Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2350 CAMINO VIDA ROBLE; A; CBC2018-0490; Permit
Permit No: CBC2018-0490 Status: Closed - Finaled Applied: 08/27/2018 Issued: 01/18/2019 Permit Finaled: Inspector: AKrog Final Inspection: 2/8/2019 3:13:08PM (city of Carlsbad Commercial Permit Print Date: 02/11/2019 Job Address: 2350 Camino Vida Roble, A Permit Type: BLDG-Commercial Parcel No: 2130500900 Valuation: $8,000.00 Occupancy Group: # Dwelling Units: Bathrooms: Bedrooms: Qrig. Plan Check #: Plan Check #: Project Title: Description: CHUAO: INSTALL HIGH PILE STORAGE RACKING FOR PACKAGING Work Class: Lot #: Reference #: Construction Type: Tenant Improvement Applicant: Owner: MARK ZIMMERMAN DIJLCES REALTY LLC 2345 Camino Vida Roble CARLSBAD, CA 92011 BUILDING PERMIT FEE ($2000+) $97.22 BUILDING PLAN CHECK FEE (BLDG) $68.05 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $41.00 FIRE High Piled Storage $756.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $39.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $1.00 STRONG MOTION-COMMERCIAL $2.24 Total Fees: $1,004.51 Total Payments To Date: $1,0Q4.51 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check C3CW_O .f cr,O' Est. Value 0O aO PC Deposit Date E Address A3 4ti / __C t.'4/'o L..J Suite: - dAZ 1 Tenant Name: CT/Project #: Fire Sprinklers: yes /no Air Conditioning: yes /no CRIEF DESCRIPTION OF WORK: )q-.gjA.'( 42Zt APN: Lot #: LII Addition/New: New SF and Use, ___New SF and Use, Deck SF, Patio Cover SF (not including flatwork) - enant Improvement: _ C AZL1_ 3 "(SF, Existing Use SF, Existing Use Proposed Use Proposed Use LI Pool/Spa: SF Additional Gas or Electrical Features? Li Solar: KW, Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No LII Plumbing/Mechanical/Electrical Only: LII Other: * - r CAPPLICANT (PRIMARY) . PROPERTY OWNER Name:,<4L u9e cçij, r t4—.&. Name: 77uL€-5 Address: -,j,i,t-e V11714- i)44ç Address: .2 (Jip, /s City: 39.t.s 1qsô State:4-_Zip: 9'.z-611 City: C#lfZL.. z,44D State:4-Zip: 9 t& Phone: 7/.o —/L/_2/ 3 Phone: 7.O - Q1L/ 2-1 3 Email: Email: i,1iCQ9 9t.4 cN trr1i2_. o)tt DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: Address: Address: City: State: Zip: City: State: Zip: Phone: Phone: Email: Email: Architect State License: State License: Bus. License:__________________ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Divisiàn3 of the Buiress and Profesions Code}or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for,apermit subjects the applicant to a civil penalty of not more than five hundred dollars {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: Ihearby affirm under penalty of perjury one of the following declarations: 13 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. 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 be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation thverage 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. CONTRACTOR SIGNATURE: L'IAGENT DATE: (OPTION 13 ): OWNER-BUILDER DECLARATION: / hereby affirm that/am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): I will provide some of the work, but I hay ted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE s LI AGENT DATE: 00 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: ONLY COMPLETE THE FOLLOWING-SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future buildirg occupant required to sibmit a, business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future buiIdingoccüpant required to obtain a perrit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constru.cted,within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CFPI INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATU £ DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarIsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 08/27/2018 Owner: DULCES REALTY LLC Work Class: Tenant Improvement Issue Date: 01/18/2019 Subdivision: CARLSBAD TCT#73-49 Status: Closed - Finaled Expiration Date: 08/12/2019 Address: 2350 Camino Vida Roble A Carlsbad, CA 92011-1500 IVR Number: 13485 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 02/0812019 BLDG-Final 083730-2019 Passed Paul Bumette Complete Inspection Checklist item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 01/25/2019 01/25/2019 BLDG-14 082219-2019 Failed Paul Burnette Reinspection Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/07/2019 02/07/2019 BLDG-14 083230-2019 Failed Paul Burnette Reinspection Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/08/2019 02/08/2019 BLDG-14 083356-2019 Passed Paul Burnette Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/11/2019 02/11/2019 BLDG-11 083470-2019 Passed Paul Burnette Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Fire Final 082239-2019 Scheduled Dominic Fier! Incomplete Checklist Item COMMENTS Passed FIRE- Building Final No February 11, 2019 Page 1 of I BRETT ALBLINGER SPECIAL INSPECTIONS 3828 Sierra MorenaAve, Carlsbad, ,CA 92010 ICBO/ICC (858) 205-2333 ALL CITIES & JURISDICTIONS INSPECT/ON & MATERIAL TESTING / REGISTERED INSPECTOR'S DAILY REPORT Job Number Date/ ( TYPE OF INSPECTION REQUIRED 1 Reinforced Concrete El Structural Steel Assembly El Quality Control El Post Tensioned Concrete El Fireproofing XEpoxy Anchors El Structural Masonry. 0 Asphalt El Other Job Address City $( tA < 'I 2,. (4) Job Name AO C L Permit Number CS! Z 0 - O Issued By Type of Structure Architect / Material Description (type, grade, source) \ Engineer Contractor Inspectors Name - BrettAlblinger Subcontractor (j1A)< 1RAcKS INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN,WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN, STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. 3 \J. Ti 61E 'LA .<11. '(- / D 3 . ('Ao 1•I iZ < r 'ri C) 3 SAMPLES CONCRETE MORTAR GROUT BLOCK PRISMS DENSITY I TIME IN I TIME OUT I REG HOURS I OT 1.5 X I OT 2X I All inspections based on a minimum of 4 hours Over 4 hours = 8 hours minimum. Any inspections extendingp stL onwiITbe charged as ant hour minimum. APPROVED BY •I' e PROJECT SUPERINTENDT Certification Number -•---:.••---.