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Home My WebLink About1916 PALOMAR OAKS WAY; ; CBC2017-0262; PermitCity Of- Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 09/14/2017 Commercial Permit www.carlsbadca.gov Job Address: 1916 Palomar Oaks Way, 150 Permit Type: BLDG-Commercial Work Class: Tenant Improvement, Parcel No: 2120923400 Lot U: Valuation: $100,000.00 Reference U: Occupancy Group: Construction Type: U Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check U: Plan Check #: Project Title: Description: PFM MEDICAL: 1,360 SF PRE-FAB CLEAN ROOM IN WAREHOUSE Permit No: CBC2017-0262 Status: Closed - Finaled Applied: 05/19/2017 Issued:' 08/31/2017 Finaled: Inspector: AKrog Applicant: Owner: Contractor: UNITED PARTITION SYSTEMS STRUCTURES ON THE GREEN LLC UNITED PARTITION SYSTEMS BOB KAMINSKI 2180 Hellman Ave , 1914 Palomar Oaks Way C/O Doreen '. 2180 Hellman Ave ONTARIO, CA 91761 Crawford, 150 ONTARIO, CA 91761 909-947-1077 CARLSBAD, CA 92008 909-947-1077 S. BUILDINGPERMIT FEE 52000+ , $627.50 BUILDING PLAN CHECK FEE (BLDG) . $439.25 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $60.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL S $45.00 SB1473 BUILDING STANDARDS FEE' S ' $4.00 STRONG MOTION-COMMERCIAL " $28.00 Total Fees: $1,203.75 Total Payments To Date: $1,203.75 ' Balance Due: $0.00 Please take NOTICE that approval of your project includes the Imposition of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exaction. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: &IPLANNING DENGINEERING BUILDING IRE DHEALTH .DHAZMATIAPCDI Building Permit Application - Plan Check NofJJ15J'7'-OaQ Est. Value 44 City of 1635 Faraday Ave., Carlsbad, CA 92008 ' - Ph: 760-602-2719 Fax: 760-602-8558 . T L.j c?j Plan Ck. DePos>CzCrlsbad email: buildingcarlsbadca.gov Date 5 I lswppp.I www.carisbadca.gov JOB ADDRESS PMj4p,_ Oj SUITEU/SPACE#/UNIT# APN CT/PROJECT A LOT A PHASE A A OF UNITS A BEDROOMS A BATHROOMS TENANT BUSINESS NAME CONSTR. 7PEOCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) t19Lo 0DD CtL r t Z4 2C. .EXISTING USE • PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE - AIR CONDITIONING FIRE SPRINKLERS YESJ NO[—] 1.1 YES CINO YESII NOE APPLICANT NAME . - Primary Contact M PROPERTY ORNA7 Er1 , j C / ADDRESS P t' . ADDRESS CITY r STATE ZI 0 (-1 c. j CITY STATE ZIP :.A * Dj 2..(X -(L's PHONE FAX PHONE FAX EMAIL - . - EMAIL .. . . DESIGN PROFESSIONAL -c r CONTRACTOR S. NAMt im 5 - ADDRESS ADDRESS o LI\u- CITY :::7ic—, STATE . ZIP , CITY _ STATE ............- ZIP .. PHO cbcN1Iei7 F PHONE FAX 5 7Zc?5 EMAIL 'Pao Tpv-- L IL III, , CeA . EMAIL . . .. . ...... ................. STAIE UC. A LKIni STATE LIC.# _CIAW CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractors 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 7031.5 by any applicant for a permit subjects the applicant to a civ;l penalty of not more than five hundred dollars ($500)). I Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: 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. 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 carrier and policy number are: Insurance Co. & IlIL,C $5. D. Policy JC-511.9t. Expiration Dale This section need not be completed if theL ne hundre do rs$t00) or less. [J Certificate of Exemption: I certify ormance of he work f ich 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 sec compens ioncove g 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 coat of compensation, rovid for in Secti n 706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DAGENT DATE - ri r thereby affirm that.l am exempt from Contractor's License Law for the following reason: [] 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, presided 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). [TI 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 loan 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: I personally plan to provide the major labor and materials for construction of the proposed property improvement. [—]Yes DNo I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone I type of work): ..'PROPERTY OWNER SIGNATURE - DAGENT DATE - l Ur applèanI or futtke buildingoccupaici required to submit a business plan tely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-5Tanner Hazardous Substance Aricotint Act? ,Yes No Is the applicantor future building occupntre.quired to obtain a permit from Ih air pollution control district or air anagemest district?, ,Yes ,... Ns Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UN S THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERCY~ GENERVICES'ANDTHE AIR POLLUTION CONTROL DISTRICT. E[LC'3 I hereby affirm that there isacon tructionle rrh r rmanceol the work this r m C Lender's Name • P Lnnder's Addr @ (iis fr'k I ceitifythat I have read the application and stat e above rmation is conectand thatthe information on the plans ts accurute. I agmeto complywtth all City ordinances and State laws relating to building construction. I hereby authorize representative of the City fCadsbad to ester u the above mentioned property for iopdctidn purposes.] ALSO AGREE TO SAVE, INDEMNI'Y AND KEEP HARMLESS THE1C1rY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, STS AND EXPENS S WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. •.j OSHA: An OSHA permit is required for exca tons over 50' deep d demolition or construction of structures over 3 stories in height F ' EXPIRATION: Every permit issued by the Bu' Official under p ions of this Code shall expire by limitation and become nut and void if the building orwokauthosteed by such permit is not commenced within 180 days from the date of such permit or if the p orwork oriz y such permit is suspended or abandoned at any time after the work is commenced tiara period of 180 days (Section 106.4.4 Uniform Building Code). .Q APPLICANT S SIGNATURE DATE 5 t7 I I •. STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT: ISSUANCE. •. .'. Permit Type: ,BLDG-Commercial Application Date: 05/19/2017 Owner: STRUCTURES ON THE GREEN LLC Work class: Tenant Improvement Issue Date: 08/31/2017 Subdivision: PARCEL MAP NO 18313 - Status: - Closed - Finaled Expiration Date: 03/05/2018 Address: 1916 Palomar Oaks Way, 150 ' Carlsbad, CA 92008-5522 IVR Number: 3847 Scheduled Actual Inspection Type Inspection No Inspection Status Primary Inspector Reinspection Complete Start Date Date 09/05/2017 09/05/2017 BLDG-43 Air 033643 2017 Failed Andy Krogh Reinspection Complete Cond./Furnace Set - Checklist Item COMMENTS / Passed - , t_. BLDG-Building Deficiency Ac disconnect to be labeled and roof No - -. • repaired so no leaks and no standing water - - * pockets , - - - - • BLDG-84 Rough 033641-2017 Partial Pass Andy Krogh Reinspection Incomplete Combo(1424,34,44) • - -. • - -• , \' c ,,• ' Checklist Item - COMMENTS . , . Passed -, - - J BLD-14 , : - Yes Frame-Steel-Bolting-Welding ". • ' - (Decks) ' • - - 'I BLDG-34 Rough Electrical Main panel, subpánel, and ac disconnects ' No' -.. - to be labeled - • - - BLDG-44 - •- Yes - Rough-Ducts-Dampers - • - BLDG-85 T-Bar, 033642-2017 - 'Passed Andy Krogh • Complete -p Ceiling Grids,.- ' -• r , - Overhead ' .. • Checklist Item COMMENTS Passed BLDG-Building Deficiency - - . - Yes . BLDG-14 •' ' , ' Yes - Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout . .• ,. ' -' Yes BLDG-34 Rough Electrical . . Yes - 1 , BLDG44 . ' . . • , Yes - - Rough-Ducts-Dampers ' - . - * •• - ' '' -' ' '--I. ' 09/14/2017 09/14/2017 BLDG-Final 034682-2017 - - . Passed Andy Krogh • • ' ' , Complete L I Inspection • ' - ' - •• :-. • • - Checklist Item COMMENTS . - ' Passed . 1' ' - BLDG-Building Deficiency: •' " Yes - -. • ' BLDG-Plumbing Final ' .' - ' . • Yes BLDG-Mechanical Final ."'• . Yes BLDG-Structural Final -' ' - . ' - - " Yes '- , • - BLDG-Electrical Final - ' . ' ' - Yes I-, -- ' - ' • ' - ' • - - BLDG-Fire Final 034234-2017 - - Scheduled Dominic Fieri ' Incomplete' - • - ' . ' . Checklist Item • COMMENTS Passed ' - - FIRE- Building Final - ' , No , - ' ' • ' - 4 -•' ' ' - I_ - . • . ' • ' ' '- - t• -' '',• - - '- $ ' ' ' . ' '. ' ' - t• -'S -. - -- I - • • ' • - -•• - ' - I ' . . . -- ,• . _,, • • ' . - S - • - - -' ' ' • • - - • ' k - , - -. - • I ' - -- • September 14, 2017 • Page 1 of I : - I, ' • '' . • - , -F. EsGil Corporation In (Partners flip with Government for Building Safety DATE: 8/17/17 0 APPLICANT ,zf JURIS. JURISDICTION: City ofCarlsbadY 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0262 SETIH—I . PROJECT ADDRESS: 1916 Palomar Oaks Rd Suite 150 PROJECT NAME: PFM Medical Clean Room - TI The plans transmitted herewith havt?een corrected where necessary and substantially comply with the jurisdiction's building code s\/ The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building - department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy, of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the apphcant that the plan check has been completed. Person contacted: Telephone #: Date contacted: ,0 (by:,," Email: Mail Telephone Fax In Person ( LII] REMARKS: By: Jason Pasiut Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 8/17/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In cPartners flip with government for cBui(ding Safety iI"li DATE: 5.L3411 JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0262 SET: IT PROJECT ADDRESS: 1916 Palomar Oaks Rd Suite 150 PROJECT NAME: PFM Medical Clean Room - TI D APPLICANT . JURIS. U PLAN REVIEWER U FILE El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant, contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bob Kaminski Telephone #: 909-947-1079 Date contacted: 76.1t'7 (by- DO) Email: info@unitedpartition.com Fax In Person • : F-1 REMARKS: By: Doug Moody Enclosures: EsGil Corporation • • E GA E EJ LI MB LI PC 5I2111 1/O3/(1 • • • 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (85i)560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0262 5/31/17 . 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: 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. Bring two corrected sets 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. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. A complete description of the activities and processes that will occur in this tenant space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would make classification in Tables 307.1(1) and 307.1(2) possible. The building official may require a technical report to identify and develop methods of protection from hazardous materials. Section 414.1.3. No information provided. 4 Please provide the UL listing and manufacturer's installation information for-all new equipment to be installed. Show all electrical requirements, plumbing requirements, exhaust or mechanical requirements,, operational weight, anchorage and seismic restraints if required etc. Section 107.2. No information • provided. 5. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural support of the 'new 882# roof mounted HVAC equipment. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed.. Business and Professions Code. I was unable to find any vertical analysis of the existing roof structure showing it adequate to support the new HVAC equipment? Please provide. City of Carlsbad CBC2017-0262 5/31/17 Advisory Note : When alterations, structural repairs or additions are rrade to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: The area of specific alteration, repair or addition must comply as "new" construction. A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. The path of travel shall include the existing parking. Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. S. • Please address the following comments that are the result of the alterations. * 15. Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc. The site plan is incomplete and appears to show non- compliant parking and path of.travel. Please complete and correct the site - plan. 16. It is unclear from the plans if the restrooms servicing the tenant improvement are disabled accessible, please provide a dimensioned restroom plans showing the restroom to be accessible compliant. Please provide plans to scale, dimensioned and the necessary details to show the restrooms comply. 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. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? . Please indicate: Yes El Na u S • The jurisdiction has contracted with Esgil Corporation located at 9320 - S 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 Doug Moody at Esgil Corporation. Thank you. • S - / EsGil Corporation - 1 In cPartnersfiip with Government for Building Safety DATE: 7/27/17 J APPLICANT .'JURIS. JURISDICTION: City of Carlsbad L3 PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0262 SET: II PROJECT ADDRESS: 1916 Palomar Oaks Rd Suite 150 PROJECT NAME: PFM Medical Clean Room - TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. - .. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. . the applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: . EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bob Kaminski Telephone #: 909:947-1079 . Date cyntacted: 'fliR (b?Y') Email: info@unitedpartition.com t/-M a i le h e Fax In Person LII REMARKS:. By: Jason Pasiut (for DM) Enclosures: -, EsGil Corporation - El GA El EJ El MB ElPC 7/3/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 'City of Carlsbad CBC2017-0262 7/27/17 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. Bring two corrected sets 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. These corrections are in response to items.not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural support of the new 882# roof mounted HVAC equipment. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. I was unable to find any vertical analysis of the existing WAREHOUSE roof structure showing it adequate to support the new HVAC equipment? Please provide. 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. ' Please indicate here if any changes have been made to the plans that are not a ' result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ' No U EsGil Corporation In (Partnership with government for cBui(iing Safety DATE: 5/31/17 OAPPLICANT 'd JURIS. JURISDICTION: City of Carlsbad 7 PLAN REVIEWER 13 FILE PLAN CHECK NO.: CBC2017-0262 SET: I PROJECT ADDRESS: 1,916 Palomar Oaks Rd Suite 150. PROJECT NAME: PFM Medical Clean Room - TI LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a completerecheck. '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. El The applicant's copy of the check list has been sent to: El 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: Bob Kaminski . . Telephone #: 909-947-1079 0Iøi40. Date contacted: 51&1 11-1 (by: ..-') Email: info@unitedpartition.com _) Fax In Person REMARKS: . . . . By: Doug Moody Enclosures: EsGil Corporation E GA E EJ E MB LI PC 5/23/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 S.. N City of Carlsbad CBC2017-0262 5/31/17 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: CBC2017-0262 OCCUPANCY: B TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 5/19/17 DATE INITIAL PLAN REVIEW COMPLETED: 5/31/17 JURISDICTION: City of Carlsbad USE: Clean Room ACTUAL AREA: 1360sf STORIES: 1 HEIGHT: OCCUPANT LOAD: 14 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/23/17 PLAN REVIEWER: Doug Moody . FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of 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 sectionscited are based on the 2016 CBC, which adopts the 2015 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 2015 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. City of Carlsbad CBC2017-0262 . - 5/31/17 [DO NOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0262 PREPARED BY: Doug Moody DATE: 5/31/17 BUILDING ADDRESS: 1916 Palomar Oaks Rd Suite 150 BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI • 1360 City Valuation 100,000 Air conditioning Fire Sprinklers TOTAL VALUE 100,000 Jurisdiction Code cb 113y Ordinance IBldg. Permit Fee by Ordinance $626.061 Plan Check Fee by Ordinance I . Type of Review: E2i Complete Review F-1I Structural Only El Other Repetitive Fee Repeats . Hourly Hr. . EsGil Fee $350.591 Comments: . Sheet 1 of 1 - macvalue.doc + City of Carlsbad CBC2017-0262 5/31/17 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 two corrected sets 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. Please provide a statement on the Title Sheet of the plans to show compliance with the current Codes. The following are the correct current Codes: The 2016 edition of the California Building Code (CBC) adopts the 2015 International Building Code (IBC) and the 2016 California Amendments. The 2016 edition of the California Electrical Code (CEC) adopts the 2014 National Electrical Code (NEC) and the 2016 California Amendments. The 2016 edition of the California Mechanical Code (CIVIC) adopts the 2015 Uniform Mechanical Code (UMC) and the 2016 California Amendments. The 2016 edition of the California Plumbing Code (CPC) adopts the 2015 Uniform Plumbing Code (UPC) and the 2016 California Amendments. • The 2016 edition of the California Fire Code (CFC) adopts the 2015 Uniform Fire Code (UFC) and the 2016 California Amendments. The 2016 edition of the California Energy Efficiency Standards. Provide a fully dimensioned floor plan showing the size-and use of all rooms or areas within the space being improved or altered. Draw the plans to scale and, indicate the scale on the plan. Sec. A107.2. A complete description of the activities and processes that will occur in this tenant space should be provided. A listilig of all hazardous materials should be. included. The materials listing should be stated in a form that would make classification in Tables 307.1(1) and 307.1(2) possible. The building official may require a technical report to identify and develop methods of protection from hazardous materials. Section 414.1.3. • 4. Please provide the UL listing and manufacturer's installation information for all new equipment to be installed. Show all electrical requirements, plumbing City of Carlsbad CBC2017-0262 5/31/17 requirements, exhaust or mechanical requirements, operational weight, anchorage andseismic restraints if required etc. Section 107.2. Please provide plans and calculations signed by the California State licensed • engineer or architect for the structural support of the new 882# roof mounted. HVAC equipment. Include all calculations and finding on the plans. Please • include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 1 07.2 REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the International Building . Code. ITEM • REQUIRED? • REMARKS EXPANSION/EPDXY ANCHORS . . • • 7. Please provide a completed copy of the Special Inspection Agreement forms . from the City of Carlsbad. . . 8. Please review the requirements revise the plans appropriately and imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. . • 9. Please provide a foundation plan showing the anchorage and base plates for the support of the columns for the mid-span beam and the anchorage and location of the shear walls. Please clarify the plans indicate the slab to be 4" and .the • calculations are based on a 5" thick slab? . . . .10. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. • Please provide a completed LTl-02 part 2 of 3 form. Multilevel lighting controls are required in areas exceeding 100 square feet in area and have a connected general lighting load exceeding .5 watts per square foot (Classrooms are .7 watts). Review ES Table 130.1-A for design requirements. Include control placement and design on the floorplans. (AB switching no longer complies for most fixture types). • . • • 13. • Shut-Off Controls: Each floor, each space (not exceeding 5,000 square feet), ; and each type (general, display, and ornamental) of lighting shall be individually • • capable of being automatically shut-off when the building is unoccupied. Include the control design. (A percentage of egress lighting is now included in the shut- off requirement). • ES 130.1(c). . .• • City of Carlsbad CBC2017-0262 . 5/31/17. 14. Please provide an electrical single line diagram. Show new or existing * distribution equipment, ampere size and AIC rating of distribution equipment, feeder over-current devices size and indicate AlC rating, conduit and conductor size and length. . . Advisory Note : When alterations, structural repairs or additions are made toan existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: The area of specific alteration, repair or addition must comply as "new" construction. . . A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. .. The path of travel shall include the existing parking. Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. . . Please address the following comments that are the result of the alterations. 15. . Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc. • • . . . • . * • • 16: It is unclear from the plans if the restrooms servicing the tenant improvement are • disabled accessible, please provide a dimensioned restroom plans showing the restroom to be accessible compliant. . 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. . Please indicate here if any changes have been made to the plans that are not a • result of corrections from this list. If there are other changes, please briefly. describe them and where-they are located in the plans. I . • Have changes been made to the plans not resulting from this correction list? Please indicate: . • • . 'Yes El . . No El .; . . .• •. • The jurisdiction has contracted with Esgil Corporation located at 9320 - Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of ' i1vt ..-'.\ \ 4 -.--------- 05/18/2017 k:= 1 if T :~ 0.5 1k = I 0.5•T+ 0.75 if T0.5AT2.5 CASE A.13 CATEGORY II KWEI CONSULTING ENG. PFM MEDICAL INC! DATE: 5/18/2017 CARLSBAD, CA FILE: (17-202) CRT-ICA-RI.xmcd K El CONSU LTING i GRAND F SUITE #211, ENGINEERS' 626).355.62O4 1'INC~" CELL: (949)•395•6954 EMAIL: PETERKWEICONSULTINGENG.COM PROJECT: PFM MEDICAL INC. 1ST CITY SUBMITTAL 1916 PALOMAR WAY., STE. 150 JCREVISION CARLSBAD, CA 92008 (JOB# 17-202) JUN 2 9 2017 DESIGN CRITERIA: CITY OF CARLS3Ab I) DESIGN BASED ON 2016 CALIFORNIA BUILDING CODE, ASCE 07-10 AND ALLOWABLE STRES'1bEINj DIVI3I0N NEW 1-STORY INTERIOR OFFICE AT CARLSBAD, CA AND INSTALLATION OF HVAC ON TOP OF 1-STORY OFFE ROOF LIVE LOAD IRLL := 10.psfl SEE BELOW WALL DEAD LOAD (INT) ROOF DEAD LOAD IRDL := 8.psf III) SEISMIC LOAD - SITE CLASS D - CHAPTER 11 OF ASCE 07-10: MAPPED SPECT. ISs := 1.15 I Is1 := 0.441J ACCELERATION: SITE COEFFICIENT: li ADJUSTED SPECT, ACCELERATION (SECTION 11.4.3): DESIGN SPECT. ACCELERATION lFa 1.0391 TABLE 11.4-1 Sms := F.-S, S.,:= FS1 Scis:= S TABLE 11.4-2 Sms 1.196 Smi = 0.688 (SECTION 11.4.4): Sd1 := Ihn:= 1 FUNDAMENTAL NO. OF STORIES PERIOD (ASCE 12.8.2.1): LONG-PERIOD TRANSITION LEI PERIOD (ASCE FIG. 22-15, PG 228) I = 0.459 I CT 0.0 LL:= ii T = 0.129 EXPONENT RELATED TO STR. PERIOD (ASCE SCT 12.8.3) OCCUPANCY CATEGORY (ASCE TBL. 1-1): SEISMIC DESIGN CATEGORY(ASCE TBL. 11.6-1 & 11.6-2): RESPONSE MODIFICATION FACTOR (ASCE TBL. 12.2-i) IMPORTANCE FACTOR (ASCE TABLE 11.5-1) SEISMIC RESPONSE COEFF (ASCE 12.8.1.1): lof5 Qeocloloil_ OUO2 KWEI CONSULTING ENG. . PFM MEDICAL INC. DATE: 5/18/2017 - . CARLSBAD, CA FILE: (17-202) CRT-1 CA-Ri .xmcd SdI TL .SI S d s • 0. C,:= rnax[min[if[T ~TL, T.(R T2.1)] (R) if [Si ~ 0.6,R) ,0 1E) 'E (lE DEFLECTION AMPLICATION FACTOR (ASCE TBL. 12.2-1) lCd ALLOWABLE STORY DRIFT (ASCE TBL. 12.12-1) (002.h1)l't Ia = 2.88it Ad IE DETERMINED STORY DRIFT (ASCE SCT. 12.8.6) 6xeaflow 1.4.0 Ixe.a11ow = 0.514i CONNECTOR SPECIFICATIONS: MACHINE THRU BOLTS ASTM A307 OR A325-N BOLTS AND NELSON STUDS MATERIAL SPECIFICATIONS: a) STEEL DEFORMED REINFORCEMENT AND BOLTS (PER ACI 381-14): YIELD STRENGTH ___ MODULUS OF ELASTICITY (REINF. #3 REBARS F,1 := 40000.psl FOR NONPRESTRESSED OR SMALLER, GRID. 40) • REINF. PER SECTION 8.5.2 lEsi := 29000000.psl YIELD STRENGTH OF ____ (REINF. #4 RE BARS OR Fy2 : 60000.PSI LARGER, GRID. 60 AND •1 A307 ANCHOR BOLTS.) DESIGN YIELD STRENGTH F51 := if (0.5.F 2 <20000.psi3O.5.Fy2,20000.psi) (REINF., 3/8" DIA. OR LESS, ____ DESIGN YIELD STRENGTH ___________ GRADE 40 OR 50, l"si = 20000.ps (REINF., GRADE 60, , IFs2 := 24000.psl VI SOILS SPECIFICATIONS NO SOILS REPORT GIVEN. ALL VALUES ARE ASSUMED MINIMUM ACCORDING TO THE 2016 CBC SOILS BEARING CAPACITY (MIN. 12" WIDTH x 12" DEEP) l°s0I.cf= 1500.psfj ASSUMED ACTIVE EARTH 0cv := 35-pc ___ PRESSURE ASSUMED SOIL WEIGHT := 110.pc _ l ASSUMED PASSIVE EARTH FRICTION COEFFICIENT (Tpass 150.pcl I:= O.2 - PRESSURE . VII) GRAVITY LOADS JUSTIFICATIONS: HORIZONTAL DIAPHRAGM LOADS: VERTICAL DIAPHRAGM LOADS: ROOF . 4 WALL'- INTERIOR NON-RATED. LT. GAUGE STEEL DECK 2.3 psf PRE-MFG WALL PANELS 8.0 psf SUSPENDED CEILING 1.7 psf HVAC/LIGHTS/MISC. 2.0 psf WALL DEAD LOAD 8 psf UNACCOUNTED WEIGHT 2.0 psf . ROOF DEAD LOAD • • 8psf S ROOF LIVE LOAD. 10 psf • 2 of 5 - - -- • KWEI CONSULTING ENG..PFM MEDICAL INC DATE 5/18/2017 CARLSBAPCA.- FILE:(17-2Q2)CRT-1CA-R1.xmcd Ii tiff,V I)SEISMICLOAD - SITECLASSD CHAPTER I2OFASCE 0710 HEIGHT OF EQUIPMENT heq := 3- I)AENSiONOF EQUIPM -ç.,:= 3. COMPONENT AMPLIF = 2 FACTOR (TABLE 113.6-1)*lap COMPONENT RESPONSE &R lRp = 6 MOD FA (TABLE 13-6-1 IMPORTANCE FACTOR — 131 3) ' 1 'p)-9. HEIGHT OF INT ROOF Ih 12 f, - -- . . (SECTION EQUIPFI. APPLIED lz h I 5hcq = 13.5 ft I 0.4-ap-Sd.WJ.jvAç ,( -2-z"\. F 1 + —.1 FORCE. :=• • - .. -• I ;lFp =381..32 p '(Rp) h * - t .- . -' --• 'S • . •0,• Fpupper = 1 6 Sth I WHVAC Fpupper = 1.126.368 lb]. Fp iower = 03 SdS IPWHVAC Fpiower = 211 1941b - 0.7- max(mm(F FP:Pper) F Iower F 266 926 lb ,,= 0.4 T4 = p q ] 46 lb OK NUM OF SCRW (rENSION)'lnb 21 -: -7- NUM OF SCRW (SHEAR) PJSEMIN. (1)-#12 TEKSREW (SEiSMIC C'ONER GA. DECK F Qw = b v (232 Ib) ) lb > ( b lb OK TaHow = b T(123 Ib) I 24( lb > 10 TF, 4(11) OK ,.4 3 ,_. ••4 •. - •,'-- .. .. ,. .4-, OK I - - II) CHECK (E).'H RACEWAY POST 12'-0" MAX. SPAN SUPPORTING ROOF LOAD FROM W1017 SPT.BM.: -, MAX HEIGHT OF MEMBER _40ft F - - • -S • • - . I TRIBUTARY ROOF WIDTH TWR = = 20fi 35255 + 2400=59255 TRIBUTARY ROOF LENGTH TLR 2 . - 4 3 - • -* ..................... -.,. --u-.............................- - . - - .- . bj)1 RUL TWR I LI pll ILL 'W DL fl h 1W L (ol 35255 I I RI I T\\ L TI L JSE (2) PRE-FAB WALL PANELS BY UNITED PARTITION USING H SECTION. SEE LGBEAMER RESULT-8 FOR 2OMBINED LO,D CHECK -- - - '.5 .. a - •• ;$•. ._.•.5 . . . -, - .4 - - - ,. - . - P •. • - 4 :..' • -, -• -.:- ..-- .. - .. -• - S • - - - , ---------------------- . :' •, •- - - S ' • - - * ., .- _*_ S • • • -. - - 3of5 P . . .-' • _5$_ I ,• • - .. 4 1' 4 - 1 . - -- . '- S . S • 4 - . ' _. . S • . . I..' - •. 5_ - -. . - j.• S • - - $ 4 . . - - I - -, 1-' - . • • - KWEI CONSULTING ENG. PFM MEDICAL INC. DATE: 5/18/2017 - CARLSBAD, CA -FILE: (17-202) CRT-,1C 2 -HECK ADEQUACY OF EXISTIG hiT ROOF STR WITH NEW MECH LOKD STRUCTURAL DIMENSIONS: - BUILDINGS. LENGTH I IBL:= 40.0.fl. IMPORTANCE FACTOR = L BUILDINGS WIDTH 1 IBWi := 34.041 INT.- ROOF HEIGHT lh := 12.04i AREA OF BUILDING '-',:AB := BL1 BW1 = 1360ft2 TRIBUTARY HEIGHT.TH PERIMETER OF BLDG B = 2 (BLI + BW1 ) = 148ft - BLDG (INT ROOF) I B 2 • ' CHECK SEISMIC EQUIPMENT FORCE WITH OVERALL STRUCTURES SEISMIC FORCE PER LEVEL (SECTION * '1609 1613 AND 1620.5 AND 3404.4 OF IBC AND SECTION 12 OFASCE 07-10: .' 