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HomeMy WebLinkAbout1923 CALLE BARCELONA; 145; CB111734; Permit09-16-2011 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB111734 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: JACOB WEBSTER 521 JUDYDR 90277 310702-7852 1923 CALLE BARCELONA CBAD St: 145 Tl Sub Type: 2550120400 Lot#: $2,000.00 Construction Type: MAC.- SHELVING IN STORAGE RM COMM 0 NEW Status: ISSUED Applied: 08/10/2011 Entered By: RMA Plan Approved: 09/16/2011 Issued: 09/16/2011 Inspect Area: Plan Check#: Owner: FOURTH QUARTER PROPERTIES XXX L L C C/O THOMAS TROPEA 45ANSLEYDR NEWNAN GA 30263 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2Fee BTD#3Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedited Plan Review $44.98 Meter Size $0.00 Add'l Reel. Water Con. Fee $29.24 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $1.00 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Master Drainage Fee Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees $1.00 HMPFee $160.00 Green Bldg Standards Plan Chk TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $236.22 Total Fees:$236.22 Total Payments To Date:$236.22 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." 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 limitations has previously otherwise expired. CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.caTlsbadca.gov JOB ADDRESS SUITE#/SPACE#/UNIT#/vrCT/PROJECT #PHASE # # OF UNITS #BEDROOMS # BATHROOMS TENANT BUSINESS NAME DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES n #NOD AIR CONDITIONING YES^tf NO D FIRE SPRINKLERS NO a APPLICANT NAME (Primary Contact)APPLICANT NAME (Secondary Contact) ZIP CITY STATE PHONE FAX PROPERTY OWNER NAME CONTRACTOR BUS, ZIP STATE /M/A/ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construSv.alter, improve, demolish or repair any structure, pr'iSr to its issuance,ITlso requires theapplicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of theBusiness and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a/civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: LJ I h£ye"and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this perm it is issued. Col have and will maintain workecs,' compensation, as required by Section 3700 of the Labor Code, for the performar^s-«f thejagjk for which this permit is issued, Mvjuorkers' compensatipnfcisurancejjarrier and f number are: Insurance Co. z>T"'4''TL && &l P " ^$ tf~TtQ lA Policy No. / l"^- & 6 / ^ ^ <"^ Expiration Date j This section need not be completed if the permit is for one hundred dollars ($100) or less. CJ 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 aoverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), in addition to the cost of compensation, damages as provided forjnjection 3706 of the Labor cede, interested attorney's fees. ^CONTRACTORSIGNATURE ' IGrlA^Js"*^ W/l' k^CX2A/££^~~| .Q^GENT DATE I hereby affirm that I 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). d 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 contractors) licensed pursuant to the Contractor's License Law). D I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement, n Yes D No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / co ntractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5,1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): pROPERTY OWNER SIGNATURE OAGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? n Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? a Yes a No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes O 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. 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 I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSH A: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures gyer 3 stories in height. EXPIRATION: Every permit issued by the Building OffJcialurjdette provjsjMS of this Code shajlepirtsriirnitafon 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 builajpaOTwrork auSjjii^^rsuch pejjBysSuspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). > APPLICANT'S SIGNATURE DATE City of Carlsbad Bldg Inspection Request For: 10/06/2011 Permit* CB111734 Title: M.A.C.- SHELVING IN STORAGE RM Description: Type:TI Subtype: COMM Job Address: 1923 CALLE BARCELONA Suite: 145 Lot: 0 Location: OWNER FOURTH QUARTER PROPERTIES XXX L L C Owner: Remarks: Total Time: Inspector Assignment- Rhone: 3108923963 Inspector- Requested By: JONATHAN Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments *P Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# Inspection History Date Description Act Insp Comments EsGil Corporation In Partnership with government for (RuiUing Safety DATE: 8/19/2011 a APPLICANT JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 111734 SET: I PROJECT ADDRESS: 1923 Calle Barcelona #145 PROJECT NAME: Shelving for MAC Cosmetics The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building 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 Corporation 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. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: J ) (by: ) Email: v-Fax #: Mail Telephoneyf///Fax In Person /n \r XI REMARKS: 0Fire Department approval is required. 