-• -- ICC# 0881693-88/84/89 c> 0 PAGE OF CERTIFICATION OPC'IANCE: To the best of my knowledge, all of the reported work,. is in conformance with the approved plans, specifications, and able sections oftheovernin building laws. - SD#656 EsGil A SAFEbullt Company DATE: 9/7/2018 JURISDICTION: City of Carlsbad U APPLICANT ,.,d 7J URIS. PLAN CHECK #.: CBC2018-0490 SET: I PROJECT ADDRESS: 2350 Camino Vida Roble PROJECT NAME: Storage Racks for Chuao Chocolatier The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone Telephone #: Date contacted: ) Email: Mail Telephone Fax In Person REMARKS: 1. Fire Department approval is required. 2. City to field verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil 8/28/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0490 9/7/2018 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0490 PREPARED BY: David Yao DATE: 9/7/2018 BUILDING ADDRESS: 2350 Camino Vida Roble BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) racks per city 8,000 Air Conditioning Fire Sprinklers TOTAL VALUE 8,000 Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance V Type of Review: 7 Complete Review Structural Only Repetitive Fee E Other Repeats El Hourly Hr. © * EsGil Fee I $59.081 Comments: Sheet of Structural Eng ineering $. Desig n, Inc 1815 Wright Ave La Verne, Ca. 91750 Tel: 909-59-1351 Fax: 909-596-7186 Project Name: GHUAO CH0C0LATIE Project Number-: LV-081518-3 UJ Date: 08/22/18 Street Address: 2350 CAM NO VIDA ROBLE C1 0 Guy/State: CARLSBAD, CA 92011 OF Scope of Work: SELECTIVE AUG 2 2 2018 L%COQ d I I. c34 c?O Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 TABLE OF CONTENTS TitlePage ..............................................................................................................1 Tableof Contents ............................................................................ ....................... 2 Design Data and Definition of Components ..........................................................3 CriticalConfiguration .............................................................................................4 SeismicLoads ........................................................................................................5 to 6 Column..................................................................................................................7 Beamand Connector ............................................................................................8 to 9 Bracing..................................................................................................................10 Anchors.................................................................................................................11 BasePlate .............................................................................................................12 Slabon Grade .......................................................................................................13 OtherConfigurations .............................................................................................14— 15 C1UAO CF1OCOLATIK TYPE A Page i of fl7/20I5 Structurai Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Design Data The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2016 CBC Section 2209A ANSI NH 16.1-2012 Spedftcations for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual" AScE7-10, sect7on 15.5.3 Transverse braced frame steel conforms to ASTM P570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. All welds shall conform to AVS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. The existing slab on grade is 5' thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components thjcr, Beam to thhn thnnctor }-b7ontl Frr e tend ArKhors Fort View: Down A rLottathrl Frrn Section A: Cross Aisle 1Tnsvr Frm ChUAO CHOCOLATIE TYPE A F'ae 3, of (S 5/17/2018 Structurai Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909596.1 351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Configuration & Summary: TYPE A SELECTIVE RACK I: 48" 144' 144 ,48 .. N Seismic Criteria # Bin Lvls Frame Depth Frame Heightl # Diagonals Beam Length Frame Type Ss=1.064, Fa=1.075 2 42 in 144.0 in 1 3 144 in Single Row - Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4475 lb, M=18310 in-lb 0.78-OK Column & Backer None None None N/A Beam Fy=55 ksi StepBeam 5.5"x2.5"xO.06 Lu=144 in Capacity: 4493 lb/pr 0.98-3K Beam Connector Fy=55 ksi Lvi 1: 4 pin OK Mconn= 11485 in-lb Mcap=22664 in-lb 0.51-OK Brace-Horizontal Fy=55 ksi I Hannibal 1-1/2x1-1/2x16ga 0.16-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.24-OK Base Plate Fy=36 ksi 7x4x0.375 Hxity= 8000 in-lb 0.73-OK Anchor 2 per Base 0.5 x 3.25 Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift= 1324 lb) 0.375-OK Slab & Soil 5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.59-OK Level Load** Per Level Beam Spcg Brace I Story Force Transv I Story Force Longit. Column Axial Column Moment Conn. I Moment Beam Connector 1 4,400 lb 64.0 in 36.0 in 384 lb 2921b 4,475 lb 18,310 '# 11,485 '# 4 pin OK 2 4,400 lb 64.0 in 48.0 in 768 lb 585 lb 2,238 lb 9,355 "# 5,076 "# 4 pin OK 48.0 in Load detined as product weight per pair of beams Total: 1,152 lb 877 lb Notes ChUAO CHOCOLATIEK T'I1'E A Paeje Z~of 8/20/2018 Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Seismic Forces Configuration: TYPE A SELECTIVE RACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 &ASCE 7-10 sec 15.5.3 Ss= 1.064 Transverse (Cross Aisle) Seismic Load .•,•, S1= 0.411 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Fa= 1.075 Cs1= Sds/R Fv= 1.589 = 0.1906 Cs-max * Ip= 0.1906 .