1) SEISMIC WEIGHT AND FORCE AT LEVEL I '(ROOF)-• -: ' ' ' .- ' ' wN.equip:= WJAC *. ' WN.equip =0.88-kips ; FN equip = 0 7 N equip min(max(0 2 II: s c) 0 41E Sds) FN equip = 0.099 kis -. -. 'S ' WIDL =RDLAB tWDL I THIB (PB +BLI +lOft) ... ' ' ' ' ..- •*••_ -1 - WIDL=2O384k1pS WI LL = RLL (A8) ' w1 LL = 13..6-kips Mi1 IL := WIDL+WIL -- ' - -. - - - - - - 33.9184-kips - . -'0 7wlDLmln(max(021ESdS c) °41E SdS) - - -- -'*- V* F1 = 2.275 kips 04 < iiIIJ OK ' - 10E THE ADDED LATERAL FoRcE BY THE ADDITIONAL MECHANICAL UNIT DOES NbT CONTRIBUTE MRE HAN 10/ LATERAL FORCES TO EXISTING LATERAL RESISTING ELEMENTS, NO SEISMIC ANALYSIS OR,'- - ETROFIT OF EXiSTIN&3 SHEARWLLS OF THE IIJTEIOR OFFICE ARE REQUIRED PER CBC 340..4. --S --- - 5 ,' - '4 5' J~ 117 .- - • . -'- - , ' - ,- -. -.- - -. ' '. -,-,-.• -i,-,' - - -t ----.,,. ---' - ' -5 j; ,, -. -- 4 - - . S - '• •' - -, - -- - - .5 • , "5 - -S - -• - • . . - - ' ' - - - -. ' - S - -. 0 ' -. - - - ' ..' •' - ' V . - S - , - ,0 '• -. - 4of5 5- i , - ' - ' - I * 0 5 . -' .•- . • -- -'' : --• ' •. C Project: PFM MEDICAL INC - CARLSBAD, CA Date: 5/18/2017 Model: 4.158 WIDE x 3.65 DEEP "H RACEWAY Ri . . R2 12.00 ft Section : (2) Bask-to-Back (X-X Axis) Fy = 25.0 ksi Maxo = 1499.4 Ft-Lb Moment of Inertia; I = 2.519 in A4 Va = 5036.8 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) -Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Mid-Pt 1499.2 0.000 0.000 UO Combined Bending and Web Crippling Reaction or t Load Brng Pa Mmax lntr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Reqd? Ri 0.0 1.00 2434.1 0.0 0.00 No R2 0.0 1.00 2434.1 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen RI 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (lb) KyLy KtLt KL/r (lb) P/Pa Value Center Span 5926.0 (c) Mid-Pt Mid-Pt 98 8723.6 (c) . 0.68 0.68 5 of 5 .• .- '• K E 4 1315 S. GIWID AVE.,NUE,. SUITE #111 Pd Pd FAX li-V (626}-355 6204 I T1 I !1 CELL t949) 395 - EML:.PETEREIeONSULTINGENG.COM - PFM MEDICAL INC. NEW 1-STORY INT. OFFICE 1916 PALOMAR OAKS WAY., STE 150 ' ' o CARLSBAD, CA (#17-202) S\O /6ESSI rSR s, 1' CiV4. OFC 04/21/2017 - Revision Description Date is CITY SUBMITTAL 04/21/2017 TABLE OF CONTENTS: Item Description Page I TABLE OF CONTENTS I 2 DESIGN CRITERIA 2 3 SEISMIC DATA 4 4 DESIGN VERTICAL LOAD 5 DESIGN LATERAL LOADW/ LGBEAMER RESULTS 7 6 CHECK EXISTING SLAB FOR PT. LOAD/ALUMINUM POSTS 15 7 APPENDIX - ICC ESR REPORTS AND TEST REPORTS/LTR 20 - CBC20I7-0262 • 1916 PALOMAR OAKS WAY #15( PFM MEDICAL: 1,360 SF PRE-FAB CLEAN ROOM IN WAREHOUSE - - 212092340( 1/51 5/19/201 CBC20I 7-0262 k:= 1 if T:5 0.5 1k_= 1 1 0.5-T + 0.75 if I = 0.5 A I = 2.5 CASE A.13 CATEGORY II KWEI CONSULTING ENG. PFM MEDICAL INC. DATE: 4/17/2017 CARLSBAD, CA FILE: (17-202) CRT-ICA-RO.xmcd KWEI cONL'T ' 13118 GRANDAVENUE,,SUITE'021t. I !. EN GINEERS, 11, INC.. PROJECT. PFM MEDICAL INC. 1ST CITY SUBMITTAL 1916 PALOMAR OAKS WAY., STE. 150 CARLSBAD, CA 92008 (JOB# 17-202) DESIGN CRITERIA: I) DESIGN BASED ON 2016 CALIFORNIA BUILDING CODE, ASCE 07-10 AND ALLOWABLE STRESS DESIGN: NEW 1-STORY INTERIOR OFFICE AT CARLSBAD, CA. GRAVITY LOADS (LIVE LOADS PER TABLE 4-1 OF ASCE 07-10 AND DEAD LOADS PER LOAD JUSTIFICATION, VIII): ROOF LIVE LOAD IRLL := 10.p SEE BELOW WALL DEAD LOAD (I NT) ILi := 8.psl ROOF DEAD LOAD IRDL := 8.psfl III) SEISMIC LOAD - SITE CLASS D - CHAPTER 11 OF ASCE 07-10: MAPPED SPECT. ACCELERATION: I N~i GLENDORA,CA91740 I i. OFFICE:(626}.3.55.6059 FAX:, (62S355-62O4 CELL (94) EMAIL PETER395 KWEICON5ULTINGENG 8954 COM SITE COEFFICIENT: IFar 1039$ TABLE 11.4.1 ADJUSTED SPECT. Sms : Fa Ss ACCELERATION (SECTION 11.4.3): S.,:= F•S1 DESIGN SPECT. Sds := Smc ACCELERATION 3 (SECTION 11.4.4): 2 Sd1. Sm1 hn .= 1 FUNDAMENTAL NO. OF STORIES PERIOD (ASCE 12.8.2.1): .= C-,-•h 0 .75 , , LONG-PERIOD TRANSITION FT PERIOD (ASCE FIG. 22-15, PG 228) EXPONENT RELATED TO STR. PERIOD (ASCE SCT 12.8.3) OCCUPANCY CATEGORY (ASCE TBL. 1-1): SEISMIC DESIGN CATEGORY(ASCE TBL. 11.6-1 & 11.6-2): RESPONSE MODIFICATION FACTOR (ASCE TBL. 12.2-1) IMPORTANCE FACTOR (ASCE TABLE 11.5-1) SEISMIC RESPONSE COEFF (ASCE 12.8.1.1): TABLE 11.4-2 Sms = 1.196 Smi = 0.688 Fs T=_0797 I I SdI = 0.459 I CT : L1L:=1J T = 0.129 2/51 M MEDICAL INC. CARLSBAD, CA C,:= max[ Sd1 SdI•TL Sd. 1 r 0.5•S1 11 [ '. (R) .] Jj T 'T2 R (RI I (R' := mi if T<TL ,—I,0.01,ifIS1 ~0.6, ,ojj DEFLECTION AMPL!CATION FACTOR (ASCE TBL. 12.2-1) lCd := ALLOWABLE STORY DRIFT (ASCE TBL. 12.12-1) . : (0.02.h).ft DETERMINED STORY DRIFT (ASCE SCT. 12.8.6) öxe allow 1.4 Cd CONNECTOR SPECIFICATIONS: MACHINE THRU BOLTS ASTM A307 OR A325-N BOLTS AND NELSON STUDS MATERIAL SPECIFICATIONS: a) STEEL DEFORMED REINFORCEMENT AND BOLTS (PER ACI 381-14): DATE: 4/17/2017 FILE: (17-202) CRT-ICA-RO.xmcd lCs0.123 I a= 2.88iT = 0.514-id .....•.. (REINF. #3REBARS __________ := 40000.psl MODULUS OF ELASTICITY OR SMALLER, GRID. 40) FOR NONPRESTRESSED IEs2 := 29000000.ps REINF. PER SECTION 8.5.2 YIELD STRENGTH OF (REINF. #4 REBARS OR ___ IFy2 := 60000.psl LARGER, GRID. 60 AND A307 ANCHOR BOLTS.) . DESIGN YIELD STRENGTH F1 := if(0.5.F 7 <20000.psi3O.5.F 2,20000.psi) (REINF., 3/8" DIA. OR LESS, GRADE 40 OR 50, = 20000.psl DESIGN YIELD STRENGTH _ (REINF., GRADE 60, IF := 24000.psl VI SOILS SPECIFICATIONS NO SOILS REPORT GIVEN. ALL VALUES ARE ASSUMED MINIMUM ACCORDING TO THE 2016 CBC SOILS BEARING CAPACITY _______ (MIN. 12" WIDTH x 12" DEEP) I°s0j1C 1500.psfj • ASSUMED ACTIVE EARTH PRESSURE I°actv := 35.pcfj ASSUMED SOIL WEIGHT 110-pc f ASSUMED PASSIVE EARTH FRICTION COEFFICIENT I:= O.2 PRESSURE IcTpass:= 150pc VII) GRAVITY LOADS JUSTIFICATIONS: HORIZONTAL DIAPHRAGM LOADS: ROOF LT. GAUGE STEEL DECK 2.3 psf SUSPENDED CEILING 1.7 psf HVAC/LIGHTS/MISC. 2.0 psf UNACCOUNTED WEIGHT 2.0 psf ROOF DEAD LOAD 8 psf ROOF LIVE LOAD 10 psf VERTICAL DIAPHRAGM LOADS: WALL - INTERIOR NON-RATED PRE-MFG WALL PANELS 8.0 psf WALL DEAD LOAD 8psf 3/51 4- KWEI CONSULTING ENG PFM MEDICAL INC DATE 4/17/2017 CARLSBAD, CA; ' FILE: (17-202) VRR-1CA-RO.xmcd PROJECT- PFM MEDICAL INC -'1ST CITY SUBMITTAL 1916PALOMAR OAKS WAY.STE:150 -. , , -•'- * CARLSBAD, CA 92008 (JOB# 17202) , 1 - ,,-.* - -.- I DESIGN FOR VERTICAL LOADING-ASD .• i. - , --i,, • - I-GENERAL DESIGN INFORMATION: DESIGN LOADS: ____________ - • -., ROOF LIVE LOAD IRLL= 10psl.SEE BELOW WALL DEAD LOAD "IwDL :8 : ROOF DEAD LOAD. IRDL := 8psfl * - DESIGN NOTES (1) THE LOAD DURATION FACTOR Cd FOR ALL ROOF FRAMING MEMBERS (7 DAYS CONSTR) SHALL BE 1.25. II- DESIGN ROOF ELEMENTS (40c34'OFFICE): - A) DESIGN ROOF DECK - 20'-V MAX. SPAN. SUPPORTING UNIFORM ROOF LOAD ONLY: MAX SPAN OF DECK LL = 20 f TRIBUTARY WIDTH ROOF ITwR = 12 u-i' YIELD STRENGTH IFy = 40 ksl ELASTIC MODULUS OF STL lEs = 29500 ks MOMENT OF INERTIA POS I:= o.9inl SECTIONAL MODULUS POS Sx = 0.544-iP. n WIDTH OF WALL = 3.5-iii ASD FACTOR FOR BENDING Ib = 1 61 M MIN. ASC ROOF 3W-DECK 20 GA. (ICC ESR-1414, Pg 7).WORST. CASE SIMPLY SUPPORTED-SPAN ORTEPS - ,(O CORE RQQF, EQQAL OR BETTER I - - -. I. • •,, $ .. -, WDL := RDLTWR . WDL 8-pif - *$ WLL := RLLTWR ' WLL =10plf --:. - - -' - - - : . - --. * - 1) DETERMINE MAX. BENDING DUE TO POSITIVE MOMENT FROM VERTICAL LOADS ONLY: '- Lb = L - b '-'b = 1971 ft EFFECTIVE SPAN FROM MIDDLE OF WALL TO MIDDLE OF -OPPOSING WALL, - 2 M = (wDL + WLL) Lb FM — I() 4) Mpa = / I Lp OK 2) DETERMINE MAX. DEFLECTION DUE TO POSITIVE MOMENT FROM VERTICAL LOADS ONLY: - • * 5-(W + WLL)L'b I * l IE h 1 I-• OK 384E5i - - I - I . - p - . .- 5.(WLL).Lb4 LL : IL I : — i --: * OK 384-E5-1 180 - - 1 - I * • • - .. - - * -I * . •-- -- •- - . -- * •.- • _•. - 0 . . ' - '•0* * - 'C - - - r • - - * p., ., , .. 4 .. ¶- ..- IS p .,..t .. A S ':I' KWEI CONSULTING ENG . . PFM MEDICAL INC. ., - . DATE:-4/17/2017 • ;•_- 13 . .CARLSBAD, CA; . FILE: (17-202)VRR-ICA-R0.xrn6d -, B) DESIGN PARTITIONS 1 7-V. MAX SPAN SUPPORTING UNIFORM ROOF LOAD AND OUT-OF-PLANE LOADS MAX HI OF PARTITION Ih = 120 fi HT. OF CENTER QF.LTR LOAD Iz:4.O.fl COMP.AMPLIFFACTOR aP :=I. DESIGN'SPECTRALACCEL, IS= 0.71' . : COMP. RESP. MOD. FACTOR Rp := 2., . • - IMPORTANCE FACTOR - = I MAX.ROOFTRIBWIDIH MAX. ROOF TRIB LENGTH TLR:= . -2 . . - • ; ITWR=4ft1 1. ITLR=20flI •I JSE IRE-FR'WALL PANELS BY UNITED PARTITION USN H' SECTION. SEE LGBEAMER RESULTS FOR lC Q.MBI.NED LOAIYCIECK •. -. . W = \7,TJJJ1 . F = max + 2 1 6 s J0 3 S $ I W F = 1:85-Rs i1 pgov = rnax(O 7F 1 0 5 psf) TWR __(I OUT-OF PLANE LL GOV APPLIED TO BOTT. 6'-0" DL = RDLTWR TLR + WDL1 0 5 11 TWR IPD H 47 I• . . - - . • • . . . . - .•- . I • • . . - I ,___• f • ,• II -- -, - :- KWEI CONSULTING ENG PFM MEDICAL1NC. . DATE: 4/17/2017 CARLSBAD, CA-; FILE: (17-202)VRR-1CA-R0.xmcd DESIGN TYP ROOF SPT BEAM FOR FRAME 24 0 MAX SPAN SUPT UNIF ROOF LOAD (WORST CASE) MAX. SPAN OF MEMBER LL= 24ff TRIBUTARY ROOF WIDTH V 40ft = 20fi 1WWVWY 2 JSE Wl0x17 BM (Fy = 50 KSI) SEE ENERCALC FOR RESUL1iS 1) VERTICAL WEIGHT-AT-BEAM 4 RDLTwR WDL= 160.0lfj - RLL.TWR IwLL=200.pI11 -: DESIGN INTERIOR COLUMN TO CARRY VERT LOADS (14-0 MAX UNB HT) MAX. HEIGHT OF MEMBER LH:= 12•fl .. ; - . ' '... -TRIBUTARY ROOF WIDTH = 20 ft* ~YR:=' 2 TRIBUTARYROOFLENGTH TLR.=.?_=12ft - 2 RDLTWRTLR+ 17p1fTLR+WDL105hTWR IPDL=30841 =RLL TR TLR IPLL = 2400 • JSE (2)PRE-FAB WALL PANELS BY UNITED PARTITION USING H SECTION. SEE LGBE'AMER RESULTS FOR QMBINED LOAD CHECK . - -' - - .- • - I - .•. - .-.-.., KWEI CONSULTING ENG. PFM MEDICAL INC. DATE: 4/17/2017 CARLSBAD, CA FILE: (17-202) LTR-1CA-RO.xmcd PROJECT: PFM MEDICAL INC. 1916 PALOMAR OAKS WAY., STE. 150 CARLSBAD, CA 92008 (JOB# 17-202) DESIGN FOR LATERAL LOADING: I-GENERAL DESIGN INFORMATION: DESIGN LOADS: ROOF LIVE LOAD IRLL := I0.nsfl ROOF DEAD LOAD WALL DEAD LOAD (INTERIOR WALL) STRUCTURAL DIMENSIONS: BUILDINGS LENGTH 1 := 40-fl BUILDINGS WIDTH I Iw-1. —= AREA OF BUILDING I A,:= BL1 BW1 A1 = 1360 ft2 PERIM OF WALL 1 P1 := 2.(BL1 + BW1)IP1 = 148ft IRDL:= 8.psf IWDLI := 8.psfl 1ST CITY SUBMITTAL BASE SHEAR ISds := 0.7971 = 6. COEFFICIENT I1E= 1. ICs = 0.1231 ROOF HEIGHT F779 TRIBUTARY HEIGHT TH := 0.5h1 = 6ft (ROOF) II- 1-STORY OFFICE (LATERAL FORCES) -WORST CASE 40'x 34' OFFICE: A) SEISMIC FORCE PER LEVEL (SECTION 12 OF ASCE 07-10 - ALLOWABLE STRESS DESIGN): REDUNDANCY FACTOR (SECTION 12.3.4 OF ASCE 07-10, PG 126) I 11 SEISMIC LOAD COMBINATIONS (SECTION 2.4.1): D + H + F + 0.75 (W or 0.7 E) E := + E 0 + H + F + 0.75 (W or 0.7 E) + 0.75 L + 0.75 (Lr or 2 or R) 8. 0.6D+0.7E+H E:=Eh — EV 1) SEISMIC WEIGHT AND FORCE AT LEVEL 1 (CLG) USING EQUIV. LATERAL FORCE PROCEDURE (SECTION 12.8): w1 := [RDL.(A1) + WDL1.(3.BL1 + 2.3.BW1 ) TI-I1] w1 = 20.39-kips QEI := Cw1 SECTION 12.4.2 (0.7PQEJ) tii= • KWEI CONSULTING ENG. - PFM MEDICAL INC.,.' . : - DATE: 4/17/2017 CARLSBAD, CA --, . FILE: (17-202) LTR-iCA-RO.xmcd III -CEILING LATERAL A) DESIGN PRE-MFG PANEL SHEAR WALL - TRANSVERSE DIRECTION. EXTERIOR: - , - . ... a.,. ., •.'....t . 4 1) DESIGN PARTITION SHEAR WALLS: , ' . '• • .#' INDIVIDUAL SL := 24- fti . . . '•. , £ . • 2. -' SHEARWALL LENGTH SUMMATION OF ALL .1 . TRIBUTARY WIDTH: ' TW:= INDIVIDUAL EL1 := SL. = 24ftj .. 2 . I. ,, SHEARWALL LENGTHS ' . IT' = 20ft , - i• SHEARWALL HEIGHT ,,ISH12.0.f h:= SH 2) CHECK SHEARWALL ASPECT RATIO (SECTION 4.3.4 ANSI/AF&PA SDPWS26I2, WIND/SEISMIC DESIGN, Pb 22): SLmin := min(SL1) . . ' SLmin = 24 ft USE SHORTEST oFrHE . . , . - SHEARWALLS . SH - • b := SL 1 hwTIo .- - 0.5 . SL in , • * •- OK F 4 fs1 = fs1 = 1 29 psf v = fs1 (Bw1) v = 43 9 pif Al Vwaii = 1W vs V vaii = 877.94-lb rv 1 . •t. . - . ., . .a:. -1 - -- -. VS := rnax1 —__—,O.7.0.l.(WDLrSFl),0.7-O.40.TE-Sth.(WDLl -SH)J VS = 36.58-plf,: ' - .: 1*4., •, .., -. ., EL1 . - • . . . . . .. . .IJSE WALL PANEL WIo WNJD"OW OENINGS, TOP, PORTIN W/ GYP. BOARD ON EACH SIDE FOR LATERAL . HEAI RESISTANCE., END POSTS FOR TENSION/COMPRES,SION RESISTANCE Tshr allow = 1581-lb ' 179 05 iij i ASPECT RATIO E LIMITATION PR SECTION 4 3 5 1 8M-ft = = lf[hwRATTo ~ 1 2 J] Vshrallo I ) O pl > OK ('2 3) DESIGN BOLTS TO RESIST LATERAL SHEAR " NOTE TYPICALLY ALL CORNER POSTS HAVE (2)-ANCHORS AND ALL OPENINGS SHALL HAVE (1)ANCHOR ALLOWABLE SHEAR ETE N'bolt = 1420 NUMBER OF ANCHORS I'A IA. x 3-1/4' MIN. EMBED. I4ILTI kB-TZ EXP. ANdIOR WTh SP. INP. 48" O.C., MIN. (4)-ANCHOR". ER SIDE OF WALL (PG. 8 Of IC ESR-1917) , - < fl\(\}j) HIL OK . . . . ... : . , . . - • S 4 • .., ,.. . . '. p , .• I . . . . Figp I—!a-' 1. KWEI CONSULTING ENG. PFM MEDICAL INC DATE 4/17/2017 * CARLSBAD;-CA FILE: (17-202) LTR-1CA-RO.(mcd 4) DESIGN HOLDOWN BOLT TO RESIST TENSON FROM OVERTURNING MOMENT ALLOWABLE SEISMIC ITbolt = 1089 ft NUMBER OF ANCHORS,''.TENSION, CR. CONCRETE 51E(l)-11/2- DITA. x 3-1I4IMIN1EM6ED. 1-IILTI KB-TZ-EXP. ANHGRW,O'SP. INSP. (PG. 9 OF ICC.ESR-1917) TWR:=0.5•lft=0.5ft * ..- .:- - Mo. VS•SLmin•SH' - M. 10.54-kips-fi 4"• •'-. I . - - .SL •L Mr := (0.6k 0.14-SdS).(RDL.TWR~WDLI .h1).. ° :.,Mr =14.07.kipsft : •. - : - MMr II ii 10901 I )X) lb > Trcq = max( 0. Ib) OK :Lmin 5) DESIGN END SCREWS TO RESIST TENSION FROM OVERTURNING MOMENT TENSILE STRNGH OF MEMBR IF,,, := 30 ksl NUMBER OF SCREWS THICKNESS OFALUMINUM tal := 0.062.i; SCREW NOM, CAPC SHEAR := 1007II ASD FACTOR OF SAFETY : 3. DIAMETER OF SCREW . : 0.164.irl JSE (4)-08 SCREWS AT C(jNNECTION(ICCESR14O8) I I -- -.- I 4 2 JtaI ds F1 2 7 tal ds :=minl I' =-26258-lb S _ t.fl fZs 125 t ns ks Ho I(h3 171, > ITr Olh j OK -6) DESIGN END POSTS TO RESIST TENSION FROM OVERTURNING MOMENT:- ;• YIELD STRNGH OF MEMBR = 25 ksl THICKNESS OF WEB/FLNGE It = 008 ir WEB HEIGHT I'w = 4.158 I i FLANGE WIDTH = 3.65-in .JSE 365 WIDE x 4.158 DEEP ALUMINUM H SECTId!1S. DUE TO COLUMN aEING SANDWICHED ETWEEN - - WA LLS, WEAK AXIS BUCKLING IS PREVENTED. SEE LGBEAMER RESULTS. . - . • A 4 4 - * • - . '- • -P P, . £ 4 - -' - . •- - - . * • a A a 4 - . • .