2r"City to field verify that the path of travel from the handicapped parking space to the shelving area and the bathroom serving the shelving area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil Corporation D GA D EJ D PC 8/11 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 ^ Fax (858) 560-1576 City of Carlsbad 111734 8/19/2011 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 111734 DATE: 8/19/2011 BUILDING ADDRESS: 1923 Calle Barcelona #145 BUILDING OCCUPANCY:TYPE OF CONSTRUCTION: BUILDING PORTION shelving Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. per city VALUE ($) 2,000 2,000 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: I I Repetitive FeeRepeats Complete Review D Other r—i Hourly EsGil Fee Structural Only Hr. $44.981 $29.24 $25.19 Comments: Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB111734 DATE 08/11/11 ADDRESS 1923 CALLE BARCELONA #145 RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING SOLAR PANELS OTHER STOCKROOM SHELVING PLANNER GINA RUIZ ENGINEER DATE 8/11/11 DATE H:\ADMlN\COUNTER/PlANNINC/ENCINEERIN(; APPROVALS Carlsbad Fire Department 91NLDING DEFf, RV Plan Review Requirements Category: TI , COMM Date of Report: 08-21-201 1 JACOB WEBSTER Reviewed by: Name: Address: 521 JUDYDR REDONDO BEACH CA 90277 Permit #: CB111734 Job Name: M.A.C.- SHELVING IN STORAGE RM Job Address: 1923 CALLE BARCELONA CBAD St: 145 VYW-YYW^WMVYYVyYVVVVVWVVVVVWVVVVVVVVYVVVVVVVVVVVY^OnMVOTftOO^OTTCVlCW'uilU^'ap'5TOVai; /i.'-AAAAAAAAAAAA yvvvwvwwv Conditions: Cond: CON0004855 [MET] ** CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 08/21/2011 By: GR Action: AP CONDITIONAL RECOMMENDATION FOR APPROVAL ELjp^|. J) **PT COP v/ Daryl K. James & Associates, Inc. Checked by: Daryl Kit James 205 Colina Terrace Date: June 29, 2011 Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Jacob Webster JURISDICTION: Carlsbad Fire Department PROJECT NAME: MAC PROJECT ADDRESS: 1923 Calle Barcelona #145 PROJECT DESCRIPTION: CB111734 Stockroom Shelving This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The conditions below require over the counter corrections before this plan check can be approved for permit issuance. • Please direct any questions regarding this review directly to: Daryl K. James 760-724-7001 or kitfire@sbcglobal.net CONDITIONS AOOO Add a List of the Following Deferred Submittals Fire sprinkler system in accordance with 2010 NFPA 13 Fire alarm system in accordance with 2010 NFPA 72 A104 Notes [5] Cross out note referencing sprinkler heads, (deferred submittal) PROJECT NUMBER FIRE _^«__™_____™__am requesting 'Expedited Plan Check Services' and understand I will be levied an additional fee assessed at the rate of $90,00 dollars per hour plus $25.00 dollars administration fee. I understand that my plans shall not be released until all fees are paid. —" k '"""""" / £ . / j '" ifi^MBlisML^™™.—-—^6 applicant, am solely responsible for all fees due should the project be withdrawn or otherwise not completed. And by signing below I acknowledge that my plans shall be forwarded by the City of Carlsbad to an independent contractor/consultant. I, acknowledge that the expected 'first review' time for all expedited Fire plan reviews will be fourteen- (14) business days from date of submittal. the applicant, acknowledge that revised plans tojhejdan checker, at the address specified on the Correction List, at my cost, parcel post or other means. And S _^--!^^ acknowledge that a turnaround time for re-submittals is seven- ( 7) business days from the date plans are received at the address specified by the plan checker on the Correction List. The Carlsbad Fire Department does nol^eiforni^Pyer-t/ie-courfter7 plan review services. Plans submitted to the Carlsbad Fire Department for review by CFD shall be checked on a 'first come, first served' basis and could take 60 days or more to be completed. NO PLEASE CIRCLE YOUR SELECTION Applicant Signature ^^ __ _ _ Date Copy to Building and Fire Prevention file • Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE Table 3: QUIK DRIVE® SCREW - MEMBER CONNECTIONS ALLOWABLE LOADS (100) Quik Drive SCREW MODEL NO. SIZE DIA. SHEAR 33-33 (20-20) 4343 (•18-18) 54-54 (18-16) : mil |ga)' 68-68 (14-14) 97-97 (12-12)1/8"1/4" t I TENSION: PULL-OVER St»«IThlclan8M:nHI(9«r 33 (20) 43 (18)(16)(14)(12) TENSION: PULL-OUT (20) 43 (18) Steel Thlcknraa: mil teal' (16)(14) 97 (12)3/16"1/4"1/2" PAN HEAD SCREW HEX HEAD SCREW XIS1016J XQ1S1016 #10x1'0.190 290 4(0 612 612 612 712 760 962 962 962 146 145 247 604 XQ1S12M #12x1*0216 291 397 723 828 828 453 1028 1348 136 146 ffl 644 X7SS1S24/ XQ114S1224 4296 229 348 607 785 992 902 291 114 190 277 461 732 1376 1440 XCH12S3224 B.215 TRUSS HEAD SCREW S79 •So? 1. Screw connections have been tested per AI8I Standard Test Method TS-05. The tabulated loads are based on the lower of the screw strength itself or the strength of the screw in the connected members per 2001AISINASPEC with 2004 NASPEC Supplement Section E4. 2. Values are based on CFS (CFS) members with a minimum yield strength of Fy=33 ksi and tensile strength of Fu=45 ksi for 43 mils {18 ga) and thinner and a minimum yield strength of Fy=50 ksi and Fu=65 ksi for 54 mils (16 ga) and thicker. 