••• Scis=213*Ss*Fa= 0.763 Cs2= 0.044*Sds Vmin 0.015 Sd1=213*S1*Pv= 0.435 = 0.0336 Eff Base Shear=Cs= 0.1906 Tramvere Elevation Ca=0.4*213*Ss*Fa= 0.3050 Cs3= 0.5*S1/R Ws= (0.67*PLRFS * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4.0 = 0.0514 = 6,046 lb Ip= 1.0 Cs max= 0.1906 transv=Vt= 0.1906 * (150 lb + 5896 Ib) 1-0 Base Shear Coeff=Cs= 0.1906 [Etra..,mrs,~ j= 1,152 lb Pallet Reight=hp= 48.0 in itStates evel Transverse seismic shear per upright DL per Beam Lvl= 75 lb Level PRODUCT LOAD P P*0.67*PRF1 DL hi w15h1 Fl A*(hi+hp/2) 1 4,400 lb 2,948 lb 75 lb 64 in 193,472 384.0 lb 33,792-# 2 4,400 lb 2,948 lb 75 lb 128 in 386,944 768.0 lb 116,7364 sum: P=8800 lb 5,896 lb 150 lb W=6046 lb 580,416 1,152 lb I=150,528 Longitudinal (Downaisle) Seismic Load Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PL * P) + DL PRF2= 1.0 Cs1=Sd1/(r*R)= 0.1451 = 6,046 lb (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0336 Cs=Cs-max51p= 0.1451 T= 0.50 sec Cs3= 0.0343 Vlong= 0.1451 * (150 lb + 5896 lb) Cs-max= 0.1451 [Elongitudinal= 877 lb LanitStaterLewtiongit. seismkshrperupngbI ________________________ E 1711-111-11 F771 El E1 EEL EZ Level PRODUC LOAD P P*0.67*PRm DL hi wi*hi Fi Front View 1 4,400 lb 2,948 lb 75 lb 64 in 193,472 292.3 lb 2 4,400 lb 2,948 lb 75 lb 128 in 386,944 584.7 lb sum: 5,896 lb 150 lb W=6046 lb 580,416 877 lb CHUAO ClIOCOLATIEK TWE A pacje ç of 8/17/2018 Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATlER Project #: LV-081518-3 Downaisle Seismic Loads Configuration: TYPE A SELECTIVE PACK Determine the story moment by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces TypiI frurne a4e Vlong= 877 lb Tributury area OItWOCOlUnJfls Vcol=Vlong/2= 439 lb of nck "rame — — — — — - FI= 292 lb EE EE (E :'°" , Typil Frame made F2= 585 lb - I oltwo columns F3= 01b E:4 Eli j r7777= ToD Vie. Li LJ j: I- 96 Front View Side View Seismic Story Moments Conceptual System COL Mbase-max= 8,000 in-lb <= efau/tcapacity hl-eff= hi -beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 61 in Vcol = 13,374 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1= [Vcol * hlef]-Mbase-eff N 2-2= [Vcol-(F1)/2] * h2 = (439 lb * 61 in)-8000 in-lb = [439 lb - 292.4 lb]*64 in/2 = 18,749 in-lb = 9,355 in-lb Mseis= (Mupper+M lower)/2 Beam to Column Mseis(1-1)= (18749 in-lb + 9355 in-lb)/2 Mseis(2-2)= (9355 in-lb + 0 in-lb)/2 Elevation = 14,052 in-lb = 4,678 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 64 in 4,475 lb 18,749 in-lb 14,052 in-lb 2,495 in-lb 11,583 in-lb 3 pin OK 2 64 in 2,238 lb 9,355 in-lb 4,678 in-lb 2,495 in-lb 5,021 in-lb 3 pin OK Mconn= (Mseismic + Mendflxity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit state level loading CI'IUAO CI1OCOLATIR. TYPE A Page 6 of 5/17/2018 Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: Hannibal IF3014-3x3x14ga 3.000 in Aeff = 0.643 in"2 ly = 0.749 in"4 Kx = 1.7 I X Ix= 1.130in"4 Sy= 0.493in"3 Lx= 61.2 in Sx = 0.753 in"3 ry = 1.080 in Ky = 1.0 3.000 in rx = 1.326 in Fy= 55 ksi Ly = 36.0 in Qf= 1.67 Crnx= 0.85 Cb= 1.0 5 in L 0.07j_j E= 29,500 ksi 0.75 in COLUMN DL= 75 lb COLUMN PL= 4,400 lb Mcol= 18,748 in-lb Sds= 0.7625 1+0.105*Sds= 1.0801 1.4+0.14Sds= 1.5068 1+0.14Sds= 1.1068 0.85+0.14*Sds= 0.9568 cases are: Load Case S: : (140. 105*'5ds)D + 0.75*'(1.4+0. 145d5)*B*P + a75*'('o.7*'rno*'E)<- 1, 0, ASL? Method a)ffa/load coeffi 0.79104375* P seismIc moment coeffi 0.5625 * Mco/ Load Case 6: : (1+0. 14*'5ds)D + (0.85+0.l4Sds)*'S*P + (0.711rho*')<-= 1. 0, ASO Method ax/a/load coeffi 0.66973 seismIc moment coeff, 0.7 * Mco/ By analysis, Load case 6 governs utilizing loads as such O.xial Load=Pax= 1.10675*75 lb + 0.95675*0.7*4400 lb Moment=Mx= 0.7*rho*Mcol lIWLI.I] = 3,030 lb = 0.7 * 18748 in-lb rho= 1.0000 = 13,124 in-lb Axial Analysis KxLx/rx = 1.7*61.1875/1.326 KyLy/ry = 1*36/1.08" Fe > Fy/2 = 78.4 = 33.3 Fn= Fy(1-Fy/4Fe) = 55 frj*[155 ksi/(4*47.3 ksi)] Fe= ntS2E/(KL/r)maxA2 P/2= 27.5 ksi = 39.0 ksi = 47.3ksi Pa= Pn/Qc Pn= Aeff*Fn ~2c= 1.92 = 25087 lb/1.92 = 25,087 lb = 13,066 lb P/Pa= 0.23 > 0.15 Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*px) :5 1.0 P/Pao + Mx/Max :5 1.0 Pno= Ae*Fy Pao= Pno/c Myield=My= Sx*Fy = 0.643 in"2 *55000 psi = 353651b/1.92 = 0.753 int'3 * 55000 psi = 35,365 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb px= {1/[1(c2c*P/Pcr)]}A1 = {1/[1(1.92*3030 lb/30407 lb)]y'-1 = 0.81 Pcr= nf2EI/(KL)rnaxA2 = nA2*29500 ksi/(1.7*61.1875 in)/2 = 30,407 lb Combined Stresses (3030 lb/13066 lb) + (0.85*13124 in-lb)/(24799 inlb*0.81) = 0.79 < 1.0, OK (EQ C5-1) (3030 lb/18419 lb) + (13124 in-lb/24799 in-lb) = 0.69 < 1.0, OK (EQ C5-2) ** For companson, total column stress computed for load case 5 is: 71.0% loads 3561 .5971875 lb Ax/al and Mr 9842 In lb C1-IUAO CHOCOLATIEK TYPE A Page 7 of itc 511 712015 = 18,419 lb = 41,415 in-lb Eq. B2.1-4 5.500 in Eq. B2.1-1 L OK Eq B2.3-2 Beam= earn 5.5"x2.5"xO.06" Ix= 3.412 in-4 Sx= 1.202 in"3 Ycg= 3.630 in t= 0.060 in Bend Radius=r= 0.060 in Fy=Fyv= 55.00 ksi Fu=FUV= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.500 in Web depth= 5.5'" Fy - f1(crno T depth (EQ A7.2-3) yl= Ycg-t-r= 3.510 in y2= depth-Ycg= 1.870 in y3= y2-t-r= 1.750 in 1.625 in 0.060 in Structural Engineering & Design inc. 815 Wright Ave La Verne, CA 91750 Tel: 909.5961351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 BEAM Configuration: TYPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.50 in A) Check compression flange for local buckling (B2.1 w= c - 2*t 2*r = 1.75 in - 2*0.06 in - 2*0.06 in = 1.510 in w/t= 25.17 l=lambda= [1.052/(k)"0.5] * (wit) * (Fy/E0.5 = [1.052/(4)A0.5] * 25.17 * (55/29500)"0.5 = 0.572 <0.673,Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)_. 51.47 ksi f2(tension)= Fy*(yl/y2)_. 103.24 ksi Y= 2/fl Eq. B2.3-5 = -2.006 k= 4 + 2*(1Y)fs3 + 2*(1Y) Eq. B2.3-4 = 64.34 flat depth=w= yl+y3 = 5.260 in wft= 87.66666667 l=lambda= [1.052/(k)Ao.5] * (wit) * (fl/E)AO.5 = [1.052/(64.34)A0.5] * 5.26 * (51.47/29500)A0.5 = 0.48 <0.673 be=w= 5.260 in b2= be/2 bl= be(3-Y) = 2.63 in = 1.051 bl+b2= 3.681 in > 1.75 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.141 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.510 in = 0.157 in m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)A2 - 1.79 = 1.427 since fu/P.i= 1.18 < 1.2 and r/t= 1 <70K then Fyc= Bc * Fy/(RJt)Am (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.70 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 113.94 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*2*t = 2.260 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.111 Fy-bottom=Fyb= Cb*Fyc + (1Cb)*Fyf = 57.61 ksi Fya= (Fyatop)*(Fyb/Fyabottom) = 29.68 ksi if Fr 0.95 Then PMn=F*Fya*Sx=I33.89 in-k I f 5.500 in 1.625 in 0.060 in Structural Engineering & Design Inc. = 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 BEAM Configuration: TYPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= StepBeam 5.5x2.5xO.06 b=Ib= 3.412 in"4 2.50 in Sx= 1.202in"3 t= 0.060 in E= 29500 ksi Fy=Fyv= 55 ksi F= 150.0 Fu=Fuv= 65 ksi L= 144 in Fya= 58.7 ksi Beam Level= 1 P=Product Load= 4,400 lb/pair 0= Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rrn/8 W=LRFD Load Factor= 1.2*0 + 1.4*P+1.4*(0.125)*P RMI2.2, item FOR DL= 2% of