ECLIPSE Alo Yoga 1/31/2023 ENGINEERING Carlsbad, California NSB Lateral Force Distribution: per ASCE 7 Section 15.5.1 Total Dead Load per Level= 14.7 lbs Total Live Load per Level = 55 lbs Lateral DL Force per Level= 2.8 lbs Lateral LL Force per Level = 10.5 lbs 67% of LL Force per Level = 7.0 lbs Total DL Base Shear= 30.9 lbs Total LL Base Shear = 115.7 lbs LC1: Each Level, Loaded to 67% of its Live Weight Cumulative Moment: 34477 in-lbs I Total Base Shear= 108.4 lbs ! LC #1 Governs LC 2: ToQ Level Onl~, Loaded to 100% of its Live Weight Cumulative Moment: 16342 in-lbs Total Base Shear= 41.4 lbs i LC #2 Does NOT Govern Load Case #1: Load Case #2: Lateral Force/Shelf: Shelf Heights: Load: % Per Shelf: Load: % Per Shelf: Force#: LC#l: LC#2: hl = 3in 52 lbs 0.4% 15Ibs 0.3% Fl= 0.5 lbs 0.1 lbs h2 = 15in 52 lbs 2.2% 15Ibs 1.3% F2 = 2.4 lbs 0.6 lbs h3 = 26in 52 lbs 3.8% 15Ibs 2.3% F3 = 4.1 lbs 0.9 lbs h4 = 38in 52 lbs 5.6% 15Ibs 3.4% F4 = 6.1 lbs 1.4 lbs h5 = 50in 52Ibs 7.4% 15Ibs 4.4% F5 = 8.0 lbs 1.8 lbs h6 = 62in 52 lbs 9.2% 15 lbs 5.5% F6 = 10.0 lbs 2.3 lbs h7 = 72in 52 lbs 10.8% 15Ibs 6.5% F7 = 11.7 lbs 2.7 lbs h8 = 84in 52 lbs 12.6% 15Ibs 7.5% F8 = 13.6 lbs 3.1 lbs h9 = 96in 52 lbs 14.3% 15Ibs 8.6% F9 = 15.6 lbs 3.6 lbs hl0 = 107in 52 lbs 15.9% 15Ibs 9.6% Fl0= 17.3 lbs 4.0 lbs hll = 119in 52 lbs 17.7% 70Ibs 50.5% Fll = 19.2 lbs 20.9 lbs h12 = Din Dibs 0.0% Dibs 0.0% F12 = 0.0 lbs 0.0 lbs hl3 = Qin Dibs 0.0% 0 lbs 0.0% F13 = 0.0 lbs 0.0 lbs h14 = Din Dibs 0.0% Dibs 0.0% F14 = 0.0 lbs 0.0 lbs h15 = Din Dibs 0.0% Dibs 0.0% F15 = 0.0 lbs 0.0 lbs h16 = Din Dibs 0.0% Dibs 0.0% F16 = 0.0 lbs 0.0 lbs h17 = Qin Dibs 0.0% Dibs 0.0% F17 = 0.0 lbs 0.0 lbs h18 = 0in Dibs 0.0% Dibs 0.0% F18 = 0.0 lbs 0.0 lbs h19 = Din Dibs 0.0% Dibs 0.0% F19 = 0.0 lbs 0.0 lbs h20 = 0in Dibs 0.0% Dibs 0.0% F20 = o.o lbs 0.0 lbs Sum= 100% Sum= 100% Total= 108.4 lbs 41.4 lbs 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. 8/35 ~;;; EC LI PS E Alo Yoga E N G I N E E R I N G Carlsbad, California Column Calculations -Combined Bending and Axial Post Type: Double Rivet "L11 or "T" Post Width= Depth= Thickness= Column Bending Calculations - Max Column Moment= 1.5 in 1.5 in 0.075 in 13.5 ft-lbs Allowable Bending Stress= 19.8 ksi r = ' 0.470 s = ' 0.044 I = ' 0.049 A= p 0.217 Bending Stress on Column= 3.7 ksi !Bending Stress OK Column Deflection Calculations - Max Deflection= 0.069 in Deflection Ratio = 17 42 At Top of Unit L/1:,. in in3 in4 in2 1/31/2023 NSB Allowable Deflection = 6 in Max Deflection = 5% of Height Column Axial Calculations -Per "L" Post DL + PL= 192 lbs DL +PL+ EQ = 314 lbs Column Capacity Calculations - Controlling Buckling Stress = 30.9 ksi Allowable Comp. Stress = 24.2 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 4424 lbs Allowable Column Capacity= 2458 lbs Static Axial Load on Column= 192 lbs Combined Bending And Axial Forces - Critical Buckling Load = 48231 lbs Axial Stress Unity= 0.128 Bending Stress Unity= 0.158 Combined Stress Unity= 0.286 !Deflection OK ! RMI Load Combination #1 RMI Load Combination #6 !Axial Load OK Magnification Factor= C = m !Column is Adequate 0.993 0.85 9/35 ~fECLIPSE Alo Yoga E N G I N E E R I N G Carlsbad, California 1/31/2023 NSB Overturning and Anti-Tip Calculations Overturning Forces On Anchors (LRFD) Load Combination LCl LC2 Total Weight, w (lbs) 567 217 Base Shear, Eh (lbs) 119 46 Vertical Seismic Force, Ev (lbs) 95 36 W(LCl) = (DLshe!f + 0.67 * LLshc!f) *#of" Shelves W(LC2) = Dlshelf *#of Shelves+ LLshelf Eh -(Vt• W)/(0.7 • p) Ev = 0.20 * Sds * W Mo(LCI) -!1 • L(hx • tx/0.7) Mo(LCZ) = n * Vt/0.7 * ( Dlrotal * G + s) + Llshe!f * H) Overstrength Factor, n = 2.00 Overturning Resisting Moment, Moment (0=2), Mr Mo (ft-lbs) (ft-lbs) 822 311 368 119 d Mr= (0.9 * W-Ev) *2 Mn= Mo-Mr V # of Anchors "" T= d # of Anchors Net Overturning Moment, Mn (fHbs) 511 249 Shear Force per Tension Force Anchor, V per Anchor, T (lbs) (lbs) 60 340 23 166 Per Side of Unit USE: POST INSTALLED ANCHOR BOLTS/ LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Fixed Units • Allowable Loads Allowable Tension Force= 1327 lbs Allowable Shear Force = 1165lbs Fixed Units -Combined LCl: 0.257 Loading LC2: 0.125 Mobile Units -1 LCl: N/A Combined Loading LC2: N/A Anti-Tii:1 Track Design - Type of Anti-Tip Device= NONE Tension per Carria e Anchor= N/A Combined Loading= N/A Tension per Shelf 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= 40.275 Bending Stress on Le~= N/A Anti-Tie Stress Unity= N/A Section Modulus of Track= 0.093 Spacing of Track A.B's= 0.00 Allowable Alumn. Stress= 21 Bending Stress on Track= N/A Track Stress Unity= N/A lbs lbs lbs ksi in in in3 ksi ksi I in3 in ksi ksi 2500 psi NWC Concrete 3/8"cj, KB-TZ2 w/ 2.000" Embedment ! Floor anchors are adequate Mobile Units -Allowable Loads Allowable Tension Force= 1448 lbs Allowable Shear Force= 1541 lbs fN/A fN/A Steel fN/A 6061-T6 Fy = 53.700 ksi Fu = 63.800 ksi Fty = 35.000 ksi Ftu = 38.000 ksi I 10/35 ~::::ECLIPSE ENGINEERING Alo Yoga Carlsbad, California Shelf Beam Calculations Shelf Beam Calculations: Steel Yield Stress = Modulus of Elast. = DRL Low Profile 33 29000 ksi 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 = 1.5 ft Total Load/Shelf= 69 lbs Distributed Load = 8.625 olf Maximum Design Moment = 17.3 ft-lbs Maximum Design Shear= 17.3 lbs Beam Bending Stress = 2.1 ksi Bending Stress Unity= 0.107 Beam Shear Stress = 0.07 ksi Shear Stress Unity= 0.005 Max Allowable Deflection = 0.267 in Maximum Beam Deflection= 0.024 in Shelf Beam Rivet Check: Diameter of Rivet= 0.25 in Post Moment Shear on Rivet= 107.9 lbs Beam Shear on Rivet= 17.3 lbs Resultant Shear= 109.3 lbs Bearing Capacity of Rivet= 519.8 lbs Allowable Shear Stress= 13.5 ksi Shear Stress on Rivet= 2.2 ksi Seismic Uelift on Shelves - Vertical Seismic Component= 11.6 lbs Vertical Total Load per Shelf= 51.5 lbs Shelf DL = Shelf LL= Allowable Bending Stress= Allowable Shear Stress= leending Stress OK !shear Stress OK L/180 I Deflection OK leearing Stress OK I shear Stress OK Connection Points per Shelf= 4.0 (1) per Corner Net Uplift Load per Shelf= -19.3 lbs 1/31/2023 NSB 2.0 9.50 19.8 13.2 psf osf ksi ksi Uplift Forcer per Connection = -4.8 lbs Rivet Connection OK 11/35 ~~ECLIPSE ENGINEERING Alo Yoga Carlsbad, California Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height= Height of Attachment= Shear Coeff Boundaries= 20.0 10.0 ft ft Vm;, = 0.252 Vm" = 1.345 ._ ___ o_e_s_ig_n_B_a_s_e_s_h_e_ar_c_o_e_ff_= _____ v_,_=_o_._38_3 __ _.!Adjusted For ASD and "p" Total Weight per Unit= Lateral Force at Top/Bottom = Standard Stud Spacing = 567 108 16 Wall Connections per Unit= 3 Tek Screw Capacity= Force Per Connection = 84 36 lbs lbs in lbs lbs 1/31/2023 NSB 12/35 ~~ECLIPSE Alo Yoga E N G I N E E R I N G Carlsbad, California Light Gauge Steel Stud Wall Framing Stud Design Data - 1/31/2023 NSB Height of Wall Studs = 16.0 ft Int. Non-Brg -Worst