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Home My WebLink About1923 CALLE BARCELONA; 138; CB080201; Permit05-01-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB080201 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 1923 CALLE BARCELONA CBAD St 138 Tl Sub Type 2550120400 Lot* $175,00000 Construction Type Reference # APPLE- 5,000 SF Tl RETAIL TO RETAIL COMM 0 VN Applicant MICHELE TORRES PRECISE PERMITS 3585 FIFTH AVE 92103 6192608524 Status ISSUED Applied 01/29/2008 Entered By LSM Plan Approved 05/01/2008 Issued 05/01/2008 Inspect Area Plan Check* Owner BORDERS INC <LF> FOURTH QUARTER PROPERTIES XXX L C/0 DELOITTE TAX LLP PO BOX 131071 CARLSBAD CA 92013 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 'UMNO IN STORAGE ATTACHED $848 25 Meter Size $0 00 Add'l Reel Water Con Fee $551 36 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $3675 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $000 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 HMP Fee TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $9700 $16000 $3300 $000 $000 $000 $000 77 $1,72636 Total Fees $1,726 36 Total Payments To Date $1,72636 Balance Due $000 Inspector FINAL AP 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 nave 90 days from the date this permit was issued to protest imposition of these fees/txactions 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 i iformation 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 his previously otherwise expired City of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit Application Plan Check No. Est. Value / "7 S) QQQ Plan Ck. Deposit 55-;. Date f A3 JO* QPr\\< LOT* SUITE#/SPACE#/UNIT# CT/PROJECT* DESCRIPTION OF WORK PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE VM OCC GROUP £ons/'sr EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES O # _ NO D AIR CONDITIONING YES NO D FIRE SPRINKLERS YES ^ NO D CONTACT NAME (If Different Fom Applicant) EMAIL EMAIL pre^vs^^ precise,permws. Cjpfn CONTRACTOR.BUS NAME (I ADDRESS CITY ZIP a -ono- Com ARCH/DESIGNER NAME & ADDRESS MtevV MCAVttf crs STATE UC * STATE LIC #CLASS CITY BUS LIC# (Sec. 70315 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 {Chapter 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 S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) |W,'0 R KiE'RISIKCfO M P'.E'N"S A t|l O ti> Workers' Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations O 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 J 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 workers' compensation insurance earner and policy number are InsuranceCo "T'/XV^lflK/'iy T^^y^^'^-l <_fl • °^~ Policy No frfgHfS ~L~1(01.L. 1*4.1*0"] Expiration Dale Lyf I f <?ft This section need not be completed if the permit is for one hundred dollars ($100) or less ^-^ n *c *** *~ n 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 af4 attorney's fees >£? CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's License Law for the following reason r\ 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) 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) 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 O Yes O No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' 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 / 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 / type of work) >S PROPERTY OWNER SIGNATURE 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? QYes d No Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management district? D Yes O No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? O Yes D No IF ANY OF THE ANSWERS ARE YES, / 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 'Cm iTTIsF IX ATTOiN, I certify that I have read the application and state that the above information Is correct and that the Information on the plans Is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representative of (he 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 OSHA An OSHA permit is required for excavations over 5'0' deep and demotawrjonstnjctoncrfstwcturK EXPIRATION Every permrt issued by the BuiMingOffoalun^ 1 80 days from the date of such permit or if the building or work authc>nzedb> such pemrts suspended a atmloned at ary ' ^APPUCANT-SSENATURE Inspection List Permit* CB080201 Type Tl Date Inspection Item 08/07/2008 89 08/07/2008 89 08/05/2008 89 08/05/2008 89 07/21/2008 31 07/18/200831 07/15/200884 06/23/2008 16 06/23/2008 17 06/12/2008 14 06/12/2008 24 06/12/2008 34 06/12/200844 06/02/2008 14 06/02/2008 21 05/15/2008 14 05/14/2008 11 05/14/2008 12 05/07/2008 17 05/07/2008 18 Final Combo Final Combo Final Combo Final Combo Underground/Conduit-Wirm Underground/Conduit-Winn Rough Combo Insulation Interior Lath/Drywall Frame/Steel/Boltmg/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldm Underground/Under Floor Frame/Steel/Bolting/Weldm Ftg/Foundation/Piers Steel/Bond Beam Interior Lath/Drywall Exterior Lath/Drywall COMM APPLE- 5,000 SF Tl RETAIL TO RETAIL Inspector Act Comments PY - - PY PD PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY AP Rl PM Rl AM PLEASE NR AP NS AP T-BAR AP AP AP AP AP AP we AP PA FRAMING @ ROOF FOR HVAC AP @ STORE FRONT AP AP DEMISING WALL we Friday, August 08, 2008 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 08/07/2008 Permit# CB080201 Title APPLE-5,000 SF Tl RETAIL TO Description RETAIL Inspector Assignment PY Sub Type COMM 1923 CALLE BARCELONA 138 Lot 0 Type Tl Job Address Suite Location DNTRACTOR DICKINSON CAMERON CONSTRUCTION Owner Remarkg^PM"" / Total Time Phone 0000000000 Inspector Requested By WHIN Entered By JANE AN CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment Comments/Notices/Holds Date 08/05/2008 07/21/2008 07/18/2008 07/15/2008 06/23/2008 06/23/2008 06/12/2008 06/12/2008 06/12/2008 06/12/2008 Associated PCRs/CVs Original PC# PCR03242 ISSUED BOMBAY, RHVISIONS I'RACK ATTACHMENT PCR03256 ISSUED BOMBAY REV SINGLE TO DOUBLE, DOOR SHEET A02 I PCR08045 FINAL APPLE S I ORE-BLDG 3-REVISL, CURTAIN WALL SUPPOK I" DUE "I O EXISTING CON.1: PCR08066 ISSUED APPLE COMPIJI ER CHANGES TO, RECENTLY ISSUED TENANT IMPROVEMENT Inspection History Description Act Insp Comments 89 Final Combo NR PY 31 Underground/Conduit-Winng AP PD 31 Underground/Conduit-Wiring NS PY 84 Rough Combo 16 Insulation 17 Interior Lath/Drywall 14 Frame/Steel/Bolting/Weldmg 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Act NR AP NS AP AP AP AP AP AP AP PY PY PY PY PY PY PY T-BAR PLANNING/ENGINEERING APPROVALS PERMIT NUMBER DATE 0/01 I'0% ADDRESS RESIDENTIAL RESIDENTIAL ADDITION MINOR « $17,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEE DATE Docs/Misforms/Pianmng Engineering Approvals PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST cfc S r- D o o o Plan Check No CB O0020\ Planner Gma Ruiz APN Address Phone (760) 602-4675 TtType of Project & Use _ Zoning P-£ General Plan CFD (in/out) #_Date of participation Net Project Density DU/AC Facilities Management Zone Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit ) Legend: ^ Item Complete Q Item Incomplete - Needs your action Environmental Review Required. YES NO * TYPE DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES NO X TYPE. DATE OTHER RELATED CASES Compliance with conditions or approval' If not, state conditions which require action Conditions of Approval'. \ ' ' ' ' D EDO Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES_ CA Coastal Commission Authority? YES_ NO NO < If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Habitat Management Plan Data Entry Completed'? YES NO If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE') Inclusionary Housing Fee required: YES •NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 3/06 Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category TI, COMM Date of Report 01-30-2008 Name Address Reviewed by Permit # CB080201 Job Name APPLE- 5,000 SF TI RETAIL TO Job Address 1923 CALLE BARCELONA CBAD St 138 ted for review is incomplete At this,anot Tor standards Please review lecessary plans and/or:specific! adequately conduct a review to determine compfi! carefully all comments attacl fncfapproval Conditions: Cond CON0002584 [MET] APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW Entry 01/30/2008 By MS Action AP fed", EsGil Corporation In (Partnership with government for(Buihfing Safety DATE 4/17/08 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 08-0201 SET III PROJECT ADDRESS 1923 Calle Barcelona, Space #138 PROJECT NAME Apple Retail Store #294, TI 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 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 Telep Date contacted (by ) Mail Telephone Fax In Person REMARKS The replacement sheets AGO 0, A00.4, flCM^ A00.8, A00.9, A02 0 & A12.1 all included in the approved plans from EsGil and cJfcleam red must be incorporated into the city set of plans to make an approved 2nd s^et of plans. EsGil Corp. received only one set of replacement sheets By Chuck Mendenhall Enclosures Esgil Corporation n GA n MB n EJ n PC 4/n/os EsGil Corporation In fartnershvp with government for <BmGfing Safety DATE 3/4/08 Q JURJSJ> JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 08-0201 SET II PROJECT ADDRESS 1923 Calle Barcelona, Space #138 PROJECT NAME Apple Retail Store #294, TI 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 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 [X] The applicant's copy of the check list has been sent to PRECISE PERMITS 3585 5™ AVE SAN DIEGO, CA 92103 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Michelle