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HomeMy WebLinkAbout2225 CAMINO VIDA ROBLE; 100; CB004204; Permit01/09/2001 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB004517 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2225 CAMINO VIDA ROBLE CBAD St: 100 Tl Sub Type: INDUST 2130502400 Lot#: $32,000.00 Construction Type: Reference #: VINTAGE STORAGE RACKING SYSTEM 0 NEW Applicant: R B CO R E L P PO BOX 1780 LA MESA CA 91944 Owner: R B CO R E L P PO BOX 1780 LA MESA CA 91944 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 11/30/2000 MDP 01/03/2001 01/09/2001 Total Fees: $483.45 Total Payments To Date: $187.80 Balance Due: $295.65 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 #2 Fee BTD #3 Fee 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 $288.93 Meter Size $0.00 Add'l Reel. Water Con. Fee $187.80 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $6.72 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax {CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact {CFD Fund) $0.00 LFMZ Transportation Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL Master Drainage Fee: $0.00 Sewer Fee: $0.00 Redev Parking Fee: 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 $483.45 Inspector:.~/Ci FINAL APPROVAL Date:Clea ranee: 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 capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any lees/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, PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. flco* EST. VAL. Plan Ck. Deposit Validated By Date Business Name (at this address)Address (include Bldg/Suite #) Legal Description Subdivision Name/Number Assessor's Parcel # Description of Work 3:.r:: APPLICANT • Q Contractor? ' '"'O^ftg"ents*oF:€oHtraotof State/Zip Telephone # Name Address City State/Zip Telephone # (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 is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the Business 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 JS500J). Name Address State License # License Class Designer Name Address State License # City State/Zip Telephone # City Business License # City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have 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 permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7^!MOWNERiBUItDER DlECLARATION •' :.'•• v^' •-:•".-.-. :. ;'r;-V\^:'/::;; ' ' " • ' • ' •-.''•' •"•" '"'.'.-'• • ' • ". " '•' " I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). LTI 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). rj] I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNC1 2. t (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): __^ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE::SECTidN FOR wftflwftEisto^ ;; -:";;;J' •-":' -. •• ^; /'. -:'; '•"• "•' •" .:• • - •;• - "„ =:••;. •." • • • '. :. 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? D YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES 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. fl;H; CONSTRUCTION LEADING AGENCY ; V ; ; ;; I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAMELENDER'S ADDRESS 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 representatives of the CitV 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. OSHA: An OSHA permit is required for excavations over 5'0" 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 notc^mmenced 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 cqfrmen&sd for a j*6ribd ot-fStTfilays (Section 106^4.4 Uniform Building Code). ^—I ^^U**v DATEAPPLICANT'S SIGNATURE z WHITE: File YELLOW: Applicant PINK: Finance oecome null anc J by such perrnit »\ 3D/ City 01 Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite fire Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: inspected/; By: Cxi Inspected By: Inspected Bv: Comments: CB004517 VINTAGE STORAGE RACKING SYSTEM 2225CAMINOVIDAROBLE #100 ART Phone: 7609316970 CA Water Dist: CA J A / Date <*/ 1 Jj&K&rL/ Inspected: ^%?' '^ Date Inspected: Date Inspected: Date: Permit Type: Sub Type: Lot: 0 ' Approved: < — ^ Approved: Approved: 05/21/2001 Tl JNDUST „,* — Disapproved: Disapproved: Disapproved: City of Carlsbad Bldg Inspection Request For: 05/08/2002 Permits CB004517 Title: VINTAGE STORAGE Description: RACKING SYSTEM Inspector Assignment: TP Type: Tl Job Address: Suite: Location: APPLICANT RB CO RE UP Owner: Remarks: RACK SYSTEM Sub Type: INDUST 2225 CAMINOVIDAROBLE 100 Lot 0 Phone: 7609316970 Inspector: Total Time:Requested By: CONNIE Entered By: KAREN CD Description 19 Final Structural Act Comments Associated PCRs Date 04/25/2002 05/21/2001 05/21/2001 04/18/2001 03/29/2001 03/15/2001 02/23/2001 01/26/2001 Insoection Historv Description 89 14 89 14 19 14 14 14 Final Combo Frame/Steel/Bolting/Welding Final Combo Frame/Steel/Bolting/Welding Final Structural Frame/Steel/Bolting/Weld i ng Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Act CO AP we NR CO CO PA NR lns| TP TP TP TP TP PY PD TP Comments SEE NOTICE PART RACKS INSTALL CLRN TO BLDG CLMN, SIGNS, COMPLETE RACKS QUES. BY CONTRACTOR City of Carlsbad Bldg Inspection Request For: 04/25/2002 Permit# CB004517 Title: VINTAGE STORAGE Description: RACKING SYSTEM Inspector Assignment: TP Type: Tl Job Address: Suite: Location: APPLICANT RBCORELP Owner: Remarks: Sub Type: INDUST 2225 CAMINO VIDA ROBLE 100 Lot 0 Phone: Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: ART Entered By: CHRISTINE Act Comments Associated PCRs Inspection History Date Description 05/21/2001 14 Frame/Steel/Bolting/Welding 05/21/2001 89 Final Combo 04/18/2001 14 Frame/Steel/Bolting/Welding 03/29/2001 19 Final Structural 03/15/2001 14 Frame/Steel/Bolting/Welding 02/23/2001 14 Frame/Steel/Bolting/Welding 01/26/2001 14 Frame/Steel/Bolting/Welding Act Insp Comments AP TP PART RACKS INSTALL WC TP NR TP CO TP CLRN TO BLDG CLMN, SIGNS, COMPLETE CO PY RACKS PA PD NR TP QUES. BY CONTRACTOR CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME LOCATION PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT £&? YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER EsGil Corporation In Tartnersfrip wit/i government for 'Building Safety DATE: 12/29/OO Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 00-4517 SET: II PROJECT ADDRESS: 2225 Camino Vide Roble Suite 100 PROJECT NAME: Storage Racks for Vintage Storage, Inc. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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: 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: (by: ) #J(/ Fax #: Mail Telephone Fax In Person (/ ^^ REMARKS: 1. The designer stated/that the path of travel from the handicapped parking space to the rack area and the bathroojn serving the rack area comply with all the current disabled access requirements. Please verify. 2. Fire Department approval is required. By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/21 tmsmfl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for Quitting Safety DATE: 12/14/00 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 00-4517 SET: I PROJECT ADDRESS: 2225 Camino Vide Roble Suite 100 PROJECT NAME: Storage Racks for Vintage Storage, Inc. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 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. X] 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. 2<J The applicant's copy of the check list has been sent to: Vintage Storage lnc.(Dennis Cunningham) 1530 Faraday Suite 110 Carlsbad CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dennis Cunningham Telephone #: (760)931-6970 ext 107 Date contacted:adSlad (by: fax) Fax #: (760)931-6973 Mail telephone Fax *—^ In Person REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB G EJ Q PC 12/4 tmsmH.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 00-4517 12/14/00 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4517 PROJECT ADDRESS: 2225 Camino Vide Roble Suite 100 DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/4 REVIEWED BY: David Yao DATE REVIEW COMPLETED: 12/14/00 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438- 1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Carlsbad OO-4517 12/14/00 • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes Q No Carlsbad 00-4517 12/14/00 1. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1997 UBC. 2. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. See the attached correction sheet. Title 24, Part 2. 3. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306,8, 309.8 and 311.8. 4. Indicate the clearance from the new racks to the existing building walls and building columns. 5. Note on the plans that the rack design loads will be posted per Section 2222.5. 6. Provide forklift protection per Section 2222.5.