PL,, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)] 1 - (2*150*144 in)/[(6*29500 ksi*3.412 irY3)+(3*150*144 in)] = 0.935 if F= 0.95 Then F*Mn=F*Fya*Sx= 67.02 in-k Thus, allowable load per beam pair=W= FMn*8*(# of beams)/(L*Rm*W) = 67.02 in-k' 8 * 2/(144in * 0.935 * 1.599) = 4,981 lb/pair allowable load based on bending stress Mend= WL*(1Rm)/8 = (4981 lb/2) * 144 in * (1-0.935)18 = 2,914 in-lb © 4981 lb max allowable load = 2,574 in-lb 04400 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*PL + 10*E*Ib) Allowable Deflection= L/180 = 1 - (4*150* 144 in)/[(5*150*144 in)+(10*29500 kSi*3.412 inA4)] = 0.800 in = 0.922 in Deflection at imposed Load= 0.783 in if Dmax= L/180 Based on /1180 Deflect/on C,itetia and Dss= 5*W*LA3/(384*E*Ib) L/180= 5*W*LA3*Rdf(384*E*Jb*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L2*Rd) = 384*3.412 in4*2/{180*5*(144 in)fS2*0.922) = 4,493 lb/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: Allowable load= 4,493 lb/pair j Imposed Product Load= 4,400 lb/pain Iam Stress= 0.98 Beam at Level] tow Structural Engineering & Design inc. 1815 Wright Ave La Verne CA 91750 Tel 9095961351 Fax 909 596 7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 4 pin Beam to Column Connection TYPE A SELECTIVE RACK I ie beam end moments snown rierein snow tne result or the maximum induced nxed end monents rorm seismic + static loads and tne code mandated minimum value ot 1.5%(DL+PL) ________ Mconn max= (Mseismic + Mend-fixity)O.7ORho P1 rlio= OO = 11,429 in-lb Load at level 1 J. G P2 n 6" Connector Type= 4 Pin Shear Capacity of Pin Pin Dam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in2 * Pi/4 = 0.1507 in A2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in'2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha Fu ' diam ' tcol/Omega = 2.22 65000 psi 0.43 in 0.075 in/2.22 = 21135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= P1+P2+P3+P4 tdip= 0.18 in = P1+P1*(4.5*'/6.5)+P1*(2.5/6.5)+P1*(0.5/6.5) = 2.154 * P1 Mcap= Sclip * Fbending C*d= Mcap = 2.154 = 0.127 in"3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(2.154 * d) - = 4610.1 in-lb/(2.154 * 0.5 in) Thus, P1= 2,135 lb = 4,281 lb Fy= 55,000 psi Sclip= 0.127 in"3 d= E/2 = 0.50 in Mconn-allow= [P1*6.5+Pt*(4.5/6.5)*4.5 +P1*(2.5'/6.5)2.5u +P1*(0.5/6.5')*0.5} = 2135 LB*[6.5+(4.5'/6.5)*4.5+(2.5/6.5)*2.5+(0.5/6.5fl)*0.5] = 22,664 in-lb > Mconn max, OK page 9 of (5 3/17/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Transverse Brace Configuration: TYPE A SELECTIVE RACK Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 inA2 ._1.500 in Area= 0.273 inA2 r min= 0.496 in r min= 0.496 in 1.500 Fy= 55,000 psi L'''' Fy= 55,000 psi K= 1.0 1.500 in K= 1.0 L ' Qc= 1.92 111.500 Frame-Dimensions 0.250 n 0.250 Bottom Panel Height= H= 48.0 in Clear Depth=DB*2= 36.0 in Frame Depth=D= 42.0 in X Brace= NO Column Wtdth=B= 3.0 in rho= 1.00 Load Case 6; # [0.7r17o1E]<-r LO, ASD Method Vtransverse= 1,152 lb VbVtransv*0.7Irho= 1152 lb * 0.7 * 1 = 806 lb Ldiag= [(D.B*2)2 + (H-6)A2y'1/2 = 55.3 in Pmax= V*(Ldiag/D) * 0.75 = 796 lb axial load on diagonal brace member Pn= AREA*Fn = 0.273 in"2 * 23419 psi = 6,393 lb Vb (ki/r)= (k * Ldiag)/r mm = (1 x 55.3 in /0.496 in = 111.5 in Fe= pi/2*E/(kI/r)ts2 = 23,419 psi Since Fe<Fy/2, 3"typ Fn= Fe B41 = 23,419 psi —fD — Ldiag Pmax Typical Pane' Configuration Pallow= Pn/Q = 6393 lb /1.92 = 3,330 lb Pn/Pallow= 0.24 <= 1.0 OK Horizontal brace VbVtransv*0.7,1io= 806 lb (kl/r)= (k * Lhoriz)/r mm Fe= pi2*E/(kl/r)A2 = (1 x 42 in) /0.496 in = 40,584 psi = 84.7 in Since Fe>Fy/2, Fn=Fy*(1fy/4fe) Pn= AREA*Fn = 36,366 psi = 0.273in2*36366 psi = 9,928 lb Pn/Pallow= 0.16 <= 1.0 OK Lweld= 3.0 in Fu= 65 ksi tnn= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 3,510 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 9928 lb /1.92 = 5,171 lb CHUAO CHOCOLAJIR. TYPE A Page 0 of 5/17/2018 Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.5961351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK Loads Critical Load case(s): -k-- 1) RMI Sec 2.2, item 7: (0.9-0.25ds)D + (0.90.20Sds)*B*Papp - E*rho hp I A Vtrans=V=E=Qe= 1,152 lb DEAD LOAD PER UPRIGHT=D= 150 lb PRODUCT LOAD PER UPRIGHT=P= 8,800 lb Papp=P*0.67= 5,896 lb Wst Lc1=wst1=(0.7475*D + 0.7475*Papp*1)= 4,519 lb Product Load Top Level, Ptop= 4,400 lb DL/Lvl= 75 lb Seismic Ovt based on E, (Fi*hi)= 150,528 in-lb heiahtldeoth ratio= 3.1 in Sds= 0.7625 (0.9-0.2Sds)= 0.7475 (0.9-0.2Sds)= 07475 B= 1.0000 rho= 1.0000 Frame Depth=Df= 42.0 in Htop-M=H= 128.0 in # Levels= 2 # Anchors! Base= 2 hn= 48 (1 in hDf-1 STUF Fl FVATION Fully Loaded Rack h=H+hp/2= 152.0 in Load case 1: Movt= (R*hi)*E*rho Mst= Wstl Df/2 T= (Movt-Mst)/Df = 150,528 in-lb = 4519 lb * 42 in/2 = (150528 in-lb - 94899 in-lb)/42 in = 94,899 in-lb = 1,325 lb Net Uplift per Column Net Seismic Uplift= 1,325 lb Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Ptop >= 350 lb for I-l/D >6.0 Movt= [V1*h + V2 * H/2]*0.7*rho = 0.1906 * 4400 lb = 90,512 in-lb = 839 lb T= (Movt-Mst)/Df Vleff= 839 lb Critical Level= 2 = (90512 in-lb - 71424 in-lb)/42 in V2rVDL CS9p*D Cs*Ip 0.1906 = 454 lb Net Uplift per Column 29 lb Mst= (0.7475*D + 0.7475*Ptop*1) * 42 in/2 = 71,424 in-lb Net Seismic Uplift= 454 lb AflCflor Check (2) 0.5" x 3.25' Embed HILT! KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (662 lb/1961 lb)Al + (288 lb/2517 lb)A1 = 0.45 <= 1.2 OK Top Level Loaded: (227 1b11961 lb)Al + (209 lb/2517 lb1 = 0.20 <= 1.2 OK CHUAO CHOCOLATIEK TYPE A Page ' of S 8/1 7/2015 lm Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.5961186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Base Plate Configuration: TYPE A SELECTIVE RACK p Section *— a + / Baseplate= 7x44.375 Eff Width=W = 7.00 in a = 2.50 in Mb Eff Depth=D = 4.00 in Anchor c.c. =2*a=d = 5.00 in F Column Width=b = 3.00 in N=# Anchor/Base= 2 1 b Column Depth=dc = 3.00 in Fy = 36,000 psi _______ L= 2.00 in Plate Thickness=t = 0.375 in Downaisle Elevation Down Aisle Loads Lead Case 5:: (1.i0.105*WD + 0.75*ffJ.4+0.15g,5J*8*P # 0.75*10.7*tho*ff7<__ 1.0. ASD Method COLUMN DL= 75 lb Axial=P= 1.0800625 * 75 lb + 0.75 * (1.50675 * 0.7 * 4400 lb) COLUMN PL= 4,400 lb = 3,562 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0801 = 8000 in-lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5068 = 4,200 in-lb Efft B= 0 7000 F Axial Load P = 3,562 lb Mbase=Mb = 4,200 in lb I Effe Axial stress=fa = P/A = P/(D*W) M1= wL"2/2= fa*VS2/2 = 127 psi = 254 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*B\2] Moment Stress=fb2 = 2 * fb * L/W = 128.6 psi = 73.5 psi Moment Stress=fbl = fb-fb2 M2= fb1*L2)/2 = 55.1 psi = 110 in-lb M3 = (112)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 98 in-lb = 463 in-lb/in S-plate = (1)(t'2)/6 Fb = 0.75*Fy = 0.023 in'"'3/in = 27,000 psi ro/Fo = Mtotal/[(S-plate)(Fb)j Pp= 0.7*Pc = 0.73 OK = 1,750 psi OK Tanchor = (Mb(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK = -1,420 lb No Tension Cross Aisle Loads 1oeRI415 LI, /100,4: (1+0.1lsds)a (1#0.I45!510.