- -- 4 •1 KWEI CONSULTING ENG. PEM MEDICAL INC. DATE: 4/17/2017 CARLSBADCA FILE: (17-202) LTR-1CA-RO.xmcd B) DESIGN PRE-MFG PANEL SHEAR WALL -_LONGITUDINAL DIRECTION, INTERIOR: . * DESIGN PARTITION SHEAR WALLS: 4 INDIVIDUAL SL1 =32f SHEARWALL LENGTH I - BW1 SUMMATION OF ALL I TRIBUTARY WIDTH: _____ 1W :moll~= INDIVIDUAL EL := V SL. 32ft 2 . • SHEARWALL LENGTHS I ITW 17 ft •. SHEARWALL HEIGHT =120f =SH CHECK SHEARWALL ASPECT RATIO (SECTION 4.3.4 ANSI/AF&PASDPWS-2012; WIND/SEISMIC DESIGN, PG 22): min(SL1) '• • •. SL =32 ft ni USE SHORTEST OF THE - •. :SHEARWALLS ________ _________ - •SH_•= 0.38 • ='SL' . . •:. OK - - - .• • fs - fs1 129-psf,.' fs1-(BL1) 51.64-plf Al Vwau=87794-lb tvvvw max[_' 070 1(WDL1 SH) 07040 IES(WDLl SH)1 VS= 2744 plf -. SE WALL PANEL W WINDOW GYP BOARD AND WTHOPENINGS, TOP PORTION WI GYP B'OARD ON EACH SIbEl.. OR LATERAL SHEAR RESISTANCE. END POSTS FOR TENSION/COMPRESSION RESISTANCE J L1. := 2057-lb 232.96-1fl . . - - ASPECT RATIO LIMITATION PER SECTION 4.3.5.1 f' 8.83-fl. --I . . • . .- . W b - .. . . S. = if —10 ~ I 2 J1 VshraIIovj 2 > —27A4 OK 2] 4. . _ '. - *.. . ••. . . .. - 3) DESIGN BOLTS TO RESIST LATERAL SHEAR NOTE TYPICALLY ALL CORNER POSTS HAVE (2)-ANCHORS AND ALL OPENINGS SHALL HAVE (1)ANCHOR ALLOWABLE SHEAR. CONCRETE = 14201 NUMBER OF ANCHORS CRACKED SE (1)-112" DIA. x 3-1/4 MIN. EMBED. HILTI KB-TZ EXP ANCHOR WIO SP. INSP. r 9 48" O.C:, MIN (4)-ANCHOR. ER SIDE OF WALL (PG. 8 OF [CC ESR-1917) . . . • e < \) S(X()IhOK . -• -;. - ., ... -, . I . . I •- (. . I-- - - - - .. - . -I •_• - _,__• . . I • . -• - .- . -I. I' . - - ., .,. S_ • .. I. . - .-, ,-- .: -• . I 44 - 4. . .. S • 1,- 1 ' I. $ S . . ' .'• KWEI CONSULTING ENG. PFM MEDICAL INC DATE 4/17/2017 CARLSBAD CA FILE (17-202) LTR 1CA RO xmcd 4) DESIGN HOLDOWN BOLT TO RESIST TENSON FROM OVERTURNING MOMENT - ALLOWABLE =10891l NUMBEROFANCHORS 4% 2JSE(1)7 1/2' D1. x 3-1/.4. MIN. EMBED. HIL1I KB-TZ-EXP. INHO.R wiøsP. 'N.sP. (PG. OF ICC.ESR-117) = 0.5(34ft) = 17ft ,. '".- . ,. - . . • VS SLmin SH M. =10.54-kips-ft, - . . 2 • SLmin - _ M= 58.02-kipsft = (0.61 0.14.sds).(RDL.TwR+ WDL1.h1). .. - . . .• -4 2 -• ., .5 •'4, 4 • — . 4* ..4.L , . mo — Mr fl lVXlb IX lb] > max 0 Ib) "T wl SLm q bIb OK in DESIGN END SCREWS TO RESIST TENSION FROM OVERTURNING MOMENT TENSILE STRNGH OF MEMBR IF = 30 ksl NUMBER OF SCREWS In = 41 I . , • W1 I ', . ... THICKNESS OF ALUMINUM 0.062•i SCREW NOM. CAPCSEAR := 10071' .. .4 . ASD'FAC1OR OF SAFETY := 3. DIAMETER OF SCREW 1& 0.164PAW.i Olt E (4)-#8 SCREWS AT CQNNECTIONICt E'SSR 1 13 I 4.2Jtaj :ds Fui 2.7taydFui :P . . - .. 4 . .' •,- Pns=262.581b1 ' . • 1 . fi . .. . • 125 . . . . - 4 .5 - . 5 . . . ., . --S • = 's Pns 1(J'U lb _> 1%t OK 545 5 % I •, -; ', DESIGN END POSTS TO RESIST TENSION FROM OVERTURNING MOMENT - YIELD STRNGH OF MEMBR 25 ksl THICKNESS OF WEB/FLNGE WEB HEIGHT 4 158 FLANGE WIDTH 3 65 4 . .'.. . SE 3.65" WIbE x 4.18" DEEP ALUMINUM ' SECTIONS. DUE TO COLUMN EINANDWIHEDBETWEEN -.- WALLS, WEAK AXIS BMCILING IS PREVENTED. SEE LGbEAMER RESULTS. . - 5,,, 5 - - 4 • . - • .á44 - -- ', ' -.4 .444 , 5S_ -- •5 * -, 5 4 '4. - . .,4 4 -.4 •4 • $ ,. '• '- -2 $ S $ 5- - -, $ S . , -. •. 4 - . e '4. . . •- - * ,. S -- I 1 $ • - 45 $ . 5 4 .4 - $ 4 - 5 , ' s - . 44.. 5 5,, - . - --S • 45. , '-'. - - $ . _" 44 44 5*4 4 - • S. • . - -. 4 5 . - S I - ', -. ' • '. •' :.; •. 't KWEI CONSULTING ENG. . . PFM MEDICAL-INC. ' ;. ' DATE: 4/17/2017 . CARLSBAD, CA '' .. FILE: (17-202) LTR-1CA-RO.xmcd C) DESIGN PRE-MFG PANEL SHEAR WALLS- LONGITUDINAL-DIRECTION, EXTERIOR: ... ' 1) DESIGN PARTITION SHEAR WALLS: I '... . .. .1 INDIVIDUAL SHEARWALL LENGTH I SUMMATION OF ALL 1 -, TRIBUTARY WIDTH:' TW:=tvvvvw INDIVIDUAL " EL := 'S' SL. EL = 40 ft'- SHEARWALL LENGTHS ITW=12ft1 SHEARWALL HEIGHT = 12 0 fi , = SH 4 2) CHECK SHEARWALL ASPECT RATIO (SECTION 4.3.4 ANSI/AF&PASDPWS-2012. WIND/SEISMIC DESIGN, PG 22): SL mln(SL1) SLmin =40fi USE SHORTEST OF THE SHEARWALLS' LhwpATin:=-1 - SH =0.3 ' =SL. -: •) OK -- f91 1 29 psf = fs1 (L1) v='51.64 plf Ai TW V Vwaii = 619.73-lb 4 070 1(wDL1 SH) 07040IESdS(WDL1 SH)1 VS=2142 pif J ANNW ELj SE WALL PANEL W/ GYP BARD AND WITHOUT OPENINGS,TOP PtRTION W/ GYP BOARD ON EACH SiDE FOR - -, )..AT EL SJTEAR RESiSTANCE. END POSTS FQR TENSIO1/COMPFESSjQN RESISTANCE := 17905p1f • ASPECT RATIO LIMITATION PER SECTION 435I = IfhwR.TlO ~ I 2 V aiio4\ > VS = 4 OK (J '3) DESIGN BOLTS TO RESIST LATERAL SHEAR: ' • • ' ' • -- -NOTE: TYPICALLY ALL CORNER'P,OSTS 'HAVE.(2)-ANCHORS AND ALL OPENINGS.S HALL HAVE' (1)ANCHOR ALLOWABLE SHEAR, CRACKED CONCRETE = 1420.1 NUMBER OF ANCHORS = I JSE (1)-112" DIA. x 3-1/4" ON. EMBED. HILTI }B-TZ EXP. ANCH OR WO SP. IrcP. 4" o.c., MIN. (4)-ANCH6R ER SIDE OF WALL (PG. 8 OF.ICC ESR-1917) ]) ft , fl• ('h ) •OIh OK - . ' • '' • ' .6 '4 , • 4 ' ' . • •, . - ' , • • • . • ' .• '64, • • ' " . _t • . 4- •. •' • ' ' • • • E LGBEAMER RESULTS : • ., KWEI CONSULTING ENG. RFM MEDICAL INC. DATE:'4/17/2017 . . ,. CARLSBAD, CA FILE: (17-202) LTR-ICA-RO.xmc'd i 4) DESIGN HOLDOWN BOLT TO RESIST TENSON FROM OVERTURNING MOMENT ALLOWABLE 1089.1SEISMIC CONCRETE NUMBER OF ANCHORTENSION,~CR*. S = 1 JSE (1)4/2 D.IA. x 3-1f' MIIN. EMBED. HILTI KB-TZ EP: ANCHdR W!O SP. INP. (PG1GF1CC ESR71917) I 0.5(24ft) = 12ft . = VS SLmin SH M0 = 10 28 kips ft4 - 2 4 SLmin = (0.6 - 0 14 SdS) (RDL TWR + WDL1 h1) . . Mr = 75.02 kips: ft . . 1 . 2 :t .. .. - .,. M. - Mr ... . n U)!I 108 lb = max 0 lb) I u lb OK SL Vin 3 5) DESIGN END SCREWS TO RESIST TENSION FROM OVERTURNING MOMENT: TENSILE STRNGH OF MEMBR 30-ks NUMBER OF SCREWS [= 4 THICKNESS OF ALUMINUM 0062 SCREW NOM CAPC SHEAR :—.1007-1 ASD FACTOR OF SAFETY FQ77= 3A DIAMETER OF SCREW t=0164ut AT CON NEC3j5N (ICC ESR14O8) 1 13 - I 42 Ital ds F 1 2 7 tal ds F1 Pss .. P - mini --- Pns - 262 58 ns 125) ''s 1ns iir 1u IN > 0 Ib OK 6) DESIGN END POSTS TO RESIST TENSION FROM OVERTURNING MOMENT YIELD STRNGH OF MEMBR I= 25ks THICKNESS OF WEB/FLNGE Lt = 008 ir rAW * . . J KWEI CONSULTING ENG PFM MEDICAL INC- DATE 4/17/2017 - . . . CARLSBAD, CA FILE: (177202) LTR-1CA-R0xmd D DESIGN LT. GAUGE STEEL DIAPHRAGM TRANSVERSE DIRECTION GOVERNS: . TRIBUTARY WIDTH TW = 05 (24ft) TW = 12fi -t AAMN TRIBUTARY LENGTH TL-:= 20ft .. . . - TRIBUTARY HT' - TH 1= 6ft - , . - -' * 1) SEISMIC (SECTION 12.10.1.1 OF ASCE 07-10): * SHEAR WALL FORCE AT ROOF LEVEL: - . . 0 , . - .. • r- TW TL -• , w := w ' 1 BW1 BL1 - w .-, p.,, • - - (F) F:= • ' . P-(F=0.31-kips 1. . - • - -, (w) - . 1=1 - 4. - • F 1 := 02-IE S-w l if F ~ 0.2-TE•Sw i - I'i =0.57-kip PER SECTION 12.10.1.1 OF F if 0 2 'E SdS w 1,< F < 0 4 'E SdS WpjP. Px ASCE 0740, •. - . - 0 4 TE Sd, w1,3 if F 0 4 'E S w,1 F 3 -• . - •* . • Vdlap = 0 7 _! Vduap = 2008 plc • • 2015 AISI Specification w/2015 Addenda Project: PFM MEDICAL INC - CARLSBAD, CA Model: 4.158" WIDE x 3.65" DEEP "H' RACEWAY SECTION DESIGNATION: (2) Back-to-Back INPUT PROPERTIES: Web Height = 3.6520 in Steel Thickness = Top Flange = 2.0800 in Inside Corner Radius - Bottom Flange = 2.0800 in Yield Stress, Fy = Punchout Width = 1.5000 in Punchout Length = Fy With Cold-Work, Fya = OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx). Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber, (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Allowable Shear Force In Web (Punched) Pao for use in Interaction Equation C5-2 Date: 4/7/2017 0.0800 in 0.1720 in 25.0 ksi 4.0000 in, 25.0 ksi 1.9454 in 2.5185 in14 1.2019 in 3 1499.37 Ft-Lb 1.8260 in 2.5931 inA4 1.1952inA2 1.4730 in 0.9604 inA4 0.8964, in 4.0670 lb/ft.,. 5036.80 lb 2761.14 lb 10487 lb 13/51 Project: PFM MEDICAL INC - CARLSBAD, CA Date: 4/7/2017 Model: 4.158" WIDE x 3.65" DEEP "H' RACEWAY Ri R2 12.00 ft . Section: (2) Back-to-Back (X-X Axis) Fy = 25.0 ksi Maxo = 1499.4 Ft-Lb Moment of Inertia, I = 2.519 inA4 Va = 5036.8 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 1499.4 0.000 0.000 L/0 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? Ri 0.0 1.00 2434.1 0.0 0.00 No R2 0.0 1.00 2434.1 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma IJnstiffen Stiffen Ri 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (lb) KyLy KtLt KL/r (lb) P/Pa Value Center Span 2742.0 (c) Sheathed Sheathed 98 4697.5 (c) 0.58 0.58 14/51 - -, • --- Project: PFM MEDICAL INC - CARLSBAD, CA Date: 4/7/2017 Model: 4.158 WIDE x3.65' DEEP H'RACEWAY I .- -___________________ RI R2' 12.00 ft Sloped/Partial Loads Case Xl ft W(XI) lb/ft X2 ft W(X2) lb/ft 1 0.00 20.0 6.00 20.0 Section: (2) Back-to-Back (X-X Axis) Fy = 25.0 ksi Maxo = 1499.4 Ft-Lb Moment of Inertia, I = 2.519 in"4 . Va = 5036.8.1b Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check - Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 202.5 0.135 202.5 Full 1499.4 0.135 0.063 L/2275 Combined Bending and Web Crippling . Reaction or Load Brng Pa Mmax lntr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value • Reqd? Ri 90.0 1.00 2434.1 0.0 0.04 No R2 .. 30.0 1.00 2434.1 0.0 0.01 No Combined Bending and Shear I Reaction or Vmax Mmax Va . Intr. Intr. Pt Load (lb) (Ft-Lb) Factor -V/Va M/Ma Unstiffen Stiffen Ri 90.0 "0.0 1.00 0.02 0.00 0.00 NA R2 30.0 0.0 1.00 0.01 ' 0.00 r -0.00 NA Within Span (Unstiffened) Unpunched , Punched Locn, X M(X) V(X) Locn, X M(X) V(X) Span (ft) (Ft-Lb) , (I b) Intr. (ft) (Ft-Lb) • (lb) Intr. Center Span 4.50 202.5 0.0 0.02 4.50 ,202.5 0.0 0.02 Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (lb) KyLy KtLt KL/r • (lb) P/Pa Value Center Span - 832.0 (c) • Sheathed Sheathed . 98 4697.5 (c) 0.18 • 0.32 Project Title: PFM MEDICALINC- CARLSBAD, CA Engineer: Project ID: 17-202 - Project Descr: 4 - Pnmd: 7 APR 2017, 6:03PM Steel Beam File C:\Us-. VCF\Dktop1(17,20-.1.PAR\CLC\(17-20-1.i' ENER(' 1R2016,BuiPd6:16.5.11Ver.6.16.7.31 'Description DESIGN DESIGN W1007 STEEL BEAM 24 FT SPAN SPT UNIF. ROOF LOADS - - Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 JJj Analysis Method: Load Resistance Factor Design . Fy Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending . 010.1601 L60.20) V Span 24.00 W10x17 ' • .• p. ..•••Jj . Servicejoads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loading . •• 6' •• Lôads'on all spans... . . . ,•• Uniform Load on ALL spans: D.=0.160, Lr = 0.20 k/fl . . . ,• . Maximum Bending Stress Ratio = 0.547: 1 Maximum Shear Stress Ratio = 0.088: 1 Section used for this span ' ' W10x17 ' Section used for this span . W10x17. Mu: Applied 38.333k-ft Vu Applied . - 6.389 k Mn Phi: Allowable 70.125k-ft : Vn * Phi :,Allowable . 172.720 k •., Load Combination . +1.20D+1.6OLr+0.50L+160H , Load Combination . +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 12.000ft' . Location of maximum on span - , 0.000 ft - . Span # where maximum occurs Span #1 . Span # where maximum occurs Span # 1 Maximum Deflection . . Max Downward Transient Deflection 0.630 in Ratio = 456 >=360 . . . .. Max Upward Transient Deflection 0.000 in Ratio = 0 <360 • Max Downward Total Deflection 1.190 in Ratio = 242 >=180 Max Upward Total Deflection . 0.000 in Ratio = 0 <180 ' PE. - - 'EEE ,' ..Maumum Forc t1s,rpadc,ombunations - . .• . - . - - . . - Load Combination Max Stress Ratios - Summary of Moment Values . Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax - Vnx - PhiVnx +1.400+1.60H . •. . Dsgn. L= 24.00 ft 1 0.254 0.041 17.84 17.84, 77.92 70.13 1.00 1.00 , 2.97 72.72 72.72 +1.20D+0.50Lr+1.60L+1.60H Dsgn. 'L 24.00 ft 1 0.321 0.052 22.49 22.49 77.92 70.13 - 1.00,'1.00 3.75 72.72 ' 72.72 +1.200+1.60L+0.50S+1.60H . Dsgn. L r 24.00 ft . 1 0.218 0.035 15.29 . 15.29 77.92 - 70.13 1.00 1.00 • 2.55 72.72 - 72.72 f1.20D+1.60Lr+0.50L+1.60H - . -. • Dsgn. L = 24.00 ft I 0.547 0.088 38.33 38.33 77.92 .70.13 1:00 1.00 6.39 72.72 72.72 +1.20D+1.60Lr+0.50W+1.60H . • . Dsgn. L = 24.00 ft 1 0.547 0.088 38.33 - 38.33 77.92 70.13. 1.00 1.00 6.39 72.72 72.72 +1.20D+0.50L+1.605+1.60H Dsgn. L* 24.00 ft . 1 0.218 0.035 15.29 15.29 77.92 - 70.13 1.00 1.00 2.55 72.72 72.72 +1.20D+1.60S+0.50W+1.60H Dsgn. L= 24.00 ft 1 0.218 - 0.035 15.29 - 15.29 77.92 70.13 1.00 1.00 - 2- 72.72 72.72 +1.20D+0.50Lr+0.50L+W+1.60H - -- Dsgn. L = 24.00 It 1 0.321 0.052 22.49 22.49 77.92 70.13 - 1.00 1.00 . 3.75 72.72 72.72 +1.20D+0.50L+0.505+W+1.60H - - - - Dsgn. L= 24.00 ft 1 0.218 • 0.035 15.29 15.29 77.2 70.13 1.00 1.00 2.55 72.72 72.72 +1.20D+0.50L+0.705+E+1.60H Dsgn. L= 24.00 ft t 0.218 0.035 15.29 15.29 77.92 70.13 1.00 1.00 2.55 72.72 72.72 +0.900+W+0.90H - - Dsgn. L=. 24.00 ft 1 0.164 0.026 11.47 - - 11.47 - 77.92 70.13 1.00 1.00 1.91 72.72 72.72 +0.90D+E+0.90H Dsgn.L 24.00 ft - 1 0.164 0.026 - 11.47 ' ' 11.47 77.92 70.13 1.00 1.00 1.91 -72.72 72.72 -•:' ...-;-..?.. . .. 0' ' .'. . F0 • F F - - S - F - a. - .4 r • Project Title PFM MEDICAL INC CARLSBAD CA 4 * Engineer Project ID 17-202 . p At Project Descr - Pnnud: 7 APR 2077, 6:03PM - ee earn St I B o. •..Y F - ,Filer C:\Usem\KCE\Desktàp\(17-2O-1.PAR\CLC\(17-2O-1.EC6 ENERCALC INC 1983-2016 Build 616511 Ver6 16731 D&scription: DESIGN W10x17 STEEL BEAM 24 FT SPAN SPT UNIF. ROOF LOADS -. - - *F LOvera11MamuniDeflec1ions - Load Combination . Span Max."-* Dell Location in Span Load Combination . Max. + Defi - Location in Span +D+Lr+H . - 1 1.1903 12.069 - 0.0000 0.000 . Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - .• -' . - . Overall MAXimum 4.524 4.524 •. Overall MiNimum 1.274 1.274 . - - . . •, 1 - +D+H ,. . 2.124 2.124- - . 2.124 2.124 +D+Lr+H . 4.524 4.524 - -+D+S+H 2.124 2.124 - '• - 4 '. +D+0.750Lr+0.750L+H 3.924 3.924 _ +D+0.750L+0.750S+H 2.124 . 2.124 'D+0.60W+H - 2.124 2.124 +D+0.70E+H 2.124 2.124 +D+0.750Lri-0750L+0450W+H • 3.924 . 3.924 r - F - - +D+0.750L+0.750S+0.450W+H 2.124 2.124 - 'D+0.750L+0.7505+0.5250E+H 2.124 2.124 . . . . F '0.60D+0.60W+0.60H 1.274 1.274. . +0.60D+0.70E+0.60H 1.274 1.274 - -D Only 2.124 2.124 - . .. S. • Lr Only - . 2.400 2.400 . . . • . LOnly SOnly - . . ,. . - . - F . • . . .4 WOnly E Only . -. - . - - -. S . . 