(or check the exception) 7. Recheck all connections on sheet RR-3 as follows: a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips. b) Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). c) Check the bracket maximum weak axis moment.. 8. Recheck the base plate anchors as follows: Check the transverse seismic for overturning with only the top shelf loaded with the force acting through the center of gravity of the top load per Section 2228.3.3. 9. Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member). 10. Check the slab stress for the maximum transverse overturning axial load. Show the slab thickness on the plans per the calculations. Check the maximum slab stress under the base plate per Section 1915.4.2. 11. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. Carlsbad 00-4517 12/14/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 00-4517 DATE: 12/14/00 BUILDING ADDRESS: 2225 Camino Vide Roble Suite 100 BUILDING OCCUPANCY: S-l TYPE OF CONSTRUCTION: V-N BUILDING PORTION storage racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance i Bldg. Permit Fee by Ordinance "v Reg. Mod. per city VALUE ($) 32,000 32,000 32,000 288.93 Plan Check Fee by Ordinance 187.80 Type of Review: Repetitive Fee Repeats Complete Review D Other dU Hourly D Structural Only Esgil Plan Review Fee Comments: 150.24 Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS DATE RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINE DATE Docs/Mlsforms/Planning Engineering Approvals Carlsbad Fire Department 004517 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report: 01/09/2001 Fire Prevention (760) 602-4660 Building Plan Reviewed by:in. Name: Address: Dennis Cunningham 1530 Faraday Avenue City, State: Carlsbad CA 92008 Plan Checker: Job Name: Vintage Storage, Inc Job#: 004517 Job Address: 2225 Camino Vida Roble Bldg#: CB004517 Ste. orBldg. No. 100 Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review FD Job # 1st 2nd 3rd 004517 FDFile# Other Aqencv ID Racking Permit # 00-4517 4 7 PLAN REVIEW RESPONSES PLAN FILE NO. CARLSBAD 004517 VINTAGE STORAGE INC. 2325 CAMINO VIDA ROBLE, STE. 100 DECEMBER 18,2000 COMMENT: 1. PLEASE ALLOW HANDWRTTrENNOTE ON COVER SHEET. 2. PLEASE ALLOW HANDWRITTEN NOTE ON COVER SHEET/SITE PLAN. 3. SEE FIRE APPROVAL. 4. PLEASE SEE REVISED FLOOR PLAN. 5. PLEASE SEE NOTE ON REVISED FLOOR PLAN. 6. 7. 8. 9. 10. 11. IF YOU HAVE ANY QUESTION PLEASE CONTACT DENNIS CUNNINGHAM @ 760.931.6619. SINCERELY, DENNIS CUNNINGHAM PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers Project; Vintage Storage, Inc. Job No. 4692 December 19, 2000 Sheet R-l, CC-1 of 2 Response to Plan Review Comments Structural Items Only City: Carlsbad, CA File No.: 00-4517 Reviewer: David Yao Date: 12/15/00 Item Response Agreed in principle. As specified in Section 1.2.2 of the design calculations, this design meets the requirements of UBC '97. Title 24 is specific to essential facilities and is not applicable. Since the original plan check submittal documents are not in our possession for mark-up notes in relation to this item may be added to the approved construction drawings by others with my permission. 2 Non-structural item. Response by others. 3 Non-structural item. Response by others. 4 O.K. Minimum acceptable clearances are (H/80), say 1.5 inches and (H/50), say 2.0 inches, for the cross-aisle and down-aisle directions respectively, where "H" is the height to the top loaded level. Notes in relation to this item may be added to the approved construction drawings by others with my permission. Agreed. However, the code is silent on the wording of the plaque, number required, and location. Suggested wordings are given below, and may be used if acceptable to the building official. Changes to the wording (not the loads) and notes regarding this item may be added by others to the approved drawings with my permission. 6 Agreed in principle. You are correct. However, impact protection is not required per 2231.5 if the post axial loads are less than 50% of allowable (exemption #2), as is the case here. 7 a) Agreed. Under seismic loading the Rivet bearing capacity =(4/3)d.t.Fp =(4/3)d.t.