Case Ht Assumed Location of Point Load = 10.0 ft Design Lateral Load = 36.1 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= 348.9 ft-lbs Maximum Design Shear= 75.9 lbs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 15.62 ksi !Bending Stress OK Allowable Shear Stress= 13.20 ksi Actual Shear Stress = 0.29 ksi jshear Stress OK Allowable Axial Stress= 8.50 ksi Actual Axial Stress = 0.33 ksi !Axial Stress OK Combined Stress Unity= 0.76 !Combined Stress OK 13/35 ~~ECLIPSE ENGINEERING Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = Thickness of Concrete Slab= Weight of Concrete Slab= Allowable Bearing Pressure= Bearing Loads On Post= Uplift Loads on Post= Slab Bearing Capacity - Depth of Post on Slab= Factored Bearing Load = Required Bearing Area = Critical Section = Soil Pressure on Crit. Section = Section Modulus= Shear Area= Cone. Shear Stress= Allowable Shear Stress = Cone. Bending Stress= Allowable Bending Stress= Slab Uplift Capacity - Required Area to Resist Uplift= Length of Slab Req'd = Worst Case Length of Slab= Distance to Anchor Bolt= Length of 1ft Strip= Shear Force on 1ft Strip= Allowable Shear Force= Bending Moment on 1ft Strip= Allowable Bending Moment= 2S00 4 50 500 40 151 274 271 1.5 682 134.08 3.04 732.2 32.0 22 7.7 73.2 8.8 137.5 0.00 0.00 0.75 0.38 0.75 52.5 1760.0 4.9 366.7 Alo Yoga Carlsbad, California psi in psf psf lbs lbs lbs lbs in lbs in2 in pl! in3 in psi psi psi psi ft2 Assumed Assumed Assumed Dead Load Live Load EQ Load Resultant Uplift 11.58 inches per side For Bending Along Critical Length Plain Concrete per Foot !Shear Stress OK !Bending Stress OK 1/31/2023 NSB ft Assume Required Area / Full Shelf Width ft Maximum Length Required ft ft Length Safety Factor: 2.00 lbs lbs !Shear OK ft-lbs ft-lbs !Bending OK 14/35 ~;;ECLIPSE ENGINEERING Alo Yoga Carlsbad, California 1/31/2023 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= 10.0 Width of Shelving Unit= 4.0 Depth of Shelving Unit = 3.0 Number of Shelves/Unit= 4 Average Vertical Shelf Spacing= 38.5 Back to Back Unit? NO Unit Type: MOBILE Number of Units per Track? 2 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 - 22.50 NO 17.00 200 2.0 7.4 50 231 976 14.0 100 70 ft ft ft in in psf lbs psf lbs lbs lbs lbs ft2 psf psf MSU-3 UNITS Steel Yield Stress = 33 ksi Modulus of Elast. = 29000 ksi Eff. Lx Factor= 1.7 Unbraced Length,x = 36.0 in Unbraced Length,y = 36.0 in Type of Post? 14ga Upright Posts Type of Beam? DRH High Profile Top Shelf Loaded? YES Intermediate Anchor: Double Display On Plaque Near Shelving Units Per 48.00 in. x 36.00 in. shelf Perforated Metal Shelf Shelving is NOT accessible to public Ground Fir Cone Slab 2500 psi NWC Concrete 3/8"cj, KB-TZ2 w/ 2.000" Embedment !OK FOR 100psf RETAIL FLOOR LOADING Risk Category = II Not Open to the Public SDC: D Seismic Importance Factor (le)= 1.0 Site Class= Mapped Acee!. Parameters: Ss = 1.051 51 = 0.379 D -Default p = 1.3 Fa= 1.200 Fv = 1.921 Structural System: ASCE 7 Section 15.5.1 Steel Storage Shelving: Average Roof Height= Height of Base Attachment= Shear Coeff Boundaries= 20 0 R = 4 ft ft Vmin = 0.037 Vmax = 0.210 Worst Case Assumed Sms = 1.261 5ml = 0.728 ap = 2.5 0'-0" For Ground Floor Location Ground Floor RMI, 2.6.3 RMI, 2.6.3 Sds = 0.841 Sdl = 0.485 Ip= 1.0 .._ ___ D_e_s-'ig_n_Ba_s_e_s_h_e_ar_c_o_e_f_f _= ____ v_,_=_o_._1_9_1 _ __.!Adjusted For ASD RMI, 2.6.3 15/35 ~:i;ECLIPSE Alo Yoga 1/31/2023 ENGINEERING Carlsbad, California NSB Lateral Force Distribution: per ASCE 7 Section 15.5.1 Total Dead Load per Level = 31.4 lbs Total Live Load per Level= 200 lbs Lateral DL Force per Level = 6.0 lbs Lateral LL Force per Level = 38.3 lbs 67% of LL Force per Level = 25.6 lbs Total DL Base Shear= 24.0 lbs Total LL Base Shear= 153.0 lbs LC1: Each Level, Loaded to 67% of its Live Weight Cumulative Moment: 40188 in-lbs I Total Base Shear= 126.5 lbs / LC #1 Governs LC 2: To~ Level Only:, Loaded to 100% of its Live Weight Cumulative Moment: 31326 in-lbs I Total Base Shear= 62.3 lbs / LC #2 Does NOT Govern Load Case #1: Load Case #2: Lateral Force/Shelf: Shelf Heights: Load: % Per Shelf: Load: % Per Shelf: Force#: LC#l: LC#2: hl = 3in 165Ibs 1.2% 31 lbs 0.3% Fl= 1.6 lbs 0.2 lbs h2 = 42in 165lbs 17.3% 31 lbs 4.2% F2 = 21.9 lbs 2.6 lbs h3 = 80in 165Ibs 32.7% 31 lbs 8.0% F3 = 41.4 lbs 5.0 lbs h4 = 119in 165 lbs 48.8% 231 lbs 87.5% F4 = 61.7 lbs 54.5 lbs h5 = 0in 0lbs 0.0% 0lbs 0.0% FS = 0.0 lbs 0.0 lbs h6 = 0in 0lbs 0.0% 0lbs 0.0% F6= 0.0 lbs 0.0 lbs h7 = 0in 0lbs 0.0% 0lbs 0.0% F7 = 0.0 lbs 0.0 lbs h8 = 0in 0lbs 0.0% 0 lbs 0.0% F8 = 0.0 lbs 0.0 lbs h9 = 0in 0lbs 0.0% 0lbs 0.0% F9 = 0.0 lbs 0.0 lbs h10 = 0in 0lbs 0.0% 0lbs 0.0% F10 = 0.0 lbs 0.0 lbs h11 = 0in 0 lbs 0.0% 0lbs 0.0% F11 = 0.0 lbs 0.0 lbs h12 = 0in 0lbs 0.0% 0lbs 0.0% F12 = 0.0 lbs 0.0 lbs h13 = 0in 0lbs 0.0% 0lbs 0.0% F13 = 0.0 lbs 0.0 lbs h14 = 0in 0lbs 0.0% 0 lbs 0.0% F14 = 0.0 lbs 0.0 lbs h15 = 0in 0lbs 0.0% 0lbs 0.0% F15 = 0.0 lbs 0.0 lbs h16 = 0in 0lbs 0.0% 0lbs 0.0% F16 = 0.0 lbs 0.0 lbs h17 = 0in 0lbs 0.0% 0lbs 0.0% F17 = 0.0 lbs 0.0 lbs h18 = 0in 0lbs 0.0% 0lbs 0.0% F18 = 0.0 lbs 0.0 lbs h19 = 0in 0lbs 0.0% 0lbs 0.0% F19 = 0.0 lbs 0.0 lbs h20 = 0in 0lbs 0.0% 0lbs 0.0% F20= 0.0 lbs 0.0 lbs Sum= 100% Sum= 100% Total= 126.5 lbs 62.3 lbs 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. 16/35 ~;;ECLIPSE Alo Yoga E N G I N E E R I N G Carlsbad, California Column Calculations -Combined Bending and Axial Post Type: Double Rivet "L11 or "T11 Post Width= Depth= Thickness= Column Bending Calculations - Max Column Moment= 1.5 in 1.5 in 0.075 in 50.8 ft-lbs Allowable Bending Stress= 19.8 ksi rx = 0.470 s, = 0.044 I,= 0.049 A,= 0.217 Bending Stress on Column = 13.8 ksi !Bending Stress OK Column Deflection Calculations - Max Deflection = 0.974 in Deflection Ratio= 123 At Top of Unit L/1:--. in in3 in4 in2 1/31/2023 NSB Allowable Deflection = 6 in Max Deflection = 5% of Height Column Axial Calculations -Per "L" Post DL + PL= 175 lbs DL + PL+ EQ = 247 lbs Column Capacity Calculations - Controlling Buckling Stress= 5,8 ksi Allowable Comp. Stress = 5.8 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity= 1249 lbs Allowable Column Capacity= 694 lbs Static Axial Load on Column= 175 lbs Combined Bending And Axial Forces - Critical Buckling Load = 3722 lbs Axial Stress Unity= 0.357 Bending Stress Unity= 0.645 Combined Stress Unity= 1.00 !Deflection OK l RMI Load Combination #1 RMI Load Combination #6 !Axial Load OK Magnification Factor= C = m !Column is Adequate 0.915 0.85 17/35 ~~ECLIPSE Alo Yoga E N G I N E E R I N G Carlsbad, California 1/31/2023 NSB Overturning and Anti-Tip Calculations Overturning Forces On Anchors (LRFDl Total Weight, Base Shear, Eh Vertical Seismic load w Force, Ev Combination (lbs) (lbs) (lbs) LCl 662 139 111 LC2 326 68 55 W(LC1) = (Dlshelf + 0.67 * LLshelf) *#of Shelves W(LC2) = DLshelf *#of Shelves+ LLshelf Eh= (Vt• W)/(0.7 • p) Ev = 0.20 * Sds * W Mo(LCl) = l1 • 1:(hx • fx/0.7) Mo(LC2) = n * Vt/0.7 * (DLrota! * (1 + S) + LLshe!f * H) Overstrength Factor, O = 2.00 Overturning ) Resisting Moment, Moment (0=2 , Mr Mo (ft-lbs) 1056 638 (ft-lbs) 726 357 Mr = (0.9 * W -Ev) * ~ 2 Mn= Mo-Mr v = n*1:h # of Anchors '!!!! T =~---"-~ ff of Anchors Net Shear Force per Tension Force Overturning Moment, Mn Anchor, V per Anchor, T (ft-lbs) (lbs) (lbs) 329 70 110 280 34 93 Per Side of Unit USE: POST INSTALLED ANCHOR BOLTS/ LAG SCREWS AS REQUIRED FOR FLOOR NOTED BELOW Fixed Units -Allowable Loads Allowable Tension Force= 1327 lbs Allowable Shear Force= 1165 lbs LCl: 0.083 LC2: 0.070 Fixed Units -Combined' Loading ,.