*'L"O,75+EL"0.75 °. Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 3,562 lb When the base plate configuration consists of two anchor bolts located on either side I the column and a net uplift force exists, the minimum base plate thickness Movt*0.75*0.7*rho= 79,027 in-lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment in the plate equal Frame Depth= 42.0 in = 1,882 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismjc= 5,443 lb the centerline of the anchor to the nearest edge of the rack column" b =Column Depth= 3.00 in T L =Base Plate Depth-Col Depth= 2.00 in Ta Mu " a fa = P/A = P/(D*W) M= wV'2/2= fa*L.2/2 I b = 194 psi = 389 in-lb/in Elevation Uplift per Column= 1,324 lb Sbase/in = (1)(t"2)/6 Fbase = 0.75*Fy Qty Anchor per BP= 2 = 0.023 in"3/in = 27,000 psi Net Tension per anchor=Ta= 662 lb c= 2.00 in fb/Fb = M/[(S-plate)(ft)] Mu= Moment on Baseplate due to uplift= Ta*c/2 = 0.61 OK = 662 in-lb Splate= 0.094 in A3 -- [fb/Fb]*0.75= 0.196 OK CIIUAO CI1OCOLATIF. TYPE A Page (7_ of 512012018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Slab on Grade Configuration: TYPE A SELECTIVE RACK slab Concrete £c= 2,500 psi tslab=t= 5.0 in teff= 5.0 in pIi= 0u Soil fsoil= 750 psf Movt= 127,473 in-lb Frame depth= 42.0 in Sds= 0.763 0.2*Sds= 0.153 SLAB ELEVATION Base Plate Baseplate Plan View Effec Baseplatewidth=B= 700 in wldth=a= 300 in 2=0600 Effec. Basepiate Depth=D= 4.00 in depth=b= 3.00 in I=B/D= 1.750 midway dist face of column to edge of plate=c= 5.00 in Pc"0.5= 50.00 psi Column Loads midway dist face of column to edge of plate=e= 3.50 in DEAD LOAD=D= 75 lb per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RN! SEC 2.2 EQTN S unfactoredASD load = 1.3525 * 75 lb + 1.3525 * 0.7 * 4400 lb + 1 * 3035 lb PRODUCT LOAD=P= 4,400 lb per column = 7,302 lb unfactoredASO load Load Case 2) (0.9-0.2Sds)D + (0.90.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 2,948 lb per column = 0.7475 * 75 lb + 0.7475 * 0.7 * 2948 lb + 1 * 3035 lb P-seismic=E= (Movt/Frame depth) = 4,634 lb = 3,035 lb per column Load Case 3)1.2*0 + 1.4*P EM! SEC 2.2 EQTN 1,2 unfactoredLirn/tState load = 1.2*75 lb + 1.4*4400 lb Br oOo = 6,250 lb rho- 1 0000 Load Case 4) 1 2*D + 1 0*P + 1 OE 318 Se 92A, Sds= 0.7625 = 7,525 lb 1.2 + 0.2*Sds= 1.3525 Effective Column Load=Pu= 7,525 lb per column 0. 9 - 0.20Sds= 0.7475 Puncture Apunct= [(c+t)+(e+t)]*2*t = 185.0 in"2 Fpunctl= [(4/3 + 8/(3*p)] * *(A5) l\/Fv= Pu/(Apunct*Fpunct) = 85.7 psi = 0.510 <1 OK Fpunct2= 2.66 * * (Fc"O.S) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 7,525 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)A0.5 y= (c*e)O.5 + 2*t = 1,445 in"2 = 38.01 in = 14.2 in x= (L-y)/2 Mr w*x2/2 S-slab= 1*teff2/6 = 11.9 in = (fSoil*x*2)/(144*2) = 4.17 in"3 Fb= 5*(phi)*(fc)A0.5 = 369.7 in-lb fb/Po= M/(Sslab*Fb) = 150. psi = 0.592 <1, OK CIIUAO CFIOCOLATIK TYPE A Page 3 of 5/20/2015 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518.-3 Configuration & Summary: TYPE B TUNNEL RACK Ti 1W 144' 48 64 108" -F Seismic Criteria # Bm Lvls Frame Depth Frame Heightl # Diagonals Frame Type Ss= 1.064, Fa=1.075 2 42 in 144.0 in 1 3 I Beam Length :T— 1 108 in Single Row - Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=3375 lb, M=12222 in-lb 0.52-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 44160/4.5" Face x 0.06" thk Lu= 108 in Capacity: 4993 lb/pr 0.88-OK Beam Connector Fy=55 ksi Lvi 2: 3 pin OK Mconn=3153 in-lb Mcap= 12691 in-lb 0.25-OK Brace-Horizontal Fy=55 ksi I Hannibal 1-1/2x1-1/2xl6ga 0.12-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.18-OK Base Plate Fy=36 ksi 7x5x0.375 Rxity= 8000 in-lb 0.51-OK Anchor 2 per Base 0.5"x 3.25" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift'=678 lb) . 0.217-OK Slab & Soil 5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.39-OK Level Load** Per Level Beam Spcg Brace Story Force I Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 2 4,400 lb 36.0 in 48.0 in 656 lb '18.0 in 499 lb 2,238 lb 4,494 "# 3,153 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 871 lb 663 lb CHUAO Ch000LATIER TYPE D Page 1 Lf- of( ç 5/17/2018 Structurai Engineering & Design inc. 1815 Wriaht Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: CHUAO CHOCOLATIER Project #: LV-081518-3 Configuration & Summary: TYPE C SELECTIVE RACK **RACK COL UMNR54Q7ONS I / ASO LOADS 4 / AXIAL DL= 75/b 64" I / AXIAL LL— 4,400/b I SEISMICAXZAL Ps—#/- 3,584 lb I I BASE MOMENT — 8,000 in-lb 144 J_ __________ 144 - 48" N 96" Seismic Criteria # BM Lvts Frame Depth I Frame Heightl # Diagonals Beam Length Frame Type Ss=1.064, Fa=1.075 2 42 in 1 144.0 in 1 3 96 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4475 lb, M=18749 in-lb 0.79-OK Column & Backer None None None N/A Beam Fy=55 ksi StepBeam 4'x2.5'x0.06 Lu=96 in Capacity: 4667 lb/pr 0.94-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK f Mconn= 11537 in-lb Mcap= 12691 in-lb 0.91-OK Brace-Horizontal Fy=55 ksi I Hannibal 1-1/2x1-1/2x16ga 0.16-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.24-OK Base Plate Fy=36 ksi 7x5x0.375 ( Rxity= 8000 in-lb 0.58-OK Anchor 2 per Base 0.5 x 3.25 Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift= 1324 Ib) 0.375-OK Slab & Soil 5 thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.58-OK Level Load** Per Level Beam Spcg Brace Story Force I Transv Story Force Longit. J Column Axial Column Moment Conn. I Moment Beam Connector 1 4,400 lb 64.0 in 36.0 in 384 lb 292 lb 4,475 lb 18,749 # 11,537 "# 3 pin OK 2 4,400 lb 64.0 in 48.0 in 768 lb 585 lb 2,238 lb 9,355 '# 4,975 ,'# 3 pin OK 48.0 in * Load defined as product weight per pair of beams Total: 1,152 lb 877 lb Notes CHUAQ CI-1OCOLATIK TYFE C Page rof / ç 6/20/2016 Robert G. Caputo, cFps. cr 21992 E Camacho Rd . Queen Creek, AZ 85142 (760)908-7753. bcaputo@cox.net CFPS #3010 Technical Opinion & Report Prepared for: QN° Chuao Chocolatier cDj5 o C), 0 C)— • 2350 Camino Vida Roble o ' CO z N 0 0 Carlsbad, CA -JuJ C¼1 C.) November 29, 2018 C.) ) >= O o For Submittal to: Co - < Carlsbad Fire Department Fire Prevention Bureau 1635 Faraday Avenue - Carlsbad, CA 920 Fire & Life Safety • Consulting • Planning CITY OF CARLSBAD FIRE DEPARTMENT APPROVED Subject to field inspection and required tests, notations hereon, conditions In correspondence and conformance with applicable regulations. The stamping of these plans shall not be held : prm1t or approve the violation of any laws. - By L'9 Date _( I r Robert Gt Caputo, CFPS, CET 21992 E Camacho Rd . Queen Creek, AZ 85142 NFP (760) 908-7753. beaputo@cox.net CFpS #3010 Technical Opinion & Report Prepared for: Chuao Chocolatier 2350 Camino Vida Roble Carlsbad, CA November 29, 2018 For Submittal to: Carlsbad Fire Department Fire Prevention Bureau 1635 Faraday Avenue Carlsbad, CA 92008 Fire & Life Safety . Consulting • Planning • Analysis • Inspections ___ VvSkOTEC Robert G. Caputo, CFPS, CET f ________ 21992 E Carnacho Rd . Queen Creek, AZ 85142 NF (760) 908-7753. fax: (480) 207-6567 0 CFPS bcaputo@cox.net #3010 November 30, 2018 S . Mr. Randy Metz, Fire Marshal Carlsbad Fire Department Fire Prevention Bureau 1635 Faraday Avenue Carlsbad, CA 92008 RE: Chuao Chocolatier, 2350 Camino Vida Roble, Carlsbad, CA Fire Protection Technical Opinion & Report To Whom It My Concern: . The following supplemental technical opinion and report is written on behalf of Chuao Chocolatier at the direction of Mark Zimmerman, the Warehouse and Logistics Manager. This report will address the expansion of the existing business, into a new tenant lease space. Chuao is currently conducting this same manufacturing, warehousing and distribution operation at this existing Carlsbad location and are expanding . operations into an adjacent space intended for use as high piled, pallet rack storage of packaging materials and overflow manufacturing equipment, however the tenant may expand distribution and storage of raw materials and finished goods at a later date. As noted in our original technical opinion and report for this location, dated November 23, 2015, Chuao S Chocolatier produces a line of chocolates with unique flavor combinations such as chipotle caramel fudge truffles, dark chocolate bonbons filled with bacon flavors and other unique infusions. The processes include melting chocolate into bars and other candy shapes with flavored centers, then packaged for shipment. Report elements and compliance with the California Fire & Building Codes is based on information collected . including an over-view of the facility and review of the expanded tenant space. Bob Caputo (writer) shall not be held liable for errors in this document due to failure to disclose information either intentional or otherwise. This document is for the sole purpose of construction and/or tenant occupancy approval only. Any discrepancies between the information in this report and conditions discovered during inspection are the sole responsibility of Chuao Chocolatier. Final inspection for occupancy and verification of compliance with requirements and conditions described in this report shall be the responsibility of the authority having jurisdiction and are outside the scope of this report. Negative Impact: This report shall confirm our opinion that Chuao Chocolatier's expansion of their occupancy of the building under examination will be in complete compliance with the California Fire & Building Codes including Carlsbad amendments and will not create hazards beyond the occupancy use group indicated. This comprehensive fire protection plan is thorough, and will illustrate that an adequate level of fire and life safety protection is provided to the occupants of the building. • __ __ Fire & Life Safety . Consulting . Planning • Analysis • Inspections S • Chuao Chocolatier (Cont) Page 2 Report Purpose: . 1. Identify materials being stored and distributed as well as the storage arrangement and prescribe methods of protection based on the California Fire Code. 2. Present information related to the design of the building/facility and business operations to indicate the acceptance of materials and safe practices for operations. Report Elements: 5 Provide an overview of the products and storage arrangements proposed for this site. s Classify all products stored, dispensed and distributed within the building. . Present an analysis of the design, operation and use of the building. Outline and prescribe general safety procedures for occupant safety and building protection. S Code Analysis/Technical References: . The following codes and/or standards are applicable for this evaluation: California Fire Code (2016 edition as amended by the City of Carlsbad) California Building Code California Mechanical Code NFPA 13 - Standard for the Installation of Sprinkler Systems (2016 edition) S Overview: This facility is a free standing building approximately 56,968 ft2 in total. The original tenant space was mis- stated in our original report, as was the total size of the building. The error was based on information provided by the original leasing agent. The initial project lease space was 28,484 ft2 of which approximately 5 7,000 ft2 was designated as warehouse with single, double and multiple row (gravity flow) racks and storage s up to 17 ft high. The new lease space is approximately 5,320 ft2 and will have single and double row racks. The building is protected with an approved fire sprinkler system designed to deliver a density/area of 0.45 gpm per ft2 over the most demanding 3000 ft2 of floor area. The offices are protected with a sprinkler system with the area/density design based upon light hazard occupancies (.10/1,500 ft2). . Building Construction, Occupancy Classification and Fire Protection: Building Type of Construction: VB fully sprinklered Occupancy Classifications: B/S-i S Total Building Area: 57,000 ft2 Existing Tenant Occupancy: 28,484 ft2 (including 7,000 ft2 of warehouse/distribution) S New Warehouse Area: 5,320 ft2 5 (designated by tenant as Packaging Warehouse) S Ceiling Height: 19 ft (maximum) Storage Height: minimum 2 ft below the deck and 18" below ceiling level sprinklers S (approx. 