1- • . .H Only F 4 - _ 74 -• . . - • F 5 .. - - . . I., - -I S .. • F 4 - 4 -5 - 4 3 F - . . • - I F I 4. I • .. . .. •F 4 4 F . . '3 P 4 .. . F •• F . - S F -. . •. - F- . -•• . . . I •. • . I,. 45 . 0 ( . - - . Project Title: PFM MEDICAL INC- CARLSBAD, CA En9ineer:. . Project ID: 17-202 Project Descr: - ' - - Printed: 7APR 20171 6:02PM' Genera .00ng., r r •. ' File C:\Users\XCE\Ljk: 71(17-20--1.POR\CLC\(17-20-1 ECO ENERCAUC INC 1 016,Bwld:6.16.5 ii, Ver:6.16:7 31 + Description: MIN. 15SQ. PORTION OF 5 THK MAT FOUNDATiuN TO SPT. MAX. DL+LL'PT. LOAD . . '•" + .. . WC Calculations per per ACI 318-14, IBC 2015, CBC 20.16, ASCE 7-10 - . ' ,' "• . . Load Combinations Used ASCE T-10 Material Propeities' . . . Soil Design Values, f : Concrete 28 day strength . = 2.50 ksi ,.. Allowable Soil Bearing . = . 1:50 ksf. -. . fy: Rebar Yield . 60.0 ksi , Increase Bearing By Footing Weight = '. No " Ec: Concrete Elastic Modulus , . 3,122.0 ksi . Soil Passive Resistance (for Sliding) . - ' 150.0 pcf ' . Concrete Density = 150.0 pd Soil/Concrete Friction Coeff. = 0.250- (p 'Values Flexure , ,. ' 0.90 Shear ', . 0.750 . Increases based on footing Depth. . . Analysis Settings ' - , , . . .Footing base depth below soil surface . = . 0.420 ft : Mm Steel % Bending Reinf. . , . , Allow press: increase pfoot of depth = ksf Min Allow % Temp Reinf. , = 0.00180 when fdoting base is below = . ft Min. Overturning Safety Factor . 1.0 :1 , . 'Mm. Sliding Safety Factor . = 1.0 : 1 Increases-based on footing plan diniension ' Add Ftg Wt for Soil Pressure : Yes ' 'Allowable pressure increase per foot of depth . • Use ftg wt for stability-moments & shears . : . Yes , .. . - - - c5i - . , - Add Pedestal Wt for Soil Pressure • : No when max. length or width is greater than Use Pedestal wt for stability, nom & shear , , . : No ft Mz ,. Width parallel to X-X Axis = ' - . 1:250 ft . ' Length parallel to Z-Z Axis •, 1.250 ft Z' . = Footing Thickness - , 5.0 in F, _7 ' Pedestal dimensions... -- . ' . px: parallel to X-X Axis, ' in pz 'parallel to Z-ZAxis . ' - .- . in , ill. . Height . , . in . . CL Rebar Cinterline to Edge of Concrete... , (' at Bottom of footing . .= 2.0 in '•io , . , - -• — —I iinI 8J 1 3 Bars parallel to X-X Axis - . Number of Bars - - 2.0 •., , - .', • , . . . . ' Reinforcing Bar Size' = # Bars parallel to Z-Z Axis' ' " -.. . . , - -. .•. ..................................................: Number of Bars = Reinforcing Bar Size # 3 - 20 - Bandwidth Distribution Check (ACI 15.4.4.2) . .- + - ' - - 'Direction Requiring Closer Separation • n/a # Bars required within zone - , . + n/a # Bars required on each side of zone n/a D. Lr L + S .. .W.. - E H Column Load -. 1.024 - - 0.80 + . . - - k OB : Overburden . .- + , - - . ksl + M-xx = . + : k-ft M-zz , , = . . . . . - - . . . . , + . . - ' - k-ft -. , =, . + V-x -, + . -- ++ + - -S • + • + ' ..- I V-z, - - '. '. "' -. k - '• .1 - . . ,,j . . - .' , . . + - - .. ' - • - . ,: . - - 1 , - . Project Title: . PFMMEDICALINC- CARLSBADCA Engineer: . . Project ID: 17-202 * Protect Descr: ' Prind: 7 APR 2017 GeneiaI Footing '1 6:02PM File C:lUsers\KCE~Desktop\(17-20-l.PARkCLCk(i7-2071.EC6~,, Description: MIN. 15 SQ. PORTION OF 5' THK. MAT FOUNDATION TO SPT. MAX. DL+LL PT: LOAD -' gSiGN 1 Min. Ratio Item Applied 'Capacity Governing Load Combination PASS 0.820 Soil Bearing .. 1.230 ksI 1.50 ksf +D+Lr+H about Z-Z axis• - PASS, n/a Overturning - X-X 0.0 k-ft - - 0.0 k-ft No Overturning PASS - n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning . . PASS - n/a - Sliding - X-X - 0.0 k 0.0 k. No Sliding PASS n/a - Sliding - Z-Z , 0.0 k 0.0 k No Sliding - PASS n/a - Uplift 0.0 k 0.0 k No Uplift 'I - PASS .. 0.1418 Z Flexure (+X) 0.3136 k-ft 2.212 k-ft +1.20D+160Lr+050L+160H PASS 0.1418 Z Flexure (-X) 0.3136 k-ft 2.212 k-ft +1200+160Lr-i-050L+160H PASS 0.1418 X Flexure (+Z) 0.3136 k-ft 2.212 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0:1418 X Flexure (-Z) . 0.3136 k-ft 2.212 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.2230 1-way Shear (+X) . 16.725 psi ' - 75.0 psi -'-1.20D+1.60Lr+0.50L+1.60H- PASS 0.2230 1-way Shear (-X) 16.725 psi 75.0 psi +120D+160Lr+050L+160H " PASS 0.2230 1-way Shear (+Z) 16.725 psi ' 75.0 psi +1.20D+1.60Lr+0.50L+1.60H .. PASS 0.2230 •' 1-way Shear (-Z) 16.725 psi . 75.0 psi +1.20D+1.60Lr+0.50L+1.60H ' PASS 0.4.460 2-way Punching 66.901 psi 150.0 psi +1.20D+1.60Lr+0.50L+1.60H z Soil Bearing Rotation Axis & Xecc Zecc . Actual Soil Bearing Stress @ Location Actual! Allow "Load Combination Gross Allowable (in) Bottom, -z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0' 0.7179 0.7179 . n/a n/a - 0.479 X-X, +D+L+H ' 1.50 n/a .00 0.7179 0.7179 n/a "n/a . 0.479 X-X, +D+Lr+H 1.50 n/a .0.0 1.230 1.230 n/a n/a 0.820 X-X, +D+S+H 1.50 . n/a .0.0 0.7179 0.7179 n/a n/a , 0.479 X-X, +D+0.750Lr+0.750L-i-H 1.50 . n/a . 0.0 1.102 1.102 n/a - n/a 0.735 X-X, +D+0750L+0750S+H 1.50 n/a 0.0 0.7179 0.7179 n/a n/a ' 0.479 X-X, +D+ow+H - 1.50 n/a 0.0 0.7179 0.7179 n/a n/a . 0.479 X-X, +D+07+H 1.50 .n/a l 0.0 0.7179 0.7179 , n/a n/a - 0.479 - X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 -1.102 1.102 n/a n/a - 0.735 X-X, +D+0.750L+0.7505+0.450W+l-4 ..1.50 - n/a 0.0 0.7179 0.7179 n/a n/a 0.479 X-X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a ' 0.0 0.7179 0.7179 n/a n/a 0.479 X-X, +0.60D+0.60W+0.60H 1.50 - , n/a - 0.0 0.4307 0.4307 n/a n/a 0.287 - X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4307 0.4307 n/a n/a . 0.287 - Z-Z, +D+H ' 1.50 - 0.0 n/a n/a n/a 0.7179 0.7179 0.479 Z-Z, +D+L+H - 1.50 - 0.0 n/a n/a n/a 0.7179 0.7179 - 0.479 - - , - Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 1.230 1.230 0.820 Z-Z, +D+Si-H . 1.50 "0.0 n/a . n/a n/a 0.7179 0.7179 0.479' Z-Z, +D+0.750Lr+0.750L+H 1.50 -40 - n/a n/a - n/a 1.102 . . 1.102 '0.735 Z-Z, +D+0.750L+0.750S+H 1.50. 0.0 . n/a n/a n/a 0.7179 0.7179 0.479 Z-Z, ++50w+I-1 1.50 0.0 n/a , n/a n/a 0.7179 0.7179 . 0.479 -- Z-Z. +D+070E+}-1 1.50 0.0 n/a n/a n/a 0.7179 0.7179 0.479 Z-Z, +D+0.750Lr+0750L+0450W+H 1.50 0.0 • n/a n/a n/a 1.102 1.102 - 0.735 Z-Z, +D+0.750L+0.750S+0450W+H 1.50 0.0 n/a n/a n/a 0.7179' 0.7179 0.479 - - Z-Z, +D+0750L+0750S+05250E+H 1.50 0.0 n/a - n/a n/a 0.7179 .- 0.7179 0.479 Z-Z, +0.60D+0.60W+0.60H - 1.50 - 0.0- n/a n/a - n/a 0.4307 0.4307 0.287 Z-Z. 1.50 0.0 - - n/a n/a n/a 0.4307 . 0.4307 . 0.287 - Rotation Axis & Load Combination... - Overturning Moment - Resisting Moment Stability Ratio - Status - Footing Has NO Overturning All units k Force Application Axis -- Load Combination.,. Sliding Force - Resisting Force Stability Ratio Status Footing Has NO Sliding S.. .. . .' . - .- - _,_ . . . . S . ' . - 4 ...... Project Title:'" PFM MEDICAL INC- CARLSBAD, CA Engineer: : - Project ID: 7-202 Project Descr: - '-/ - Prined: 7APR 2017, '02PM G ' enera. 00 ing '. ,, File ECS ', - , , - -. : , . ENERAIC 1832O16, Build:6.16.51Vr.6.16.7.31- __________ Descnption: MIN.'lb" SQ. PORTION OF 5" THK. MAT FOUNDATION TO SPT. MAX, DL+LL PT. LOAD Flexure Axis & Load Combination Mu - Side Tension. As Reqd .' Gym. As Actual As PhiMn Status k-ft Surface un2 - InA2 InA2 . k-ft XX +1 400+1 60H 0 1792 +Z Bottom 0.108 Mm Temp % 0.176Q 2212 OK 1 - * . - .- , - - I •- . t - - - 0 - 4 !-.. --.. _t • - .''' - . I- I - - - . + - I 4. I - , ei I Project Title: PFM MEDICALINC- CARLSBAD, CA Engineer: Project ID: 17-202 Project Descr: . Pnnt&d: 7 APR 2077, 6:02PM File C:\Use0<CE\Desop\(17-20-1.PAR\CLC\(17-20-1.EC6 General Footing - - ENERCALC. INC. 1983-2016. Build:6.16.5.11. Ver.6.16.7.31 Description: MIN. 15 SQ. PORTION OF 5 THK. MAT FOUNDATION TO SPT. MAX. DL+LL PT. LOAD [tiexUre.__ Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As = Actual As Phi*Mfl Status k-ft . Surface in42 in 12 un42 k-ft .. - X-X. '-1.40D+1.60H 0.1792 -Z Bottom 0.108 Min Temp % 0.1760 2.212 . OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0.2036 +Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0.2036- -Z Bottom 0.108 Min lemp% 0.1760 2.212 OK X-X. +1.20D+1.60L+0.50S+1.60H 0.1536 +Z Bottom 0.108 Min lemp% 0.1760 2.212 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.1536 .-Z Bottom - 0.108 Min lemn% 0.1760 2.212 . OK X-X. +1.20D+1.60Lr+0.50L+1.60H 0.3136 +Z ,Bottom 0.108 Min Temp% 0.1760 - 2.212 . OK X-X. +120D+160Lr+0.50L-i-1.60H . 0.3136 -Z Bottom 0.108 Min Temp % 0.1760 2.212 - . OK X-X, +1.20D+1.60Lr-i-0.50W+1.60H 0.3136 +Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.3136 -Z Bottom 0.108 Min Temp % 0.1760 2.212- OK X-X. i-1.20D+0.50L+1.60S+1.60H 0.1536 +Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X. -'-1.200+0.50L+1.60S+1.60H 0.1536 -Z Bottom 0.108 Min Temp % 0.1760 2.212 -. OK X-X. +1.20D+1.60S+0.50W+1.60H 0.1536 +Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X, +1.200+1.60S+0.50W+1.60H 0.1536 -Z Bottom 0.108 Min lemp% 0.1760 2.212 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 0.2036 +Z Bottom 0.108 Min lemp% 0.1760 2.212 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.2036 -Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X, +1.20D+0.50L+0.50S+W+1.60R 0.1536 +Z Bottom 0.108 Min Temp% 0.1760 1 2.212 OK X-X. +1.20D+0.50L+0.50S+W+1.60H 0.1536 -Z Bottom 0.108 Min Temp% 0.1760 2.212 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.1536 +Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X. +1.20D+0.50L+0.20S+E+1.60H 0.1536 -Z Bottom 0.108 Min Temp % 0.1760 - 2.212 OK X-X, +090D+w+090H 0.1152 - +Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X, +0.90D+W+0.90H 0.1152 -Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X. +0.90D+E+0.90H 0.1152 +Z Bottom 0.108 Min Temp % 0.1760 2.212 OK X-X, +0.90D+E+0.90H 0.1152 -Z Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z, +1.400+1.60H 0.1792 -X Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z. +140D+16H 0.1792 +X Bottom 0.108 Min Temp % - 0.1760 2.212 - OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.2036 -X Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.2036 +X Bottom 0.108 Min Temp %. 0.1760 2.212 - OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.1536 -X Bottom 0.108 Min Temp % 0.1760 - 2.212 - OK Z-Z. +1.200+1.60L+0.50S+1.60H 0.1536 +X Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z. +1.200+1.60Lr+0.50L+1.60H 0.3136 -X. Bottom . 0.108 Min Temp % 0.1760 - 2.212 . OK Z-Z, +1.200+1.60Lr+0.50L+1.60H 0.3136 +X Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z. +1.200+1.60Lr+0.50W+1.60H 0.3136 -X Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.3136 +X Bottom 0.108 Min Temp % 0.1760 - - 2.212 OK Z-Z, +1.200+0.50L+1.60S+1.60H 0.1536 -X Bottom 0.108 Min Temp % 0.1760 2.212 , OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.1536 -i-X Bottom 0.108 Min Temp % - 0.1760 2.212 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1536 -X - Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.1536 +X Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z. -'-1.20D+0.50Lm+0.50L+W-'-1.60H 0.2036 -X Bottom 0.108 Min Temp % 0.1760 2.212 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.2036 +X Bottom 0.108 Min Temp % 0.1760 2.212- - OK - Z-Z. +1.200+0.50L+0.50S+W-i-1.60H 0.1536 -X Bottom 0.108 Min Temp % 0.1760 2.212 - OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.1536 +X Bottom - 0.108 Min Temp % 0.1760 2.212 - OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.1536 -X Bottom - 0.108 Min Temp % 0.1760 2.212 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.1536 +X Bottom 0.108 Min Temp % 0.1760 2.212 ' OK Z-Z, +0.90D+W+0.90H 0.1152 - -X Bottom- 0.108 Min Temp % 0.1760 2.212 - OK Z-Z.+0.90D+W+0.90H 0.1152 +X Bottom 0.108 Min Temp% 0.1760 2.212 -OK Z-Z, +090D+E+0.90H 0.1152 -X - Bottom - 0.108 Min Temp % 0.1760 2.212 OK - Z-Z. +0.90D+E+0.90H 0.1152 +X Bottom 0.108 Min Temp % 0.1760 2.212 OK Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z - Vu:Max Phi Vn Vu! Phi*Vn Status - +1.40D+160H 9.557 psi 9.557 psi 9.557 psi 9.557 psi 9.557 psi 75 psi 0.1274 OK +1.20D+0.50Lr+1.60L+1.60H 10.859 psi 10.859 psi 10.859 psi 10.859 psi 10.859 psi 75 psi 0.1448 OK +1.20D+1.60L+0.50S+1.60H 8.192 psi 8.192 psi 8.192 psi 8.192 psi 8.192 psi 75 psi 0.1092 OK +1.20D+1.60Lr+0.50L+1.60H 16.725 psi 16.725 psi 16.725 psi 16.725 psi 16.725 psi .75 psi 0.223 - OK +1.20D+1.60Lm+0.50W+1.60H 16.725 psi 16.725 psi 16.725 psi 16.725 psi 16.725 psi 75 psi 0.223 OK +1.20D+0.50L+1.60S+1.60H 8.192 psi 8.192 psi 8.192 psi 8.192 psi 8.192 psi 75 psi 0.1092 - OK +1.20D-i-1.60S-i-0.50W+1.60H 8.192 psi 8.192 psi 8.192 psi 8.192 psi 8.192 psi 75 psi 0.1092 OK- +1.20D+0.50Lr+0.50L+W+1.60H 10.859 psi 10.859 psi 10.859 psi 10.859 psi 10.859 psi 75 osi 0.1448 OK +1.20D+0.50L+0.50S+W+1.60H 8.192 psi 8.192 psi 8.192 psi 8.192 psi 8.192 psi 75 psi 0.1092 OK +1.20D+0.50L+0.20S+E+1.60H .8.192 psi 8.192 psi 8.192 psi - 8.192 psi 8.192 psi 75 psi 0.1092 OK +0.90D+W+0.90H 6.144 psi 6.144 psi 6.144 psi 6.144 osi 6.144 psi 75 psi 0.08192 OK +0.90D+E+0.90H . e - - 6.144 psi - 6.144 psi - 6.144 psi - 6.144 psi 6.144 psi - 75 psi - 0.08192 a OK - • Project Title: PFMMEDICALINC- CARLSBAD, CA Engineer: Project ID: 17-202 - Project Descr: - Pñntc,d: 7APR 2017, :02.PM G I F t. + Fe C:\UsWCE\Desktop\(17-2O—iPAR\CLC\(17-20-1 ECS enera 00 Ifly. .. ENERCA u.0 1983-2016 Build:6:16.5.11;,Ver:6.16.7.31 . - Description : MIN. 15' SQ. PORTION OF 5' THK. MAT FOUNDATION TO SPT. MAX. DL+LL PT. LOAD . 4 . -. - All units k Load Combination... Vu . PhiVn Vu! Phi*Vn Status +1.40D+1.60H . 38.229 D6 • 150psi - 0.2549 OK +1.20D+0.50Lr+1.60L+1.60H . 43.435 psi + 150psi + 0.2896 OK - +1.20D+1.60L+0.50S+1.60H 32.768 psi 150psi 0.2185' OK +1.20D+1.60Lr+0.50L+1.60H , , ., 66.901osi 150psi 0.446 . - .. OK +1.20D+1.60Lr+0.50W+1.60H 66.901 psi - 150psi 0.446 OK +1.20D+0.50L+1.60S+1.60H 32.768 bsi , , . 