__ _______ _. Mobile Units -1 LCl: 0.303 Combined Loading._ ___ L_c_2-_. __ o_._25_8 _ __. Anti-Ti!! Track Design - Type of Anti-Tip Device = Arm and Track Tension per Carria e Anchor= 439 lbs Combined Loadin = 0-303 Tension per Shelf Post= 161 lbs Capacity of Screws to Carriage = 1200 lbs Anti-Tip Peg Yield Stress= 40.275 ksi Thickness Anti-Tip Peg Head= 0.09 in Width of Anti-Tip Peg Head= 0.43 in Section Modulus of Peg Head= 0.0006 in3 Allowable Stress on Leg= 40.275 ksi Bending Stress on Le~= 23.87 ksi Anti-Tip Stress Unit:= 0.593 I Section Modulus of Track= 0.093 in3 Spacing ofTrack A.B's= 22.50 in Allowable Alumn. Stress= 21 ksi Bending Stress on Track= 9.72 ksi Track Stress Unity = 0.463 I 2500 psi NWC Concrete 3/8",j, KB-TZ2 w/ 2.000" Embedment I Floor anchors are adequate Mobile Units -Allowable Loads Allowable Tension Force= 1448 lbs Allowable Shear Force= 1541 lbs I Floor anchors are adequate ! Floor anchors are adequate !{2) 1/4-in screws are adequate Steel !Bending Stress OK Fy = 53. 700 ksi Fu = 63.800 ksi 6061-16 Fty = 35.000 ksi Ftu = 38.000 ksi ! Bending Stress OK l 18/35 ~i ECLIPSE ENGINEERING Shelf Beam Calculations Shelf Beam Calculations: Steel Yield Stress = Modulus of Elast. = Alo Yoga Carlsbad, California DRH High Profile 33 29000 ksi ksi Shelf DL = Shelf LL= Beam Type: DRH High Profile Area of Beam = 0.264 in2 Section Modulus of Beam= Moment of Inertia of Beam = Shelf Width = Shelf Depth = Total Load/Shelf= Distributed Load = 4.0 3.0 228 28.5 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= Connection Points per Shelf= Net U • er Shelf= ft ft lbs olf 0.126 0.211 57.0 57.0 5.4 0.274 0.22 0.016 0.267 0.027 0,25 406.2 57,0 410.2 519.8 13.5 8.4 38.3 165.4 4.0 -60.9 in3 in4 ft-lbs lbs ksi ksi in in in lbs lbs lbs lbs ksi ksi lbs lbs Allowable Bending Stress= Allowable Shear Stress= !Bending Stress OK !shear Stress OK L/180 iDeflection OK !Bearing Stress OK !Shear Stress OK (1) per Corner lbs 1/31/2023 NSB 2.0 psf 17.00 osf 19.8 13.2 ksi ksi Uplift Forcer per Connection = -15.2 lbs Rivet Connection OK 19/35 ~~ECLIPSE ENGINEERING Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength= Thickness of Concrete Slab= Weight of Concrete Slab= Allowable Bearing Pressure = Bearing Loads On Post= Uplift Loads on Post= Slab Bearing Capacity - Depth of Post on Slab= Factored Bearing Load = Required Bearing Area = Critical Section = Soil Pressure on Crit. Section= Section Modulus= Shear Area= Cone. Shear Stress= Allowable Shear Stress= Cone. Bending Stress= Allowable Bending Stress= Slab Uplift Capacity - Required Area to Resist Uplift= Length of Slab Req'd = Worst Case Length of Slab = Distance to Anchor Bolt= Length of 1ft Strip= Shear Force on 1ft Strip= Allowable Shear Force= Bending Moment on 1ft Strip = Allowable Bending Moment= 2500 4 so 500 31 200 176 220 1.5 609 117.31 2.67 747.6 32.0 22 6.9 73.2 6.9 137.5 4.88 0.61 1.50 0.75 1.50 105.0 1760.0 19.7 366.7 Alo Yoga Carlsbad, California psi in psf psf lbs lbs lbs lbs in lbs in2 in plf in3 in psi psi psi psi ft2 Assumed Assumed Assumed Dead Load Live Load EQ Load Resultant Uplift 10.83 inches per side For Bending Along Critical Length Plain Concrete per Foot !Shear Stress OK !Bending Stress OK 1/31/2023 NSB ft Assume Required Area/ Full Shelf Width ft Maximum Length Required ft ft Length Safety Factor: 2.00 lbs lbs !shear OK ft-lbs ft-lbs !Bending OK 20/35 GeometricPropem=~·es~-~---- Area 0.217 in"2 EClIPSE ENGINEERING, P.C. nbumam S:\Favorites\PIPP\Pipp Drav.ing Fies\ ... \L·Post No Holes.sbf ThU!Sday, October 6, 2022 10:29 AM Principal Properties Tonion Properties 11 o.o7811n"◄ CW ---0.000 in"'-6 ------0.049 .,, ..... 4 j _-0 ___ 029_ ln'-4 51+ -+-0.07◄ 1nA3 J 0.000 in""4 ,_ ____ ,_ ___ _,_ ___ _ Ix --0.019 ii"'◄ H 0.626 11 -~ - I· 0.074~ Xsc 0.041';,, -j Z+ 0.03S In") Ysc 0.041 in S' s; Sl· --------+-·· -,- rt 1 0.599 in Bl 0.000 in Sx· Sy+ Sy- Xe Ye 2· 0.036 in"' 3 ro 0.845,;,, J ~ --___. --0,296ln I 0.120 ln"'l 0.406 In ~ r2 ----0.4061n 0.◄73 ;n "' "' --+----0.◄73 In Polar ~es 0.097.in""◄ Ip 11) ShapeBulder 12.00.0001 www.losweb.com N ..... w o.669 in ◄S.OOOdeg -Plutlc Properties )(pna ' OVerall Properties o.,,th 1.500., Ypna Zx -1- 0.07◄ in 0.07◄ In -+---0.080 In") Perimeter I s.920 1n Zy w,,;,;, 0.001 IC/ft ~ ==r -----iiio in ----11 I 0.080~ & THESE ARE THE SECTION PROPERTY VALUES FOR THE "L" POST MEMBERS AT THE AREAS WITHOUT ANY HOLES THROUGH THE SECTION. 114 GA. "L" POSTI EO.IPSE ENGINEERING, P.C. nbumam S:\favorites\PIPl'\P,pp Drawing Files\. .. \T·Post No Holes.sbf Thu<sday, October 6, 2022 10: 14 AM Geometric Prope,tles=--~---~ Principal Pro!M'!:!!es ------~ ~ ~1n•2___j II Ix 0.183 In-◄ 12 0.192 in"'◄ 0.183 In-◄ I ,_ Ixy 0.000 in"'◄ St+ I 0.113 In"") , ~~ SI· O.IIJ:ln•J Sx+ I 0.1..01n•3 Sl+ I o.1..o,1n•J '1y ~, ~ 1n_•J___ Sl· _ ~•3 5Y• 0.113 ln"'l rt ---t-0.692·.-a -----, --+----, Sy• 0.113 in" 3 r2 0.676 in Xe __ t_.69_3 ~ _o ____ ~--90_.ooo_deg __ Ye 0.629in ,. ~;,, --<>vvall_Properties --,--om in --Depth 1.938,!n -"'---Polar~ _w,,;q:, ---4 14.293 in 0.0011(/ft - ~ ---==i. 0.375!_•◄ ,Width 3.387,in ___J l'1) 0.967 in Torsion Propertf~ ___ , CW 0.059~ H -0.967 0.OOOin"'-4 _ ___ ,_____ f---.. Xsc ____ .._ 1.693 In vsc ___ _,_ ___ o._807L_ ro 0.983 in ---+--81 0.OOOtn .-,tutlc f'!:!>perties_ )(pna t.693 11 ,___ ~ Ypna ~ 0.328in ZX 0.231 ln""3 Zy 0.20Sln"3 116 GA. 'T' POSTI THESE ARE THE SECTION PROPERTY VALUES FOR THE "T" POST MEMBERS AT THE AREAS WITHOUT ANY HOLES THROUGH THE SECTION. "' y NOTE THAT THE "T" POST MEMBER SECTION PROPERTIES ARE APPROXIMATELY THREE TIMES THE VALUES FOR THE "L" POST MEMBERS, BUT ONLY SUPPORT ABOUT TWICE THE LOADS. Shape8ulde, 12.00.0001 www.iesweb.com EOJPSE ENGINEERING, P .C nbumam S:\Favorites\PIPP\Pipp Drawing Rles\ ... \L•Post With Holes.sbf Thlrsday, October 6, 2022 10:31 AM Geometric:P~es rArea 0.1'421in"-2 P,mcl1 II 1.SOOin :ies 1:::~ 0.0671in"4 Ix i 0.0•Uin"-4 12 f j.51+ 0.016 ln"-4 4.2181n 0.063,in"3 I ~ 0.063 ln"'3 ,- Q,OJ4 lnA) I I Pl~c Properties_ 0.026jin"3 Xpno 0.68Sjin :vpna O_l.l:> in Zx 45.000,deg ,_ IZr 1xy !!'.. SX+ SX· ~ Sy-I-'-~ ~ .0.026,in~ 0.04i'ln"-4 S1· 0.000,_K/lt 0.0401in"" 3 S2+ 0.089 in"'3 S2· l.SOO~in ~n-'3___ 1'1 I v.~ I 0.089 in"J r2 ;;_:;;:;, ~. 0.<6!'1n Q.06() jnAJ --0.01 .. L.