3. Minimum thickness represents 95% of the design thickness and is the minimum acceptable base metal thickness based on 2001 AISI NASPEC section A2.4. Design thicknesses for the steel sheets are: 33 mil=0.0346", 43 mil=0.0451", 54 mil=0,0566", 68 mil=0.0713" and 97 mil=0.1017". 4. Screw diameters are based on AISI/NASPEC Commentary Table C-E4-1. 5. Minimum required screw length is the lesser of 3/4" or the minimum length required for the screw to extend through the steel connection a minimum of (3) exposed threads per AISI General Provisions Standard Section D1.3. 6. Larger of screw head or washer diameter, dw for #10 and #12 screws is 0.375". 9. For connections with different material thickness, use the tabulated loads under the thinner material. Values determined from 2001 AISI NASPEC Section E4 calculation are not to exceed the values'shown in Table 2. * DELETED BY CITY OF LOS ANGELES SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE / Business Na Business Contact Project Address StateSta Zip Code APN# Mailing Address ftrtvse State Zip Code Plan File* Project Contact >Telephone # The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Facility's Square Footage (including proposed project): Occupancy Rating: 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave., Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: / / Expected Date of Occupancy: / / YES NO (for new construction or remodeling projects) D CalARP Exempt Date Initials D CalARP Required Date Initials D CalARP Complete Date Initials Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition orienovattori of residential structures of four units or less. Contact the APCD for more information. YES NO 1. D *Sr Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the f APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). 2. D 13 (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? ' (Search the California School Directory at http://www.cde.ca.qov/re/sd/ for public and private schools or contact the appropriate school district). 3-D M Has a survey been performed to determine the presence of Asbestos Containing Materials? 4. D S Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. D 3 Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities:Briefly describe proposed project: I declare under nqnaltv of perjury that to the best of my knowledge and belief the resffon!are true and correct. Name of Owner or Authorized Agent Signaturp-dfOwner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY: FOR OFFICIAL USE ONLY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMD*APCD RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMD APCD RELEASED FOR OCCUPANCY COUNTY-HMD APCD *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (02/11) County of San Diego - DEH - Hazardous Materials Division SCREENING SURVEY Date Business- Street Address_ 'Entail Address IF YOMRBUSINESS IS EXEMPt: |DNHEXEF5SES10iCHECK7YPEOF BUSINESS). Check alt below thai are present at your facility; Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biotech Laboratory Bute Qhemjca! Storage Car Wash CherwicM Manufacturing Chemfcaf Ptpflcaflon Dry Cleaning Electrical Component Manufacturing; Ftertillzer Manufeqfuring Film /X-ray Processing Food: Processing Glass yantifactitririg Ink: Manufacturing: Manufacttiring Mernbrane: Manufacturing: {|.ev water filter r Metal Qasting /Forming: Metal Fabrication Metat Finlsriing Etecirsless plating Anodizing Coating (Le. phospHating) 0hemioal Etching•/• MJiltng 'Printed Circuit Board Manufacturing •Metal Powders Forming Nutritional Supplement/ Vitamin: Manufacturing: Painting /Finishing Paint Manufacturing Personal ©SF® Products Manufacturing Pesticide Manufacturing/ Packaging Pharmaceutical Manufacturing linotading precursors} Porcelain Enameling Power Generation PriotShop Research and Development; Rubfaef Manufacturing SefrticonduGtor Manufacturing Soap / Detergent Manufacturing Waste Treatment/Storage SIC:G3de(s) (if knowri^. Brief description 0f business acth$je;s (Production! Manufacturmig :<3perat}ons):_ of :operati0ns generating w^stfwatef (dSschargstf to sew^r, hauled or: evaporated); Estimated wlumfe of industrial wistewater to be discharged (gal / day):', List.ha2;ardous wastes generated: (type /volume): . _______^ Date operation began/or wilt begin at this location;._ Have you applted. for a WastJwater Discharge PerrnSt ftoj« tn0 Encina Wastewater Authority? Yes "" /No ) if yes, ^ Site Contact_ Signature Title Phone No. <JFBO) 438^941 H- o w CO VI a o § O S sraI •£' t o^' r »^r- ^ c 5 ECLIPSE ENGINEERING INC. Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. Pipp P.O. #083603 Mac Cosmetics The Forum at Carlsbad 1923 Calle Barcelona, Space Carlsbad, California 92009 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 •JUL18 4 EXPIRES JUN 8 0 2013 Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2010 California Building Code. These storage racks are not accessible to the general public. 155 NE RIVER! AVENUE, SUITE A, BEND, OR 97701 PHONE: (541) 389-9659 FAX: (541) 312-8708 WWW.ECLIPSE-ENGINEERJNG.COM III 73 </ Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2009 IBC & 2010 CBC - 2208 & ACSE-7 - 15.5.3 Design Vertical Steel Posts at Each Corner: Shelving Dimensions: Total Height of Shelving Unit - ht := 7.00-ft Width of Shelving Unit - w := 4.00-ft Depth of Shelving Unit - d := 2.00-ft Number of Shelves - N := 11 Vertical Shelf Spacing - s := 8.40-in kips:= 1000-Ib -I f lb psf:= — ft2 .