Torres Telephone # 619-260-8524 Date contacted 3/S/of (by ^ x) Fax # 619-260-8218 Mail .Telephone Fax-^ In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC 2/28/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O8-O2O1 3/4/08 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, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 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 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 ACCESSIBLE PARKING 1 Detail the existing accessible parking spaces to show compliance with Section 1129B 3 1 as follows Prior to permit issuance, City to verify that existing parking and site access complies with the current standards DOORS 4 All employee work areas must be accessible Show that every required passage door to the Janitor's Closet has >32" clear width, per Section 1133B 2 The janitor door has been changed to 2'-8". However, this will not provide the required 32" clear as the door is detailed with stops that extend into the 32" clear width. See detail 3 & 4/A12.4. door must be min 2'-10" wide to provide 32" clearance with door jamb stops. END OF RECHECK To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 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 Chuck Mendenhall at Esgil Corporation Thank you EsGil Corporation PLAN REVIEWER a FILE \ In (Partnership with government for <BuiC<fing Safety DATE 2/8/08 JURISDICTION Carlsbad PLAN CHECK NO 08-02O1 SET I PROJECT ADDRESS 1923 Calle Barcelona, Space #138 PROJECT NAME Apple Retail Store #294, TI I | 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 XI 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 XI The applicant's copy of the check list has been sent to MBH Architects, Att'n Dimple Manghani 2470 Mariner Square Loop, Alameda, CA 94501 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 .Dimple Manghani Date contacted ^']''°*(by^A3 -/" SMail Telephone. Fax/Vr In Person REMARKS By Chuck Mendenhall Esgil Corporation D GA LI MB D EJ PC Telephone # (510) 865-8663 Fax # (510)974-7335 Enclosures 1/31/08 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 ^ Fax (858) 560-1576 Carlsbad O8-O2O1 2/S/O8 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO 08-02O1 OCCUPANCY M JURISDICTION Carlsbad USE retail store TYPE OF CONSTRUCTION V B ACTUAL AREA 5326 TI Only ALLOWABLE FLOOR AREA No change STORIES one HEIGHT no change SPRINKLERS'? yes OCCUPANT LOAD 133 REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 2/8/O8 DATE PLANS RECEIVED BY ESGIL CORPORATION 1/31/08 PLAN REVIEWER Chuck Mendenhall FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled 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, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC 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 105 4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans Carlsbad O8-O2O1 2/8/03 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, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 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 1 Revise the applicable codes statement on the Title Sheet of the plans AOO 0, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC 2 Revise the type of construction designation listed on sheet AOO 0 Type VN construction under the 2007 CBC is now type VB 3 Show on the electrical lighting plans the required emergency illumination with 2nd source of power IBC 1006 3 & 1006 4 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 ACCESSIBLE PARKING Detail the existing accessible parking spaces to show compliance with Section 1129B 3 1 as follows a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space c) Each space is to be a minimum of 18' in depth At least one accessible parking spaces shall be served by an access aisle >96" in width and designated as VAN ACCESSIBLE, per Section 112&3 3 2 The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials) Section 1129B 3 3 Carlsbad 08-O201 3/8/Q8 4 Ramps shall not encroach into any accessible parking space or the adjacent access aisle Section 1129B33 DOORS o All employee work areas must be accessible Show that every required passage door to the Janitor's Closet has >32" clear width, per Section 1133B 2 • DRINKING FOUNTAINS 5 Plans shall indicate that drinking fountains comply with Section 1115B 4 6 as either a) Located completely in an alcove, >32" in width and >18" in depth The drinking fountain alcove shown on the plans , detail 9/A12.1 does not comply END OF REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 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 Chuck Mendenhall at Esgil Corporation Thank you Carlsbad 08-0201 2/,8/OS VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Chuck Mendenhall PLAN CHECK NO O8-O201 DATE 2/8/08 BUILDING ADDRESS 1923 Calle Barcelona, Space #138 BUILDING OCCUPANCY M TYPE OF CONSTRUCTION VB BUILDING PORTION Retail Tl Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) 5326 cb Rlrln Pprmit FPP hw OrHtnanro ^ Valuation Multiplier City Est By Ordinance Reg Mod VALUE ($) 175,000 175,000 $848 25 Plan Check Fee by Ordinance Type of Review (2 I I Repetitive Fee Repeats Complete Review D Other i Hourly Structural Only Hour* Esgil Plan Review Fee $551 36 $475 02 Comments Sheet 1 of 1 macvalue doc David M Goodson P E Professional Engineer STRUCTURAL CALCULATIONS FOR Apple - Forum at Carlsbad Carlsbad, CA 92009 Project No 07503 029 Completion Date January 23, 2008 Revisions Engineer of Record Project Manager Project Engineer Project Technician David M Goodson, P E David B Barrett Knstma Geisler John Brown SUITE 300, LB 17 DALLAS, TEXAS 75231-4138 214/739-8100 FAX 214/739-6354 PROJECT Apple - Forum at Carlsbad RE '' Project Information DATE 01/23/08 ENGR KG JOB NO 07503 029 SHEET M David M Goodson P E Professional Engineer PROJECT INFORMATION I Project Information A City Carlsbad B State C Country California United States 2006 II Building Code A Code B Edition C Amendments D Building Official III Project Team A Architectural Team Contact B MEP Consultant Contact C Civil Consultant Contact International Building Code None Phone Email MBH Architects Dimple Manghani D Other Members PROJECT Apple - Forum at Carlsbad RE Construction Materials DATE 01/23/08 ENGR KG JOB NO 07503 029 SHEET in David M Goodson P E Professional Engineer CONSTRUCTION MATERIALS I Concrete A 28 Day Compressive Strength NONE ANTICIPA TED 1 2 3 4 Area of Use All Strength 30 ksi ksi ksi ksi ASTM A615Grade60 NONE ANTICIPA TED psi B Reinforcing Steel II CMU A Ultimate compressive strength fm = III Structural Steel A Shapes 1 W Shapes ASTM A992 (Formerly ASTM A572, Gr 50, per AISC Special Advisory No 3, March 1997) 2 All other shapes, plates, etc ASTM A36 B Steel Pipe ASTM A501 or A53, Types E or S, Grade B (Fy=35 ksi) C Steel Tube ASTM A500, Grade B (Fy=46 ksi) IV Wood Element A B C D Studs JVOJVE ANTICIPATED Species N/A Honz Framing R S Timbers Top Plates N/A N/A N/A Grade N/A N/A N/A N/A V Metal Studs As detailed in the Steel Stud Manufacturer's Association Product Technical Information - ICBO ER-4943P Clark Steel Framing Systems used as a reference Clark is a member of S S M A PROJECT Apple - Forum at Carlsbad RE Construction Materials DATE 01/23/08 ENGR KG JOB NO 07503 029 SHEET IN David M Good son P E Professional Engineer CONSTRUCTION MATERIALS I Concrete A 28 Day Compressive Strength NONE ANTICIPA TED 1 2 3 4 Area of Use All Strength 30 ksi ksi ksi ksi ASTMA615Grade60B Reinforcing Steel II CMU A Ultimate compressive strength f m = III Structural Steel NONE ANTICIPA TED psi A Shapes 1 W Shapes ASTM A992 (Formerly ASTM A572, Gr 50, per AISC Special Advisory No 3, March 1997) 2 All other shapes, plates, etc ASTM A36 B Steel Pipe ASTM A501 or A53, Types E or S, Grade B (Fy=35 ksi) C Steel Tube ASTM A500, Grade B (Fy=46 ksi) IV Wood Element StudsA B C D Top Plates NONE ANTICIPATED Species N/A Hofiz Framing R S Timbers N/A N/A N/A Grade N/A N/A N/A N/A V Metal Studs As detailed in the Steel Stud Manufacturer's Association Product Technical Information - ICBO ER-4943P Clark Steel Framing Systems used as a reference Clark is a member of S S M A PROJECT i=- Fb?JiKi hT RE Src&EFECMT DSSJfeN DATE _tafi&_ __ ENGR JOB NO 0>SC6. Q2 SHEET Wp ' tip a-1 0 .._ LO\D - %fJMR SMST EKI - 2 o p If - LDW LCAD':R8 plf Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92009 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 Centroid Sa (sec) (g) 02 1 180 (Ss, Site Class B) 10 0444 (S1, Site Class B) Period Maximum Sa (sec) (g) 02 1 350 (Ss, Site Class B) 10 0512 (S1, Site Class B) Period Minimum Sa (sec) (g) 02 1 074 (Ss, Site Class B) 10 0405 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92009 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1 028 ,Fv = 1 556 Period Sa (sec) (g) 02 1 212 (SMs, Site Class D) 10 0 691 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92009 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1 028 ,Fv = 1 556 renuu Od (sec) (g) 02 0 808 (SDs, Site Class D) 10 0461 (SD1, Site Class D) Gravity Beam Design RAM SBeam v3 0 1 Licensed to 01/22/08 130622 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (32.00,0.00) - Beam Size (User Selected) = HSS 12X4X1/4 Total Beam Length (ft) = 3200 Mp(kip-ft) = 8960 Fy = 42 0 ksi DL 0024 0024 0020 0020 LL 0000 0000 0080 0080 LINE LOADS (k/ft): Load Dist (ft) 1 0000 32000 2 0000 32000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.90 kips 0.90Vn = 126.83 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1 2DL+1 6LL 1 2DL+1 6LL Mu kip-ft 232 232 @ ft 160 160 Lb ft 320 320 Cb 1 14 1 14 Phi 090 090 Phi*Mn kip-ft 8064 8064 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 071 1 28 290 16 00 ft 1600ft 16 00 ft Right 071 1 28 290 -0302 -0547 -0849 L/D L/D L/D 1272 702 452 Beam M1 Shape HSS12X6X4 Material A500_46 Length 32 ft I Joint N1 J Joint N2 LC5 D+W Code Check 0140 (bending) Report Based On 97 Sections Max Oat 32 ft Dy in Mm -387 at 16 ft Max 229 at 16 ft 026 at 0 ft Max 2628 349 at Oft Max -1624871 at 0 ft A iuuuHusssffss>aKse»t/^sKi Ib Vy Mm -2628 349 at 32 ft Ib Max 320 at 32 ft Vz 3 Ib Mm -320 at Oft k-ft Max 9 875 at Oft Mz k-ft Max 755 at 32 ft My r^-w^___,;, ,k-ft Mm -1 805 at 16 ft Mm -11 152 at 16 ft Max -203 at Oft fa ============= Max 6 568 at 16 ft ksi Max - 322 at 27 667 ft ft '!