(1.2Fu). Conservatively, like you, we will assume that the actual post thickness is 14 Ga., i.e. 0.075" thk. Here, the bearing capacity =(4/3)(7/16)(0.075)(1.2x65) - (2.5)(4/3) kips, per design calculations. Design O.K. b) O.K. However, because of the refractory nature of these connections their design values are determined through testing wherever possible. With over one hundred test results in-house, we have always developed the full beam capacity with "A" beam-end welds. Although we may not be able to quantify this connection analytically its difficult to argue with mother nature. The test results speak for themselves. I will be happy to provide a copy of these results upon request. However, as requested I will attempt to justify this weld connection by calculation. Per section 2.4.2 of the deign calculations, the maximum design moment =7.2 in-kips. Welded connection capacity - S,xFb , where Sx=I/ymax=0/12) 0.125[(3.73+2.143)]/(3.7/2)=0.34 in3. Connection capacity =(26)(4/3)(0.34)=11.7 in-kips. O.K. c) O.K. As above, connection design moment = 7.2 in-kips. The design moment for the angle clip is given as the product of the force in the connector times the distance between the connector and the underside of the beam =(7-2/4)x(4-3.69)=0.56 in-kips. Minimum section modulus required - (M/Fb)= [0.56/(4/3)(0.6x36)]=0.03 in3. For a 3x l-'/ix 3/16 angle, Sx = 0.11 in3. Design O.K. You are correct. I do apologize for any confusion. For the top level only loaded, the net tension to the base plate may be calculated using the equation, Tnet=W[Vdefauh(h'/D)-0.50], where "W* is the total vertical load on the top level, "D" is the depth of the upright and "h" is the height to the top loaded level. Here, Tnel=W[0.18x(100/42)-0.50] =-ve W- Stable, no uplift. Overturning O.K. O.K. Conservatively, the dimension to the centroid of the lower bracing connection will be taken as 8 inches. Per section 2.5.1 of the design calculations the total transverse design base shear is 1.6 kips < 0.8 kips/post. The design moment M= (0.8x8/2) =3.2 in-kips. Per Sections 2.3.1 and 2.5.2 of the calculations the total post axial design load, P=(Pmi_+ PEQ)= (3.0+2.3)=5.3 kips. Conservatively, the slenderaess ratio KL/r = (2x8/1.11) -15 & the allowable axial stress in the post = 28.8 ksi. Thus, Pa =(28.8x0.54)=15.6 kips and Ma=SyxFb= 0.62x(0.6x50)= 18.6 in-kips. Interaction coefficient [P/P8+M/MJ=[(5.3/15.6)+(3.2/18.6)]=0.51<1.33. Design O.K. 10 Response by others. As specified in Section 1 of the calculations, this design reviews the installation of the sto racks for structural adequacy. The sealing of drawings is for the structural adequacy of the stoj#ge""racTtexrfuy. Other information is neither reviewed nor approved. Information in relation to this item is neitheXin our ner&pssion or under our review. Corrections related to the existing floor slab should be addressed to^jhe engineer of/ecord for the building. PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers Project: Vintage Storage, Inc. December 19,2000 Job No. 4692 SheetR-l,CC-2of2 11 O.K. If there are any further questions or explanations needed, kindly contact me at 310-589-1781 (collect if required) TYPE OF UNIT 2 Level Racks 4 Level Racks MAXIMUM PERMISSIBLE LOAD (POUNDS) PER LEVEL | PER BAY/SIDE 3,000 (No load on top level) 3,000 (No load on top level) WARNING 3,000 9,000 The above capacities are based on new, undamaged components. Damage reduces capacity. REPAIR OR REPLACE DAMAGED COMPONENTS. rage 4 no '; ••-! i\-j* * %0!T^\y^:.X££ - *-. -T7 \ • •''"•'.-*• ' "W^L-i—" " " ^*?j—_-_^ ^£ fj J -. "•• »*•*_ <* -— T_ — * — ' -^ . /tJ^Sfe .«:£&".__. "i Mig^:^wia^' Square Footing Design f 07 UBC (91 NDS) 1 StruCatc4.06 By. Scott Law*. LAI. Design Group on; 12-19-2000 Protect: VINTAGE * Location: FOOTING BELOW ROOF EQUIPMENT Summary: Reinforcement #4 BAR6Q 7.00 IN O.C. E/W Or(7)#4 BARS E/W Footing Loads: LbaLoad Dead Load: Total Load: UUmate factored load: Footing Properties: AHovrabte soil bearino. pressure: Effective sol) bee/ing pressure: Concrete oompressh* strength: Reinforcing steal vWd strength: Concrete reinforcement cover Selected Size;, Length: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Lenoth: Width: Footing See Selection: Required footmjt area:hNnimumfDoUnq size required: Footing depth based on shear stresses: Selected footing depth; Effective steal depth; Punching Stress Calculations;Critical perimeterPunching shear: Punohinq shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear Beam shear stress: Allowable beam shear stress: Bending