__J _..... 0.074 il j o.060 ., .... 3 1 l1C ~ ,. ➔ ~ar Pro~_ 1 ,.. --+---:--:'·-=·::::·,:-"'----, llp 0.083 In 4 • 0.539 in rp o.762,in 0.461t ,. , Shear flow ,_ Name Part ,2 0 PorU30 -Part #4 0 L ShapeBuilder 12.00.0001 www.iesweb.com "' "' ---w "' Q'I' I f(V)r) I l(Vy) .111"3 ~ K/11 0.036 0.022 0.000 0.000 0.014 0.01<1 0.0001 0.000 I 0.022, 0.036 0.000 0.000. THESE ARE THE SECTION PROPERTY VALUES FOR THE "L" POST MEMBERS AT THE AREAS WITH THE RIVET-CONNECTION HOLES THROUGH THE SECTION. 114 GA. "L" POSTI Geometric P, ·les_ Area -~ ~ !!'.. ~ SX· f---~ !.I: Xe >- Ye r "' I- .'.!..._ Shear Flow I ClosedPoly I ~ Port 2 ~ .Part. - 0.288~in"'2 o.156:ln"4 o.ooo'in"4 + 0.120.in"◄ o.12S(1n•3 0.226 in""l :. 0.07~in"3 0.071 ln'3 1.693+"• 0.689in 0.735 in 0.6"'6,in L i j 16 GA. "T" POST! y L . 1 ::,incil!!!I Pro::es 12 SI+ S1· !S2+ S2• rt ,2 EOJPSE ENGINEERING, P.C. nbumam S:\Favorites\PIPP\Pipp Drawing Rles\ ... \T•Post With Holes.sbf Thursday, October 6, 2022 10:21 AM OverallP~es o.1S6;1n•• ,~----, 1.938 in 0.120ln"4 Perimeter 10.74~1n 0.125 in"3 Weight ! 0.001,Klft 0.226 in"'3 ,,-3387 In 0.07t1in"'3 0.071 in") l'lastic Properties ----, 0.735 In ~ 1.693 In -' Ypna 0.328~ 0.646 In Zx I 0.180in"'3 0.OOOdeg Zy I 0.132 in"'3 Polar Propertl_es~-------, Ip 0.276 In'◄ ~ ,'P 0.978,in Qit I Qr I 111"3 lnA3 0.036 0.0271 0.013 0.030 0.013 0.030 0.097 0.000 0.036 0.0271 n f(V)r) I f(Yy) K/11 !/ft 0.0001 0.000 I 0.000 0.000 0.000 0.000 0.000 0.000 0.000_ 0.000 THESE ARE THE SECTION PROPERTY VALUES FOR THE "T" POST MEMBERS AT THE AREAS WITH THE RIVET-CONNECTION HOLES THROUGH THE SECTION. _J &L --NOTE THAT THE "T" POST MEMBER SECTION PROPERTIES ARE APPROX I MA TEL Y THREE TIMES THE VALUES FOR THE "L" POST MEMBERS, BUT ONLY SUPPORT ABOUT TWICE THE LOADS. ShapeBuilder 12.00.0001 www.lesweb.com Screw Capacities Table Notes 1. Capacities based on AISI SlO0 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull-over capacity is based on the lesser of pull-over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull-over. 9. Screw Shear (Pss), tension (Pts), diameter, and hea d diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable Screw Connection Capacity (lbs) NScrew #8Screw '10Screw #12Scrlw 1/,"Screw Thlcknn1 Design Fy Fu (PSS • 643 lbs, Pts "419 lbs) (Pss• 1278 lbs, P1S • 586 lbs) (Psss 1644 lbs, P1s • 1158 lbs) (Pss• 2330 lbs, P1s • 2325 lbs) (Pss• 3048 lbs, P1s • 3201 lbs) (MIis) Thickness Yield Tenalle (kal) (kal) 0.138" dia, 0.272" Head 0.164" dla, 0.272" Head 0.190" dla, 0.340" Head 0.216" dla, 0.340" Head 0.250" dla, 0.409" Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 ~lJ 1/J 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1 016 396 1 067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1016 572 1 067 SUPREME* Allowable Screw Connection Capacity (Pounds Per Screw) See baclt cover for oxcluslve manufacturers of the Supreme Framing System #6Sc11w fiScrlW '10Scnw t12Screw ¼"Screw IThllcklMH Dealgn Fy Fu (Pss • 643 lbs, P1s • 419 lbs) (Psss 1278 lbs, P1s • 586 lbs) (Pss• 1644 lbs, Pts • 1158 lbs) (Pss• 2330 lbs, Pta "2325 lbs) (Pss• 3048 lbs, Pts • 3201 lbs) Thickness Yield TtnsHe (mlQ (In) (kll) (kll) 0.138" Dia; 0.272" Head 0.164" Dia; 0.272" Head 0.190" Dia; 0.340" Head 0.216" Dia; 0.340" Head G.250" Dia; 0.409" Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Oul Pull-Over 025 0.0155 57 65 65 39 137 150 47 137 77 54 171 020 0.0188 57 65 142 l 48 140 150 I 57 166 164 I 66 208 109 75 208 . -,-,- 30EQD 0.0235 57 65 174 I 60 140 184 I 71 195 236 I 82 260 152 93 260 33EQD 0.0235 57 65 174 I 60 140 184 I 71 195 236 I 82 260 152 93 260 . . 33EQS 0.0295 57 65 171 75 140 187 89 195 201 103 326 214 117 326 231 136 392 43EQS 0.0400 57 65 270 102 140 295 121 195 317 140 386 338 159 442 364 184 532 'Values are based on testing using AISI S100 procedures. *SUPREME products are only available from those SSMA members who are certified to produce SUPREME products. 23/35 i = I I S _, •----------------------Hilti PROFIS Engineering 3.0.79 www.hiltl.com Company: Address: Phone I Fax: Design: Fastening point ECLIPSE ENGINEERING. INC. 376 SW Bluff Or., Suite 8 541-389-96591 NWC-(1) KB-TZ2-0.375X2.0 Base of Shelving Unit Specifier's comments: Single Anchor Condition 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: lssved I Valid: Proof: Sland-off inslalation: Prof.le: Kwik BoH TZ2 -CS 318 (2) hnom2 2210236 KB-TZ2 318x3 h_,.ld = 2.000 in .. hrooai = 2.500 in. Carbon Steel ESR-4266 12/17/2021 I 12/1/2023 Design Method ACI 318-14 / Mech Page: Specifier. E-Mal: Date: Base material: Installation: cracked concrete. 2500. fe' = 2.500 psi: h : 4.000 in, hammer drilled hole, Installation condition: Dry Reinforcement: Seismic loads (cal. C. D. E. 0< F) Geometry (In.] & Loading (lb, In.lb) tension: conditk>n 8. shear: condition 8; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) ~ 0 0 " qlUt data and,_,.. mu,t be checbd for conforfl"lllywieh h •mlinQ condilioM and lor~ PROflS EnghNnng ( c) 2003-2022 Hai AG, Fl.-949<1 Schaart Hal ii a~ Ttademant of HIii AG, Schun N ~ ---w 01 nl>umam 816/2022 ,:11s., ------------------------Hi It i PROFIS Engineering 3.0.79 www.hltti.com Company: Address: Phone I Fax: ECLIPSE ENGINEERING. INC. 376 SW BM! Dr .. Suile 8 541-389-9659 I Design: Fastening point NWC-(1) KB-TZ2-0.375X2.0 Base of SheMng Unit 1.1 De.sign results Case Descriplion Load case: Design loads 2 Load case/Resulting anchor forces Anchor reactions (lb) Tension f0<ce: (+Tension, ..(;ompression) Anchor Tension force Shear force Shear fon:::e x 1 500 300 300 max. conaete compressive strain: • [%.) max. concrete compressive stress: • (psi] resulting tension force in (x/y)={O.OOOl!J.000): O (lb) resulting compression fo,ce in (x/yp(0.000/0.000): 0 {lb) 3 Tension load Load NM Ob] Steel Slrenglh" 500 Pulout Strength• NIA Concrete Breakout Failure--• 500 • highest loaded anchor .. anchor group (anchors m tension) Page: Specifier: E-Mai: Date: Fe<ces (t>J / Momenls [H1.lb) N z SOO•V =300·V :O· M.= o; My s o; M l~ O:. Shear force J_ CapacHy ♦ N, (lb] 4.869 NIA ~ .. datllMd,-...ITMtbe~b~-"a,,.~concllllonlandlorplaal,lityt PROASEnginMring(c)2003-2022HiliAG.FL,,949'&::nNn Hlllll• ,...,_.,~ott-taAG. ~ nbumam 816/2022 se;smic Max. Util. AnchO< (%) yes 35 utilization 'N s N..,+ Nft 11 NIA 35 ~-'-< -I +::-)> I +::-r -Ct) C CJ) rm-OJ CJ) CJ) "Tl -I --U O I m JJ m JJ )> r )> CJ) s:: zz-oG) -I Irz 0 m G) JJ~rri, oz I(J) 00 JJ z Status OK NIA OK i = i i S • •----------------------Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone! Fax: Design: Fastening point 3.1 Steel Strength N.. = ESR vak.Je ♦ N.., ~NIM Variables ~ 0.05 Calculations N_pb) 6,493 Results N.,._llb] 6.493 ECLIPSE ENGINEERING. INC. 376 SW Bluff Or .. Suite 8 541-389-9659 I NWC• (1) KB-TZ2-0.375X2.0 Base of Shetving Unit refer to !Cc.ES ESR-4266 ACI 318-14 Table 17.3.1.1 ,., [ps,1 126.204 ♦-♦---0.750 1.000 3.2 Concrete Breakout Failure Na, ;: (.t) IV ..t.N 'l'c.N \ilcp,N No ♦ N,. > N,. A,.. seeACI 318-14, -17.4.2.1, Fog. R 17.4.2.1(b) A,.,, =9h~ '¥ 9d.N = 0.7 + 0.3 ( ;_:;.,) s 1.0 (c.