150psi 0.2185 OK +1.200+1.60S+0.50W+1.60H - 32.768 psi 150psi - 0.2185. - • OK • +1.20D+0.50Lr+0.50L+W+1.60H 43.435 psi 150psi 0.2896 . OK +1.20D+0.50L+0.50S+W+1.60H '- •. 32.768 psi - 150psi . 0.2185 '. , OK +1.20D+0.50L+0.20S+E+1.60H. 32.768 psi + 150psi, - 10.2185 - - OK -i-0.90D+W+0.90H • 24.576 psi - 150osi + 0.1638 . . - . 'OK +0.90D+E+0.90H - 24.576 psi 15Oosi 0.1638 OK . . . .. . - , .-. .. - - . -. '• - . .- •-.. . . - _,_ • . - '. -, • . - -- . .; I • -. . . -4 • . • - •-., . . ,- . . • • •.-• f. -+ 0 ••.•.: •_ Project Title: PFM MEDICAL INC- CARLSBAD, CA Engineer: Project ID 17-202 2. Project Descr: . . .• ,- Printed: 7 APR 2077, 0:03PM * File = (CE\Dêsop\(120 7-1P\CiC\(17-20-tEC6 * General Footing EI'.EL L I 2016 Build 616511 Ver6 16731 -, - •:.. .. - Description: 'MIN: 24* SQ. PORTION OF 5" THK.MAT FOUNDATION TO SPT. MAX. DL+LL PT. LOAD : -. - Calculations per ACI 318-14, IBC 2015,'CBC -2016, ASCE7-1O - Load Combinations Used: ASCE 7-10 - - - . - . - • - Material Properties - . . - Soil Design Values f'c :,Concrete, 28 day strength - -- 2.50ksi Allowable Soil Bearing - -' . = - - - 1.50 ksf : - fy: Rebar Yield - - = - 600 ksi Increase Bearing By Footing Weight - - - No '• - - - Ec Concrete Elastic Modulus = - - 3,122.0 ksi Soil Passive Resistance (for Sliding) -- = 150;0 pcf - - Concrete Density 150.0 pcf Soil/Concrete Friction Coeff. - = - 0.250 - - . - •., (p Values - Flexure = 0.90 - Shear • - - 0.750 • increases based on footing Depth . Analysis Settings - - - Footing base depth below soil surface. = - - 0.420 ft - -. - Mm Steel % Bending Reinf. - Allow press. increase per footóf depth = • ksf - Min Allow .% Temp Reinf. - - - - 0.00180 when footing base is below = • ft - Mm. Overturning Safety Factor - 1.0 :1 - - - Mm. Sliding Safety-Factor - = 1.0 :1 Increases based on footing plan dimension - - - - - Add Ftg Wt for Soil Pressure - : - Yes - Allowable pressure increase per foot of depth - Use fig wt for stability, moments -& shears - - •: Yes i - - ksf Add Pedestal Wt for Soil Pressure No * - - when max: length or width s greater than - - - - - : • Use Pedestal wt for stability, mom & shear : No - • - -- Width parallel to X-X Axis = 2:0 ft - - - -- : •. • - - . -- - - - Length parallel to Z-Z Axis = - 2.0 ft • - - Z Footing Thickness = 5.0 in -. .• - • - • •:-. - • - - :' - -, , -. -, '- - Pedestal dimensions X - px: parallel to X-XAxis • : • -in - - =- - . • - -; - - • pz: parallel to Z-Z Axis - . in- .- - - m • - • - - - • -- - -•' Height • ••-, . in C - • - a- - -' - • - - S - -- -. ,Rebar Centerline to Edge of Concrete... -. - . - - - CD - - - - - - . - at Bottom of footing = - 1.250 in ---, - - - •-• . -.-.••.-..- _i_• -, -I •- I. •ii -. . 2) i - - Bars parallel to X-X Axis • - - '- . - - - - - - - Number of Bars C 2.0 - - . •. • - - - Reinforcing Bar Size - - Bars parallel to Z-Z Axis - - - - - • - Number of Bars 2.0 Reinforcing Bar Size = # 3- Bandwidth Distribution Check (ACI 15.44.2) - - •,- - XXSe*U*nt.ok,ngI*,Z - SecuonLOokgto*X : Direction Requiring Closer Separation h/a - • - . • , . • - - - - # Bars required within zone n/a . • - • - - • - • - - * - - • - : • • # Bars required on each side of zone • - n/a • - , - . S ' • • • VA, Oyi -. - - D Lr. L - - S - W • E .H - -• .P: Colun Load - -- - 3.084 - 2.40. - - - -__ * -• • k m - OB : Overburden -. • - - - •• • - • • ' • • • . - • • ,- ksf - • M-xx • ' • * . = - • • • - - • - • . • • ..' *-ft - M-zz • = • • • • - • . • k-ft - V-x - • • - • •• - - • • S • - k • - V-z- - = • • - - - • k. Project Title: PFM MEDICALINC- CARLSBAD, CA Engineer: Project ID: 17-202 Project Descr: PIin7d: 7 APR 2017, 6:03PM File C:\Users\KCE\Desktop\(17-20-1.PAR\CLC\(17-20-1.EC6 General Footing ENERCALC, INC. 1983-2016, Build:6.16.5.11, Ver.6.16.7.31 I Description : MIN. 24 SQ. PORTION OF 5" THK. MAT FOUNDATION TO SPT. MAX. DL+LL PT. LOAD DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9560 Soil Bearing 1.434 ksf 1.50 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5259 Z Flexure (+X) 0.9426 k-ft 1.792 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.5259 Z Flexure (-X) 0.9426 k-ft 1.792 k-ft +1.200+1.60Lr+0.50L+1.60H PASS 0.5259 X Flexure (+Z) 0.9426 k-ft 1.792 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.5259 X Flexure (-Z) 0.9426 k-ft 1.792 k-ft +1.200+1.60Lr+0.50L+1.60H PASS 0.3910 1-way Shear (+X) 29.325 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.3910 1-way Shear (-X) 29.325 psi 75.0 psi +1.200+1.60Lr+0.50Li-1.60H PASS 0.3910 1-way Shear (+Z) 29.325 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.3910 1-way Shear (-Z) 29.325 psi 75.0 psi +1.20D+1.60Lr+0.50Li-1.60H PASS 0.8689 2-way Punching 130.335 psi 150.0 psi +1.200+1.60Lr+0.50L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... Gross Allowable (In) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X. +D+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X, +D+L+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X, +D+Lr+H 1.50 n/a 0.0 1.434 1.434 n/a n/a 0.956 X-X, +D+S+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.284 1.284 n/a n/a 0.856 X-X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X, +D+060W+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X, +D+070E+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.284 1.284 n/a n/a 0.856 X-X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.8335 0.8335 n/a n/a 0.556 X-X, +0.600+0.60W+0.60H 1.50 n/a 0.0 0.5001 0.5001 n/a n/a 0.333 X-X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.5001 0.5001 n/a n/a 0.333 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 1.434 1.434 0.956 Z-Z, +D+5+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.284 1.284 0.856 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.284 1.284 0.856 Z-Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8335 0.8335 0.556 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.5001 0.5001 0.333 Z-Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.5001 0.5001 0.333 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding • S. . .. Project Title PFM MEDICAL INC CARLSBAD CA - - •, Engineer: Project ID: 17-202, • Project Descr: • -, - _________________________________________ - • - Pilnled: 7 APR 2017, 5:03PM Genera' File - c \Users\I<cE\Desktop\(17 20-1 PAR\CLC\(17 20 1 EC6 ENERcALc, INC. 1983-2016, Build:6.16.5.11, Ve6.16.7.31 Description: - MIN. 24" SQ. PORTION OF 514 THK. MAT FOUNDATION TO SPT. MAX. DL+LL PT. LOAD 4 jxure1 • . - 4 Flexure Axis & Load Combination •. Mu Side Tenon " AsReq"d Gvn. As'Actual As Phi*Mn. •Status X-X. +1.40D+1.60H 0.5397 +Z Bottom. 0.108 Min Temp % 0.110 1.792 OK 4. •-"G .' . - .. . -.,, £ 4, . . - -. - - . - • -. • -. 5 " - . . . - -. . .• - -• - - •• 4 . - -- - * - - . . - . S I - - •4 .. I . . - '4 ' -. - . - I. .- I - S S .. •-- -, -S. • • * . S I - S ., - .4 - - . - 4, . t* _.••_!*; * • •. - ••. . ••4 - - • S. - S. -, -. - . . t ••'* .44. •_•'_ 441 . -. ! • . Y- .' 4- c 4 4 4 * . - - - '. • - I S . -. I - .4. 4 . 4. . . .' . - . . - . '. •;i ' - - - - . . . IS - £ £ - • • - •5*_ . - . A ' ' y . • 4 : 4 4 4- . . . , . . - 4 , - - .. . . 4•• - I. - - _ . . ..- • •- - - . • . • . -' I • . - 4 Project Title: PFM MEDICAL INC- CARLSBAD, CA Engineer: Project ID: 17-202 Project Descr: - nd: 7 APR 2017, :03PM General Footing File D PL7 2ENERCALC, INC. 1983-2016, Build:6.16.5.11, 60 Description: MIN. 24 SQ. PORTION OF 5 THK. MAT FOUNDATION TO SPT. MAX. DL+LL PT. LOAD Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As •. PhiMn Status k-ft Surface in12 InA2 inA2 k-ft X-X, +1.40D+1.60H 0.5397 -Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.6126 +Z Bottom 0.108 Min Temp% 0.110 1.792 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0.6126 -z Bottom 0.108 Min Temp% 0.110 1.792 OK X-X, +1.20D+1.60L+0.50S+1.60H - 0.4626 +Z Bottom 0.108 Min Temp% 0.110 1.792 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.4626 -Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.9426 +Z Bottom . . 0.108 Min Temp % 0.110 1.792 OK X-X. +1.20D+1.60Lr+0.50L+1.60H 0.9426 -Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.9426 +Z Bottom 0.108 Min Temp % ' 0.110 1.792 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.9426 -Z Bottom 0.108 Min Temp % .0.110 1.792 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.4626 +Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X. +1.20D+0.50L+1.60S+1.60H 0.4626 -Z Bottom - 0.108 Min Temp % 0.110 1.792 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.4626 +Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.4626 -Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 0.6126 +Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.6126 -Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+0.50L+0.50S+W+1.60H - 0.4626 +Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.4626 -Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.4626 +Z Bottom 0.108 Min Temp % 0.110 1.792 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.4626 -Z Bottom 0.108 Min Temp% 0.110 1.792 . OK X-X, '-0.90D+W+0.90H 0.3470 +Z Bottom 0.108 Min TemD % 0.110 1.792 I OK X-X, +0.90D+W+0.90H 0.3470 -Z Bottom 0.108 Min Temp ¼ 0.110 1.792 OK X-X, +0.900+E+0.90H 0.3470 +Z Bottom 0.108 Min Temp % 0.110 1.792 . 01< X-X, +0.90D+E+0.90H 0.3470 -Z Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z.+1.400+1.60H 0.5397 -X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z.+1.400+l.60H . 0.5397 +X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z. +1.200+0.50Lr+1.60L+1.60H 0.6126 -X Bottom 0.108 Min Temp % 0.110 1.792 01< Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.6126 +X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.4626 . -X Bottom 0.108 Min Temp % 0.110 - 1.792 01< Z-Z, +1.20D+1.60L+0.50S+1.60H 0.4626 +X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z. +1.200+1.60Lr-i-0.50L+1.60H 0.9426 -X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.9426 +X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z. +1.200+1.60Lr+0.50W+1.60H 0.9426 -X Bottom 0.108 Min Temp % 0.110 1.792 - OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.9426 +X Bottom 0.108 Min Temp ¼ 0.110 1.792 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.4626 -X - Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.4626 +X Bottom 0.108 Min Temp ¼ 0.110 1.792 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.4626 -X - Bottom . - 0.108 Min Temp % . 0.110 1.792 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.4626 +X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.6126 -X Bottom 0.108 Min Temp ¼ 0.110 1.792 OK Z-Z, +1.20Di-0.50Lr+0.50L+W+1.60H 0.6126 +X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 0.4626 -X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.4626 +X -Bottom 0.108 Min Temp ¼ 0.110 1.792 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.4626 -X Bottom 0.108 Min Temp ¼ 0.110 1.792 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.4626 +X Bottom . 0.108 Min Temp % ' 0.110 1.792 OK Z-Z, +0.90D+W+0.90H 0.3470 -X Bottom 0.108 Min Temp % 0.110 1.792 OK Z-Z, +090D+W+090H 0.3470 +X Bottom 0.108 Min Temp ¼ 0.110 . 1.792 OK Z-Z, +0.90D+E+0.90H 0.3470 -X Bottom 0.108 Min Temp ¼ 0.110 1.792 OK Z-Z, +0.90D+E+0.90H 0.3470 - +X Bottom 0.108 Mm Temp ¼ 0.110 1.792 . OK - 9ayr Load Combination... Vu @ -x - Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D+1.60H 16.791 psi 16.791 psi 16.791 psi 16.791 psi 16.791 psi 75 psi 0.2239 OK +1.20D+0.50Lr+1.60L+1.60H 19.059 psi 19.059 psi 19.059 psi 19.059 psi 19.059 psi 75 psi 0.2541 OK +1.20D+1.60L+0.50S+1.60H. 14.392 psi 14.392 psi 14.392 psi 14.392 psi 14.392 psi 75 psi 0.1919 OK +1.20D+1.60Lr+0.50L+1.60H 29.325 psi 29.325 psi 29.325 psi 29.325 psi 29.325 psi 75 psi 0.391 OK +1.20D+1.60Lr+0.50W+1.60H 29.325 psi 29.325 psi 29.325 psi 29.325 psi . 29.325 psi 75 psi 0.391 OK +1.20D+0.50L+1.60S+1.60H 14.392 psi 14.392 psi 14.392 psi 14.392 psi 14.392 psi 75 psi 0.1919 OK +1.20D+1.605+0.50W+1.60H 14.392 psi 14.392 psi 14.392 psi 14.392 psi 14.392 psi 75 psi 0.1919 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.059 psi 19.059 psi 19.059 psi 19.059 psi 19.059 osi 75 psi 0.2541 OK +1.200+0.50L+0.50S+W+1.60H 14.392 psi 14.392 psi 14.392 psi 14.392 psi 14.392 psi 75 psi 0.1919 OK +1.20D+0.50L+0.20S+E+1.60H 14.392 psi 14.392 psi 14.392 psi 14.392 osi 14.392 psi . 75 psi 0.1919 OK +0.90D+W+0.90H 10.794 psi 10.794 psi 10.794 psi 10.794 psi 10.794 psi 75 psi 0.1439 OK +0.90D+E+0.90H 10.794 psi, 10.794 psi 10.794 psi 10.794 psi 10.794 psi 75 psi 0.1439 OK S. ' -. .. 4 ' . Project Title:. PFM MEDICALINC- CARLSBAD, CA Engineer: . .. Project ID: 17202 . - .4 . . - Project Descr: - . . .. '• 4 + -•.- 4 .4 4_4 ' .. 4. ,, t , - . . .. .4- S ,•. • 4 .'. - 4+ ,. Prinid: 7 APR 2017, 4:03PM General Footing , FIIecusers'KcE\Desktop\(i72o_ipAR\cic\(i72oiEc6 1113 Description . MIN. 24 SQ. PORTION OF 5 THK. MAT FOUNDATION TO SPT. MAX. DL+LL FL LOAD , All units k Load Combination... 1 . Vu . . PhrVn Vu! Phi4Vn . • Status +140D+1.60H 74.625 psi 150Dsi 0.4975 . ' OK • +120D+05OLr+160L+160H 84.705 psi 150psi 0.5647 * OK +1.20D+1.60L+0.50S+1.60H 63.964 psi - 150psi '0.4264 ' , -OK . +1.20D+1.60Lr+0.50L-i-1.60H 130.335 psi 150psi 0.8689 • OK +1.20D+1.60Lr+0.50W+1.60H . -130.335 psi , 150psi 0.8689 . OK +1.20D+0.50L+1.60S+1.60H . 63.964 psi .- 150psi 0.4264 OK +1.20D+1.60S+0.50W+1.60H 63.964 psi 150psi , 0.4264 OK +1.20D+0.5OLr+0.50L+W+1.60R 84.705 psi 150psi 0.5647 • OK +1.20D+0.50L+0.50S+W+1.60H ' •. 63.964 psi_ . 150psi- . • 0.4264 ' . OK- +1.20D+0.50L+0.20S+E+1.60H . + 63.964 psi ; l5opsi ' 0.4264 - OK S. +0.90D+W+0.90H - 47.973 psi 150psi 0.3198 - OK +0.90D+E+0.90H . S 47.973 psi ' 150psi 0.3198 * OK . + -. •. ,.: - + - ..'-o4. f ., . . 4 , .. . . . .4 • 44 - - 4 -.. .. 