17 ft) Ceiling Level Sprinkler Density: 0.45 gpm/3000 ft2 Commodity Classification: Class III (Chocolate & paper products) S S S 5 Fire & Life Safety . Consulting • Planning • Analysis • Inspections S 5 Storage Arrangement: The tenant will be storing all products on the floor level plus two levels in standard pallet racks arranged in single and double row configurations without solid shelves. 1 Oft wide aisles will be provided between the rack rows. Note that CFC 13 §3201.3(5) requires aisle width is measured between unit loads as opposed to measuring from rack to adjacent rack. Wider aisle widths allow better protection by allowing heat to rise to ceiling level sprinklers faster with the obstructions created by pallet loads within the storage racks. Additionally, water from sprinklers at the ceiling level located over the aisles sprays more water directly onto the faces of the stored goods and delays or prohibits fire and heat from jumping across the aisle space to ignite adjacent combustibles, thus surrounding and drowning the fire at or near its origin. The owner indicates that pallet loads will be shrink-wrapped for safety purposes however, the top of all unit loads shall be at least 50% open to allow for pre-wetting of combustibles and adjacent loads. Pallet loads are not considered to be encapsulated per the definition provided in NFPA 13 §3.9.1.11* which defines encapsulation as a method of packaging that either consists of a plastic sheet completely enclosing the sides and top of a pallet load containing a combustible commodity, a combustible package, or a group of combustible commodities or combustible packages, or consisting of combustible commodities individually wrapped in plastic sheeting and stored exposed in a pallet load. Fire Sprinkler System Design Criteria: NFPA 13, 2013 edition, Chapter 16 provides sprinkler protection criteria for storage of Class I - IV commodities stored over 12 ft and up to 20 ft on pallet racks. For un-encapsulated class Ill commodities, Table 16.2.1.3.2 provides criteria for the protection of Class I - IV commodities in the top section of the table and directs us to figure 16.2.1.3.2 (C) Fire & Life Safety • Consulting • Planning • Analysis • Inspections Chuao Chocolatier (Cont) Page 3 Products to be Stored in New Packaging Warehouse: Cardboard Boxes (multiple sizes) Chipboard Packaging (w/artwork describing company history and products) Bonbon packaging (boxes, trays, vellum paper, candy pads) Flow wrap (food contact packaging used to wrap chocolate bars) Bubble wrap used for packaging parcel orders Shopping bags (various sizes) Excess manufacturing equipment . Commodity Classification Summary: Fire testing for storage of mixed commodities has shown that the fire takes on the characteristics of the higher commodity. For that reason, the requirements of NFPA 13 §5.6.1.2 were developed to provide guidance on choosing the appropriate commodity classification to govern sprinkler system design. As such, . fire sprinkler system design criteria requirements shall be based on the highest classified commodity and storage arrangement and not the overall commodity mix in a fire area. S S S S S S Chuao Chocolatier (Cont) Page 4 Table 16.2.1.3.2 Single- or Double-Row Racks - Storage Height Over 12 ft (3.7 m) Up to and Including 25 ft (7.6 m) Ceiling Sprinkler Water Demand With ln.Roek Spruskiers Without In-Ruek Sprinklers Males, Sprinklers Apply Figore Apply Fignre Commodity Mandatory Ileight Class Enrupsoluted Ft a In-Ruek Figorr Curves 16.21.3.4.1 Figure Curer. 111.2.1.3.4.1 1 1.2 C and t) FnndH No No 16.2.1.3.20) 16.2.1.3.2(o) Yes 11 2.4 A and 1) F. and (. 1 1.2 CondO Csad I Yes No 16.2.1.3.2(c) 16.2.1.3.2 let Yes 11 2.4 A and It E nod F 4 1.2 C and I) C and I No No 16.2.1.3.2(b) 162.1.3.2(b) Yes 8 2.4 A and It E and F Yes 4 1.2 No 16.2.1.3.2(e) Coos) 1) 162.I.3.2(e) Coos) II Os 12 ft (3.7 ml 90 ft (6.1 111) 11 Yes 8 2.4 Aand It F: and F 0 9..l 0 16.2.1.3.2(c) II I lG°13°(1) 8 2.1 ,\and B 4 1.2 C and U C, .."I It No No 16.2.1.3.2(d) 16.2.1.3.2(d) Yes 8 2.1 A and B E and F IV 4 1.2 CandU Yes 11-1 16.2.I.3.2(g) - - - S 2.1 AandB 6.1 2 4000 <a a) D. 0 3000 C CL . 2000 0 (a CU 1000 CD 0.15 Ceiling sprinkler density (mm/mm) 8.2 10.2 12.2 14.3 16.3 18.3 20.4 0.20 0.25 0.30 0.35 0.40 0.45 0.50 Ceiling sprinkler density (gpm/f12) csJ E C 372 2 <a ci) a- 0 279 C a. 186 . 0 lint < .11y 93 a) cn (i) a Curve Legend Single- or double-row racks with 8 ft (2.44 m) aisles and high-temperature ceiling sprinklers Single- or double-row racks with 811 (2.44 m) aisles and ordinary-temperature ceiling sprinklers FIGURE 16.2.1.3.2(c) Sprinkler System Design Curves -20 ft (6.1 m) High Rack Storage - Class IN Nonencapsulated Commodities - Conventional Pallets. Based on the requirements of NFPA 13, the existing sprinkler system is found to be adequate for the protection of Class Ill commodities stored up to 20 ft, throughout this entire building. Storage in this case will be physically limited to 17 ft. Fire & Life Safety . Consulting . Planning • Analysis • Inspections U1 IR1•UYI• U •• iimuuiiii:iiiimiiii = ii 000000 010101000111 ......uu•• I..... uiiwii hull RRhIflIUhhAhlhhl lull IIiIIUIIlllIIHIUlIIIlI a.uiuuurunnuu MIN i.n :;iinuuuuui.auuuui __.._ I 11•uu • !UIIHUIIIIUIIIIIIWIIIII E~ own Height of slo,aoe fill 0 Chuao Chocolatier (Cont) Page 5 The initial prescribed density/area based on the single point design criteria shown as Curve I is 0.37 gpm over the most demanding 2,000 ft2 of floor area. However, the density may be reduced by 40% of the initial prescribed density, without revising the area of application based on Figure 16.2.1.3.4.1 Reduction calculation: 0.37 gpm x.60 = 0.22 gpm/2,000 ft2 . As noted for other rack storage arrangements, the existing fire sprinkler system is adequate or exceeds the prescribed design criteria for this and all storage arrangements presented for the . existing storage and for the proposed new lease space and for the entire building.... If this tenant leases additional space within this building at a future date and uses the space in the same manner as described herein, this report may be considered