^:,;::,f, w,,A fc Mm 322 at 27 667 ft ksi Mm -6 568 at 16 ft AISC LRFD 3rd Ed. Code Check Max Bending Check Location Equation 0140 16ft HSS71-2 Slender (Qs= 1 ,Qa=1) Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi'Vnz phi*Tn Cb 46ksi 74928 097 Ib 331803 115 Ib 54 745 k-ft 107 137 k-ft 1386072 Ib 69303 6 Ib 65 227 k-ft 1 292 Lb KL/r Sway Max Shear Check Location Max Defl Ratio Y-Y 32ft 151 069 No 0019(y) Oft L/995 Z-Z 32ft 88428 No L Comp Flange 32 ft Torque Length NC PROJECT RE is. DATE i/^3/0 &ENGR JOB NO SHEET —.— s(f T^'fl7 ( !-^M L 15P^" =57 4 B „ _ _ y D' ^J H* ft PROJECT RE _S.- DATE ENGR _.. JOB NO SHEET T I. 3 030...'.1.2-6,/o 17.001 [-HA 7x10-2. PSL REPORT™ESR-1991 Issued September 1, 2006 This report is subject to re-examination in one year ICC Evaluation Service, Inc. www icc-es orq Business/Regional Office • 5360 Workman Mill Road Whitter, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road Suite A Birmingham Alabama 35213 • (205) 599-9800 Regional Office • 4051 West Flossmoor Road Country Club Hills Illinois 60478 • (708) 799-2305 DIVISION 06—WOOD AND PLASTICS Section 06170—Prefabricated Structural Wood REPORT HOLDER STANDARD STRUCTURES INC 5900 PRUITT AVENUE WINDSOR, CALIFORNIA 95492-8767 (707)836-8191 www standardstructures com steve@standardstructures com EVALUATION SUBJECT SSI WOOD I-JOISTS AND SSW OPEN WEB TRUSSES 1 0 EVALUATION SCOPE Compliance with the following codes • 2003 International Building Code® (IBC) • 2003 International Residential Code® (IRC) • 1997 Uniform Building Code™ (UBC) Properties evaluated • Structural • Fire resistance 20 USES The SSI Wood l-Joists and SSW Open Web Trusses are used as structural members in both fire-resistance- and non- fire-resistance-rated roof and floor assemblies 30 DESCRIPTION 3 1 SSI Wood l-Joists 311 General The SSI Wood l-Joists comply with Section 2303 1 2 of the IBC, Section R502 1 4 of the IRC and Section 2303, Item 51, of he UBC The SSI Wood l-Joists are manufactured with wood flanges and oriented strand board webs Web-to-web joints are glued to form a continuous web member by inserting and gluing the web into factory- fabricated grooves located in one face of the flange The profile or shape of the SSI Wood l-Joists is either constant depth or single tapered Refer to Tables 2A and 2B of this report for SSI joist series and material descriptions 3 1 2 Materials 3121 Flanges Flanges are either solid-sawn machine- stress-rated (MSR) lumber or laminated-veneer lumber(LVL) The allowable stresses for MSR lumber flanges are in accordance with the applicable code or as modified by procedures in the approved Standard Structures Inc quality control manual Finger joints in MSR lumber flanges are proof-loaded and tested in accordance with the approved quality control manual Moisture content at time of fabrication is between 7 and 15 percent LVL flange material may be any LVL covered by an ICC-ES evaluation report, complying with the requirements noted in the quality control manual Refer to Tables 2A and 2B of this report for information regarding the width, depth and series of all LVL and MSR lumber flanges Note that • An "L" designation (e g , SSI 32L) indicates the flange material is LVL • An "Lr" designation (e g , SSI 43Lr) indicates the flange material is LVL with reinforcement • An "Mr", "Me" or "MX" designation (eg , SSI 42Mx) indicates the flange material is MSR lumber • An "Mer" or "Mxr" designation (e g , SSI 32Mxr) indicates the flange material is MSR lumber with reinforcement The reinforcement material, where specified, is a strip of plywood or OSB, a maximum of V2 inch thick (127 mm), laminated to the top of the top flange The strip covers the full width of the flange for the entire length of the joist The reinforcement is used in joist applications to alleviate wood splitting caused by nailing The reinforcement thickness is incorporated into the overall joist depth, but is not used in the joist design 3122 Webs Web material is oriented strand board meeting US DOC Voluntary Product Standard PS 2, Exposure 1, and Standard Structures Inc quality control requirements Refer to Tables 2A and 2B of this report for information about the minimum web thickness requirements 3123 Adhesives Adhesives are of an exterior-type complying with ASTM D 2559, and are mixed and handled in accordance with the adhesive manufacturer's recommendations 3 2 SSW Open Web Trusses 321 General The SSW Open Web Trusses are Warren- style, pin-connected trusses that have either parallel, tapered, double-tapered, or pitched-chord members The trusses have wood chords, steel webs, bearing clips and steel pin web- chord connectors There are six versions of the truss SSW- 42 (L) Truss, SSW-43 (H) Truss, SSW-HB Truss, SSW-44 Truss, SSW-62 Truss and SSW-42B Truss See Table 3 for descriptions of truss components • SSW-42 (L) and SSW-42H (LX) Truss The chords are nominally 2-by-4-mch [actual dimensions are V/2 by 3V2 inches (37 by 89 mm)] solid sawn lumber The webs are steel tubing with swaged ends _• SSW-43 (H) and SSW-43H (HX) Truss The chords are nominally 3-by-4-mch [net dimensions are 21/8 by 3V2 inches (53 by 89 mm)] laminated MSR lumber The webs are steel tubing with swaged ends . EPORTS " arc not lo hi: construed as representing aesthetics or tiny other attributes not specifically addressed nor arc they to he construed as un endorsement of the subject of thf report or a recommendation for Us use There is no warranty by ICC Evaluation Service Inc express or implied c.v to anv finding: or other mailer in tins ; epnrl or as to any product ca\-p.re.d by the report Copyright ©2006 Pagel of 13 Page 2 of 13 ESR-1991 • SSW-44 and SSW-44H Truss The chords are nominally 4- by-4-mch [net dimensions are 3 by 31/2 inches (76 by 89 mm)] laminated MSR lumber The webs are steel tubing with swaged ends • SSW-62 and SSW-62H Truss The chords are nominally 2- by-5-tnch [actual dimensions are 11/2 by 43/4 inches (38 by 121 mm)] or nominally 2-by-6-mch [actual dimensions are 11/2 by 5V4 inches (38 by 133 mm)] solid sawn lumber The webs are steel tubing with swaged ends • SSW-42B and SSW-42BH Truss The chords are nominally 2-by-4-inch [actual dimensions are 1V2 by 3V2 inches (37 by 89 mm)], solid sawn lumber with a 5/8-mch-thick (159 mm) built-up area at the bearing ends only The webs are steel tubing with swaged ends • SSW-HB Truss The chords are 21/8-by-3V2-inch (54 by 89 mm) lumber laminated at the top chord and 11/2-by-31/2-mch (37 by 89 mm) lumber laminated at the bottom chord The webs are steel tubing with swaged ends Chords have glued finger joints, which are manufactured and sample-tested daily in accordance with the manufacturer's quality control manual, to form continuous chord members Chords have routs in the wide face to accept web members, and the routs meet tolerance requirements specified in the manufacturer's quality control manual 322 Materials 3221 Chords Chords consist of either solid-sawn lumber or laminated lumber • Solid-sawn lumber Lumber is machine stress rated (MSR) Lumber grades meet the grading rules specified in the applicable codes and in the manufacturer's quality control manual • Laminated lumber Laminated chords are manufactured from laminated MSR lumber meeting ANSI A 190 1 requirements Each piece of ripped laminated chord material meets visual grading rules specified in the manufacturer's quality control manual 3222 Webs Steel tubing is cold-formed with steel conforming to ASTM A 787 and ASTM A 513, with minimum yield and tensile strengths as set forth in the quality control manual 3223 Pin Connectors The pins are 31/2 inches (89 mm) long and have either a 3/B-, 5/8- or 3/4-mch diameter (9 5, 15 9 or 19 1 mm) The pins conform to SAE Grade 5 for a 3/8-mch diameter (9 5 mm) and Grade 2 for the 5/8- and 3/4-inch diameters (159 and 191 mm), with minimum yield and tensile strengths as set forth in the quality control manual 3224 Bearing Clips Bearing clips are 0 090-mch-thick (2 3mm), cold-formed, ASTM A 653 Type SS Grade 40 steel 3225 Ridge Connector The ridge connector is designed to resist axial compressive loads by direct bearing on the ridge connector seat Axial tension forces located at the ridge of the top chord are resisted by the installation of holes prepunched to accept six 1/4-by-11/2-inch (64 by 37 mm) screws, provided by the manufacturer, in each side of the ridge into the top chords of the truss Ridge connectors are welded ASTM A 36 steel having a minimum yield strength of 36 ksi (248 kPa) and a minimum tensile strength of 58 ksi (400 kPa) The ridge connectors are factory-installed to one side of the truss, and the remaining connector bolts are provided for field installation as applicable to the design requirements See Table 7B for ridge connector allowable axial loads 4 0 DESIGN AND