* lb pcf:= — ft3 lbksi := 1000— in2 Shelving Loads: Maximum Live Load on each shelf is 50 Ibs: Weight per shelf - W^ := (2) -50-lb Load in psf - Wg Wt)= 100 lb LLj = 12.5-psf LL=12.5-psf w-d Design Live Load on Shelf - LL := LLj Dead Load on Shelf - DL := 1.50 • psf Section Properties of 3/4" x 1 9/16" x 16 Gauge Steel Channel : Modulus of Elasticity of Steel - Steel Yield Stress - Physical Dimensions of Channel Channel Width - out-to-out - Channel Depth - out-to-out - Radius at Corners - Channel Thickness - Channel Width - CL - to - CL - Channel Height - CL - to - CL - Radius of Gyration in x and y - Section Modulus in x and y - Moment of Inertia in x and y - Full Cross Sectional Area - Length of Unbraced Post - Effective Length Factor - E:= 29000-ksi Fy:=33-ksi b:= 1.5625-in h:=0.75-in Rc:=0.188-in t:= 0.0593-in bc:=b-0.5-t hc:=h-t rx:= 0.4982-in Sx := 0.0614-in3 Ix:= 0.0557-in4 Ap:= 0.2246-in2 Lx:=S = 8.4-in Kx:=1.0 16 Gauge bc= 1.5329-in hc= 0.6907-in ry:= 0.3239-in Sy:= 0.0628-in3 Iy:= 0.0236- in1 Ly := S = 8.4-in Lt := S = 8.4-in Ky:=1.0 Kt:= 1.0 Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE Section Properties Continued: Density of Steel - Weight of Post - Vertical DL on Post - Vertical LL on Post - Total Vertical Load on Post - Floor Load Calculations : Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: psteel:=490-pcf Wp:=psteel.Ap.ht Pd:= DLw-.125d-N P,:= LL-w-.125-d-N Pp:=Pd+P| Wc:=90-lb W:=8-Pp+Wc Au := w-d Wp=5.3498-lb Pd = 21.8498 Ib P,= 137.5 Ib Pp= 159.3498-lb W= 1364.7988 Ib 3. Floor Load under Shelf: Au=8fT PSF= 170.5998-psf NOTE: SHELVING LIVE LOAD IS LESS THAN 200 PSF ALLOWABLE FOR FLOOR SLAB LOADING Find the Seismic Load using Full Design Live Load : wPSF := — Au ASCE-7 Seismic Design Procedure: Importance Factor - Determine Ss and S-L from maps - Determine the Site Class - Determine Fa and Fv - Determine SMS and SM1. IE:= 1.0 Ss:= 1.231 Class D Fa := 1.007 := 0.462 Fv := 1.538 SMS =1.2396 *HDetermine SDS and SDI. SDS = 0.826 Structural System - Section 15.5.3 ASCE-7: R:=4.0 Rp:=R 4. Steel Storage Racks Total Vertical LL Load on Shelf - Total Vertical DL Load on Shelf - W,:=LL-w-d ap:=2.5 WnWd:= DL-w-d + 4—-N Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - hr := 20.0-ft Height of Rack Attachment - z := 0-ft SMI = 0.7106 SDI := — -SMI SDi = 0.474 Cd:=3.5 Ip:= 1.0 W,= 100lb Wd= 13.9454 Ib (O'-O" For Ground floor) Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE Seismic Base Shear Factor -0-4-ap-Sps f , > Vt= 0.2066 Shear Factor Boundaries - Seismic Loads Continued : For ASD, Shear may be reduced - Seismic DL Base Shear - DL Force per Shelf : Seismic LL Base Shear - LL Force per Shelf : 0.67 * LL Force per Shelf : Vtrtlin:=0.3.SDS-Ip Vtmax:= 1.6-S[)S-Ip Vt:=if(Vt>Vtmax,VtrnaX)Vt) Vt:=if(Vt<Vtmin)Vtmin,Vt) Vp:= — = 0.1771p 1.4 Vtd:=Vp-Wd.|M = 27.17lb Fd:=Vp.Wd=2.47lb Vu:= Vp-W|-N = 194.8 Ib F,:=Vp-W|= 17.71 Ib FL67 := 0.67-Vp-W, = 11.86lb Vtmin= 0.2479 Vtmax= 1.3223 Vt = 0.248 Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition # 1: Each Shelf Loaded to 67% of Live Weight Cumulative Heights of Shelves - H! := 0.0-S + 1.0-S + 2.0-S + 3.0-S + 4.0-S + 5.0-S + 6.0-S + 7.0-S + 8.0-S + 9.0-S H2:=10.0-S H:=H1+H2 H = 38.5ft Total Moment at Shelf Base - Mt := H-Wd + H-0.67-W| Mt = 3116.4lb-ft Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotai := Vtd + 0.67-Vt| C1 := C3 := Wd-0.0-S + W|-0.67-0.0-S- Mt Fi:=Cr(Vtota|) = 0 Wd-2.0-S + W,-0.67-2.0-S C2:= Vtota| = 157.68 Ib Wd-1.0-S+W,-0.67-1.0-S = 0.018 = 0.036 Wd.3.0-S + Wr0.67-3.0-S C4 := — TT = 0.055 F3:=C3.(Vtota,) = 5. Wd-4.0-S + W,-0.67-4.0-S C5 := - - - = 0.073 C7:= F5:=C5-(vtota|) = 11.47 Ib d.6.0-S + Wr0.67-6.0-S = 0.109 C6:= C8:= F4:=C4-(Vtota|) = 8.6lb Wd-5.0-S + Wr0.67-5.0-S ^F6:=C6-(vtota|) = 14.33 Ib Wd-7.0-S + W,-0.67-7.0-S = 0.091 = 0.127 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE F7 := C7.(Vtota,) = 17.2 Ib F8 := C8.(Vtotal) = 20.07 Ib Wd-8.0-S + W|-0.67-8.0-S Wd-9.0-S + W,-0.67-9.0-S C9 := - - - = 0.145 C10 := - - - = 0.164 F9 := C9-(Vtotal) = 22.94lb F10 := C10-(Vtotal) = 25.8lb Wd-10.0-S + Wr0.67-10.0-S Wd.11.0-S + W|-0.67-11.0-Sc- := - -* - - °-182 c- := - M, - - °-2 FH := Cn-KJ = 28.67lb F12 := C12.(vtota|) = 31.54lb Wd-12.0-S + W,.0.67-12.0-S Wd-13.0-S + W,-0.67-13.0-S C13 := - - - = 0.218 C14 := - - - = 0.236 F13:=C13-(Vtotal) = 34.4lb F14:= C14-(Vtota,) = 37.27 Ib Ci + C2 + C3 + 04 + C5 + C6 + C7 + C8 + C9 + C10 + Cu = 1 Force Distribution Continued: Coefficients Should total i.o Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - 1^:= (N - l)-S-Wd+ (N - 1)-S-W,= 798lb-ft Total Base Shear - Vtotal2 := Vtd + F, Vtota|2 = 44.87 Ib Wd-0.0-S + 0-WrO.O-S Cla = 0 Fla:=Cla.(Vtota|2) Fla = 0 .Ciia=l Flla:=Clla-(Vtota|2) Flla=44.87lb Nta Wd.