-1.Sh.,) 'l'q1.N =MAX ~•C:-~1.0 N,, =k, •• ./1.h:: Variables ~pn.J CldJ(in,) ~..,, 2.000 6.000 1.000 Catculations ~~n.'J ~vn.'l ...... 36,00 36.00 1.000 Results N,_Pbi ♦-♦-2.970 0.650 0.750· Page: Specifier: E-Mal: Date: ♦ N,._pbl N_,,,_11>) 4.869 500 ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1<) ACI 318-14 Eq. (17.4.2.Sb) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) :., pn.J ... 4.375 21 v .. .,. ~II>) 1.000 2,970 ♦-♦ N,_Pbi 1.000 1,448 lr1'M,_ and,_. mntbto chlcud lorconbmitywif'I h♦lDll:ing ~ and Jar~ PROflS ~( c) 2003-2022 .. NJ. Fl-8494 $chNI\ Hai II•~ T,._,.. olH■AG, Sd\un N 01 w 01 •• 1.000 N...._PbJ 500 nbumam 81612022 i. (ps_il_ 2.500 i = Ii S • • ----------------------Hilti PROFIS Engineering 3.0.79 www.hlttl.com Company: Address: Phone I Fax: Design: Fastening point: 4 Shear load ECLIPSE ENGINEERING. INC. 376 SW Bluff Dr .. Suije 8 541•389-9659 I NWC-(1) KB-TZ2-0.375X2.0 Base of Shelving Unit Page: Specifier. E-Mal: Date: 4 nburnam 81612022 Load v. pbJ Capacity♦ v. pbJ UtiliuUon 11v = v.ft v. Status Steel Strength• Steel falure (with lever arm)" Pryoot Streng1h'' Concrete edge failure in direction x+- 300 NIA 300 300 • highest loaded anchor "'"anchor group (reSevant anchors) ,.1 StHI st ... ngth V ... t,Q = ESR value ♦ V.,_o!::.V,. Variables ~~nj_ 0.05 Calculation• v~ 3,386 Resutta v ....... llbl 3,386 refer to ICC-ES ESR-4266 ACI 318-14 Table 17.3.1.1 !.t,_IPS1l 126,204 ..... 0.650 ""--1.000 ·--1.000 ♦ v.....,,(I)] 2,201 2.201 NIA 2.079 v~ 300 qdd-. and ,-..s~ IMochacted loroonlormilywllh hulslingcondllonl and lor~ ~OAS~ ( c)2003-2022 .. AG. F\..-9494 Sdlun HIii ii•~ lradenWii: of._AG, ~ 14 NIA 15 20 OK NIA OK OK ~ <-I 01 )> I ~r- ........ C en rm-OJ (f) Cf) .,, -I 0 -U JJ I m m JJ )> r )> Cf) s= zz-() G) -I I r z 0 m G) JJ )> Cf) zI om :rl> oJJ JJ •=IIS•• -----------------------H ii ti PROFIS Engineering 3.0.79 www.hlltl.com Company: Address: Phonel Fax: ECLIPSE ENGINEERING, INC. 376 SW Bluff Or., Suite 8 541-389-9659 I Design: Fastening point: NWC-(1) KB-TZ2-0.375X2.0 Base of Shelving Unit 4.2 Pryout Strength v., =1<.,[(~) .......... < • .,.._..N,.] ♦ V~ 2;V,.. ",., see ACI 318-14, Section 17.4.2.1, Fog, R 17.4.2. l(b) A..,, =9h~ 'f'M.H =Q.7+0,J(~) :s;1.Q _ MAX(~ 1.Sh.,) Vq,.N -C ,-C-s:;1.0 ~ =ke ).. {h:: K Variables k., h!!(in.) 2.000 C jn.J "' 4.375 21 Calculations ~rm.'} ~ pn.'J 36.00 36.00 Results V11Pbl ♦-2,970 0.700 !:,,;,, pn.J 6.000 l.., 1.000 .... .,. 1.000 ♦-1.000 Page: Specif...-: E-Mai: Date: ACI 318-14 Eq. (17.5.3. la) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) "'·• 1.000 i, [psij 2,500 .,,.,.,. ~Pb! 1.000 2,970 ♦-♦ v,.(lbJ 1,000 2,079 lnpul dllta Md ,..,.._fl'II.IIC Mc:Ndi:eclbcontcw'rnlylMll'I f"f uitdngcondllool and torplilualblty! PROAS ~ ( c) 2003-2022 Hll AG. AA,494 ,$d,.., Hili 11 • ~ Tradef1W11; al HIii AG, Sd'lun N 0) --w u, v .. (lbl 300 5 nbumam 8/6/2022 i = 11 S • •----------------------Hilti PROFIS Engineering 3.0.79 www.hlttl.com Company: Address: Phone I Fax.: Design: Fastening point. ECLIPSE ENGINEERING, INC. 376 SW Bluff Dr., Su;te 8 541-389-9659 I NWC-(1) KB-TZ2-0.375X2.0 Base of SheMng Unit 4.3 Concrete edge failure In direction x+ vd:J = (~) 'l'..s,v 'fe,v ""'v •~vvr, ♦ vet, ~v .. A,. see ACI 318-14, Sectoo 17.5.2.1, Fig. R 17.5.2. l(b) AydJ = 4.5 c!1 'I' ed.V = 0.7 + 0.J(~) S 1.Q . .. --~ v..,,.. -"'\JT.2:1.0 Vr, =(,(¼.}02 ✓~}>-,~c!~~ Vuiables ell (in,) c~(in.) • <V 6.000 6.000 1.000 l.., d,pn.J ( IP•~ 1.000 0.375 2,500 CalculaUons ~rm.i Av.,r.,.'l 'i'N.V 60.00 162.00 0.900 Results v.,Pbl ♦-·~ 2,201 0.700 1.000 - 5 Combined tension and shear loads Page: Specffie<: E-Mail: Date: ACI 318-14 Eq. (17.5.2.la) ACI 318-14 Tabte 17.3.1.1 ACI 318-14 Eq, (17,5.2.lc) ACI 318-14 Eq. (17.5.2.6b} ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a} h1pn.J 11 pn.J 4.000 2.000 ·-· 1.000 .,_. V,Pbl 1.500 4,403 ♦-♦ v.,Pbl 1.000 1,541 ~-llv < Utlization ~-~ [%) Status 0.345 0.195 513 24 l\r,=11;.•~<=1 l,'lplA dela and,..._ must bto chtd:ed to, ~'Mlh lhe .wng con::Nonl Ind b ~ ~OAS~ ( c) 2003-2022 Ha!AG, F\..EM94 $ct\-, Haiti■~ Tra6emilwkdt4'11AG. Schaa, OK V.,Pbl 300 6 nbumam 8/6/2022 ,:11s;.1 -----------------------H ii ti PROFIS Engineering 3.0.79 www.hltti.com Company: --· Phonel Fax: Design: Fastening point 6Wamings ECLIPSE ENGINEERING, INC. 376 SW B1<A1 Dr., Suite 8 541-389-9659 I NWC. (1) KB-TZ2-0.375X2.0 Base of SheMng Unit Pago: Specifier• E-Mal: Dale: 7 nbomam 8/6/2022 • The ancho<design methods In PROFIS Engineering require rigid ancho< plates per current regulalions (AS 5216:2021. ETAG 001/Annox C, EOTA TR029 etc.). This moans load re-distribution on the anchol> due to elastk: defonnalions of the ancho< plate are nol comldered • the aocho< plate Is assumed to be ..-.nlly sbff, in order not to be defonned when subjected lo the design loading. PROFIS Engineering cabJlates the minimum requted anchor plate lhicl<ness wi1h CBFEM to imit lhe stress ol lhe onchor plate based on lhe assumplions e><l)law,ed above. The proof~ the rigid anchor plate essumption Is valid is not earned out by PROF IS Engineemg. Input data and results must be c:11ecked for agreement with the existing conditions and for plausibffityl • Condition A applies where the potential concrete falure surfaces are crossed by supplementary retnforcement proportioned 10 de lhe potential ccncrete ,_ prism into the strudlnl ,,,..,_, Cond'tion B aP!)hs where such supplemenlary re,,fcrcement is not prov,ded, or-• l)<Aout °' pryc<JI snnglh gcwems. • Refer to the manufacturer's product literature for cleaning and instal aUon instructions. • For-inlormolion about ACI 318 snnglh des,gn provisions, please go lo hllps1/subfriltas.us.hilti.coovPROFISAnchorOesigr,- • An anchor design approach for slru<l!.Kes IISSigned to Seismic Design Categay C. 0, Eor F Is gr;,,n., ACI 31&-14, Chapl0< 17, Section 17.2.3.4.3 (a} that requires the goveming design sb'ength of an anchor or group of anchors be lmted by ductile steel faiure. tf this is NOT the case, the oonnectoo design (tension) shal satisfy the provlsoos of Section 17.2.3.4.3 (b), Secllon 17.2.3.4.3 (c), 0< Section 17.2.3.4.3 (d). The oonnection design (shear) shall satisfy the pn,vis;ons of s.ction 17.2.3.5.3 (a). Section 17.2.3.5.3 (b). °' Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b)/ Section 17.2.3.5.3 (a) require the attaclwnent the anchors we connedJng tolhe strudunl be designed to unde<go - ~ at a toad level oorr8$J)Oflding to anchor forces no gn,ater than the conlroling des,gn strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maxlrmm tension/ shear that can be transmitted to the anchors by a non-yteld;ng attachment. Section 17.2.3,4.3 (d) / Section 17.2.3.5,3 (c) waive the ductility requirements and requwe lhe design stMngth ol lhe anchors to equal or exoeod tho maximum tension/ $heat obtained from design loed combinations that indJde E, with E incteased by .... • Htti post-installed anchors shall be installed in accordance 'Nith the Hlti Manufactu~fs Printed lnstalation Instructions (MPH). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! '"""11:ca..end,_..ffltilltlNl~b~--h .... ~arldb~ PR'Ofl!l~(c:)~ .. AG F\..,l,tMSd'IMn ..... ,....,..T~ol.,_Ni.~ r,.,) --.J w CJ1 ,:11s;.1 -----------------------HI It I PROFIS Engineering 3.0.79 www.hlltl.com Company: Addreu: Phonel Fax: Design: Fast&Nng point 7 Installation data ECLIPSE ENGINEERING, INC. 376 SW 8lJff Dr., Surte 8 541-389-9659 I NWC-(1) KB-TZ2-0.375X2.0 Base of SheMng Uni1 Page: Specifier: E-Mal: Date; Anchor type and diameter. Kwik Bolt TZ2 • CS 3/8 (2) hnO<n2 ProNe: • ttem runbe<: 2210236 KB-TZ2 3/8x3 Hole diameter m the fixture: • Maximum in5lallabon torQUe: 361 in.b Plate thickness (input): • Hole diameter In the base meterial: 0.375 In, .-depth In lhe base material: 2.750 In. Oriling melhod: Hamner driled Monlmum -• of the base matenal: 4.000 "· Cleaning: Manual cleaning of the draed hole according to Instructions for use is required. Hi1ti KB-TZ2 stud anchor with 2.5 In embedmenl 3/8 (2) mom2. Carbon steel, -per ESR-4266 7 .1 Recommended accessories Driling aean_!!Q • Suitable Rotary Hammer • Manual blow~t pump • Property siZed dnl bit Coordinates Anchor In. Anchor x y c.,. c.. c c.,. 1 0.000 0.000 30.000 6.000 30.000 6.000 --------..., .... ,..,,....bed-.cMdb~...,,__.,.ccwMorllll'ldb~ PRORSE,.,.....mg(c:)200J.20l2.._AG.flA.4kSdlNl'I ...... ,...,....,_,T,.,...._..c,1.,_~ Set.. Se_n,ng • Torque controlad cordless mpact tool • Torque wrench • Hammer nbomam 8/6/2022 ,:11-;;,1 Hilti PROFIS Engineering-3-.0-.7-9 ___________________ _ www.hlttJ.com ---Company: Addres.s: Phone I Fax: Design· Fastening pool: ECLIPSE ENGINEERING. INC. 376 SW Bluff Dr., Suite 8 541-389-9659 I NWC-(1) KB-TZ2--0.375X2.0 Base ol SlleMng Urot 8 Remarks; Your Cooperation Duties Page: Specifief: E-Mai: Date: 9 rbumam 8/6/2022 • Arty and al inlonnation and data c:onta,ned in lhe ~ c:onc:em solely the t1SO of Hltl products and are baHd on lhe principles, lonoolas and security regulations in 8<C«dance with HiltJ"s te<hnical difedions and operating. mouoting and assembly lnstruciions, etc., that must be slricily complied wrth by the user. Al figures contained therein are average figures. and therefore use-$p4ttffic tests art to be conducted prior to uS.ng the relevant HltJ product. The res<Als of the calculations carried out by means ol the Software a,e based esuntioly on the data )'OU put ;n, Therefore, you bear the SON, rupc,nsMty for the absence of errors, the compfeteness and the f'Mvance of the data to be put in by you. Moreover, you -sole res~ for having the resuls ol the calculation checlled and dear9d by an expe,t. particularly with regard to compliance with applicable noons and permits, prior to using them for your gpecfflc facfity. The Software serves onty as an atd to Interpret noons and permits without any guarantee as to the absence of errors.. the COf'T9Ctness and the retevance of the res-ub or suitablty for a specific appl,cation. • You must take al necessary and re8$003bte steps to prevenl or limit damage caused by the Software. In partk:ular. you must arrange for the regutar backup of programs and data and. if applicable, carry out the updates of the Software offered by Hittl on a regulaf basis. If you do not use the AuloUpdate function of the Software. you must ensure that you are using the current and thus up.to-date version of the Software in each caw by canying out manual updates ""' lhe Hiti Website. Hilti wll not be ._ lor consequences. such as lhe recove,y of lost or damaged data Of programs, arl$ing from • culpable tnach of duty by you. qMO..Md,...,fflUllbed'liKMdb~wid'llhe~~-b--ibllfyl PROflS ~ I c) 2003-2022Hlli /IG, flA4t4 Sd'INn HIWII • ~ Traoemwk of H• AG, SctMn N 00 --(;) 01 i = 11 S • •----------------------Hlltl PROFIS Engineering 3.0.79 www.hUtl.com Company: Addreu: Phone I Fax: Design: Fastening point ECLIPSE ENGINEERING, INC. 376 SW BUI ll<., Suite 8 5-41-389-9659 I NWC-(2) KB-TZ2-0.375X2,0 Base of Shelving Units Spectfler"s comments: ANCHOR PAIR CONOmoN 1 Input data Anchor type and diameter. Item number. Effectlye embedrntnt depth: Material: Ev-lion Service Report Issued I Vale!: Proof: Kwik Bolt TZ2 • CS 318 (2) hncm2 2210236 KB-TZ2 3/8x3 h_,.-= 2.000 In., h-,. 2.500 In. Carbon SIHI ESR-4266 12/17/2021 112/1/2023 Desi!,l Melhod ACI 318-14 / Mech e. = 0.000 In. (no stand-off): I • 0.118 in. Page: Specifief· E-Mail: Date: Stan<1-o«m1a1ation• Anchor plateR: Prortte: ~ x ~ x t = 3.000 in. x 7.000 in. x 0.118 ll>.; (Recommended plat• thickness. not calculated) no profite Base material: Installation: cracked concrete. 2500, ,.· s 2,500 ps,;: h = •.ooo it hamm.r dril'-d hole, ln•tallation condfUon: Dry Reinfor<ement: tension: condition B, shear: condition B; no supplemental splitting reinforcement presenl edge reinfoteement none 01 < No. 4 bar Seismic bads (cal C. 0. E. 0< F) Tension loed; yes (17 2.3.◄.3 (d)) Shear load' yes (17 2.3.5.3 (c)) 111 • The anchor caloutatk>n is based on a rigid anchor plate assumption. Geometry (In.] & Loading Pb, In.lb] y ' qu..-111'1111 .... ffl'lltlleCNCMdbCIOIWl'llllly__,lhl.,...eof'dfaraandb~ PftOflS~lc )2003.20'22HitilAFIA4M~ .._ .......... T~GIHalN:;.~ I\) co --(,.) 01 '(;_o " 1 nbumam 8/6/2022 i = 11 S ;. •----------------------Hiltl PROFIS Engineering 3.0.79 www.hlltl.com Company: Addreu: Phone I Fax: ECLIPSE ENGINEERING. INC. 376 SW -ll<., Sude 8 5-41-389-9659 I Design: F asteoing point NWC-(2) KB-TZ2-0.375X2.0 Base of Shelving Unrts 1.1 Design resutts Cose Desaiption Load case: Design loads 2 Load case/Resulting anchor forces Anchor rHctions Pb) Tension f0<ca: (+Tension, -Gornpression) Anchor Tension force Shear force Shear force x 1 500 400 2 500 400 max. conc:rete compressl\le strain: -('A,.} max. ooncnte oot'npfesaive stress: -fps.1 400 400 resuling tension force In (xly):(0.000/0.000): 1.000 [lb) resulting cornpn,ssic>n f0<ce In (xly):(0.000/0.000r. O lib) Page: Specifier. E-Mal: Date: Fo,ces lib) / Moments (In.lb) N•1ooo·v .. 80Q·V -o· M, 0•0:'M,'•o: M'..'o; • Shear force 1_ 0 0 -fO<COS are cafculoted based on the assumption of e rigid anchor plate. 3 Tension load 2 nbumam 8/6/2022 Se;sm1c ,...,.uu.-~J yes 38 <1)2 Tension 01 Load N• [lb) Copaclty ♦ N. [lb) Utlllutlon '• • N..,+ N0 Status Steel Strength" Pi.-out Strength' Concrete Breakout Fa~ .. 500 NIA 1,000 • highest loaded aneho< ""anchor gn,up (ancl1o<$ In tension) qu_._,,_,.._..MdwdlNbCIOl'lbmly-",-b!tllqcardlioNtlldb~-- PRORS~(c)~HliAIJ, Fl-MM~ ..... ,.....,_T,.,..,_..HalAG,Sct!Mfl 11 NIA 38 .:-" < -i w )> I N r -----.i C (I) rm -co (/) (/) "Tl -i 0 -U ::0 I m m ::o )> C )> (/) ~ zz-0 G) -i Ir 2 0 m G) ::0 )> -i zm 0~1 I-00 ::0 z OK NIA OK 2 ~ ,:11-;;1 Hlltl PROFIS Engineering-::3-::.0-::.7:-:9-------------------- www.hltti.com Company: Address: Phone I Fax: Desig,,: Fastening point 3.1 Steel Strength N.. • ESRvalue ♦ N,. ~N,. V•rtables A,..[ ... , 0.05 CakulatJons N_fl>J 6,493 RHutts N.,._fl>J 6,493 ECLIPSE ENGINEERING, INC. 376 SW Bluff D< .. Suite 8 541-38!>-9659 I NWC-(2) KB-TZ2-0.375X2.0 Bose of Shelving Units refer to !Cc.ES ESR-4266 ACI 318-14 Table 17.3.1.1 r,..(psl) 125,204 ♦-♦-0.750 1.000 ♦N..,J!b) 4,869 lneM,t.._Md,_.tN,K1.bec:Nd.edlofcont:wmlty .. lhlbildngcondillontandlor~ PROOS ~ ( c)2003-2022:ttll AG, Fl.A494 Sd'MII Hllill ■ ~ T~ ol HalAG, SctlNlt w 0 --w <.11 Page: Spedfief: E-Mal: Dale: ~(lb) 500 nbumam 8/6/2022 i = II S _, • ----------------------Hiltl PRO FIS Engineering 3.0. 79 www.hlltl.com Company: Address: Phone I Fax: ECLIPSE ENGINEERING, INC. 376 SW Bluff Dr., Suite 8 541-38!>-9659 I Design: Fastering point NWC-(2) KB-TZ2-0.375X2.0 Bose of Shelving Unl1s 3.2 Conc,..te Brea.kout Failure N'"' •(~) 'I'..,. 'I'..,. 'I'.,. 'l'.,_.N,, ♦ Ndoa l:N .. A,., ..,. ACI 318-14. Section 17.4.2.1. Fog. R 17.4.2.1(b) A,. •9h! "K.N : ( ~-~) ,1.0 1 ♦311,, ·•dN •0.7+0,3(;~) s 1,0 (~~) '4'Cf1N cMA)( C • c_ :s,1.Q N,, •J<. l.. -l.ti;_• VarlablH h~pn.) es,~fm,) •s.1l:!rn.) 2.000 0.000 0.000 e [in.] k. '• 4,375 21 1,000 Calculation, ~[ln.1 ~r ... '1 ·•1.N 86.00 36.00 1.000 RHutts N,.,[l>J ♦-♦-5,445 0.650 0.750 Page: Spedfler: E-Mat: Date: ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACl 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.Sb) IICI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) et.!!!l fin.] "'""-6.000 1.000 i, IP"~ 2.500 ,,..,. ...... 1.000 1,000 ♦-♦ N,afl>l 1,000 2,654 lnpJt data and~ fflUtl Mc:hKbd kif~., l'lt ~oon:JIOnt Md bplll,ulMtwf PROflS~(e)~J,lllilAG,flA,tMSc:hun Halil•,.........Tra,clMllfto(HIIINJ,Sd-.n .. .... N.._(lb) 1.000 2.970 N..,_lb) 1,000 4 nbumam 8/6/2022 i = 11 S ;. •---------------------Hilti PROFIS Engineering 3.0.79 www.hiltl.com Company: Address: Phone I Fax: Design: Fastening point 4 Shear load ECLIPSE ENGINEERING. INC. 376 SW Bluff Or .. Suito 8 541-389-9659 I NWC-(2) KB-TZ2-0.375X2.0 Base of SheMng Units Load v~ Pb) Sleet Slrenglh" 400 Steel falure (with love, arm)" NIA Pryout Strength"" 800 Concrete edge failure in direction x+-800 • highest toaded anchor 0 anchor group (relevant anchors} 4.1 Slffl Strength VM,1114 = ESR value ♦ v...., ~ v .. Varlables ~r.,.1 0.05 Calculations V......J!1 3,386 Results V.....,,J!1 3,386 refer to ICC-ES ESR◄266 ACI 318-14 Table 17.3.1.1 ,,..i,,s,1 126,204 ♦-0.650 a.,_,.. 1.000 ♦-1.000 ♦V~ 2.201 Page: Spocifier: E-MaR: Date: Capacity♦ v. (lb) 2,201 NIA 3,811 n,;m__ V.,,.Jlb) 400 q,ul cltilaand ,....~bedwd:adfot~.ch .. ~c:ondillioN and forphuslblty! PROflS ~ ( C) 2003-2022HIIIMl. Fl..+4M Sc:haai, Kai is a~ TrademattdH.AG.SchM:n w ....... ---w C.11 nbumam 8/612022 Utilization 11.,, • V..,+ V, Status 19 NIA 21 35 .-'-< --; _,_ :l> I mr-o, C CJ) rm-OJ CJ) CJ) "Tl --; ""O O I m:nm :IJ :l> r :l> CJ) s:: zz-(") G) --; IrZ 0 m G) :IJ :l> CJ) zI o m I :l> 0 :IJ :IJ OK NIA OK OK ,:11s;.1 Hiltl PROFIS Engineering-3-.0,--.7-9 ___________________ _ www.hlttt.com Company: Address: Phone I Fax: Design: Fastening point 4.2 Pryout Strength ECLIPSE ENGINEERING. INC. 376 SW Bluff Or., Suite 8 541-389-96591 NWC-(2) KB-TZ2-0.375X2.0 Base of SheMng Units v..,. =k,,, [(~) ........... .,, ........ N, 1 + vr.ot ~v .. ""' see ACI 318-14, Section 17.4.2.1. F,g. R 17.4.2.1(b) ,._, = 9 h~ .,,,.. = { :.~) s 1.0 1+-3 h_, .,,-«.N =0.7+0,3 (:·s;;:) s;1.0 (3!:!!!! 1.5h.,) •c:,.N =MAX .--s 1,0 CK CK N, =~ ).• ~h~s Variables k.. h11[in.) &~IN [lrl.) 2.000 0.000 .. <• ~pn.J "" 1.000 4,375 21 Calculations ~pn.7 ~r.,.'l •ac1.N 66.00 36.00 1.000 Resutts v,.,Pbl ♦--♦-5,445 0.700 1.000 Page: Specifier. E.Mal: Date: ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.Sb) ACI 318-14 Eq. (17.4,2.7b) ACI 318-14 Eq. (17.4.2.2a) eSiN [tn.J c1l!!!! ~n.] 0.000 6.000 ). . i, (psij 1.000 2,500 'f'toe2.N .,,,... 1.000 1.000 ♦-♦ v..,Pbl 1.000 3,811 """"data lltld ,.....mutt be cti.cbdfor~wiln .... uilmgmncllionl ilo"1d Jof--.ibllyt PROAS ~ ( c) 2003-2022 HII AG. f\A4'4 ScM.-1 Hid ii a ~ Ttldllmart. of H. AG. Sc:hun ""~ N,Pbl 1.000 2,970 V~Pb) 800 nburnam 8/612022 i = I I S ; • ----------------------Hlltl PROFIS Engineering 3.0.79 www.hlttl.com Company: Addren: Phone I Fax: ECLIPSE ENGINEERING, INC. 376SW 8'Jl!Dr .. Sudo 8 541-~9659 I Deolgn: Fastening point NWC-(2) K8-TZ2-0.375X2.0 Base of SheMng Units 4.3 Concrete edge failure In direction x+ Vq = (~) 'f-.v ¥-.v •c.v ¥"-v •.-IIM,vV~ ♦ VfAf 2:V. A.,. see ACI 318-14. Section 17.5.2.1, Fog. R 17.5.2.1(b) ~ =4.Sc!, .. KV • ( 1 2.:.) S 1,0 • 1+-3<., • ...... = 0.7 + 0.3(, ~ ) s 1.0 ~ ... V ,v = h• 2: 1.0 v, • (1 (t,)° K.} •• {i'.c:t Var1abJes ell [in.) cll;[in.J elill'.(ln.) 6.000 7.500 0.000 ~rn.1 l.. d1(1n.f 2.000 1.000 0.375 Calcutations ~[,n,'J ~rn.'] .KV 86.00 162.00 1.000 Results v..,11>1 ♦-♦-3,330 0.700 1.000 5 Combined tension and shear loads Page: Speafier. E-Mai: Date: ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.61>) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17,5.2.2a) • ,v h [,n.J 1.000 4.000 f; IPs<l •-v 2,500 1.000 'f..,v .... 0.950 1.500 ·-♦ v..,11>1 1.000 2,331 ~-11v Uliizalioo ~]_ Status o.3n fl,.,•~•~<•1 0.343 513 37 11'1Mdalll Md,-.Ab tl'WttbeCMCMd lot~.-, NuilWlgcondlllMI Md kit~ PRORS~(c)Z003-2C2'2HltlAO,RA494ScNan Hlllll•,,.....,..Tr~oftmAG.Scnun w I\) w 01 OK v~ 4,403 V..._ll>J 800 nbumam 8/6/2022 i = II S ; •----------------------Hilti PROAS Engineering 3.0.79 www.hlHl.com Company: Address: Phone I Fax: Design: Fastening point: &Warnings ECLIPSE ENGINEERING. INC. 376 SW Bluff Dr .. Surte 8 541-389-9659 I NWC-(2) K8-TZ2-0.375X2.0 Base of SheMng Units Page· Specifier. E-Mai: Date: 8 nbumam 8/6/2022 • The anchor design ,..!hods in PROFlS Engnemg ,_. rigid anchor plates per.....,,, res,.Aa6ons (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distnbution on the anchot's due to elastic deformatk>ns of the anchor plate are not considered • the anchor plate tS assumed to be wffiatn~ stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering cak:u&ates the minimum requi"ed anchor plate thickness wtth CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof W 1he rigid anchor plate asoomplioo Is valid is not carried out by PROFIS E~. Input data and results most be -ed lor ogreement with 1he existing conditions end for plauoNtyt • Condition A applies where the potential concrete falure surfaces are crossed by supplementary reinforcement proportioned lo tie the potential concrete fabe prism Into the structural member. Condition B applies where such supptementary reinforcement is not provided, or where putout or pryoul strength governs,.. • Refer lo the manufoctu<efs product litentllJre for cleaning and inslalalion Instructions. • For addffional inlonnalion about ACl 318 snngth design provisions, pleaH go lo