INSTALLATION 41 General Installation of SSI Wood l-Joists and SSW Open Web Trusses must comply with the applicable code requirements, this report and the manufacturer's published installation instructions The manufacturer's published installation instructions must be available at the jobsite at all times during installation 4 2 SSI Wood l-Joist Design and installation of the SSI Wood l-Joists must be in accordance with the following 1 Intermediate web stiffeners are not required, except at locations where joists are supporting concentrated loads in excess of 1750 Ibf (7790 N) See Table 1 for web; stiffener details and Tables 2A and 2B for bearing conditions 2 The webs of uniformly loaded joists having flanges with minimum nominal dimensions of 2 inches by 3 inches (51 mm by 76 mm) are permitted to have holes as indicated in Figure 1 3 The design shear must not exceed the maximum allowable vertical shear at the support In Table 2A, the value noted for the 2V2-inch (64 mm) bearing with stiffeners corresponds to the allowable vertical shear The SSI Wood l-Joists in Table 2B must have a minimum bearing length of 2V2 inches (64 mm), except that a minimum bearing length of 13/4 inches (44 mm) is permitted for all joists in Table 2B up to a maximum depth of 20 inches (508 mm) 4 SSI Wood l-Joists listed in this report are permitted to be installed in simple span, multiple span or cantilever applications 5 Compression flanges must be installed with continuous lateral support The ends of the joists must be restrained to prevent rollover Restraint must be provided by diaphragm sheathing attached to the top flange and to end walls or shear transfer panels capable of transferring a minimum force of 50 plf (730 N/m) Blocking or cross- bridging with equivalent strength is permitted to be used as an alternate to this requirement 6 Bridging is not required in floor and roof applications Bracing in accordance with the manufacturer's recommendations is required during construction 7 Design of members for individual jobs must be based on allowable design limitations using the maximum allowable shear and bending moment values noted in Tables 2A and 2B, intermediate depths are permitted to be interpolated 8 The allowable design moment values shown in Table 2A of this report are for nonrepetitive members The l-joists have been evaluated in accordance with ASTM D 5055- 00 Therefore, the bending resistance, forjoists qualifying as repetitive members, is permitted to be increased by 4 percent for LVL flanges and by 7 percent for MSR flanges 9 Deflection formula For uniform loads D = T 384E/ For concentrated loads e D =PL3 ,2PL 48E/ C Page 3 of 13 ESR-1991 where C = El = L = P = Shear deflection constant (see Tables 2A and 2B) Modulus of elasticity of the flange material, multiplied by the moment of inertia (see Tables 2A and 2B) Span length, in inches (mm) Concentrated load, in pounds-force (N) 10 w - Uniform load, in pounds per lineal inch (N/mm) D = Deflection, m inches (mm) When used as blocking panels, the SSI-Joist is capable of resisting a maximum lateral (in-plane) shear load of 1712 plf (24 9 kN/m) Engineering calculations must be provided to the code official determining the number and size of fasteners required to be installed through the floor sheathing to the blocking panels and the method of transferring this load to the top plate of the wall below All calculations must be performed by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed The l-joists installed below bearing walls, perpendicular to and supported at the end or intermediate supports, or both, require full depth blocking All SSI-Joists, when used as blocking panels, are capable of resisting a maximum vertical load of 2200 plf (32 1 kN/m) All joist moment, shear and reaction values noted in Tables 2A and 2B may be modified for the load duration factor as permitted by the applicable code for wood framing 4 3 SSW Open Web Trusses Design and installation of SSW Open Web Trusses must be in accordance with the applicable code requirements, accepted truss design principles and the following requirements 431 Chord Members Refer to Table 4 of this report for section properties, refer to Table 5 for the maximum allowable chord unit stresses The SSW Open Web Truss chords are manufactured to the requirements described in the manufacturer's quality control manual The reinforcement of the top flange consists of a maximum V,-mch-thick(12 7mm) structural wood panel, factory-glued to the top of the flange The letter "r" in the model designation of the joist.(e g , SSI 43Mxr or 42Lr) indicates the joist has a reinforced flange 432 Web Members Refer to Table 6 of this report for the allowable tension and compression loads for web members 433 Pm Connectors The allowable load for the resultant parallel and perpendicular pin loading on the chord member must be determined using the Hankmson formula in accordance with Section 2309 of the IBC and Section 1135 of the National Design Specification® for Wood Construction (NDS) 434 Bearing Assembly Refer to Tables 7A and 7B of this report for allowable reactions at supports with bearing clips See Figure 3 for typical details of the bearing configuration 435 Duration of Load Allowable unit stress may be increased for durations of load in accordance with Chapter 16 of the IBC, Section 2304 3 4 of the UBC or Section 2 3 2 of the NDS 436 Repetitive Member Use Where the installation configuration and design limitations of the applicable code requirements for a repetitive member are met, the allowable parallel-to-grain tension and compression stresses noted in Table 5 are permitted to be increased by 4 percent for LV chords and by 7 percent for MSR lumber chords 437 Deflection Deflection of a uniformly loaded trus! must be approximated based on a uniformly loaded, simple- span, beam-deflection formula The moment of inertia of the truss must be determined from the geometric configuration of the top and bottom chord members without considering reduced areas from pins or routs 44 Diaphragm Nailing When fastening a wood structural panel diaphragm to the top flange of all SSI and SSW series joists and trusses, except for SSI 44Mx and SSW-44, with 10d common nails closer than 3 inches (76 mm) on center in a row, a reinforced top flange must be used The reinforcement of the top flange consists of a maximum V2-mch-thick (127 mm) oriented strand board (OSB) or plywood sheathing factory-glued to the top of the flange The letter "r" in the model designation of the joists and trusses indicates the joist has a reinforced flange The diaphragm nailing values in the applicable code are provided for wood material with a minimum specific gravity of 0 50 The M and L series of l-joists (except 350Me and the 550Me as noted in Section 3 1 2 of this report) and the SSW series of open web trusses conform to this requirement as confirmed m the quality control procedures 4 5 Fastener Installation Fastener and diaphragm values must be determined utilizing allowable design values as determined in the applicable code, NDS or ICC-ES evaluation report for the respective flange material with specific gravities consistent with those described in Section 4 4 of this report 46 One- and Assemblies Two-hour Fire-resistance-rated Construction details are noted in Figure 2 for the assemblies described below 461 One-hour Fire-resistance-rated Roof/Floor-ceiling Assembly Wood structural panel sheathing, as required by the applicable code, must be installed over SSI Wood l-Joists or SSW Open Web Trusses, spaced a maximum of 24 inches (610 mm) on center The ceiling must consist of a base layer of 5/8-mch-thick (159 mm), Type X gypsum wallboard applied at right angles to SSI Wood l-Joists or SSW Open Web Trusses with 11/4-inch-long (32 mm), Type S drywall screws, spaced at 24 inches (610 mm) on center A face layer of 5/8- mch-thick (159 mm), Type X gypsum wallboard, or Type X veneer base, must be applied over the base layer at right angles to SSI Wood l-Joists or SSW Open Web Trusses and attached with 17/8-mch-long (48 mm)> TYPe s drywall screws, spaced at 12 inches (305 mm) on center at joints and intermediate supports Face-layer joints must be offset 24 inches (610 mm) from base-layer joints Type G drywall screws, 1V2 inches long (38 mm), must be spaced at 12 inches (305 mm) on center and installed 2 inches (51 mm) back from either side of face-layer end joints Using the same spacing as for the screw, alternate fasteners are permitted to be 17/B-inch-long (48 mm), 6d cooler, box or wallboard nails for the base layer, and 23/8-mch-long (60 mm), 8d cooler, box or wallboard nails for the face layer Type G drywall screws, 11/2 inches long (38 mm), must still be required at the end joints of the face layer Exposed wallboard joints must be treated with paper tape embedded in joint compound, which then must be covered with two coats of joint compound in accordance with ASTM C 840 and GA-216 Screw heads must be covered with two coats of joint compound 462 One-hour Fire-resistance-rated Floor-ceiling Assembly The assembly must consist of a single-layer floor of minimum ^-inch-thick (15 1 mm) APA Rated Sheathing Page 4 of 13 ESR-1991 (Exposure 1) with SSI Wood l-Joists spaced up to 24 inches (610 mm) on center, and a ceiling of two layers of gypsum wallboard attached to the bottom flange The gypsum wallboard must be V2-mch-thick (127 mm) Type X for all installations The structural wood panel floor sheathing must be applied perpendicular to the joists and attached