Requirements:Factored moment Concrete comprestlve Mock depth: Minimum Steel Requirements: Steel required based on moment Minimum code required reinforcement Controlling reinforcing steel:Selected reinforcement Development Length Required: Development Length Supplied* PL= PD= PT=Pu* Qs= Qe* Fc- Fy-c= Lxw= A= Qu= l» w* Area* Lreq= D= d= Bo=Vu1= vul- VC1= Vu2= vu2st vc2= Mu= a« As(1)=AsiSJ2 As reqd" d936 11100 21036 32431 1500 1350 2500 40000 3.00 4.0 4.0 16.0 2027 6.00 6.00 15.68 3.65 12.00 8.25 S7.00 29673 74 200 6615 26 100 14B981 0.20 0.13 0.29 0.29 LB LBLB LB PSF PSF PSI PSI IN FT FT SF PSF, IN IN SF FT IN IN IN LBPSI PSI LBPSI PSI IM-LB IN IN2/FT IN2/FT IN27FT«4 BARS A 7.00 IN. O.C. As= Ld= Ld sup= 0.3412.00 20.00 IN2/FT IN IN PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers 30766 PACIFIC COAST HIGHWAY MALIBU, CALIFORNIA USA 80265 Phone 310-889-1781 FACSIMILE TRANSMISSION TO, V, Phone Fax _ SUBJECT. DATE NO.DESCRiPTION REMARKS INCLUDINQ THIS SHKT,THSIE ARE TOTALSHEETS IN THIS TRANSMISSION W/rdV Contec* (/a lirmedtototytf Tb* Tnsrnmaaicn /«IncompJite From: Scott layne 7607467474 To: Derails Cunningham -/./\..l. " " '* Date: 12/10/00 Time: 7:18:30 AM Pape1of2 1345 Paloraar- Terrace EscondkJaCa92027ii FAX: 760,746. 7474 i; For Your Information To: E>ennis Cunningham Company : Vintage Storage From : Scott Layne Company : L.A.I. Design Group Fax Number 9316973 Date :12/19/00 Fax Number : 7607467474 Pages including cover page: 2 Subject : CORRECTIONS FOR RACKS Comments: DENNIS, I HAVE ADDRESSED THE CORRECTIONS ON THE RACK PLANS THAT I COULD. ITEMS 5 THROUGH 10 YOU WILL HAVE TO ADDRESS WITH RACK ENGINEERS. THE REVISED RACKING PLAN AND 4 SHEETS FOR MAIN T.I, SHOULD BE READY THIS MORNING AT PALOMAR. scon WinFax PRO Cover Pafle # 00.4517 From: Scott \Jtyr» 7807W/4/4 10: iwrwia wwwvv—*• PLAN REVIEW RESPONSES PLAN FILE NO. CARLSBAD 004517 VINTAGE STORAGE INC. 2225 CAM3KO VIDAROBLE, STE. 100 DECEMBER 18,2000 COMMENT: 1. PLEASE ALLOW HANDWRITTEN NOTE ON COVER SHEET. 2. PLEASE ALLOW HANDWRITTEN NOTE ON COVER SHEET/SITE PLAN. 3. SHE FIRE APPROVAL. 4. PLEASE SEE REVISED FLOOR PLAN, 5. PLEASE SEE NOTE ON REVISED FLOOR PLAN. 6. 7. 8. 9. 10. 11. IF YOU HAVE ANY QUESTION PLEASE CONTACT DENNIS CUNNINGHAM @ 760.931.6619. SINCERELY, DENNIS CUNNINGHAM PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers Project: Vintage Storage, Inc. Job No. 4692 December 19, 2000 Sheet R-l, CC-1 of 2 Response to Plan Review Comments Structural Items Only City: Carlsbad, CA File No.: 00-4517 Reviewer: David Yao Date: 12/15/00 Item Response Agreed in principle. As specified in Section 1.2.2 of the design calculations, this design meets the requirements of UBC '97. Title 24 is specific to essential facilities and is not applicable. Since the original plan check submittal documents are not in our possession for mark-up notes in relation to this item may be added to the approved construction drawings by others with my permission. 2 Non-structural item. Response by others. 3 Non-structural item. Response by others. 4 O.K. Minimum acceptable clearances are (H/80), say 1.5 inches and (H/50), say 2.0 inches, for the cross-aisle and down-aisle directions respectively, where "H" is the height to the top loaded level. Notes in relation to this item may be added to the approved construction drawings by others with my permission. Agreed. However, the code is silent on the wording of the plaque, number required, and location. Suggested wordings are given below, and may be used if acceptable to the building official. Changes to the wording (not the loads) and notes regarding this item may be added by others to the approved drawings with my permission. 6 Agreed in principle. You are correct. However, impact protection is not required per 2231.5 if the post axial loads are less than 50% of allowable (exemption #2), as is the case here. 7 a) Agreed. Under seismic loading the Rivet bearing capacity =(4/3)d.t.Fp =(4/3)d.t.