1 4 ., . - . .1 , ., . -4 • - -' ...,. .4 .. - r - ,. - 4 - 44 - . . . , • ' - -. - . . S 4 + 4 , . •.dr - . 44 . • ., .- _4_• t . - - - - . _+4 •-.._,• . ,, 1 ' .8 ... - + .- . . .4 - ., S , , , • + - - . - - . . ..- . 44 4 . - 4 4 .• . .4 .4 . +._ S. . .J• S . + , . . , r . . 4 - 4 . ,- 4 - .- .r 4 - 4 5, -' 4_•, .. ,.- . . . -, . , - - + 1 - 4 4 4 3 1 S. Alrt A%(&UIr iIPr Lh4.I K F P%I II 1" NIG, wt ( ()N\UL GLE:NDORA..A9i74O V V .d. I V OFFICE:, `155-64p. E NN [ER ¼ 1 FAX: (626)355.6204 CELL: 4356954 EMAIL: PETE R E•ICONULTiNGEN(a. COM APPENDIX: ICC ESR REPORTS AND SUPPLEMENTAL TEST REPORTS/LETTERS: DISCLAIMER: (1) ICC REPORTS CONTAINED HEREIN THIS SECTION ARE ONLY "EXCERPTS" OF THE ENTIRE COPY OF THE RESPECTIVE ICC REPORTS, WHICH INCLUDE THE MORE PERTINENT DESIGN VALUES USED IN THIS CALCULATION PACKAGE. 20/51 9 of 11 ESR- 1917 TABLE 7-KB.TZ CARBON AND STAINLESS STEEL ALLLOWABLE STATIC TENSION (ASD, NORMAL-WEIGHT CRACKESO CONCRETE, CONDITION B (pounds) 1,2,3, Nominal Anchor, Diameter Embedment Depth H& . 0n) Concrete Compressive trcngth2 fc=2500psi Vic '3000psi f'c.-4000psi £c-6000p5i Carbon steel', Stainless steel Carbon steel Stainless steel Carbon steel Stainless :Steel Carbon steel Stainless steel 3/8 2 11054 1,086 1,155: 1,190 1,333 1374 1,633 1,683 2 1116 1476 1223 1617 1412 1-P150, 1,729 2,287 3114 .21282: 2,312 2506 2,533 2,f186 925 .... :3535, .3,582 5/8 31/8 2180 2180 2388 2388 2758 2,758 3377 3377 4 3157 2711 3,458 2970 3994 3,4.30.4891 4201 33/4 2,866, 1 1765 11.39 4,125 3;625 4;763 41440 5;833 4.3/4 1 4,085 1 4,085 4,475 1 4,47.5 5,168 5,168 .5.329 6,329 For Sl:'l Of 4.45 N, 1 psi = 0:00689 MPa For pOundinch units 1mm= 003937.inches 'Values ore for single anchors with no edge distance or spacing reduction For other cases calculation of R, as per ACI 318 02 and conversion to ASD in a 2 ccordance with Section 4 Eq.(5)1s' required 2Values are for normal weight concrete For sand lightweight concrete multiply values by 0.85. For all-fig i . ht concrete multiply values by 075; SCe ACI 318-02 Section D.34... . . 3Condition B applies where supplementary reinforcement in conformance with ACl 318 02 Section b 4 is not provided or where pullout or pryout strength governs For cases where the presence of supplemenidry relnIon,emerit .ri be veriliiJ the streiigUi seduction factors .associatJ with Condition A.may be used. TABLE 8-KB TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC SHEAR LOAD (ASP), STEEL (pounds)' NOminal Anchor Diameter Allowable Stée! Capacity, Static Shear Carbon Steel Stainless Steel 3/8 1,669 2661 1/2 2,974 -3,194 5/8 4,901 5 495 ~ 7,396 For..SI:'.l lbt = 4.45 N 'Values are for single anchors with no edge distance or spacing're'duction dUeto.concrete failure. TABLE 9-KB TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL WEIGHT CRACKED CONCRETE CONDITION B (pounds)"2'3 omnal Diameter Embedment Anchor Depth h~ (in) Concrete Compressive Strength! fc=2500psi f'c=3000psi f'c=4000psi fc6000psi Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel 3/8 2 1,006 1,037 1,102 1,136 1;273 1.312. 1.559! 1,607 1;065 1,212 1,167 1,1328 .1,348 i,533 1,651. 1 878 31/4 .?;,178 ' 2207 .... 2386 . 2,418 S. 2755 5 . 1 2792 3375 3,419 5/8 3 118 2,081 .2;081 2,280 2,28'0 2,632 21;63i 3,224 3,224- 4 '3;'d 14 .2,589 3301 2835 3812 3274 4669 4010 3/4 .33/4 :2,736 3,594 2,997 3,937 3;460 4,546: ' 4,238: 5,568 43/4 31900 3900 4272 4,272 4,933 4,933. 6,042 6,042 For For SI: 1 IV = .4.45 N, 1 psi = 0.00689 MPa For pound-inch units: 1 mm =0.03937 inches, Values are For single anchors with no edge distance or spacing reduction For other cases calculation of Ra as per ACI 318-02 and conversion to ASD in accordance with Section 4 2 Eq. (5)is required 'Vdlues are fur normal weight concrete For sand -lightweight concrete multiply volue by 0 85 For oil lightweight concrete muluply values by 0.75. See ACI 318-02 Section D:3.4. S S ............................................. . tCondition B applies where supplementary reinforcement in conformance with ACt 318 02 Section 0 4 4 is not provided or where pullout or pryout strength governs For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may bi. used 21/51 Pagé.1O of:11 ESR-1.917 TABLE 10—KB TZ CARBON AND STAINLESS STEELALLOWABLESEISMICSHEAPLQAD(Aso), STEEL (ppunds' . NdninaI Shear ;CaiiinSféôI 'Stainless Steel .1/2 '2839 3049 4;678 5245 13 . ror',u: ioj q,q N 'Values are for single dnc.hors with no edge distance or spacing reduction 'due to.oncréte.fáilue. 22/51 REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITIONS SYSTEMS WALL PANELS TEST REPORT NO. -. STQA50586 TEST DATES: 4/14/2016 - 4/15/2016 REPORT DATE: 4/2812016 by Tim Foster Specialized Testing; Inc. PROPONENT INFORMATION United Partitions Systems, Inc.. 2.180 & Heilman Ave Ontario, CA 91761 Specialized Testing's reports are for the exclusive Use of the client to whom they are. addressed. Permission is grantedto reproduce this report provided it is reproduced in its entirety The use of the name Specialized Testing Inc or Specialized Testing in any advertising or related materials must have prior wntten approval Reports apply only to samples tested and are not necessarily indicative of the quality of apparently identical or similar products Specialized Testing, Inc. is an ISO/IEC 17025 accredited test laboratory: It, C,, C"J SPECIALIZED TSTII'c1G • 10600 Pip neer Boulevard, Suite 6 a Santa Fe Springs, California 90670 ° (562)903 0039 Fax,(-562)9,03--3534 UNITED PARTITION SYSTEMS INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (Specialized Testing Report No STQA50586) TABLE OF CONTENTS. P. No. Test Program Summary I Test Program Report and Data Summary Table 2-5. Appendix .,........... ................................................................. ................-.-...............................6 Section 1 - Figures ..................................................................................................................................7 - 13 Section 2 Hysteresis Plots........... .............. .......•. ..........i4:16 Section 2.— Complete Data Record (Plotted),..................................................................... SPCIMIK TSTII1C • 10600 Pioneer Boulevard, Suite G Santa Fe Springs California 90670 • (562)903 0032 Fax (562)903 3534 UNITED P'ARTiTIONSYSTEMS,INC REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS '(Specialized Testing Repoit No. S1QA50586).. TEST PROGRAM SUMMARY Th.eObjective of the test program was to determIne the IatërãI Ióád rest.ing àk.àitj'Oft'p United: Partitions Systems, Inc wall panel configurations The results of the test program are intended for 'internal use by United Partitions Systems; Inc-, 'The scOpe of the program 'consisted of ôhe'téstdf thaUnitèd,Pä'rtitions 44n. GysUrn (standard)-wall, panel and one test of United Pa itior 4-ii,:Wiridow '.!I'neI' The tests were performed in compliance with Method A of ASTM E2126, Standard Test Methods for Cyclic (Reversed) Load Tests for Shear Resistance of Vertical Elements of Lateral Force Resisting Systems for'Buildings. " This test report is Oiganizedpursuint to Section 10 of'ASTM E2126. SPECIALIZED TESTING • 10600 Pioneer Boulevard Suite G o Santa Fe Springs, California 90670 • (562)903M32 Fax (50)908-3534 UNITED PARTITION SYSTEMS, REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS,1INC WALL PANELS (Specialized Testing ReportNo: STQA50586) . I. Backaround. Test,:Standard and ReoortOraanization Specialized. Testing was cóntràctéd by Uhl téd. Färtiti'Systerñs, Inc. (United Partitions) to, provide testing and reporting services for cyclic. load tests (racking shear tests) of two wall system configurations Racking shear tests were performed on 8-ft -10-in long x 8-ft high United Partitions 4-in Gypsum (standard) and Window wall panels The tests were performed in compliance with Method A of ASTM E2126 Standard Test Methods for Cyclic (Reversed) Load Tests for Shear Resistance of Vertical Elements of Lateral Force Resisting Systems for Buildings This test report is organized pursuant to Section 10 of ASTM E2126 with the relevant sections noted throughout the report II Obiective and Scope of the Test Program The objective of the test program was to determine the lateral load resisting capacity of two United Partitions wall panel configurations The results of the test program will be for internal use by United Partitions The scope of the program consisted of one test of the United Partitions 4-in Gypsum (standard) wall panel and, one, test of the United Partitions;. 4in. Window Wall panel. - lll: Date of. the Testand RpóIt(Sécdn:iG1i). . . Wall Assembly Construction Date By others Test dats: 4/14/2016through 4/15/2016 . . ReportDate:4128120161 . . . IV Names of the Test Sonsor and Test Agency and Their Locations (Section 10 1 2) Test Sponsor United Partition Systems, Inc 2180 S Heilman Ave .. Ontrio, CA 91761 Test Agency Specialized Testing 10600 Pioneer Blvd -Suite G Santa Fe Springs CA 90760 International Accreditation Service'_ 1L228 City of LoIsAngeiea Lora No, 10155 2 of 27 L() (N (0 SPECIhILIZED TESTING 9. 10600 Pioneer Boulevard, Suite G o Santa Fe Springs, California 90670 ° 562)903-0032 Fax (562)903 3534 UNITED PARTITION SYSTEMS; INC. REPORT OF CYCLIC (REVERSED)LOADTESTSOF UNITED PARTITION SYSTEMS, INC WALL PANELS (Specialized Testing Report No STQA50586) V. Identification of the Wall Assémbly (Sections. 10. 1.3 -10:142) Figures 1 and 2 in Section 1 of the Appendix present shop drawings of the Gypsum and Window wall panels VI Details of Attachment Of the Wall Assembly in the Test Frame (Section 10.1.4.3) Top of the Wall Assembly: A load cap was placed on top of the wall panel to facilitate connection of the top of the wall assembly to the test apparatus No 10 and 1/4-in self-drilling screws (36 total) were installed through the load cap member into the top track of the wall panel Base of the Wall Assembly (Bottom Track): A cold-formed steel "C" channel track was fastened to the rigid base element of the test frame with three 5/8-in, diameter anchor rods (sill anchors). The wall panel was positioned inside the track such that it was in full bearing on the rigid base of the test frame. The vertical elements of the wall panel (at the end posts and at midspan) were connected to bottom track with No. 8 wafer head self-drilling screws (12 screws total). Note that hold-down connectors were not used in either of the wall panel tests. VII. Test Equipment and Location Sectibn 101 4.4) The test equipment consisted of the fôIlbing;prithtbthponeitts:' a structural steel test frame assembly test instruments and .a: data acquisition system The test frame consisted of a horizontal post-tensioned concrete grade beam, a vertical structural steel tower, a rigid structural steel base a mechanical motion multiplier (lever arm) guide tracks a load cap member and miscellaneous test fixtures The test apparatus consisted of a hydraulic actuator, accumulators a Mediamation control system a 50,000-lb compression-tension load cell deflection LVDTs and linear motion transducers. S The data acquisition system consisted of an IBM compatible to system, data acquisition hardware, arid. National Instruments data at software (LabView). The test equipment was setup in compliance with ASTM E2126 Displacement instruments were setup to measure horizontal displacement at the top of the panel horizontal displacement at the base of the panel relative to the rigid base of the test frame and uplift of each post relative to the rigid base of the test frame Force at the top of the panel was measured with the referenced load cell: A photograph of the test equipment is presented in Figures 1 and 2 in Section 1 of the Appendix VIII. Descriotion of ConstructionMaterials (rtkn Figures 3 and 4 in Section 1 of the. Appendix present shop drawings of thewall panels. 3 of 27 Lt) (N SP(IALlWTSTIG. ióoÔo Pioneer Boulevard, Suite G • Santa Fe Springs, CaIifornia 90670 • (562)903-0032 Fax(562)903-3534 UNITED PARTITION SYSTEMS, INC REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (Specialized Testing- Repbtt No.$.1QA50586). X Description of General Ambient Conditions (Section 10 1 4 7) Stage Approx Mean Temperature - F Relative Humidity % At Time of Construction Unknown - Constructed By Others Unknown - Constructed by Others .tTime of Test Ranged betw6e00 and 81 - .1 Approximately34 Xl Modifications Made on the Wall Assembly During Testing (Section 10 1 4 8) I - -None - Xli Description of Noted Defects Existing in the Wall Assembly Prior to Test (Section 10 1 4 9) 'None - XIII Description of the Test and Deviation(s) from the Standard Method (Section 10 1.5 The tests wire performed in compliance with MetIod A of ASTM E2126 Standard Test Methods for Cyclic (Reversed) Load Tests for Shear Resistance of Vertical Elements of Lateral Force Resisting Systems for Buildings Hold-downs (as depicted in Figure 4 of ASTM E2126) were not installed on the wall panels as this is not how the panels are installed in the field XIV Summary of Results (Section 10 1 6) Hysteresis Plots (Section 10 1 6 1) - Section 2 of the Appendix Complete Data Record - Plotted (Section 10 ) 62) - Section 3 of the Appendix 'Summary of Smax P A G at SLS (Sections 1016 3and 10164)-Table 1 XV Description of Failure Modes (Section 10 1 7) The failure modes observed in all tests are noted in Table 1 Figures 5 and 6 present photographs of the observed failure modes XVI Photographs (Sections 101.8). The photo figures referenced in Ah.e body of this test report are presented in Section 1 of the Appendix 4 of 27 U) a) cs-I - - (1) Constructed wall assemblies delivered to Specialized Testing on 4/12/2016 Specialized Testing log number 963. - tECIALIZE,D TffTIIG • 10600 PI-peer BouIevrd Suite ( arta Fe Sprngc Caiufrrr1h O067fl • (69)901 0019 Fax (569)903 SC#PUZI TC$TH 10600 Pioneer Boulevard Suite G -:Santa Fe Springs, California 90670 (562)903 0032 Fax ('5'62)903-35,', UNITED PARTITION SYSTEMS, !Nc. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, iNC.'WALLPANELS (Specialized Testing eport. No. .$1QA50586) Thhlf - iiinninv of Tst PciiIt Test Number Test Wall Panel Description Limit StateL Date P (IbS)c Smax (lb/ft)c . (in)6 . H!L (ft,ft)C G' (lb fin )C Failure Mode Gypsum Failure of screw (Standard) . Wall Panel (eaiing and 4/14/2016 8'-fl-10-in. 1,581 '179 1.39.7 0.91 i *alladbse track high x47in. .kqcture tsil wide Strength anchors Window I WaM Panel . . Fàilüte'óf.séw 84-10-in. . . . . connections. 2 long x'8-ft. . , ... . (beating and 4/15/2016 high x4-in. 2,05,7 4/15/2016 233 .4.4.54 . 01. 420:. 'pullout) at .wide with wall and buckling of • Window . . base track. Opening uata analysis ana auowaoie ioao .Ca3Cjlat!QflS are peyona me scope or tnis test report. F-ME 0.50-tn'. ba'sedon data provided by United Partition. - b Strength Limit state (ultimate b m ad and displaceent) data presented by laboratory Yield Limit state data by others. P = Load (force) at strength limit state —average absolute value d Smax = Maximum force'per'linealfootl=.P/8.83. e =Top'displacernent'at'strength limit státé.— average absolute value H/L=Héight/ Length :(aspect'ratio) . 9 G"= SIear Modulus .'= PIA x H/L SPECIAL IZ TISTIN • 10600 Pioneer-Boulevard, Suite G * Santa Fe Springs, California 90670 • (562) 903 0032 Fax (562)903 3534 UNITED PARTlTVOt SYSTEMS, INC. REPORT OF CYCUC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (Specialized Testing Report No STQA50586) APPENDIX 6 of 27 LO 0 c) SPkCIAL RED TESTING, 10600 Pioneer Boulevard Suite G o Santa Fe Springs California 9067b..'-, (562)903 0032 Fax (562)103-3 534 iJNITEbPARTiTION SYSTEMS:, INC. REPORT OF cYCLIC. (RE VERSED)LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (SpèciáUzedTëstin'gRëpqrtNo. STQA50586) SECTION. 1 -FIGURES• UNITED. PARTITION SYSTE.MS,INC.. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (Specialized: Testing Report No. STQA5058.6) FIGURE I. -TEST NUMBER I GYPSUM WALL PANEL - 9 i!!i I: :.J jJ I m. z United Partitions - GvDsum (Standard Wall Panel 8of27 U) - c.'J cv) UNITED..PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (Stecialized TésUng Report No. STQA50586) FIGURE 2— TEST NUMBER 2 WINDOW WALL PANEL 3-2' !Zip- - ______ - -U. 41 '61 oj i~t~ __ Zell o C) -o -I (n 'I United Pârtitiöns WThdowWàII PnéI 9 of27 LL•) SPCIALIZ ThSTIfG o 10600 Pioneer Boulevard, Suite G ° Santa Fe Springs California 90670 ° (562)903 0032 Fax (562)903 3534 UNITED PARTITION SYSTEMS, INC REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS,INC WILL PANELS (Specialized Testing Report No STQA50586) FIGURE 3— TEST PROGRAM PHOTOGRAPHS 1 1 r 7T7 - I _ - > I -- - :T— United Partitions - Gypsum (Standard) WaU Pane! "t .-A and Vertical Displacement at Bse of Shear Wall (LVDTs See Below) 2 = Top Displacement (Stnng Potentiometer) 3= Load Cell 4= Data Acquisition System *) - ;lO'of21 SPCIAUZ flSTIfG 10600 Pioneer Boulevard, Suite G e Santa Fe Springs California 90670 • (562)903 0032 Fax (562)903 3534 UNITED PARTITION SYSTEMS, INC REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (Specialized Testing Report No STQA50586) FIGURE 5— TEST PROGRAM PHOTOGRAPHS I I ry r/ Scré Con ti FàiIytaseofWaII ........................... . . . .:. ....- . . . . . •. 12•of 27; . Ln SPECIALIZED TSTIi1G' 10600 Pioneer Boulevard, Suite G Santa Fe Springs, California 90670 • (562)903 0032 Fax (562)903 3534 - UNITED PARTITIONI.SY.STEMS INC . . REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (Specialized Testing Report No STQA50586) SECTION 2- HYSTERESIS PLOTS - 14óf 27 L() -, S. - - - - '4 - S 9 • - ..• •, - - -- S -- Lob a. S S CYCLIC (REVERSED) LOAD TESTS OF UNITEDPARTITION SYSTEMS, INC. 44N. WALL SYSTEM - 8-FT :.X 8-FT-I 0-IN. GYPSUM PANEL (Specialized Testing Report No.STQA50586) Test Na. 1 - 4/14/2016 - 0 0 g 8-FT X 8-FT-1 0-IN UNITED PARTITIb1 i-oo- Peak.= 4IN WALL SYSTEM GYPSUM PANEL 5/84n. sill anchors and No. 8screws connecting posts to top cap and #1/ ' r"l S. ba'trak - ''' 1400 _.• . __ ______ . . ' . . - 1,000- /MA(IP 11/il .MJII fV/f LJW/ A4' IV)J'/VJVL 800- VAVA/Z&U \ . . . 1111! V I if II IIL'J /9J JY / 4 flj (A (fl . 600- 400- 39/51 . . . . LL -3. 00 -3.000 -2.500 . . . IRr-2 3.000 3.. 00 o . . o . . . 01 .rr/!ft7vvv 0- GG ±20' • . .0 - • . ____________________________ 0 Observations and Failure Mode . Failure 01 screw connections(bearing and pullout) at - baise wall and base track fracture at *sill anchors 01 - ______-- . 2-000-fl .•--' . - . -: Top of , Test Specimen Displacement in —a .0 OS 0 0 0 0 C a. U., C a 0 a, U., La U, of So.- 0 5 -4 0 U' 0- 10 0 ('4 0 0. ('4 PO r1 of 'C U, 0' '0 0 (51 (5' UI (5' CYCLIC -'(REVERSED): LOAD TESTS OF UN1TEbPARTITIONSYSTEMS, INC. 4-IN WALL SYSTEM - 8-FT X 9-FT 314-IN WINDOW PANEL (Specialized TestingReport No. STQA50586) Test No. 2 - .4/15/2016' I [TED ~ARTITibk To 1 41 fif17I'F AA Y. t ! ti :u bservations .nd . Failure Failure of screw connections (bearing and pullout) ailm ng Top of Test Specimen DIspIacémert - in. o . . . '.3 -1 SPECIALIZED TSTI o 10600 Pioneer. Boulevard Suite G o Santa Fe Springs, California 90670 ° (562)903 0032 Fax,( _, 5,62 993 3534 UNITEb•PARTITION SYSTEMS, INC.: . REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC WALL PANELS (specialized.Testing RepôtNQ. STE50586): SECTION•.3.- COMPLETE DATA RECORD (PLOTTEDI L() 17•of 27 2,000 1,800 1,600 1,40Ô. 1,200 1,000 800 600 400 200 0 .0 U-• -200 0. j2 -400 -600. -1,000 -1,200 -1,400 -1,600 -1,800 -2,000 42/51 CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC 4-IN WALL SYSTEM - 8-FT X-.8-FT 10-IN GYPSUM PANEL '(Specialized Testing Report- No. STQA50586) Test N6.1 - 4/14/2016 Time - Sec. 0 p.) -4 -: :'- ' - ._, .. -4 S S S .5 - . F - -. -. .- '.5 -• - . S . S .4 - - - 4 • ,• . CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC 4-IN WALL SYSTEM - 8-FT X 8-FT 10-IN GYFSUM PANEL 4. (Specialized Testing Report No S1QA50586) 01 Test No I - 4/14/20 16 . .. - -g 3500 ---Tnp~DISMACEMEUT V. _MME I - 3..00.0. cu 2500 72.000. • - S - -I. illi- 1111- -DiII -- 1111111 illlfl . C) - 0) E 1.500 ... F liii --I' -liii Hill!- HI+I—+1IfHI+-HHHH-II— 01111111 1111110 HHHI -ii -II 111111 IHFII - - - - -111111-- llhIl 1111111111 -.JIllhIlIII --111tH)) 11111111 ••- -- . . - --- v ml IHlls 1- 1411J1IIllI-JU1ll-1Ii1Ii- .11111111 I.I1 - 43/51 £AAAI LO HJW'~ R c-I 000 - _ . -. I •-JI-I.VI--I I' VU-fl-J---U-1Ill1----U14J4l1J4-4HU-IH!4--4I1UIU - II Ill44I-ll--IW1I4Hl-ll 10 - 0.- I- - Ill ItIlllIl : -lllilllllt- _.11 IIlIIIl;I_- 11111111 - -O CA to -2500 I - - - • I. -. -3000 - - - - - - ,. . p3 54 • -3500 . V • - . - ' .. - - -4000 _ --Time-sec.. - . - - -- S - . - 4 :0 - - -, -4 VS. 5 -5 - S 4 . - - -5- . . • (.41 - . -. 4 - S . - - . . - - - - - - - - - . - 554 - .• - - .5 - 4 SSS . . 455 - S 0 -- • . . S .5-. -. •.. S - S -, - -- - • - . S. - - - - - I . - - .5 . . • •- - ' - -V - - - - -• . - .4 - - - - • - . -• - - - ..., - - - - - - - - - -- -V - 1_ 4- -V -S -4) 5.4 - 4 - . -- - - -• - - - 1,600 C 7 0.800 .0 co W 0.60.0 E cu OAOO CL 0.200 .. '0.000 to. .200 - 'C. E. 0 ;-O:400 0800 -i.60o 44/51 D CYCLIC. (REVERSED) LOAD TESTS:'OF UNITED PARTITION SYSTEMS, .,INC. 4-IN-WALL SYSTEM - 8-FT X 8-FT 10-IN GYPSUM PANEL (Specialized Testing Report No STQA50586) Test No 1 -4/14/2016 Tinie.. -sec. t%) - - - - . - * '.. ., .4 - ..- ,-.. • .-. .. . . .- - - - . . -: .. . --- ,- .. • * . . I CYCLIC (REVERSED) LOAD TESTS OF VNITED PARTITION SYSTEMS, INC -' 44N. WALL PANEL .. . (Specialized Testing Report No STQA50586) § -. . 'TSt;NO.1 4/.1412016 . 1..900 -. 0.800 0.600 '2000 1.800 1.600 t400 1.200 1.000. 0:800 0.600 .4:. 0"400- 0200 6,000 : 4200. o:eoo -0.8.1O -1.o00 -1,20O -1.400 -1:600 -1.8,00 -2.000' CY.CLIC:(REVERSED) LOAD TESTS.:;'OF' 'UNITED PARTITION SYSTEMS,. IN 4-IN WALL SYSTEM - 8-FT X 8-FT 10-IN GYPSUM PANEL '(Specialized' Testing Repoif No. STQA5058.6) Test No 1 -4/14/2016 46/51 2,800 2,600 2,400 2,200 2,000, 1,800 1,600 1,400 1,200 1,000 aoo • 600 47/51 . 400 200 0 0 U. -200 g.-400 I-. -600 -800 -1,000 -1,200 -1,400 -1,600 -1:800 -2,000 -2,200 -2,400 -2;6.00 -2,800 Time- sec. * . - 1' '•' - CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. 4-IN. WALL SYSTEM --FT X9-FT3/4-INWINDOW PANEL (Specialized Testing Report No. S1QA50586) Test No. 2 - 4/15/2016 0 -I, p..) -4 CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC 4-IN WALL SYSTEM - 8-FT X 9-FT 3/4-IN WINDOW PANEL (Specialized Testing Report No S16A50586) TestNo.24/15/2.1B . - . * lime.- Sec. 2 0 0' 0 0.. 0• 0. 0 a: U, C , S LA 0I U, (.0 0 .0.' 0 0' 0 * A .0' P0 0 (A; 0 0 LA; P0 -n 0 Lfl 0' to '0 0 (A; U) Ui tA;, I' ' •" " . CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. 4-IN WALL SYSTEM - 8-FT X 9-FT 3/4-IN WINDOW PANEL (Specialized Testing RportNo.STQA5O586) 'Test Nô.,2'.-4/1/2O16 1;000 q4qQ 49/51 '02O0 0 0.000 70-200 E 0 • -0:400 0. -U, a -0.600. -0:800 _1 -O.öfl Time,.sec.-.. '0- -1. 6 0 a, .0. U' C. A - • • . • V •V V 0... sec Time - - V • V V V • V • V V V V V CV.) V. • V., V V - V - - V V . V V • V V •V ,, (•VV V V - V CYCLIC (REVERSED) LOAD TESTS OF.'UNITED PARTITION SYSTEMS, INC 4-IN WALL SYSTEM - 8-FT X 9-FT 3/4-IN WINDOW PANEL (SpciaIized Testing Report N STQA50586) Test No 2-4/15/2016 t300 Vi..V100 0.990 0.700 . 0.50.0 50/51 0:300 I 0•Ô V •. -.01100 -' *•oj : -0.300 0. • -0.500 - 0.700 -0.900 4.100 V -1:300 i:sn,ñ 0 t') -'1 CYCLIC (REVERSED) LOAD TESTSOF.UNITED PARTITION 'SYSTEMS, INC. 4-IN WALL SYSTEM -:8-FT X 9-FT 3/44N WINDOW PANEL (Specialized Testing Report No STQA50586) Test No 21 - 4/15/2016 3;000 2.500 2.00Q 1.500'. 1.00O 51/51 0 .000 '0 -0.500 a. -1.000 -1400- a2.0'00 -2.500 -.nnn. p..) 0. P..) UU1!UI 100 IN in III :200 :500 1s1' 500 *1 Time, sec., INDUSTRIAL WASTEWATER DISCHARGE. PERMIT SCREENING SURVEY Date Business Na 'me Street Address. Email Address_ PLEASE CHECK HERE IF YOUR BI SINESSIS EXEMPT (ONREVERSESIDE CHECKTYPEOF BUSINESS) Check all belOw that are present at your facility Acid Cleaning Ink ManUfacturing Nutritional Supplemëntl Assëmb Laboratory.,Vitamin Manufacturing utomotive Repair Machining / Miling painting [Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i e water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting./ Forming Pesticide Manufacturing I Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors), Dry CleSnihg Electroless plating Porcelain Enameing Electrical Component Anodizing Power Geñèratioh Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching:/ Milling Research and Development Film /Xray Processing Printed Circuit Board Rubber Manufacturing Food Processing Mar)üfäcturing Se'micnductor. Manufacturing Glass Manifacturing Metal Powders Forming Soap I Detergent Manufacturing Industrial Laundry Waste Treatment I Storage SIC Code(s) (if known): Brief descriptjn of buiness activities. (Prodtiction I Manufacturing Operations):_______________ Description of operations generating Wastewater (discharged to sewer, hauled or evaporated): Estimate volume of industrial wastewater to bedisQhaged ljf day): List hazardous wastes generatedl (type] vOlume):.______________________________________ Date operation beariirwiI} -bin at-this location: Have you aptiè for a Waste Discharge Permit fro 4 the Encihä Wasewater Authority? Yes No If yes, whe: N Pr Site Contact Title___________________________ Signatuie Phone No. g e1tor ENCINA WASTE ATERAUTHORITY, 6200 Avenida Encina's Cathb'ad, CA -92011 760) 438-3941 FAX: (760) 476-9852 SAN DIEGO REGIONAL I OFFICE USE ONLY ( 0 .... , HAZARDOUS MATERIALS ) I RECORD ID IPLANCHECK# CC QUESTIONNAIRE I BP I / Business tl'rm gft-q't)—Io-r7 It1? LcZ(... Business Contact * telephone # Project Addr ss e1 City zLb State Zip Code q esI€ I APN# I Mailing Address 5 I City State Zip Code Plan File# Project Con Applicant E-mail Telephone # -r .cam --r tri The following questions represent the Thdfl[y's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives PART It: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt YES (for new construction or remodeling projects) / 0 Is your business listed on the reverse side of this form? (check all that apply). Date Initials 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? fl Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 CalARP Required pounds and/or 200 cubic feet? / fl Will your business store or handle carcinogens/reproductive toxins in any quantity? Date Initials 0 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 CalARP Complete 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? / LI Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to Date Initials or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomsdcounty.ca.gov (858) 586-2650). [*No stamp required if 01 Yes and 03 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES J'JQ 0 Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 LI (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? LI 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. LI $. Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet ( (www.sdaocd.org/info/facts/permits.odf) for typical equipment requiring an APCD permit. 0 0 1SWR ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describeIbusinessities: I Briefly describe proposed project: u t t to the bes of my knowledge and belief thLresponses madeerein e true and correct- 0 I declare u er enalty pe) . I YoI.Jtctst Name of Age Signature of Owner or Authorized Agent Date ____________ __________________ V—iil 1413 k- I OS/ Vt / t7 FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division