with 6d ring or screw shank nails spaced at 6 inches (152 mm) on center The gypsum board base layer must be applied perpendicular, and attached directly, to the bottom chord with 11/4-mch-long (31 7 mm), Type S drywall screws, spaced at 24 inches (610 mm) on center The face layer must be installed with joints staggered 24 inches (610 mm) in each direction from joints in the base layer The board must be secured to each joist with 17/8-mch-long (48 mm), Type S drywall screws, spaced at 12 inches (305 mm) on center at joints and at intermediate supports Additional 11/2-mch-long (38 mm), Type G drywall screws must be installed along the exposed butt joints of the second layer, spaced at 12 inches (305 mm) on center, in rows 3 inches (76 mm) back from the joint and staggered with Type S screws in accordance with ASTM C 840 and GA-216 Exposed wallboard joints must be treated with paper tape embedded in joint compound, which then must be covered with two coats of joint compound Screw heads must be covered with two coats of joint compound 463 Alternative Assemblies SSI Wood l-Joists or SSW Open Web Trusses are permitted to be used in lieu of the specified trusses in the one- and two-hour fire-resistance- rated assemblies described in ICC-ES evaluation reports ER- 1352 and ESR-1338 4 7 One- and Two-hour Fire-resistance-rated Ceiling Assemblies SSI Wood l-Joists or SSW Open Web Trusses may be used in lieu of the specified trusses in the one- and two-hour fire- resistance-rated assemblies described in ICC-ES evaluation report ER-1352 50 CONDITIONS OF USE The SSI Wood l-Joists and SSW Open Web Trusses described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1 0 of this report, subject to the following conditions 5 1 Installation complies with this report, the manufacturer's published installation instructions and the applicable code In the event of conflicts between the manufacturer's published installation instructions and this report, this report shall govern 5 2 Structural design information for the use of Standard Structures Inc SSI Wood l-Joists or SSW Open Web Trusses must be indicated on the construction documents submitted with the permit application The construction documents and the design configurations must be consistent with this report, and must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed 5 3 Cutting of the flanges of SSI Wood l-Joists or SSW Open Web Trusses is not permitted Web openings in the SSI Wood l-Joists must conform to the requirements as specified in Section 4 2, item 2, of this report Web opening conditions not covered in Section 4 2, item 2, of this report are outside the scope of this report 5 4 Evaluation of the SSI Wood l-Joists or SSW Open Web Trusses is limited to interior dry-use conditions Dry conditions of use are those conditions of use represented by moisture content that is less than 19 percent in sawn lumber and 16 percent in LVL products 5 5 The SSI Wood l-Joists are manufactured in Windsor, California, under a quality control program with inspections by APA—The Engineered Wood Association (AA-649) 5 6 The SSW Open Web Trusses are manufactured in Windsor, California, and Loveland, Colorado, under a quality control program with inspections by APA—The Engineered Wood Association (AA-649) 60 EVIDENCE SUBMITTED 61 Data in accordance with the ICC-ES Acceptance Criteria for Prefabricated Wood l-Joists (ACM), dated June 2004 (editorially corrected April 2005) 6 2 Data in accordance with the ICC-ES Acceptance Criteria for Pin-connected Open-web Trusses with Wood Chords and Tubular Steel Webs (AC306), dated February 2006 70 IDENTIFICATION Each SSI l-Joist and SSW Open Web Truss must be marked with the name of the manufacturer (Standard Structures Inc), the product trade name, the joist/truss series, the production date, the plant number or address (for SSW Open Web Trusses only), the evaluation report number (ESR-1991), and the name of the inspection agency (APA EWS) Page 5 of 13 ESR-1991 TABLE 1—I-JOIST WEB STIFFENER AND WEB FILLER 1,2,3,4,5,6,7 WEB STIFFENER NAILING REQUIREMENTS DEPTH 9 5 to 14' 16" 18" 20" 22' 24 26" 28 30" 3/8 INCH OSB Not Req'd 3-1 Od 4-1 Od 5-1 Od 7-1 Od 8-1 Od 9-1 Od N/A N/A 7/16 INCH OSB 3-1 Od 3-1 Od 4-1 Od 5-1 Od 7-1 Od 8-1 Od 9-1 Od 9-1 Od 9-1 Od 1/2 INCH OSB 4-1 Od 4-1 Od 5-1 Od 7-1 Od 8-1 Od 9-1 Od 11-10d 11-10d 11-10d 2"MIN 2'MIN ~ t - U I •* / .(5)" 7-WEB STIFFENER SSI JOIST FACTORY ATTACHED WEB FILLER (3V2-mch net thickness assembly) V DESIGNATION WF2 WF4 FILLER ASSEMBLY LENGTH LATERAL LOAD CAPACITY 2' - 0" up to 5,000 LBS 4'-0" up to 10,000 LBS 'C' B' t_. I1 -1 "A" "••• --*™.»^ t / ...-X;. •:-.. . .'.;• C \ FACTORY AHACHED WEB FILLER X WEB STIFFENER IF REQUIRED 3 /F2 and WF4 to be positioned based on field detail requirements For SI 1 inch = 25 4 mm ''Web stiffener nailing with 10d common nails and with 10d common short nails at 3x nominal flanges 2 Secure stiffeners to joist as noted in table above 3 Stiffeners shall be installed tight to bottom chord 4 Use ~\x stiffeners with 3\ joist, use 2x stiffeners with 4x joist 51/8-inch gap minimum 2-inch gap maximum for field installed web stiffeners Factory installed web stiffeners may have a maximum gap of 4-mches r'Web stiffeners may not be required for all installation conditions See table 2A and 2B for requirements 'Web stiffeners are installed as shown except in cases of concentrated loads where web stiffeners are required, the gap shall be at the bottom Page 6 of 13 ESR-1991 TABLE 2A—I-JOIST DESIGN PROPERTIES 1,2 DESCRIPTION SSI 32L 3 x 2 LVL Flange 7/1 6 -Inch OSB W.eb SSI 42L 4 x 2 LVL Flange 7/1 6 -Inch OSB Web SSI 43L 4 x 3 LVL Flange 7/1 6 -Inch OSB Web SSI 32Lr 3x2 LVL Flange 7/1 6 -Inch OSB Web SSI 42Lr 4 x 2 LVL Flange 7/1 6 -Inch OSB Web SSI43Lr 4x3 LVL Flange 7/1 6 -Inch OSB Web s -N.--C N/" Ns SSI 32MX 3x2 MSR Flange 1/2 - Inch OSB Web / / / /y^ OVERALL DEPTH (Inches) 95 11 875 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 \ 28 \ 30 \9 5 fl 875 . , /14 / 16 r 18 20 22 24 26 28 30 NON-REP MOMENT (ft-lbf) 4734 6273 7659 8969 9844 11 103 12364 13627 14890 16153 17.418 6547 8701 10643 12478 14259 16095 17933 19773 21 614 23456 25.300 7255 9789 11475 13520 16269 18419 20573 22730 24889 27050 29.212 4493 6029 7414 8723 9608 10867 12 128 13390 14653 15916 17.181 6209 8359 10299 12 133 13915 15750 17588 19428 21 269 23,111 24.954 6728 9252 11 540 13707 15867 18016 20 169 22325 24484 26644 28.806 4082 '•iTsgT^* ~'6~57b 7684 8800 9918 11 038 12159 13,279 14401 15524 2 1/2" BEARING W/STIFFENERS (Ibf) 1 885 2080 2260 2425 2590 2755 2920 3090 3255 3420 3,585 1 885 2080 2260 2425 2590 2755 2920 3090 3255 3420 3.585 1 885 2080 2260 2425 2590 2,755 2920 3090 3255 3420 3.585 1 786 1,992 2,179 2349 2518 2686 2854 3026 3 192 3359 3.525 1 786 1 992 2179 2349 2518 2686 2854 3026 3 192 3359 3.525 1 786 1 992 2 179 2349 2518 2686 2854 3026 3 192 3359 3.525 1 875 <5"115*!> TSSO 2530 2735 2935 3 135 3335 3540 3740 3940 2 1/2 BEARING W/O STIFFENERS (Ibf) 1 460 1 480 1 500 1 515 1 530 N/A N/A N/A N/A N/A N/A 1 460 1 480 1 500 1 515 1 530 N/A N/A N/A N/A N/A N/A 1 460 1 480 1 500 1 515 1 530 N/A N/A N/A N/A N/A N/A 1 383 1 418 1 446 1 468 1 488 N/A N/A N/A N/A N/A N/A 1 383 1 418 1 446 1,468 1 488 N/A N/A N/A N/A N/A N/A 1 383 1 418 1 446 1 468 1 488 N/A N/A N/A N/A N/A N/A 1 735 /•XTT35^> ^~~TTSO 1 750 1 590 1 590 N/A N/A N/A N/A N/A 1 3/4 BEARING W/STIFFENERS (Ibf) 1 720 1 935 2125 2305 2485 2670 2850 3030 3210 3390 3.570 1 720 1 935 2 125 2305 2,485 2670 2850 3030 3210 3390 3.570 1 720 1 935 2 125 2305 2485 2670 2850 3030 3210 3390 3.570 1 629 1 854 2049 2233 2416 2603 2785 2967 3 148 3329 3.511 1 629 1 854 2049 2233 2416 2603 2785 2967 3 148 3329 3.511 1 629 1 854 2049 2233 2416 2603 2785 2967 3 148 3329 3.511 1 875 ;"2 065^S 2~275 2475 2675 2875 3075 3275 3475 N/A N/A 1 3/4 BEARING W/O STIFFENERS (Ibf) 1 460 1 420 1 385 1 350 1 320 N/A N/A N/A N/A N/A N/A 1 460 1 420 1 385 1 350 1 320 N/A N/A N/A N/A N/A N/A 1 460 1420 1 385 1 350 1 320 N/A N/A N/A N/A N/A N/A 1 383 1 360 1 336 1 308 1 283 N/A N/A N/A N/A N/A N/A 1 383 1 360 1 336 1 308 1 283 N/A N/A N/A N/A N/A N/A 1 383 1 360 1 336 1 308 1 283 N/A N/A N/A N/A N/A N/A 1 7j35 C'l 73j^"~Tfso 1 750 1590 1 590 N/A N/A N/A N/A N/A El (Ibf-m2) 286 478 693 933 1 343 1 693 2085 2520 2999 3522 4.090 384 641 929 1 251 1 770 2229 2743 3313 3939 4622 5.362 418 707 1 031 1 394 1 944 2454 3026 3661 4358 5119 5.944 261 444 652 885 1 283 1 624 2008 2435 2906 3421 3.980 349 596 875 1 187 1 690 2139 2642 3202 3817 4489 5,219 380 656 969 1 322 1 855 2354 2914 3537 4222 4971 5,784 J^27'5&i ^46*0,^ ""667" 900 1 170 1 478 1 824 2211 2638 3 106 3616 C (Ibf-m/m) 541 663 775 882 989 1096 1204 13 12 1420 1528 1636 548 671 784 8 91 999 11 07 12 16 1325 1434 1543 16 52 562 681 791 897 1005 11 13 1221 1330 1439 1547 1656 523 644 755 862 969 1076 11 84 1292 1400 1508 16 15 529 651 764 871 979 1087 11 96 1304 14 13 1522 1631 544 662 772 878 985 1093 1201 1309 14 18 1527 1636 7J5_ Cl4H" 1250 1402 1555 1708 1862 20 15 21 68 23 21 Page 7'of 13 ESR-1991 TABLE 2A—I-JOIST DESIGN PROPERTIES llZ- (Continued) DESCRIPTION SSI 42MX 4X2MSR Flange 1/2 - Inch OSB Web SSI 43MX 4x3 MSR Flange 1/2 - Inch OSB Web SSI 44MX 4x4 MSR Flange 1/2 -Inch OSB Web SSI 32MXr 3x2 MSR Flange 1/2 - Inch OSB Web SSI 42MXr 4x2 MSR Flange 1/2 -Inch OSB Web SSI 43MXr 4x3 MSR Flange 1/2 -Inch OSB Web SSI 44MXr 4x4 MSR Flange 1/2 -Inch OSB Web For SI 1 inch OVERALL DEPTH finches) 95 11 875 14 16 18 20 22 24 26 28 30 11 875 14 16 18 20 22 24 26 28 30 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 28 30 95 . 