(1.2Fu). Conservatively, like you, we will assume that the actual post thickness is 14 Ga., i.e. 0.075" thk. Here, the bearing capacity =(4/3)(77l6)(0.075)( 1.2x65) = (2.5)(4/3) kips, per design calculations. Design O.K. b) O.K. However, because of the refractory nature of these connections their design values are determined through testing wherever possible. With over one hundred test results in-house, we have always developed the full beam capacity with "A" beam-end welds. Although we may not be able to quantify this connection analytically its difficult to argue with mother nature. The test results speak for themselves. I will be happy to provide a copy of these results upon request. However, as requested I will attempt to justify this weld connection by calculation. Per section 2.4.2 of the deign calculations, the maximum design moment =7.2 in-kips. Welded connection capacity = S,xFb, where Sx=I/ymas=(l/12) 0.125[(3.73+2.143)]/(3.7/2)=0.34 in3. Connection capacity =(26)(4/3)(0.34)=11.7 in-kips. O.K. c) O.K. As above, connection design moment = 7.2 in-kips. The design moment for the angle clip is given as the product of the force in the connector times the distance between the connector and the underside of the beam =(7.2/4)x(4-3.69)=0.56 in-kips. Minimum section modulus required = (M/Fb)= [0.56/(4/3)(0.6x36)]=0.03 in3. For a 3xl-'/2X 3/16 angle, Sx = 0.11 in3. Design O.K. * <~ You are correct. I do apologize for any confusion. For the top level only loaded, the net tension to the base plate may be calculated using the equation, Tnet=W[Vdefauh(h'/D)-0.50], where "W" is the total vertical load on the top level, "D" is the depth of the upright and "h" is the height to the top loaded level. Here, Tne(=W[0.18x(100/42)-0.50] =-ve W- Stable, no uplift. Overturning O.K. , O.K. Conservatively, the dimension to the centroid of the lower bracing connection will be taken as 8 inches. Per section 2.5.1 of the design calculations the total transverse design base shear is 1.6 kips < 0.8 kips/post. The design moment M= (0.8x8/2) =3.2 in-kips. Per Sections 2.3.1 and 2.5.2 of the calculations the total post axial design load, P=(PmL+ PEQ)= (3,0+2.3)=5.3 kips. Conservatively, the slenderness ratio KL/r = (2x8/1.11) =15 & the allowable axial stress in the post = 28.8 ksi. Thus, Pa=(28.8x0.54)=15.6 kips and Ma=SyxFb= 0.62x(0.6x50> 18.6 in-kips. Interaction coefficient [P/PB+M/MJ=[(5.3/15.6)+(3.2/18.6)3=0.51<1.33. Design O.K. 10 Response by others. As specified in Section 1 of the calculations, this design reviews the installation^efme storage \ racks for structural adequacy. The sealing of drawings is for the structural adequacy of the storageracks only. Other information is neither reviewed nor approved. Information in relation to this item is neither in/nir possession or under our review. Corrections related to the existing floor slab should be addressed to the en^neeTs^f record for the building. PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers Project: Vintage Storage, Inc. December 19, 2000 Job No. 4692 SheetR-l,CC-2of2 11 O.K. If there are any further questions or explanations needed, kindly contact me at 310-589-1781 (collect if required) TYPE OF UNIT 2 Level Racks 4 Level Racks MAXIMUM PERMISSIBLE LOAD (POUNDS) PER LEVEL | PER BAY/SIDE 3,000 (No toad on top level) 3,000 (No load on top level) WARNING 3,000 9,000 The above capacities are based on new, undamaged components. Damage reduces capacity. REPAIR OR REPLACE DAMAGED COMPONENTS. Vintage Storage Inc. Rapid Rack Racks Location: 2225 Camino Vida Roble Carlsbad, CA Prepared For: Baltin Discount Racks Calabasas, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30765 Pacific Coast Hwy. Malibu, CA (310) 589-1781 Peter S. Higgins, S.E. Job Number November 469; This Document and the design it contains is copyright by Peter/67 rfiggins and Associates\It is provided as an instrument of service, and snail not be reproduc/d in any fashion witho the written permission of Peter S. Higginsymd Associates/ / _ tuildin jilding pe Notice to If this calculation is submitted for building peofnit calculations as listed in the table of contents onf the by all drawings listed in Section 1. All documents shal in ink of a contrasting color with uje same JQO Numb signed across this block. ~L \ REPRODUCTIONS bF^ICT*fEDqOPIES ARE PETER S. HIGGINS AMD ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Vintage Storage Inc. Job No. 4692 November 29, 2000 Sheet iii Table of Contents 1 Reference Data 1 1.1 Documents 1 1.1.1 Drawings 1 1.1.1.1 By Peter S. Higgins and Associates 1 1.1.1.2 By Others 1 1.2 Loads 1 1.2.1 Vertical (Dead plus Live) 1 1.2.2 Seismic 1 1.2.2.1 General (UBC 2222) 2 1.2.2.2 Short Formulation 2 2 4 Level Selective Racks 2 2.1 Components and Geometry 3 2.2 