(N-l).S + Wr(N-l).S - - -Nta Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design in Short Direction : Ms := - -S-(vtd + Vu) Ms = 19.4217 Ib-ft8 Bending Stress on Column - fbx := Ms-Sx~ 1 fbx = 3.7958- ksi Allowable Bending Stress - Fb := 0.6-Fy Fb = 19.8-ksi Bending at the Base of Each Column is Adequate Deflection of Shelving Bays - worst case is at the bottom bay (vtd + vt,).s3 s A := - - - - = 0.007- in — = 1237.647312-E-IX A Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE At := A-(N - 1) = 0.0679-in Aa := 0.05-ht = 4.2-in if(At < Aa, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note: The deflection shall not exceed L/180, so shelving deflection is adequate. Seismic Uplift on Shelves : Seismic Vertical Component: Ev := 0.2-SDS-(DL + LL) -w-d Ev = 18.5116lb Vertical Dead Load of Shelf: D := (DL + LL) -w-d D = 112Ib Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := E, - 0.6- D Fu = -48.6884Ib Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Nc := 4 FuUplift Force per Corner: Fuc := — Fuc = -12.1721 Ib Nc )MOTE: Since the uplift force is negative, a mechanical connection is not required. ~| Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - TT2-E °"ex x :=ex x = 1-0068 x 103 • ksi <?**'•= Distance from Shear Center to CL of Web via X-axis t-hc2-bc2 4-L Distance From CL Web to Centroid - x-:= 0.649-in - 0.5-t Distance From Shear Center XQ := Xc + ec to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - r0 := rx2 + ry2 + XQ2 J := --z-b-t3 + h-t3) Cw:=12 y 6-b-t+h-t G := 11300-ksi (Tt:= Ap-r0 GO + ex = 1-0068 x 103 ksi ec=0.2983-in xc=0.6193-in XQ = 0.9177-in r0 = 1.0933 -in J = 0.00027-in4 Cw= 0.00648-in6 at = 109.2497- (3 := 1 - —(3 = 0.2954 Fet == Elastic Flexural Buckling Stress - Fe := if (Fet < <rex , Fet, crex) Fet = 101.27-ksl Fe = 101.27- ksi Allowable Compressive Stress - Fn := ifl Fe> —, Fy- 1 — , Fe Fn = 30.3116-ksi 2 I 4-Fp I Factor of Safety for Axial Comp. -:= 1.92 Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b - 0.5-t Flange Plate Buckling Coefficient - kf := 0.43 1.052 wf /Fn ^—TV7Flange Slenderness Factor - r 0.22A 1Pf:= \1~~r~ TI Af I Af Effective Flange Width - be := if(\f > 0.673, pf • wf, wf) Determine Effective Width of Web - Flat width of Web - ww := h - t Web Plate Buckling Coefficient - Web Slenderness Factor - ,-.= 0.43 1.052 ww .r 0.22^ 1 wf=1.5329-in Xf = 1.3407 pf = 0.6235 be = 0.9557- in ww=0.6907-in Xw = 0.6041 pw= 1.0525 Effective Web Width - Effective Column Area - Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses - he := if(xw> 0.673, pw-ww, ww) he = 0.6907-in Ae:=t-(he+be) Pa:= — Ae= 0.0976- in2 Pn=2959lb Pa=1541lb Pcrx := ~i \7(Kx-Lx)2 Per:= Pcrx Magnification Factor - Combined Stress: Pcrx=2x 10° Ib Pcr=2x a =0.9986 Cm:=0.85 rcr = 0.2666 MUST BE LESS THAN 1.0 Final Design: 3/4" x 1 9/16" x 16 ga. CHANNEL POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative, Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE STEEL STORAGE RACK DESIGN PER 2009 IBC & 2010 CBC - 2208 & ASCE-7 SECTION 15.5.3 Find Overturning Forces : Ht := ht = 7ft d:=2.00-ft N := 11 htop := Ht Total Height of Shelving Unit - Depth of Shelving Unit - Number of Shelves - Height to Top Shelf Center of G - Height to Shelf Center of G - Width of Shelving Unit - w := 4.00-ft WORST CASE Vertical Shelf Spacing - S = 8.4-in htop = 7ft hc :=(N +-S hc = 4.2-ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - W := (Wd + 0.67-W|)-N Seismic Rack and 67% of LL - V := Vtd + 0.67- VH Ma:= FrO.O-S+ F2-1.0.S+ F3-2.0-S+ F4.3.0-S+ F5-4.0.S+ F6-5.0-S + F7-6.0-S+ F8-7.0-S Mb:= F9-8.0-S+ F10-9.0-S+ Fir10-S Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf - Wa := Wd- N + W, Seismic Rack and 100% Top Shelf - Va := VM + F, Overturning Rack and 100% Top Shelf - Ma := Vtd-hc + F|-htop Controlling Weight - Wc := if (w > Wp> W , Wp) Controlling Shear - Vc := if (V > Va , V , Va) Controlling Moment - Mot := if(M > Ma , M , Ma) W = 890.3994lb V = 157.6792 Ib M := Ma + Mb = 773 Ib-ft Wa = 253.3994 Ib Va = 44.874 Ib Ma = 238.1 Ib-ft Wc = 890.399 Ib Vc = 157.679 Ib Mot = 772.63 Ib-ft Tension Force on Column Anchor - per side of shelving unit Shear Force on Column Anchor - T :=0.60 —2 T = 119.19lb Tmax:=max(0-lb,T) = 119lb Vcvmax := — = 79 Ib USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8> x 2" embed installed per the requirements of Hilti Allowable Tension Force - Ta := 1107-lb For 2500psi Concrete Allowable Shear Force - Va := 809- Ib Combined Loading -V =0.205 MUST BE LESS THAN 1.20 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.0722 Longitude = -117.26800000000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0 ,Fv= 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.231 (Ss, Site Class B) 1.0 0.462 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.0722 Longitude = -117.26800000000001 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.007 ,Fv = 1.538 Period Sa (sec) (g) 0.2 1.240 (SMs, Site Class D) 1.0 0.710(SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.0722 Longitude = -117.26800000000001 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D- Fa = 1.007 ,Fv= 1.538 Period Sa (sec) (g) 0.2 0.827 (SDs, Site Class D) Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE Diameter of Anchor Installed in Concrete: d0 := 0.375-in Anchor Load Bearing Length: le := min[(8-d0), hef] le = 2-in Edge Effect Factor for anchor(s) in Concrete: r := ifj <4edv:=ifL2<(l.5-Cal),0.7+0.3- —— ,1.00 .1-5-Cai, Factored Shear Breakout Capacity of Concrete: = 0.9 <t>Vcb:= 4>Vc- (\ "l- 7- -= 1079 Ib C. Concrete Prvout Strenth Under Shear Loading: Pullout Strength