1 1 875 14 16 18 20 22 24 26 28 30 11 875 14 16 18 20 22 24 26 28 30 14 16 18 20 22 24 26 28 30 = 25 4 mm, 1ft-lbf NON-REP MOMENT ffl-lbf) 5727 7592 9274 10863 12456 14051 15649 17248 18849 20450 22.052 9750 12126 14381 16648 18924 21 205 23491 25781 28073 30.367 15082 18215 21 384 24577 27787 31 012 34246 37489 40.739 3808 5 115 6292 7406 8521 9639 10758 11 878 12999 14 121 15.243 5336 7198 8877 10465 12057 13652 15250 16848 18448 20049 21.651 9196 11 565 13816 16 081 18355 20634 22 919 25208 27500 29,793 14306 17429 20588 23776 26 983 30204 33437 36678 39926 = 1 356 N-m, 2 1/2 BEARING W/STIFFENERS flbf) 1 735 2060 2350 2620 2895 3 165 3440 3710 3985 4255 4.530 2060 2350 2620 2895 3 165 3440 3710 3985 4255 4.530 2350 2620 2895 3 165 3440 3710 3985 4255 4.530 1 776 2026 2247 2451 2659 2862 3064 3266 3472 3673 3.874 1 644 1 973 2265 2538 2815 3086 3362 3633 3908 4 179 4.455 1 973 2265 2538 2815 3086 3362 3633 3908 4 179 4.455 2265 2 538 2815 3086 3362 3633 3908 4179 4455 1 Ibf-m2 = 2 87 2 1/2 BEARING W/O STIFFENERS flbf) 1 735 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 644 1 662 1 688 1 695 1 546 1 550 N/A N/A N/A N/A N/A 1 644 1 662 1 673 1 681 1 546 1 550 N/A N/A N/A N/A N/A 1 662 1 673 1 681 - 546 1 550 N/A N/A N/A N/A N/A 1 673 1 681 1 546 1 550 N/A N/A N/A N/A N/A kN-mm2, 1 in-lbf/in 1 3/4" BEARING 'I 3/4 BEARING W/STIFFENERS W/O STIFFENERS flbf) 1 735 2065 2275 2475 2675 2875 3075 3275 3475 N/A N/A 2065 2275 2475 2675 2875 3075 3275 3475 N/A N/A 2275 2475 2675 2875 3075 3275 3475 N/A N/A 1 776 1 978 2 194 2398 2601 2803 3005 3207 3408 N/A N/A 1 644 1 978 2194 2398 2601 2803 3005 3207 3408 N/A N/A 1 978 2194 2398 2601 2803 3005 3207 N/A N/A N/A 2 194 2398 2601 2803 3005 3207 3408 N/A N/A = 4 45 N-mm/mrn, flbf) 1 735 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1,735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 644 1 662 1 688 1 695 1 546 1 550 N/A N/A N/A N/A N/A 1 644 1 662 1 673 1 681 1 546 1 550 N/A N/A N/A N/A N/A 1 662 1 673 1 681 1 546 1 550 N/A N/A N/A N/A N/A 1 673 1 681 1 546 1 550 N/A N/A N/A N/A N/A 1lbf = 445N El flbf-m2) 382 637 924 1 246 1 617 2040 2514 3042 3622 4257 4.948 804 1 185 1 614 2112 2679 3 316 4025 4752 5660 6.588 1 454 2014 2669 3419 4.175 5210 6252 7394 8.635 243 417 614 838 1 099 1 397 1 734 2 111 2527 2985 3.485 336 578 852 1 161 1 520 1 929 2391 2904 3471 4093 4.770 725 1 089 1 501 1 981 2530 3 150 3841 4604 5440 6.349 1 330 1 865 2496 3222 4045 4965 5982 7098 8315 C flbf-m/m) 779 954 11 15 1268 1422 1577 1732 1887 2042 21 97 2353 997 11 49 1297 1447 1600 1753 1907 2062 2217 2372 1227 13 59 1499 1644 1793 1943 2095 2248 21 01 730 902 1061 12 12 1364 15 17 1670 1823 1976 21 29 2282 743 9 17 1077 1230 13 84 1538 1693 1848 2003 21 59 2314 962 11 12 1259 14 10 1562 17 15 1869 2023 21 78 2334 11 97 13 25 1464 1608 1755 1905 2057 2209 2363 'The allowable moment and shear values are for normal duration of load The appropriate code should be reviewed for duration of load factor adjustments 2Refer to Table 1 for web stiffener detail •Page 8 of 13 ESR-1991 TABLE 2A—I-JOIST DESIGN PROPERTIES - (Continued) SHEAR & END REACTION DESCRIPTION SSI 32MXH 3x2MSR Flange 1/2 - Inch OSB Web SSI 42MXH 4x2 MSR Flange 1/2 - Inch OSB Web SSI 43MXH 4x3 MSR Flange 1/2 - Inch OSB Web SSI 44MXH 4x4 MSR Flange 1/2 - Inch OSB Web For SI 1 inch = OVERALL DEPTH (Inches) 95 11 875 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 28 30 11 875 14 16 18 20 22 24 26 28 30 95 11 875 14 16 18 20 22 24 26 28 30 254mm, 1ft-lbf NON-REP MOMENT (ft-lbf) 4878 6442 7851 9182 10516 11 852 13 190 14530 15868 17209 18.551 6844 9072 11 082 12981 14885 16791 18701 20611 22525 24438 26.352 11 651 14491 17 185 19894 22614 25340 28072 30808 33547 36.289 9892 14 115 18023 21 767 25554 29370 33205 37059 40924 44799 48.683 = 1 356 N-m, 21/2 BEARING W/STIFFENERS (Ibf) 1.875 2 115 2330 2530 2735 2935 3135 3335 3540 3740 3.940 1735 2060 2350 2620 2895 3 165 3440 3710 3985 4255 4.530 2060 2350 2620 2895 3165 3440 3710 3985 4255 4.530 1 735 2060 2350 2620 2895 3 165 3440 3710 3985 4255 4.530 1 Ibf-in2 = 2 87 2 1/2 BEARING W/0 STIFFENERS (Ibf) 1 735 1 735 1 750 1 750 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 735 1735 1 590 1 590 N/A N/A N/A N/A N/A kN-mm2, 1 Ibf-m/m 1 3/4 BEARING '1 3/4' BEARING W/STIFFENERS W/O STIFFENERS (Ibf) 1 875 2065 2275 2475 2675 2875 3075 3275 3475 N/A N/A 1 735 2065 2275 2475 2675 2875 3075 3275 3475 N/A N/A 2065 2275 2475 2675 2,875 3075 3,275 3475 N/A N/A 1 735 2065 2275 2475 2675 2875 3075 3275 3475 N/A N/A = 4 45 N-mm/mm, (Ibf) 1 735 1735 1 750 1 750 1 590 1 590 N/A N/A N/A N/A N/A 1735 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 735 1 735 1 735 1 735 1 590 1 590 N/A N/A N/A N/A N/A 1 1bf = 4 45N El (Ibf-m2) 316 529 767 1 035 1 346 1 700 2098 2543 3034 3572 4.158 439 733 1 063 1 433 1 860 2346 2891 3498 4 165 4896 5.690 925 1 363 1 856 2429 1 931 3813 4629 3 165 6509 7,576 618 1 107 1 672 2316 3069 3,932 4 801 5992 7 190 8 503 9,930 C (Ibf-m/m) 765 9 39 1099 1250 1402 1555 1708 1862 20 15 21 68 2321 779 954 11 15 1268 1422 1577 1732 1887 2042 21 97 2353 997 11 49 1297 1447 1600 17 53 1907 2062 2217 2372 10 12 11 06 1227 1359 14 99 1644 1793 1943 2095 2248 21 01 1The allowable moment and shear values are for normal duration of load adjustments 2Refer to Table 1 for web stiffener details The appropriate code should be reviewed for duration of load factor TABLE 2B—I-JOIST DESIGN PROPERTIES1,2,3 DESCRIPTION SSI 32M (350M) 2x3 MSR Flange 3/8 - inch OSB Web SSI 42M (550M) 2x4 MSR Flange 3/8 - inch OSB Web OVERALL DEPTH (inches) 9 5 ..,-•- 11 875 !-'..*-?•-•-- 12 '-;;'7v;''" 14 ';:. ';-• 16 20 22 24 26 95 11 875 12 .-••i4-2rrr--"-~ 16 18 20 ,.<=' 22 /.'--, ' 24 '- 'i 26 ALLOWABLE NON-REP MOMENT (ft-lbf) 4088 ..- .... - .-5417 .-•> _•' ,'5487 '"" ""' 6614 7745 -"'"'•;- "-••< '"8"879~-'"IQ3§C 10015 11 152 12291 13430 5731 7616 7716 •-•.,-."• 9 316'. "ft® 3-0 10922 12532 .."' 'f 14416 >'• 15761 * 17,378 18997 ALLOWABLE VERTCAL SHEAR (Ibf) 1 500 1 760 1 775 1 995 2215 ^ •"•-"""""2440 2 5 25" 2660 2880 3 100 3320 1 500 1 760 1 775 ='"'"---~"l995-2lt!5" 2215 2440 2660 2880 3 100 3320 Elx10G (Ibf-in2) 273 455 466 659 888 1 452 "* 1 788 2 162 2574 379 633 648 -"--"'• 916-l;:f tf" 1 233 1 599 2013 2478 2992 3558 Cx10° (Itwn/m) 5 39 660 667 771 ..., ,.... 8_77 1091 11 99 1306 14 14 547 669 675 .. :-.-.:•.: -.'-.781 - 888 9 95 11 04 12 12 1320 1429 'Page 9 of 13 ESR-1991 TABLE 2B— I-JOIST DESIGN PROPERTIES -- (Continued)1 2'3 DESCRIPTION SSI 32Me (350Me) 2x3 MSR Flange 3/8 - inch OSB Web SSI 42Me (SSOMe) 2X4MSR Flange 3/8 - inch OSB Web ... SSI 32Mr (350Mr) 2x3 MSR Flange 3/8 - inch OSB Web SSI 42Mr (SSOMr) 2x4MSR Flange 3/8 - inch OSB Web SSI32Mer(350Mer) 2x3 MSR Flange 3/8 - inch OSB Web SSI 42Mer (SSOMer, 2x4 MSR Flange 3/8 - inch OSB Web OVERALL DEPTH (inches) 95 11 875 12 14 16 18 20 22 24 26 95 11 875 12 14 16 18 20 22 24 26 95 11 875 12 14 16 18 20 22 24 26 95 11 875 12 14 16 18 20 22 24 26 95 11 875 12 14 16 18 20 22 24 26 95 11 875 12 14 16 18 20 22 24 26 ALLOWABLE NON-REP MOMENT (ft-lbf) 3344 4430 4488 5409 6335 7262 8 191 9121 10052 10984 4687 6229 6311 7619 8933 10250 11 570 12891 14214 15537 3810 5138 5206 6332 7462 8595 9731 10868 12006 13145 5337 7217 7317 8915 10520 12129 13742 16357 16974 18592 3116 4201 4258 5 179 6103 7030 7959 8889 9820 10751 4365 5903 5985 7291 8604 9902 11 240 12560 13883 15206 ALLOWABLE VERTCAL SHEAR (Ibf) 1 500 1 760 1 775 1 995 2215 2440 2660 2880 3 100 3320 1 500 1 760 1 775 1 995 2215 2 440 2660 2880 3 100 3320 1 420 1 685 1 700 1 925 2 145 2370 2595 2815 3035 3255 1 420 ' 1 685 1 700 1 925 2145 2370 2595 2815 3035 3255 1,420 1,685 1 700 1 925 2 145 2370 2595 2815 3035 3255 1 420 1 685 1 700 1 925 2 145 2370 2595 2815 3035 3255 ElxlO6 (Ibf-irf) 245 409 419 593 799 1 036 1 306 1 609 1 946 2316 341 569 583 825 1 110 1 439 1 812 2230 2693 3202 240 413 423 608 827 1 082 1 373 1 701 2065 2468 334 574 588 845 1 149 1 503 1 905 2357 2859 3412 216 371 381 547 744 974 1 236 1 530 1 859 2220 300 516 529 760 1 034 1 352 1 714 2 121 2573 3070 I Cx106 (Ibf-m/in) 539 667 660 771 877 984 1091 11 99 1306 14 14 547 669 675 781 888 995 11 04 12 12 1320 1429 5 14 634 641 775 851 957 1064 11 72 1279 1386 522 643 649 754 861 969 1076 11 85 1293 1402 514 634 641 775 851 957 1064 1172 1279 1386 522 643 649 754 861 969 1076 11 85 1293 1402 For SI 1 inch = 25 4 mm, 1ft-lbf =1 356 N-m, 1lbf-m2= 2 87 kN-mm2,1 Ibf-m/m =445N-mm/mm, 11bf =4 45 N 1The allowable moment and shear values are for normal duration of load The appropriate code should be reviewed for duration of load factor adjustments 2 Refer to Table 1 for web stiffener details 3 Web stiffeners are not required at bearing points for SSI l-Joists up to 26 inches (660 mm) deep, provided design shear does not exceed 1 600 pounds-force (7 120N) In all other cases, bearing stiffeners are required at all supports for joist depths exceeding 16 inches (406 mm) See Table 1 for stiffener details .Page 10 of 13 ESR-1991 TABLE 3—COMPONENTS OF SSW TRUSSES COMPONENTS CHORDS PINS WEBS BEARINGS CLIPS RIDGE CONNECTORS MSR 2400F-2 OE MSR 2850F-2 3E 3/8" Diameter 5/8" Diameter 3/4" Diameter 1 000"— OD 19GA 1 000"— OD 18GA 1 000"— 0 D 16GA 1 000"— O D 14GA 1 125"— O D 13GA 1 500"— 0 D 13GA 2000"— OD 13GA 1 000"— O D 12GA Bearing (A-1) Bearing (A-2) Bearing (A-3) RC-2 RC-3 RC-4 BEARING CLIP CONFIGURATION END VIEWS Drawings are no: to scale SSW L (42i sy.owri Clip Configuration Type A* Bctforr, Chord Bpanng Clip Quant.ly- 2 -TUBE Clip Configuration Type A1 Top Chord Rearing Clip Q^ntrty = 2 Clip Con figuration Type A2 Top Chord Bea.