Check Beams 3 2.2.1 BB-2 3 2.2.1.1 Design Forces 3 2.2.1.2 Beam Properties 3 2.3 Check Posts (Dead plus Live Loads) 4 2.3.1 Load to Post (@ critical section) 4 2.3.2 Post Properties (net section) 4 2.4 Longitudinal Seismic 4 2.4.1 Base Shear 4 2.4.2 Design Forces 5 2.4.3 Post - Combined Stresses 5 2.4.4 Beam Connections 5 2.4.4.1 Design Forces 5 2.4.4.2 Connection Capacity 5 2.5 Transverse Seismic 5 2.5.1 Base Shear 5 2.5.2 Design Forces 6 2.5.2.1 Stability 6 2.5.2.2 Brace 6 2.5.2.2.1 Design Force 6 2.5.2.2.2 Brace Capacity 6 3 2 Level Selective Racks 7 3.1 Components and Geometry 7 3.2 Check Beams 7 3.3 Check Posts (Dead plus Live Loads) 7 3.3.1 Load to Post (@ critical section) 7 3.3.2 Post Properties (net section) 8 3.4 Longitudinal Seismic 8 3.4.1 Base Shear 8 3.4.2 Design Forces 9 3.4.3 Post - Combined Stresses 9 3.4.4 Beam Connections 9 3.4.4.1 DesignForces , 9 3.4.4.2 Connection Capacity 9 3.5 Transverse Seismic 9 3.5.1 Base Shear 9 3.5.2 DesignForces 10 3.5.2.1 Stability 10 ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Vintage Storage Inc. Job No. 4692 November 29, 2000 Sheet iv 3.5.2.2 Brace 10 ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Vintage Storage Inc. Job No. 4692 November 29, 2000 Sheet 1 1 Reference Data This calculation reviews the installation of storage racks for structural adequacy. The sealing of draw- ings is for the structural review of the storage racks only. Other information is not reviewed, nor approved. 1.1 Documents 1.1.1 Drawings 1.1.1.1 Bv Peter S. Biggins and Associates RR-3, SK-1 1.1.1.2 By Others Baltin Discount Racks (Drawing To Follow) Sheet 1 of 1, Rev.- (Rack Layout Plan) 1.2 Loads 1.2.1 Vertical (Dead plus Live) Design Loads Max. Load/Level = 3.0 kips Note: Design loads include impact allowance 1.2.2 Seismic Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Vintage Storage Inc. Job No. 4692 November 29, 2000 Sheet 2 1.2.2.1 General OJBC 2222) 0,3ZNJ CJ 2.5Ca/0.1 1C /I/ < - —W<V = -^W< - — I/R RT R Where: For default soils: For working stress designs: Ca=0.44Na R=(1.4)(5.6)=7.84 Longitudinal CV=0.64NV (1.4)(4.4)=6.16 Transverse 1=1.00 1.0<Na= < 1.5 T=Structure Period (sec) 1.0<NV=<2.0 W= Rack + Contents per 2228.5.1 Substitution yields: 0.082A/,- - - -l/<0.140Afal/ 0, 034Arl/< 0.0527V I/ <K = - - - - 1/ < 0.1797V W,rans For this site: Na=1.0 Nv=l.l: Substitution yields: 0.090 T 0.114 0.045l/<K,0flg= ' I/< 0.1401/ 0.0571^ < V trans = -^-W< 0. 1791/ T may be determined by any rational method. 1.2.2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then using code maximum loads, and W=rack rated capacity: K |OBO < 0.140 1/ = 0.1 40(01 + £1/2) « 0.0701^ (since DL « LL) This condition is usually satisfied by interconnecting back to back rows of rack, or by tieing single rows across the aisles. 2 4 Level Selective Racks °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Vintage Storage Inc. November 29, 2000 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 4692 Sheet3 2.1 Components and Geometry - W . c b a W=96" a=4" b=max. 48" c=max. 48" d=max. 48" Beams BB-2 < 96" < 3.0k/Level Base Plates-ALL Std. 2.2 Check Beams 2.2.1 BB-2 2.2.1.1 Design Forces M< H D D=42" ly-48" £-60" Upright Type L3 (3x3x 14Ga.) Bracing: Hor. & Diag. C 1.5xl.5x 14 GA M 0.6.F, =20.3 inch kips 2.2.1.2 Beam Properties =0.61 i — — . — »- — t 2,50 — c 75 • BB-2 t=14Ga A=3.69 in d= 1.56 in Sx=0.87in3 I=1.68in4 OJL Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Vintage Storage Inc. November 29, 2000 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 4692 Sheet 4 2.3 Check Posts (Dead plus Live Loads) 2.3.1 Load to Post (@ critical section) (tt of levels)q) 2 =3.0 kips 2.3.2 Post Properties (net section) X -- 3" t Series 3 t=14Ga As=0.54 in2 X Sx=0.62in3 rx=1.31 in Sy=0.42 in3 ry=l.ll in Fa=25.3 ksi Pa^ 13.7kmS&^ 2.4 Longitudinal Seismic 2.4.1 Base Shear Determine Period - Rayleigh Method - UBC method B. Derivation supplied upon request. T> Where: G = Gravitational acceleration W = Load per level 1 = Spacing between levels E = Young's Modulus I = Moment of inertia of post KQ = Connector stiffness n = Number of levels 1/2 For units = kips, inches, seconds G = 386 in/sec2 E = 29,000 kips/in2 The equation reduces to: 1/2 The column stiffness component may be conservatively ignored reducing the formula to: /2 For this configuration W = 3.0 kips/Level 1 = 48 inches (conservative) KQ =600 (300 inch kips per radian per connector) ^Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Vintage Storage Inc. Job No. 4692 November 29, 2000 Sheet 5 Substituting yields: T> 0.90 sec Thus: V<0.10W 2.4.2 Design Forces P<3.0k- M< Va/2 < (0.30x48)/2 =7.2 inch kips 2.4.3 Post - Combined Stresses M =0.60<1.33QJL 2.4.4 Rpflm Connections 2.4.4.1 Desin Forces 2.4.4.2 Connection Capacity Standard Connection Ma=(1.33)(2.5)(4)=13.3 in k4" J 7 O.K. 7/16" diam. Rivet Va = 2.5 kips 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default Values, V=0.18W=(0.18x9)=1.6k/Upright ®Copyrightby Peter S, Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Vintage Storage Inc. November 29, 2000 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 4692 Sheet 6 2.5.2 Design Forces D P = —8* D h1 =60 inches Peq=2.3 kips Note: Bracing shown is schematic - see this section, subsec- tion .2 for actual geometry. 2.5.2.1 Stability Peq< PD+L ' Stable-No Uplift. Anchors provide added Factor of Safety. O.K. Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3" into slab. 2.5.2.2 Brace Note: Lower diagonal members govern by inspection. 2.5.2.2.1 Design Force 2.5.2.2.2 Brace Capacity 0.071" Anet^O.SOii 1-1 2 L (in) 2 60 122 n Q=0.76 KI ra raT (ksi) (k) 9.9 3.94 °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Vintage Storage Inc. November 29, 2000 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 4692 Sheet? 3 2 Level Selective Racks 3.1 Components and Geometry W , b 1 i a 'Y///, i 1 , //////////'//'/////////'/////'S///S/'/'/'/ a=max. 96" b=max. 48" Beams BB-2 < 96" < 3.0k/Level Base Plates-ALL Std. D H H=144" D=42" lv=48" " Upright Type M (3x3x 14Ga.) Bracing: Hor. & Diag. C 1.5xl.5x 14 GA 3.2 Check Beams O.K. per previous design checks. 3.3 Check Posts (Dead plus Live Loads) 3.3.1 Load to Post (@ critical section) (tt of levels)(I) 2 = 1.5 kips °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Vintage Storage Inc. November 29, 2000 Job No. 4692 Sheet 8 3.3.2 Post Properties (net section) X -- 3"* Series 3 As=0.54 in2 X Sx=0.62in3 rx=1.31 in £=0.42 in3 ry-1.11 in lv/rv=43i/ri=73 Fa=20.3 ksi Pa = ll^k 3.4 Lonitudinal Seismic 3.4.1 Base Shear Determine Period - Rayleigh Method - UBC method B. Derivation supplied upon request. l/2 Where: G = Gravitational acceleration W = Load per level 1 = Spacing between levels E = Young's Modulus I = Moment of inertia of post K0 = Connector stiffness n = Number of levels For units = kips, inches, seconds G = 386 in/sec2 E = 29,000 kips/in2 The equation reduces to: The column stifmess component may be conservatively ignored reducing the formula to: /2 For this configuration W = 3.0 kips/Level 1 = 96 inches KQ =600 (300 inch kips per radian per connector) Substituting yields: T>1.1 sec Thus: V<0.09W °Copyright by Peter S. Higgins and Associates, ftovided as an instrument of service. Copying by written permission only. Project: Vintage Storage Inc. November 29, 2000 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 4692 Sheet 9 3.4.2 Design Forces P<1.5k; V<0.13k M < Max of [(Va)-1.5(P)] or Va/2 <(0.13)(96)-(1.5xl.5) or (0.13x96/2) = 10.7 inch kips 3.4.3 Post - Combined Stresses (nominal fixity due to width of base plate) M =0.71 < 1.33 O.K. 3.4.4 Beflm Connections 3.4.4.1 Design Forces Mconn< (10.7/2)=5.4"k 3.4.4.2 Connection Capacity Standard Connection Ma=(l.33)(2.5)(4) = 13.3 ink O.K. 7/16" diam. Rivet Va = 2.5 kips 3.5 Transverse Seismic 3.5.1 Base Shear Use Code Default Values, V=0.18W=(0.18x3)=0.54k/Upright °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Vintage Storage Inc. November 29, 2000 Job No. 4692 Sheet 10 3.5.2 Design Forces p =—eq D h' =96 inches Note: Bracing shown is schematic - see this section, subsec- tion .2 for actual geometry. 3.5.2.1 Stability Peq<P]3-|-L " Stable-No Uplift. Anchors provide added Factor of Safety. O.K. Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3" into slab, 3.5.2.2 Brace O.K. per previous design checks. ''Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. i>-l ZO_|P?Jm>>>O Omo =0:0 ^Sm£og FWHTJco -^^Pm do CO pfsSS0dzg £2poM5z»ag i||III 0)31 I c(Det.3) 3 lo m ^ro CO A US i K> OaP s o u i us s« p o3 a fO K, i i id o it o * S o8 - i i 1 o £ O 5 P 1 * o " s ff a a _max. 96"" 144" r ^ max. 48" 144"J fcd _ UI Ik I I O (D O ofc O O 5 O18 < UJ H O r- LLl C) II8_So > o: t- _j •^? _ST~