for ., <t>Ncb _norlu single anchor: N<*:= = 5085lb Pryout Strength factor: kcp := if[(hef < 2.5-in) , 1.0 , 2.0] = 1 Factored Tensile Pryout Capacity of Single Anchor in Concrete: Limiting Design Strength for Undercut Anchor Post-Installed in Concrete Surface and Loaded in Shear. Vsa, W^, <t>Vcp)) = 809 Ib Interaction of Tensile & Shear Forces: if(vua > 0.2-c|>V, "CheckInter'n Eq'n" , "Check Full Str'th in Tens'n") = "Check Full Str'th in Tens'n" if(Nua > 0.2-ct>N, "Check Inter'n Eq'n" , "Check Full Str'th in Shear") = "Check Full Str'th in Shear" Nua Vua (Nua Vua ^ — + — = 0.2052 if — + — > 1.2, "No Good", "Checks OK" = "Checks OK"<>N <(>V ^<)>N c|>V )' 21 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE SHEAR CAPACITY OF POST-INSTALLED ANCHOR: A. Steel Capacity Under Seismic Shear Loading: Nominal Seismic Shear Capacity of Steel Anchor: vseisa := 2255-Ib Shear Capacity Factor for Steel Anchor: cj>Vs := 0.65 Number of Steel Anchors: N := 1 Factored Shear Capacity of ... .. , w .,„,,,. Steel Anchor(s): ^Vsa:= N^Vs.Vseisa= 1466lb B. Concrete Breakout Capacity Under Shear Loading: Note: Worst case scenario is that the anchor is installed 1.375" from slab edge Effective Embedment . . . Concrete Slab tDepth: hef=2-m Thickness: t^B.S.m Concrete Edge ... . . Distances: ^ = 6"in Ca2 = 6'in Min. Concrete Edge ,. . Critical Concrete Edge Distance: ca = 6-m Distances: cac=5-in Height of Shear Breakout Block: ha := min[t^, (l.5-cal)] = 3.5-in Actual Area of Concrete / -> 2Shear Breakout: A* := 2-(1.5.calj.ha = 63-.n Allowable Area of Concrete . _ /, _ \ /, c \ .„ . 2 Shear Breakout: Av«> '•= 2-(l.5-cal)-(l.5.cal) = 162-m Shear Capacity Factor for Concrete: <t>Vc := 0.70 Modification Factor for anchor(s) installed in Cracked/Uncracked Concrete: For anchors located in a concrete member where analysis indicates no cracking at service load levels, the following modification factor shall be permitted... ipc v =1.4 For anchors located in a concrete member where analysis indicates cracking at service load levels, the following modification factors shall be permitted: qjc/v = 1.0 for anchors in cracked concrete with no supplementary reinforcement or edge reinforcement smaller than a No. 4 bar; , ._ .. 4JC v = 1.2 for anchors in cracked concrete with supplementary reinforcement of a No. 4 bar or greater between the anchor and theedge; and ipc/v = 1.4 for anchors in cracked concrete with supplementary reinforcement of a No. 4 bar or greater between the anchor and theedge; and with the supplementary reinforcement enclosed within stirrups spaced at no more than 4 inches. 20 Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA Effectiveness Factor for Cracked Concrete: Edge Effect Factor for anchor(s) in Concrete: •4>edN :=ca<(l.5.hef), 0.7 + 0. • -5-hef ,1.00 = 1 Modification Factor for anchor(s) installed in Uncracked Concrete: := if ca < cac> max Basic Concrete Breakout Strength for a single anchor in tension in cracked concrete: cac Nb := , 1.00 = 1 ac 7/18/2011 Rolf Armstrong, PE := 17 = 2404 Ib Factored Tensile Breakout Capacity of Single Anchor in Concrete: <t>Ncb:== 3305 Ib C. Concrete Pullout Capacity Under Tension Loading: Pullout Strength in Uncracked Concrete: Npuncr:= 2515-lb Pullout Strength in Cracked Concrete: Npcr:= 2270-Ib Concrete Strength Factor: 2500 -psi = 1 Factored Tensile Pullout Capacity of Concrete (assume cracked concrete): Limiting Design Strength for Undercut Anchor Post-Installed in Concrete Surface and Loaded in Tension. 4>N:= O.= 1107 Ib 19 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE SINGLE 'HILTT "KWIK-BOLT TZ" - 3/8" 6: Material Properties: Concrete Compressive Strength: Concrete Modulus of Elasticity: fc:=2500-psi E:= 57000-^ fc-(psi) = 2.85 x 103-ksi FACTORED DESIGN TENSION & SHEAR LOADS: REFER TO THE ATTACHED CALCUALTIONS FOR LOADS Factored Tension Design Load: Nua := 1.0-(Tmax) = 119Ib Factored Shear Design Load: Vua := 1.0-(vmax) = 79Ib TENSION CAPACITY OF POST-INSTALLED ANCHOR: A. Steel Capacity Under Tension Loading: Nominal Tensile Capacity of Steel Anchor: IMsa := 6500-Ib Tensile Capacity Factor for Steel Anchor: <t>Ns := 0.75 Number of Steel Anchors: N := 1 Factored Tensile Capacity of y,o-7cik Steel Anchor(s): *N*-:= "^s^sa = 4875lb B. Concrete Breakout Capacity Under Tension Loading: Note: Worst case scenario = anchor is installed 6.00" from edge of 4" thick slab Embedment Depth = 2.0 in., therefore Effective Embedment Depth: hef := 2.0-in Concrete Edge Distances: c^ := 6.00-in ca2 := 6.00-in Min. Concrete Edge Distance: ca := min(cai, ca2) = 6-in Critical Concrete Edge Distances: cac := 2.5-hef = 5-in Actual Area of Concrete / . x r_ / c. ^ ,2 Tensile Breakout: A"c:= (cai + 1.5-hef)-[2-(l.5.hef)] = 54-.n Allowable Area of Concrete . n . 2 -,,- • 2 Tensile Breakout: ANco:=9.hef = 36-m Tensile Capacity Factor for Concrete: (j)Nc := 0.65 Cracked / Uncracked Factor for Concrete: i|)cN := 1.41 18 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE Capacity of Studs - cont'd: Fe := if(Fey < Fex, Fey, Fex) = 15.2613-ksi I Fv ( Fv 1Allowable Stress: Fn := ifl Fe > —, Fy • 1 , Fe Effective Area: Ag := A-N = 0.194-in2 Nominal Axial Strength: Pn := Ae-Fn = 296Mb 2 Pn2:= ^—— =1346-lb = 15.2613-ksi 25l7'|Tj Factor of Safety: nc:= 1.92 Pn PaAllowable Axial Load: Pa := — = 1542-lb — = 20.652nc PV Maximum Design [ Ww.hs 2 ] Moment: M := + I -^—- I = 137-ft-lb Maximum Design r^w-hs^l (PE^F] Shear: V:= \-^ \+ -^ = 15-lb MActual Bending Stress: fb := — = 7.8394-ksi VActual Shear Stress: fv:= — = 0.0786-ksi A fb PVCombined Axial and Bending Stresses: — + — = 0.408 Fb Pa 362S125-30 STUDS @ 16" o.c. ARE SUFFICIENT FOR WALL FRAMING. 