-ng Clip Quantity - - Brg Clips PIN Bolt (DASHED) TU3E Clip Cofiliguia'dori Type A3 Top Chord Beanng ClipQuantuy = 4 PIN BO^T (DASHED) TUBE For SI 1 inch = 254 mm TABLE 4—CHORD SECTION PROPERTIES OF SSW TRUSSES CHORD SIZE (inches) PIN DIAMETER (inches) ROUT WIDTH (inches) NET ARE A (inches2) TENSION COMPRESSION SECTION MODULUS ( inches3 ) MOMENT OF INERTIA SSW-42 SSW-42H SSW-L SSW-LX SSW-42B SSW-42BH & SSW HE (Bottom Chord) 2x4 (1-1/2" x 3-1/2 } no pin 03750 06250 0 6250 at Bearing no rout 04300 04300 05000 52500 34538 26863 26250 52500 46050 46050 45000 1 3125 1 0793 09514 09297 09844 08499 08010 07827 SSW-H SSW-HX SSW-43 SSW-43H & SSW HB (Top Chord) 3x4 (2-1/8" x 3-1/2) 4x4 (3 x 3-1/2 ) no pin 03750 06250 07500 0 6250 at Bearing 0 7500 at Beanng no pin 03750 06250 07500 0 6250 at Beanng 0 7500 at Bearing no rout 04300 04300 04300 05000 05000 74375 53725 46050 42213 45000 4 1250 74375 65238 65238 65238 63750 63750 26341 22385 21106 20227 20625 1 9766 27987 24414 23924 23470 23379 22935 SSW-44 SSW-44H no rout 04300 04300 04300 05000 05000 10 5000 8 0580 72913 69075 7 1250 67500 105000 921000 921000 921000 9 00000 9 00000 52500 45330 44051 43172 43047 42188 78750 68940 68450 67996 66890 66445 SSW-62 SSW-62H 2x5 2x6 similar no pin 03750 06250 0 6250 at Bearing no rout 04300 04300 05000 71250 48600 37800 37188 7 1250 64800 64800 6 3750 1 7813 1 5188 1 3388 1 3171 1 3359 1 1960 1 1271 1 1088 For SI 1 inch = 25 4 mm 1 inch2 = 645 mm2, 1 inch3 = 16 387 mm3 (1) 16d common @ SSW-42 & 62 and 20d box @ SSW- 43 & 42B, and W x 6" slotted hex head screw @ SSW-44 ,Pag'e11 of 13 ESR-1991 TABLE 5—ALLOWABLE CHORD UNIT STRESSES OF SSW TRUSSES (psi) LUMBER GRADE TENSION PARALLEL TO GRAIN (Ibf/irr) COMPRESSION PARALLEL TO GRAIN (Ibf/in2) EXTREME FIBER IN BENDING (Fb Ibf/m2) MODULUS OF ELASTICITY (EX 10lbf/m2) SSW-42H (LX) SSW-43H (HX), SSW-62H SSW-44H, SSW-42BH MSR 2850F-2 3E 2,300 2,150 2,850 230 SSW-42 (L) SSW-43 (H), SSW-62, SSW-44, SSW-42B MSR 2400F-2 OE 1.925 1,975 2,400 200 For SI 1 Ibf/m2 = 0 00689 MPa TABLE 6—ALLOWABLE LOADS ON WEB MEMBERS OF SSW TRUSSES DIAMETER (inches) - GAUGE NUMBER 1 000-19 1 000-18 1 000-16 1 000-14 1 125-13 1 500-13 2000- 13 1 000- 12 WALL THICKNESS (inches) 0038 0045 0061 0078 0095 0095 0095 1 009 PIN DIAMETER (inches) 5/8 3/8 5/8 3/8 5/8 3/8 5/8 5/8 3/4 5/8 3/4 5/8 COMPRESSION (1) (Ibf) Pin-to-Pin Length (inches) 16" 1 590 1,485 2,000 1,590 2,300 3 169 5,370 7170 N/A 8,375 N/A 7,850 28" 1 285 1,470 1.995 1 930 2,750 2,705 3,700 5,775 N/A 7,030 N/A 4,840 36" 1 240 1,190 1 660 1 660 2,055 2,320 2 805 4,735 N/A 6,495 7220 3975 TENSION (Ibf) 1,440 885 1 315 1,295 2345 2,160 3530 4,335 6,775 6605 7,025 5,805 For SI 1 inch = 25 4 mm, 11bf = 4 448N 1For compression members with pin-to-pin lengths greater than shown the allowable axial load will be reduced based on KL/r calculations .Pag'e12of 13 ESR-1991 TABLE 7A—ALLOWABLE END REACTION OF SSW TRUSSES 1,23,456,789 BEARING WOOD (A1) WRAP AROUND CLIPS ON WOOD (A2) WRAP AROUND CLIPS ON STEEL (A2) WINGED CLIPS ON WOOD (A3) BOTTOM CHORD BEARING (A1) WEB ANGLE 42 65 42 65 42 65 42 65 42 65 42 65 Vertical 90 PIN DISTANCE LBP<2) (inches) Pin over Bearing Pin over Bearing 05 05 05 05 05 05 05 05 05 05 Pin over Bearing BEARING LENGTH (LBRG) (1) (inches) 275 275 200 200 275 275 275 275 275 275 275 275 200 SSW OPEN WEB TRUSS TYPES (Ibf) SSW-42 & 42H SSW-L & LX 1 5' x 3 5" 1,900(8) 2 375(S) 2,310 2,640 2,320 2,510 3660 5,160 2,450 2,920 3390 SSW-42B &42BH 1 5'x35' (6) (7) 3,51 0(6) 3 020(7) SSW-62 & 62H 1 5" x 4 75" or 1 5" x 5 25" 2,850 2,940 SSW-43 & 43H SSW-H & HX 2125 x35 3,980 3,860 3,01 0(8) 3,700|8) 3170 3530 4 130 6,070 SSW-44 & 44H 30 x35' 4,600 5,180 For SI 1 inch = 254mm, 11bf = 4 448N ILBRG The distance from the nearest edge of the bearing surfaces to the end of the chord 2LBF> The distance from the centerlme of the pin in the bearing assembly to the nearest edge of the bearing surface 3Distance from centerlme of pin to end of chord (S1^ inch minimum) except at bottom chord bearing and 2 00-inch bearing trusses (2-1/2 inch minimum) "The maximum allowable reactions tabulated may not be increased for duration of loadings 5For web angles between 42 and 65 degrees, linear interpolation is permissible 6Value for 5/8-mch built-up bearing area with full depth A-1 clip 7Value for5/e-inch built-up bearing area with standard A-1 bearing clip Values for top chord bearing trusses are reduced when the centerlme of the bearing pin is 1 250-mches from face of support as follows SSW-L, SSW-Lx, SSW-42 SSW-42H 65 degree web angle equals 1 950 Ibf, 42 degree web angle equals 1,625 Ibf SSW-H, SSW-HX SSW-43 SSW-43H 65 degree web angle equals 2 750 Ibf, 42 degree web angle equals 2,400 Ibf 942 and 43 trusses may be installed with a minimum bearing length no less than 1 V< inches TABLE 7B—RIDGE CONNECTOR ALLOWABLE AXIAL LOADS 1,2,3 PRODUCT RC-2 RC-3 RC-4 AXIAL LOAD (Ibf) 12,195 12,600 12,600 For SI 1lbf = 4448N 1Custom applications based on load available 2The published axial values are for compression loads only 3Maximum allowable axial tension loads are limited to 1950 Ibf ^.Page V3 of 13 ESR-1991 WEB •TOP CHORD 0125H <£OF SSI JOIST SUPPORT For simple span and uniform loads, the following formula may be used to determine holes spacing requirements X= 3L0 5H 0 = 5XH 3L X = Distance, in feet, from centerlme of support to the centerlme of hole L = Joist span, in feet, centerlme of support to centerlme of support Notes Round Holes ) Square Holes ) Multiple Holes ) 0 = Hole Diameter H = Web depth in inches For simple span and uniform loads chalk line can be used to show allowable hole size permitted at a given location along the span Do not increase hole diameter beyond tangent points of chalk line and chords There holes may be placed anywhere in the vertical direction between the top and bottom chords, provided a 0 125H gap is maintained between hole and cord joist are cantilevered or if concentrated loads are expected, contact the SSI Technical Service for correct hole location Consideration should be given to holes, and especially large and multiple holes, which tend to increase deflection Special General If The maximum diameter of round holes is 75 percent of the web depth The sides of the square holes shall not exceed two thirds the maximum round holes diameter Where more then one hole is necessary, the distance between holes must exceed twice the diameter of the largest round hole or twice the side of the largest square hole ) Exceptions will require that additional substantiating data be furnished to the local building department ) Do not cut the web within D/2 of the - support centerlme otherwise 1 1/4-mch ,ioles @ 24" o c can be cut in the web anywhere The top and bottom chords are never to be cut FIGURE 1—TYPICAL HOLES - SPACING REQUIREMENTS 1'' Plywood or APA structural panel 2 SSI Joist or SSW Open Web Trusses 3 Two layers of Type X gypsum wallboard Note See section 251 or 2 5 2 for additional details FIGURE 2—FIRE ASSEMBLY City of Carlsbad > 1635 Faraday Av Carlsbad, CA 92008 07-31-2008 Plan Check Revision Permit No PCR08066 Building Inspection Request Line (760) 602-2725 Job Address 1923 CALLE BARCELONA CBAD St 138 Permit Type PCR Status ISSUED Parcel No 2550120400 Lot# 0 Applied 06/23/2008 Valuation $0 00 Construction Type 5B Entered By JMA Reference* CB080201 Plan Approved 07/31/2008 PC# issued 07/31/2008 Project Title APPLE COMPUTER CHANGES TO Inspec-Area RECENTLY ISSUED TENANT IMPROVEMENT Applicant Owner PRECISE PERMITS BORDERS INC <LF> FOURTH QUARTER PROPERTIES XXX L 3585 FIFTH AVE C/O DELOITTE TAX LLP SAN DIEGO PO BOX 131071 C A 92103 CARLSBAD CA 92013 619-260-8524 Plan Check Revision Fee $320 00 Additional Fees $0 00 Total Fees $320 00 Total Payments To Date $320 00 Balance Due $0 00 FINAL APPROVAL Inspector Date Clea'once 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 fee=/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 bdi 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. EsGil Corporation In (Partnership •with government for (BuiUing Safety DATE 7/1 /O8 a. APPLICANT JURISDICTION Carlsbad :,a^PLAN REVIEWER a 'FILE PLAN CHECK NO PCR08-66 ( 08-0201) SET REV1, set I PROJECT ADDRESS 1923 Calle Barcelona, Space #138 PROJECT NAME Apple Retail Store #294, TI ( Revised Plans) XI The revised 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 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 (by ) Fax # Mail Telephone Fax In Person REMARKS By Chuck Mendenhall Enclosures Esgil Corporation D GA D MB D EJ D PC 6/24/08 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad PCR08-66 ( O8-O2O1) 7/1/08 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO PCRO8-66 ( 08-O2O1) PREPARED BY Chuck Mendenhall DATE 7/1/08 BUILDING ADDRESS 1923 Calle Barcelona, Space #138 BUILDING OCCUPANCY M TYPE OF CONSTRUCTION VB BUILDING PORTION Revised Tl Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 2142 cb RIHn Pprmifr FPP hv Drrlmanrp : ^T Valuation Multiplier 3438 By Ordinance Reg Mod VALUE ($) 73,620 73,620 $487 05 Plan Check Fee by Ordinance Type of Review I I Repetitive Fee ^Tj Repeats Complete Review D Other Hourly Esgil Plan Review Fee Structural Only Hours * $31658 $272 75 Comments The plan review fee is based on the revised floor plan The revised area is 2142 sq ft Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER PCR 08-66 DATE 6/24/08 ADDRESS 1923 CALLE BARCELONA RESIDENTIAL ADDITION- MINOR (<17,000.00) POOL/SPA TENANT IMPROVEMENT RETAINING WALL VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER GINA RUIZ ENGINEE DATE 6/24/08 DATE Carlsbad Fire Department Plan Review Requirements Category PCR , Date of Report 07-22-2008 Reviewed by fl/Jj Name Address PRECISE PERMITS 3585 FIFTH AVE SAN DIEGO CA 92103 Permit # PCR08066 BLDG. D.EPT COPY Job Name APPLE COMPUTER CHANGES TO Job Address 1923 CALLE BARCELONA CBAD St 138 hgy.y.ejdforreview is incomplete At this time, this office cannot s Please review s, wTth-ehanges "clouded". adequately conduct a review to carefully all comin^flits'gflcicned Please resubmil the necessary plans"!? to this oi&^^or review and approval Conditions: Cond CON0002926 [MET] **APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW Entry 07/22/2008 By cwong Action AP MBH Architect Revison 3,5&6 Summary Revison 3,5&6 ISSUE DATE: 06/19/08 Project Dwg Date Apj* '.....m.