l<tps:/--.us.hilli.com/PROFISAnc:hoo)esignGuKla/ • An anchor design approach for structures assigned to Seismic Design category C, D. E or Fis gJYen in A.Cl 318-14, Chapter 17. Secbon 17.2.3.4.3 (a) that requires the goveming design strength of an anchor or group of anc:horl be limited by ductikt st~ failure. tf thts is NOT the case. the connection design (tension) shal satisfy 1he p<OVisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connoction design (lhoar) shal satisfy the provisions of Section 17.2.3.5.3 (a). Section 17.2.3.5.3 (b). or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment 1he anchors ace cooneding to the structure be designed lo undergo - yield;ng at a load level corresponding to anchor fo<ces no greater than the cootrolmg design strength. Section 17 .2.3.4.3 (c) / Seclioo 17 .2.3.5.3 (b) waive the ductlity requlrements and require the andlOfs to be designed for the maximum tension/ shear that can be trensmitted to the anchors by a noi>-yitlding anachment Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductit;ty requirements and requ,e the design strength of the anchofs to equal or exceed the maxlmom tensic,n / shear obtained fl'orn des;gn load combinations that inc:ble E. with E increased by .... • Hiltl post-instaled ancllor> shal be Installed in a<:cc<dance with the Hiltl ManufaCl\n(s Printed lnstalalioo Instructions (MPII). Reference ACI 318-14, Seclioo 17.8.1. Fastening meets the design criteria! lk'CMOll&N..,._fflWltNc:hKMdb~wlfll'le~COldionlandbpllwbay! PROF1S~(c)200J.2Cl;22taAG.fl.-Mt4Sctw.t Halll•,.......ctT~dHaAG.~ i = I I S • •----------------------Hiltl PROF IS Engineering 3.0. 79 www.hlttl.com Company: Address: Phonel Fax: Design: Fastening point 7 Installation data Profile: no ptoflle ECLIPSE ENGINEERING, INC. 376 SW Bluff Dr .. SU.le 8 541-389-9659 I NWC-(2) KB-TZ2-0.375X2.0 Base of Shelving Units Hole diameter an the fixture: dt = 0.438 in. Plate lhid<ness finput): 0.118 in. Recommended plate lhld<ness: not oaloulaled Drilling method: Hanmer drlled Clear,ng: Manual de&nong of the dr9ed hole according to Instructions for us,, is required. Page: Specifier: E-Mal: Date: Anchor type and diameter. Kwlk Boll TZ2 • CS 318 (2) hnom2 Item runbef: 2210236 KB-TZ2 3/8x3 Maxirnlm WlSlalabon ~: 361 in.I> Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.750 in. Minimum thiekness of the base matenal: 4,000 In. Hilti KB-TZ2 stud anchor with 2.5 in embedment. 3/8 (2) lvlom2. Carbon steel. lnslalatlon per ESR◄266 7.1 Recommended ICCH5ories Dnll!'2_ Cleaning • Swtable Rotary Hammer • Manual blow-out pump • Property sized dril bit y 1.500 1.500 ? ~ ~ .., 8 t--+-+ . .,; ~ .,; ~ 1.500 1.500 Coordtnates Anchor (ln.) Anchor x c. c~ c.%. <.:z.. -0.000 -2.500 30.000 6.000 28.750 12.500 -0.000 2.500 30.000 6.000 33.750 7.500 .... dallll N _.. t!WII.M dlldledb ~W91h~candllanaand lorpllllliNly! Pft0f1Sc,.._....(c)200)..2022.,_/ll.i,R,,Mt,4~ Hall:a,....,._.T~olHIIIN:i.~ vJ vJ w <11 Settin.9- • Torque controled CO<dtess impact tool • Torque wrench • Hemmor 9 nbumam 8/6/2022 i = II S • •----------------------Hiltl PROFIS Engineering 3.0.79 www.hlttl.com Company. Address. Phone I Fax: Design: Futoning point ECUPSE ENGINEERING, INC. 376 SW Bkltl Dr., Surte 8 541-389-9659 I NWC. (2) KB-TZ2-0.375X2.0 Base of Shelving Units 8 Remarks; Your Cooperation Duties Page. Spec:ffie<: E-Mal: Date: 10 nl><Jmam 8/6/2022 • Any and al informeUon and data contained in the Software concern solely the us.e of Hifti product$ and are based on the principles, formulas and security regulations in accordance with Hifti's tedlnical directions and op,erati,g. mounting and assembly Instructions. etc., that must be strictly c:omj)lied with by tho use,. Al figures contained therein 8r9 average lig<ns, and lhorelotw use-specific tests are lo be conducted prior lo using the relevant Hill product The resub of the cabAations canied oot by means of lhe Software ara based essenlialy on lhe data you put In. n-.fore. you bear tho sole raspcnsl,lf.ty for tho al>Mnc:e of em:n. tho oompl<teness and the relevance of the data to be put in by you. Moreover, you beat sole responsibiity lo, having lhe rel<Jb of the calculation checked and dear9d by an export. partlaJlarty with regard lo compfiance with applicable norms and permits, prior to using them for~ specific fadlty. The Software serves ort-, as an akl to intel'l)fet norms and permits 'Mthou1 ·any guarantee as to the absence of en'OfS, the correctness and the relevance of the results or suitability for a specific applicallon. • You must take al necessa,y and,_ step< lo.,,....... 0< linlll damage caused by lhe Sollwaf9. In particular. you must arrange for the regular ~ of programs and data and. l applicable. °'"TY out tho updates of the Software offered by Hiti on a regular basls. W you do not use the AutoUpdate function of the Softwtlre. you must ensure that you are using 1he current and thus up.lo-date vel'SIOf"I of the Software ,n each case by carrying out manual updates via the Hilti Website. Hitti wil not be liable for consequences, such as the recovery of lost or damaged data or programs. arising from a aJlpable breach of dtJty by you. .,.,.,..._.,..,_. ........ CNC:bdb~IIWl ........ a,ncllolwendlor~ PROflS~(cJ2003,,a:z2.-IIG,FlA"f4so..n. Hllllt•...,_T,.,.,.._el._AG Sc:t.. 10 11111111111 111 Ir MOBILE STORAGE SYSTEMS INC. INSTALLATION INSTRUCTIONS UNITS WILL BE 10· HIGH WITH 11 SHELVES 10 OPENINGS SHELVING UNIT PARTS: 2966 WILSON DRIVE NW GRAND RAPIDS, Ml 49534 TEL: 800.234.74TT FAX: 616.791.9916 WWW. PIPPMOBILE. COM E·MAIL: CUSTOMERSERV@PIPPMOBILE.COM MSU-1 ®~~@@@@ ~ Y UP9tlC,HT T l.nlGtlT D0IAllC D0UBU: RIVET 00ta£. MVCT HAHGW. 5HCLT MATDIAL. JIIIV'CT Ul'SID(l)()l#N lO'W..on.c ~,__,IIO ------(i) EACH CORNER ~ © EAOi LEVEL EAOi LEVEL © _/ ~ EAOi LEVEL EACH l.£Vtl. © ~ 6 EYnrn OPEN U.CH l£Y£l. .,,.OX. 1 fT OP£N EACH L£YEl. '.o) EACH l.£Vtl. vJ ~ (,.) I I II I lllll1 ll1 lr MOBILE STORAGE SYSTEMS INC. INSTALLATION INSTRUCTIONS UNITS WILL BE 10' HIGH WITH 11 SHELVES 10 OPENINGS SHELVING UNIT PARTS: 2966 WILSON DRIVE NW GRAND RAPIDS, Ml 49534 TEL: 800.234.74TT FAX: 616.791 .9916 WWW.PIPPMOBILE.COM E-MAIL: CUSTOMERSERV@PIPPMOBILE.COM MSU-1 @@y~@@©~~ 1..0 1.PR1GHT TunlGHT OOUllE OOUll.EfllV['T DOla..[IIIY[l HAMGMA St«l.f"IMTUUl fllVCT ~ lOW'9tOf'U ~lDCTIIO _,-----(A) EAOi COOHfR ;::;:,' ~ EACH LEVEL ~ EACH LEYEl EAOiL.EVEL ~ EACH LEVEL ©-------P-,..A 6 EYD.m 0P£N EACH LEVEL ~M>X. ur Of'£H EACH LEVE\. '.G) EACH LEVEL ,r • 111 lllllll•ll•lr MOBILE STORAGE SYSTEMS INC. INSTALLATION INSTRUCTIONS UNITS WILL BE 10' HIGH WITH 4 SHELVES 3 HANG LEVEL SHELVING UNIT PARTS: • 2966 WILSON DRIVE NW GRAND RAPIDS, Ml 49534 TEL: 800.234.74TT FAX: 616.791 .9916 WWW.PIPPMOBILE.COM E-MAIL: CUSTOMERSERV@PIPPMOBILE.COM MSU-3 ®®©@®®@ ~ @©(1)@~©~ •• "\." Ul'IIIC,HT T llf'NC"MT OOUlll OOU8U MVCT OOUll[ ,r.,[T 1W«"M,A 9tE1f MAT'CNA&. ~ t.-slD(l)OWN LDWP'ltOFU ~...,_,.~ w ~ w