17 Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE LIGHT GAUGE STEEL WALL FRAMING k:=1000-lb ksi:=k-in~2 psi:=lb-irf2 psf:=lb-fl Wall Studs @ 16" o.c. (assume simple span): Interior Non-bearing Wall Studs: Height of Wall Stud: Components & Cladding Wind Pressure on Stud Wall N/A during Seismic Event Loading: plf := Ib-f hs:= 16.00 -ft _ , Pw :~ °'psr Fy := 33ksi Horizontal Force from Seismic Load at top of shelving units: PE := Fc = 35 Ib Location of Horizontal Force: hF := Ht = 7 ft ht, := hs - hF = 9 ft Modulus of Elasticity: E := 29000ksi Steel Yield Strength: Stud Design Data (LOOK AT: 362S125 - 30): Spacing of Studs supporting Roof Loads: Sj := 16- in Area of Stud: A := 0.194in2 Radius of Gyration, y: Section Modulus: Sx := 0.210in3 Radius of Gyration, x: Moment of Inertia: I:=0.375in4 Allowable Bending Effective Width of Element: w := 1.25in Thickness of Element: t:=0.0312in K := 1.0 (7-psf)-hs-Sc ry := 0.415in rx := 1.402in .... -n -,0 , •Stress1 Ft,:= 0.66-Fy= 21.78-KSl Number of Studs: N := 1 Effective Length Factor: Axial Load on Stud Wall: Transverse Pressure on studs. Unbraced Length, y: Capacity of Studs: Pv := Ly := 1.00ft Unbraced Length, x: Pv = 75-lb _ .,uv=0-plf L* := 16.00ft 16 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE SECTION PROPERTIES FOR A STEEL ANGLE considering reduced section with 1/2" diam holes Width & Height of Steel Angle - b := l.SOin d := l.SOin Thickness of 14 Gage Angle - t := 0.0747-in Values of Full Section Length of Each Stem - a := b - t = 1.425-in Pr°pertieS Used in CalC'S- Diameter of Hole in each leg - dh := 0.5-in A := Ap = 0.225-in2 S := Sx = 0.061 -in3 Distance from corner of angle to the center of hole - |h := 0.5625-in I := Ix = 0.056-in4 Length of Piece 1 - Length of Piece 2 - Ll := lh - 0.5-dh - t = 0.2378-in L2 := b - 0.5-dh - lh = 0.6875.in Area of piece near corner - Ax := Lrt = 0.0178-in2 A3 := A: = 0.0178-in2 Area of piece at end of leg - A2 := L2-t = 0.0514-in2 A4 := A2 = 0.0514-in2 TotalAreaofAngle- Ax:= A1 + A2 + A3 + A. = 0.1382, n2 I2:= I3:= I4:= I1 = 8.26x 10~6-in4 I2= 2.39x 10~5-in4 I3= 0.0001-in4 L,= 0.002-in4 Distance to Centroid of Each Piece from the Top of Angle : X!:=0.5-t X2:=0.5-t x3:=t+0.5-L! X4:= t+ Lx+ dh+ 0.5-L2 Xi = 0.037-in x2 = 0.037-in x3 = 0.194-in X4=1.156-in Distance to centroid of angle : KC := (ArXi + A2-x2 + A3-x3 + A4-X4) -(AX~ 1) = 0.4731-in Distance from centroid of piece to centroid of angle & Moment of Inertia : *ci:= Xc-Xi Xc2== |*c-X2| *c3:= Xc-X3| ^^I^-X^ Xd = 0.44-in x^ = 0.44-in Xc3 = 0.28-in Xc4 = 0.68-in Ix == (Ai-Xd2 + I J + (A2-Xc2 2 + I2) + (AS-XC^ + I3) + (A4-Xc42 + I4) = 0.0406-in4 = 0.729 — > , "Checks OK", "Use Larger Posts"S J Fh-a = "Checks OK" ifl — > — , "Checks OK", "Use Larger Posts"= "Checks OK" 15 Eclipse Engineering, Inc. Consulting Engineers Y - Y Section Properties : MAC COSMETICS CARLSBAD, CA Distance to Outer Flange CL - Xf! := bw — Distance to Near Flange CL - Centroid of Channel - Dist - Flanges to Centroid - t2:=- :'~ 2 . := % - : Moment of Inertia of Flange - Ify := Moment of Inertia of Web - 12 7/18/2011 Rolf Armstrong, PE 12 Xf! = 0.7201-in XR = 0.0299-in xc= 0.375-in XT = 0.3451-in Ify= 0.000027-in4 1^=0.0021-1^ Using Parallel Axis Theorem - Moment of Inertia of Channel -Iy := 1^ + 2-(lfy + Distance from Centroid to edge - Cy := — Section Modulus of Channel - S,, := — Cy Radius of Gyration - rv := Iu = 0.0236-in4 = 0.375-in Sy= 0.0628-in3 ry = 0.3239-in 14 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN STEEL CHANNEL SECTION PROPERTIES W/O LIPS Channel Dimensions 3/4 x 1 9/16 x 16 gauge - Channel Flange Length - df := 1.5625-in Channel Web Width - bw := 0.75-in Channel Thickness - t := 0.0598-in Radius at Corners - R := 0.188-in Area of one Flange - Af := (df - t) -t Af = 0.0899- in2 Area of Web - Aw := tvt Aw = 0.0448-in2 Total Area of Channel - At := 2-Af + Aw At = 0.2246-in2 X-X Section Properties: a>-t Distance to Flange CL - Vh, := t + Vf* = 0.8111-inm 2 Distance to Web CL Ywx := ~ Ywx = 0.0299-in yc:=2-Af + Aw Dist - Flange CL to Centroid - yxi^ytx-yc yxi=0.156-in Dist - Web CL to Centroid - yX2:=yc-ywx yx2 = 0.6252-in t(df-t)3 4Moment of Inertia of one Flange • l^.:= I*., = 0.0169-inrx n bw-r _ c 4Moment of Inertia of Web - 1^ := 1^ = 1.3365 x 10 -in in4 Using Parallel Axis Theorem - Moment of Inertia of Channel - Ix := 2-(lfx + Af -yxl2) + (l^ + Aw-yx22) Ix = 0.0557 Distance from Centroid to edge - Cx := if(yc> df - yc, yc, df - yc) GX = 0.9074-in Ix *Section Modulus of Channel Sx := — Sx = 0.0614- in cx Hx"Radius of Gyration - rx := — rx = 0.4982-inJ At 13 Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - hr = 20 ft Height of Rack Attachments - zb:= z + ht= 7ft At Top for fixed racks connected to walls Seismic Base Shear Factor - Vf := hr> Shear Factor Boundaries - Seismic Coefficient - Number of Shelves - Weight per