^d.UM.! 05/15/08 £7 Architectural Changes (A) p P Owner's Changes (OC) Store No Project No 294 4 5 i i l/ Planning Department Comments (P) W Landlord Comments (L) :.r Other (O)A11,P K, st.ucluial) Item No 1 2 ->:> Reference Document REV #3 REV #5 REV #6 Comments Architectural • Back of House LOD increase caused reconfiguration of room layouts, changes to architectural and MEP details changed accordingly See attached summary • Architectural and MEP changes per tenant comments See attached summary • Revision 6 incorporated Tenant and Landlord comments affecting architectural and consultant engineering drawings See attached summary End of Revision List Page 1 of 1 MBH Architect Revision Summary Revison 3 ISSUE DATE: 04/04/08 Project Dwg Date Apple ! orusTi al ( d.'Kbad 0-3/IM/08 Store No Project No 294 r> 1 1 9 p Architectural Changes (A) p Building Department Comments (B) P Landlord Comments (L) W Owner's Changes (OC) F Other (O) All P &• SnikiuMi) Item No 1 2 3 4 5 6 7 8 9 10 11 12 Reference Document AGO 4 AGO 4 AGO 7 A020 A030 A040 A050 A070 A120 A12 1 A122 A149 Comments Architectural • Door hardware schedule & groups updated per new BOH design • Revised door #4, #10 and hardware group • Egress plan updated per new BOH design • Back of House floor plan updated • Furniture, Fixture, & Equipment plan updated per new BOH design • Power and Communications plan updated per new BOH design • Reflective Ceiling Plan updated per new BOH design • Genius Room door added to details 1, 2, & 3 • Enlarged plans BOH areas updated per new BOH design • Enlarged Plan - Toilet Room, & misc BOH areas updated per new design • Enlarged Pland and Details at Genius Room updated per Apple's direction • 5' x 5' Kids table to be used End of Revision List Page 1 of 1 H B K Consultants Revision Summary Revision 3 ISSUE DATE: 04/04/08 Project Dwg Date V,-.1.. !,• :M, ,,,,;..!>,,, 03/28.08 R? Architectural changes (A) f" f? Owner's Changes (OC) Store No Project No 2'»f 'J7. ' Building Department Comments (B) r Other (O) Sheet No 1 2 3 4 5 6 7 8 8 9 10 11 12 13 14 15 Reference Document El 1 El 2 E2 1 E3 1 E4 1 E5 1 E52 E6 1 MO 1 Ml 1 Ml 2 M2 1 PI 1 P2 1 P3 1 P4 1 Comments Architectural • No changes • Revised fixtures LI 1, LI 1 A, L14, L14A and LX quantities in lighting fixture schedule • Revised lighting plan per architectural design changes • Revised power plan per architectural design changes • Revised Panels B, E and PP • Revised electric load summary • Revised Panel E in single-line diagram • No changes • Revised Lutron information • Revised Title 24 lighting calculations based upon new design • Revised equipment schedule • Revised building loads • Revised Equipment performance • No Changes • Revised background per architectural changes • Relocated VAV boxes and sensors per architectural changes in BOH • Relocated diffusers and ductwork per architectural changes in BOH • Revised plumbing fixture schedule • Revised background per architectural changes • Revised sprinklers per changes • Revised background per architectural changes • Revised plumbing sanitary and domestic water plan per changes • Revised stack and riser • No changes Page 1 of 1 MBH Architects Revision Summary Revision 5 ISSUE DATE: 04/25/08 Project Dwg Date Apple i urnm at I -jrhbac! 04/25/08 Store No Project No 294 07 17/ I? Architectural changes (A) r Building Department Comments (B) f/ Owner's Changes (OC) T Other (O) Sheet No 1 2 3 4 5 6 7 8 9 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Reference Document AOOO A004 AGO 6 AGO 7 AGO 8 AGO 9 A01 1 A020 A030 A040 A050 A060 A080 A090 A090A A09 1 A093 All 2 A120 A12 1 A122 A149 S2 1 Comments Architectural • Square footage update • Project Team info update • Drawing index update • Door and Hardware Groups updated • Room Signs updated per new plan • Mall Plan updated per city comments • Site Plan added to set • Mall Site Section added to set • Barricade elevation and section updated • Key notes # 1 0, 1 9-22 added • Sheet notes #5 updated • Equipment Legend updated • Power and Communications Plan updated per new BOH layout • BOH lighting updated per new layout • Revised parapet height per field verification • Enlarged Storefront Plan and RCP updated • Storefront Sections coordinated with LL architect drawings • Side Exterior Elevations coordinated with LL shell drawings • Roof Plan updated and coordinated with LL shell drawings • Parapet and Neutral Pier details updated • Detail 15 updated (Parapet detail) • Genius Credenza updated to reflect store condition • Enlarged plans at BOH updated per new layout • Enlarged toilet room details updated per new layout • Enlarged Genius room details updated per new layout • 4'X4' kids table to be used • Structural section drawings updated per LL architect shell drawings Page 1 of 1 H B K Consultants Revision Summary Revision 5 ISSUE DATE: 04/25/08 Project Dwg Date \]>;.lo fo'iiifi. . i ,!.. Kh.K' 04/2 -vOS !• Architectural changes (A) f" v Owner's Changes (OC) Store No Project No 294 07 i "^ Building Department Comments (B) T Other (O) Sheet No. 1 2 3 4 5 6 7 8 9 9 10 11 12 13 14 15 Reference Document El 1 El 2 E2 1 E3 1 E4 1 E5 1 E52 E6 1 MO 1 Ml 1 Ml 2 M2 1 PI 1 P2 1 P3 1 P4 1 Comments Architectural • No changes • No changes • No changes • Revised power plan per architectural design changes • Revised Panels E and PP • Revised electric load summary • No changes • No changes • Revised Title 24 lighting calculations based upon new design • No Changes • No changes • No Changes • Revised background per architectural changes • Relocated exhaust grille in janitors closet • No Changes • Revised background per architectural changes • Relocated exhaust grille in janitor closet • Revised background per architectural changes • Revised plumbing sanitary and domestic water plan per changes • No changes Page 1 of 1 MBH Architect Revision Summary Revison 6 ISSUE DATE: 05/16/08 Project Dwg Date Apple t onim ,-'i C arlslxic' 05/15/08 Store No Project No 294 45110 T Architectural Changes (A) r Building Department Comments (B) W Landlord Comments (L) W Owner's Changes (OC) P Other (O)/ Mi P <K. Mi uo.uial) Item No 1 2 3 4 5 6 7 8 9 10 11 12 13 Reference Document AOOO AGO 1 AGO 4 AGO 5 A01 1 A020 A030 A040 A060 A070 A080 A090 j 1 A090A i Comments Architectural • Client phone # updated • Responsibility schedule updated • Accessible signage - um sex signage not used and removed • 4 point lock corridor/exit door in detail 1 door types updated • Detail 1 1 - Partition type L updated • Barricade details updated - context illustrated adjacent to barricade • Key notes 16 & 17 updated • Dimension layer turned on • Grid line 3 relocated per landlord drawings • Side walk conditions illustrated • Kids table size on responsibility schedule updated to 4'x4' table • Key note #34 added • Dimension string added for stainless steel panels • Adjacent tenant storefront updated per landlord drawings • Adjacent parapets adjusted to reflect existing conditions per layout site visit • Gndlme 3 located per landlord comments • Exit signs at stainless steel updated per Apple comments • LCD panel dimensions added per Apple comments • Logo access required • Lease line updated per master grid layout site visit • Sections updated, leaselme, and adjacent parapet conditions updated • Detail 20 added to set - waterproofing detail for parapet SS relationship • Leaselme updated per master gird layout site visit • Adj tenant parapet conditions updated per existing site conditions Page 1 of 2 MBH Architect Revision Summary Revison 6 ISSUE DATE: 05/16/08 Project Dwg Date \;>r!.- h.lUlMjU.sK.M,' OS/ 1 5/08 P Architectural Changes (A) r & Owner's Changes (OC) Store No Project No 204 ••Hi ;< Building Department Comments (B) I? Landlord Comments (L) f" Other (O).i\Ii.P& sihkiuial) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 A09 1 A10 1 A102 All 1 All 4 All 6 All 7 A120 A122 A123 A124 A125 A140 A143 A144 A145 A146 • Neutral pier details updated • See details 5, 7, 1 1, 12, 13, 14, 17, & 19 for updates • Details 1, 15 & 16 updated • Details 12 & 14 updated • Detail 13 Added to set - Parapet Detail • Detail 19 - letter cut outs only for 'Exit' sign in SS panels • Detail 1 & 5 updated • Detail 9 & 10 updated • Break counter updated • Mgr room safe to be bolted down • Details 1 & 3 genius room details updated • Detail 8 updated - Digital locks added to lockers • Detail! -Not Used • Detail 14 updated • Details 2, 14 & 15 updated • Details 1-4 updated • Details 1-4, & 15 - dimension updates • Details 1-3 Credenza size updated to reflect current plan • Details 1,37 11 dimension update to rectangular table condition End of Revision List Page 2 of 2 _y