as . applicable to an additional separate new permit if acceptable to the Carlsbad Fire Department, Fire Prevention Bureau at that time. Pallet Racks & Solid Shelving: The racks shall not have solid shelving as defined by NFPA 13 based on the method used to calculate the rack shelf area. The term rack shelf area is defined in §3.9.3.7.6 as "the area of the horizontal surface of a shelf in a rack defined by perimeter aisle(s) or nominal 6" flue spaces on all four sides or by the placement S of loads that block openings that would otherwise serve as the required flue spaces." As a result of this definition and approach, shelving material and storage arrangements in racks which had previously been . classified as open, such as wire grate more than 50 percent open, are now considered to be solid shelf if the loads on the shelf cover the required flue spaces. The intent of NFPA 13 is to require and maintain flues surrounding the load or shelf material that will not block more than 20 ft2 in area. The intent of NFPA 13, §16.1.6 is to have flues surrounding the load or shelf material that will not block more than 20 ft2 in area. While the shelf material (if any) is considered open, the distribution is blocked if the area of load or shelf is greater than 20 ft2 in area and solid shelf rack rules would apply per NFPA 13, §16.1.6.1. The tenant is required to maintain 6" transverse flue spaces at the rack uprights and between the unit loads . at or near the center of load beams. Random variations are permitted. If solid wood shelves are utilized in the future, the tenant is required to cut the shelves to create 6" flues at the rack uprights and at the midpoint between the pallet rack uprights (3" min per side). Random variations in the flue spaces are permitted. • . Hazardous Materials: Chuao Chocolatiers does not use or store any hazardous materials (with exception of normal household cleaning products) as stated in the letter attached to our original technical opinion report. S Industrial Fork Trucks: Chuao currently utilizes electric powered industrial forklift equipment for use in moving materials throughout the facility. Electrical charging of battery-powered units is performed with approved charging units, which . will be located near the pallet racks. Storage of combustible materials is prohibited within 3 ft of a charging unit per CFC §309.2. S Fire & Life Safety . Consulting • Planning • Analysis • Inspections S S Chuao Chocolatier (Cont) Page 6 Access/Egress Doors: Existing access doors are provided every 100 lineal feet along the exterior walls. Doors are 3 feet in width and 6 feet 8 inches in height. Only approved locking devices may be used and doors are accessible at grade level. The basic layout of the building is in conformance with the CBC. The travel distance from any point in the building to an exit does not exceed 250 feet. All exit doors are at least three feet wide and proper exit signs over each door are provided. Smoke Vents and Draft Curtains: . Per CFC §3206.7 and CFC §903.3.2.3 smoke/heat vents and draft curtains are not required where the area for storage does not exceed 12,000 ft2. The existing skylights have not been evaluated as a part of this report. Fire Extinguishers: Minimum 4-A:20-B:C rated fire extinguishers shall be provided for every 75 feet of travel distance throughout the warehouse area, including those required to be located within 20 ft of industrial fork truck . charging stations as noted above, as required by CFC §309.4. Extinguishers will be with the top of the extinguisher not more than 5 ft above the floor. . A minimum 4-A:20-B:C extinguisher will be located within 20 ft of the battery chargers. Adequate ventilation will be provided during charging operations by opening overhead doors to permit fresh air at all times. A minimum of one, 2AI0BC fire extinguisher is required to be installed per each 6,000 square feet and be spaced not more than 75' from any location with the occupied space. Fire extinguishers should be easily accessible, wall mounted between three to five feet from floor and mounted with the appropriate manufacturer's bracket. General Safety Practices: • No smoking will be permitted in the building. All employees will receive special training on the use of portable fire extinguishers of the type to be provided in this building. An evacuation plan will be in place. Exit doors will be maintained unobstructed and will be opened weekly to ensure their operation. The Fire Department shall be notified of any fires within this facility, regardless of size and fire department involvement. Egress aisles shall remain clear at all times (except for loads being moved in or out). Exit signs shall be illuminated when building is occupied Fire extinguishers shall be serviced annually by a company licensed by the State Fire Marshal and whenever extinguishers have been discharged or tampered with. No electrical cords extending through walls, ceilings, floors, under doors, or floor covering are permitted. Damaged electrical cords, plugs, or outlets shall be promptly replaced. Dumpsters shall be kept a minimum of 5 feet from combustibles with covers kept closed. Employees will be trained to maintain the storage height limitations (18" below sprinkler deflectors minimum) Hydrants/Access Roadways: Hydrants and fire department access roadways shall be maintained unobstructed and accessible to emergency response crews at all times, without exception. Fire & Life Safety • Consulting • Planning • Analysis • Inspections Chuao Chocolatier (Cont) Page 7 Conclusion: Based upon our review of the proposed storage arrangements and use, and the recommendations contained in this report, it is our opinion that Chuao Chocolatier is now and will continue to be in full compliance with the requirements of the CBC, CFC, CMC, NFPA standards and Carlsbad Fire Prevention Bureau requirements. If you have any comments or questions regarding this report or the proposed use of this facility, please do not hesitate to contact the undersigned or the owner directly. Respectfully submitted, TEC CFPS #3010 Robert G. C Ppputo, Principal Cell: 760-908-7753 Existing Hydraulic Data Nameplate 2350 Camino Vida Roble Carlsbad, CA Fire & Life Safety • Consulting • Planning • Analysis • Inspections