Shelf - Total Weight on Rack - ^p IP Vtmin:=0.3.SDS-Ip vtmax:= l-G-Sps-Ip Vt:=if(Vt>VtmaX(Vtmax,Vt) Vt:=if(Vt<Vtmin,Vtmin,Vt) Vt= 0.3512 N= 11 Vt = 0.3512 Vtmin = 0.2479 Vtmax= 1.3223 Vt = 0.351 Seismic Force at top and bottom - Connection at Top: Standard Stud Spacing - Width of Rack - Number of Connection Points - on each rack Force on each connection point - Capacity per inch of embedment - Required Embedment - For Steel Studs: Pullout Capacity in 20 ga studs - per LARR #235670 WT:=0.667.8-Pp 0.7-VfWT T"v:= ~ Sstud:= 16-in w= 4ft WT= 850.2908 Ib Tv= 104.5251 Ib Nc := floor P f ^^^ Ws:= 135--in ds:= —Ws T20:= 145-Ib w Nc=3 Fc= 34.8417 Ib ds= 0.2581-in For #10 Screw - per LARR #25670 - Table #3 - ASD Screw Values in Light Gauge Steel Members MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 12 Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE SLAB ON GRADE WITH POINT LOAD FROM COLUMN BASE SUPPORTING SHELVING UNITS Allowable Soil Concrete Compressive Bearing Pressure: Strength: Bearing Factor: qt:= 500-psf fc:= 2500-psi <t>p:= 0.70 psi:=lb-in~2 Concrete Modulus of Elasticity: Ec:= 57000 •^Tcps\ = 2.85 x 106-psi Tensile Strength in Flexure of Concrete: Width/ Diameter of Base Plate: bc:= 1.5-in Slab Thickness: d := 4.0in Shear Factor: cK:=0.75 Bending Factor: d>b:=0.90 One Half Width/ Diameter of Modulus of Subgrade Base Plate: Reaction: ft= 300-psi R! := 0.5-bc Load Reduction Factor: p:=lf(d<7-in, 1,0.85) = ! R! = 0.75-in u—ysJ^. Poisson's Ratio: in u,:=0.15 PE,:=0.25-Vtota|=39lb Factor of Safety: FS := 2.5 Point Load On Slab: Seismic Load P2:= Pd+P|=159lb P5:=Pd+PE|=61lb P6:= Pd+ 0.75-(P, + PE|) = 155 Ib P:= max(P2,P5,P6) = 159 Ib Required Thickness of Slab: dr:=FS-P Nominal Point Load on Slab: p 1.72.frp- Pn:= •104 + 3.60 •10% 3.60 = 0.451-in -ft-d =31351 Ib Allowable Point Load on Slab:Pa:= —= 12540 Ib Radius of Relative Soil Stiffness: DESIGN FOR PUNCHING SHEAR IN SLAB: Effective Width ofwc:=0.75-.n Co|umnonS|ab. c:= Critical Perimeter of Base Plate on Slab for Punching Shear: Width of Column: wc+bc • in c= 1.125-in b0:=4-(c+d) = 20.5-in Factored Point Load on Slab: Allowable Punching Shear in Footing: Pul:= 1.2-Pd+0.5-P|+1.0-PE| _ , _ _ „„,,.,«„Pu2:= l-2-Pd+ 1.0-PI+ 1.0-PEI Pu3:= 1.2-Pd+ 1.6-P,Pu:= max(Pul, Pu2,Pu3) = 246lb S» - 12300lb which is less than or equal to 1.0, therefore reinforcement is not required for shear throughout the slab's cross-section. = 0.02 "cp 11 Eclipse Engineering, Inc. MAC COSMETICS 7/18/2011 Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE Connection to the Existing Slab: Tension on anchor bolt - Tmax = 119 Ib Weight of Concrete - PC:= 150-lb-fT3 psi:=lb-in~2 minimum concrete strength - fc:= 2500 -psi Thickness of Concrete Slab - ^ := 4.0- in Weight of concrete slab - wc := p,--^ wc = 50 — Tmax ft2 Minimum Required Area of Cone. - Ar := — ^- Ac = 2.6488ft2 c 0.9-wc c Assume Bolt is within 6" of control joist, so the effective area of concrete slab required to resist the uplift forces from the anchor bolt is 1 ft x 3 ft Weight of Slab section - W^. := 2.0-ft-2.0-ft-wc W^ = 200lb OK Width of Concrete Section - Bc:= 2.0-ft Worst Case Condition Distance from AB to end on concrete - L<. := 0.5-BC 1.4-Wc-Lc2 Moment on Concrete resisting uplift - Mu := - -ft Mu = 35 Ib-ft per 1 ft width of slab 2 Shear Force on Concrete resisting uplift - Vu := 1.4- wc> Lc-ft Vu = 70 Ib per 1 ft width of slab Allowable Plain Concrete Shear - (|>VC:= 0.55-~-Jf^-h-l-ft- I — c|>Vc= 330-lb OK 3 V in2 if(cj>Vc> Vu, "Concrete Slab is Adequate" , "Upgrade Slab)" ) = "Concrete Slab is Adequate" l-ft-tc2 3 Section of Plain Cone, per foot - Sc := - Sc = 32 -in 6 Allowable Plain Concrete Moment - 4>MC:= Q.55-5-Sc-JTc- /.— <>MC= 367-lb-ft OK y in2 if (<|)MC > Mu , "Concrete Slab is Adequate" , "Upgrade Slab)" ) = "Concrete Slab is Adequate" EXISTING CONCRETE FLOOR SLAB IS ADEQUATE TO SUPPORT THE REQUIRED UPLIFT FORCES 10 Eclipse Engineering, Inc. Consulting Engineers MAC COSMETICS CARLSBAD, CA 7/18/2011 Rolf Armstrong, PE STEEL ANIT-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 119.19416lb Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) 7 _ fin7 .. in 16 ga. steel (thinner than 14 ga. posts and clips) - A:-- • if(T < 2-Zc, "(2) 1/4" Bolts are Adequate" , "No Good") = "(2) 1/4" Bolts are Adequate1 Use 3/16" Diameter anti-tip device for connection of carriage to track Yield Stress of Angle Steel - Fy := 36-ksi Thickness of Anti-tip Head - t^ := 0.090-in br:=0.25-in ba:= 0.490-in ba-br Width of Anti-tip Rod + Radius - Width of Anti-tip Head- Width of Anti-tip Flange -t Tension Force per Flange leg - T| := 0.5-T, Bending Moment on Leg - M| := Section Modulus of Leg - S| := Bending Stress on Leg - Ratio of Allowable Loads - Width of Anti-Tip track - Thickness of Aluminum Track - Spacing of Bolts - Section Modulus of Track - La = 0.12-in T,= 59.5971 Ib M| = 0.297985-ft-lb M, Si S,= 0.0007-in3 fb= 5.4056-ksi = 0.2002 MUST BE LESS THAN 1.000.75-Fy L:= 5.1-in tt:=0.25-in Average Thickness Stb:=22.5-in St:= 0.0921-in3 Design Moment on Track - M := for continuous track section Bending Stress on Track - 'max Stb M St= 0.092 Mrr M = 27.9lb-ft fb=3.6399-ksi Allowable Stress of Aluminum - Fb := 21-ksi ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE