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HomeMy WebLinkAbout2051 PALOMAR AIRPORT RD; 250; CB163072; Permit(city of Carlsbad Print Date: 06/25/2019 Permit No: CB163072 Job Address: 2051 Palomar Airport Rd, 250 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2130503900 Lot #: Applied: 08/10/2016 Valuation: $20,000.00 Reference #: Issued: 09/13/2016 Occupancy Group: Construction Type: Permit 11/07/2016 Finaled: U Dwelling Units: Bathrooms: Inspector: PYork Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 11/07/2016 Project Title: Description: TI - INDUST SPEC SUITE: SKYLIGHT INSTALL Applicant: Owner: CARLA ALEXANDER PALOMAR ACQUISITION PARTNERS LLC 4747 Executive Or, Ste 410 San Diego, CA 92121-3091 • 4747 Executive or, Ste 410 858-435-4000 • San Diego, CA 92121,3091 858-435-4000 FEE AMOUNI Total Fees: Total Payments To Date: Balance Due: 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. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [-_]PLANNING EIENGINEERING []BUILDING DFIRE HEALTH [JHAZMATIAPCD Zyk Building Permit Application Plan Check NoQ4 I c.Q7Z Est. Value ze cr City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cdisbad Plan Ck. Deposit email: building@carlsbadca.gov Date 'P— tO— Ito ISWPPP I www.carlsbadca.gov JOB ADDRESS 2051 Palomar Airport Road I SUITE#/SPAC€#/UNIT# I 250 I APN I 213 - 050 -. 39 - 00 CT/PROJECT U LOT U PHASE U U OF UNrrS # BEDROOMS U BATHROOMS TENANT BUSINESS NAME CCNSTR. TYPE 0CC. GROUP I Ill I B DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) New Sky Lights within 18,000 SF of Vacant Space ISTING USE I PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS(SF) I FIREPLACE AIR CONDITIONING Vacant I Vacant I I YES[] NO[::] I YESIINO IFIRESPRINKLERS YESt:INOLI APPLICANT NAME Primary Contact Carla Alexander PROPERTY OWNER NAME Palomar Acquisition Partners LLC ADDRESS ADDRESS 4747 Executive Drive, Suite 410 4747 Executive Drive, Suite 410 CITY STATE ZIP CITY STATE ZIP San Diego CA 92121 San Diego CA 92121 PHONE IF( PHONE 'FAX 858-4354000 I 858-435-4001 858-4354000 I 858-4354001 EMAIL EMAIL carla.alexander(hines.com caria.alexander(hines.com DESIGN PROFESSIONAL DCI Engineers CONTRACTOR BUS. NAME ADDRESS ADDRESS 101 West _Broadway,_ Suite _1260 CITY STATE ZIP CITY STATE ZIP San _Diego CA 92101 PHONE IFAX PHONE FAX 619-234-0501 I EMAIL EMAIL nfields(dci-engineers.com _____________________________________________ STATE UC. U STATE LIC.0 CLASS CITY BUS. LlC.0 (Sec. 7031.5 Business and Professions Code: Any city or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License LawfChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: H:h haveand will maIntaIn a certificate of consent to self.insure for workerscompensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ave 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. Policy No. Expiration Date____________________ Th section need not be completed tithe permit is for one hundred dollars ($100) or less. n Certificate of Exemption: I codify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become suectto the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (5100,000), in addition to the cost of compensation, damages as provided for in Section 3106 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE 0 AGENT DATE 0001CD ®11O®) I hereby affinn that lam exempt from ContracWs License Law for the following mason: [J 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 sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). (Z] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J I am exempt under Section —Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes [—]No 2.1 (have / have not) signed an application fora building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone !contractors' license number): 4.1 plan to provide portions of the work, but have hired the following person to coordinate, supervise and provide the major work(include name/address/phone/contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address/phone/type of work): £PROPERTY OWNER SIGNATURE DAGENT DATE () . 2o (( E THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupaht required to obtain a permit from the air pollution control district or air quality management district? Yes No 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 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 @Civil Code). Lender's Name Lender's Address APP LIC A NT —CERTI FICATIONI IcertlrthatIhave mad the application and a= thatthe above intbmialioniscanectand thatthe Information on the plans Is accurate. lag ee to cmnplywlth all Cftyordhiances and State lass refatingtobuitdingceiwtrudiion. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned preperty for Inspection purposes. I ALSO AGREE TOSAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OFCARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID COY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA:- M OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3stories is heht EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall e)#je by limitation and become null and void ff the building or work authorized by such permit is not commenced within 18D days Item the date of such permit orfffie building or work authorized by such permit is suspended or abandoned at any time alter the work is commenced for period of 180 days (Section 1064.4 Unthmi Building Code). .APPUCANT'S SIGNATURE DATE PL)C' 10 7..C) I STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY lCornmercial Projects Only) Fax (760) 602-8560, Email buiIdinp(carIsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DEUVERY OPTIONS PICK UP: CONTACT (Usted above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB # MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE! NO CONSTRUCTION ..APPUCANTS SIGNATURE DATE Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Application Date: 08/10/2016 Owner: PALOMAR ACQUISITION PARTNERS LLC Issue Date: 09/13/2016 Subdivision: PARCEL MAP NO 09959 Expiration Date: 04/24/2017 Address: 2051 Palomar Airport Rd , 250 Carlsbad, CA 92009 IVR Number: 716350 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1110712016 1110712016 BLDG-14 000158.2016 Passed Paul York Complete Fram/SteellBoltingl Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final 000188-2016 Passed Paul York Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final Yes - LI FA ¼ June 24, 2019 Page lofl 20S( 1'4LDr)'Vg 1RThgT RI> 110 .30-7 GHOSTRIDER INCE Any Where Any Time PH. 619-379-0735 Around the World, Around the Cloc Fax 619-367-5791 1— P.O. Box 2009 El Cajon, Ca. 92021 E-mail, Ghostrfderinc@sbcg1obal.net ___ E-mail, ghostnderinc@hotmail.com AILY INSPECTION REPoRil CLIENT PDG Carlsbad 59 LTD - PROJECT Zimmer Biomet DATE 9/26/2016 !.. ADDRESS 1900 Aston Avenue ARCHITECT Ware Malcomb - •'. . CITY Carlsbad, CA 6363 Greenwhich Dr. STE 175 JOB# Ghostrider, Inc. ENGINEER Prime Structural Engineers -L4 --0 BUILDING PERMIT/DSA/OSHPD# CB160799 13272 Jacranda Blossom Dr. Valley Center, A 9202 PLAN FILE# Not Applicable CONTRACTOR Titan Steel .. W 0 # Not Applicable U Field Welding Steel, I-Beam: U A-SOD Approved Plans Available Struc. St. Welding Steel, Studs: U A-307 A.W.S. D1.1 W.Q.R & P.Q.R. Electrode: U E-7018 A.W.S. Group U Group II Electrode Storage Rod Oven 250 F Weld Location: Field Safety Gear: Hardhats,Glasse C.B.C. 2013 Weather Indoors REMARKS: Inspected (Field) welding of studs to existing I-beams on project as shown on approved drawings (S-i). Welders are using a low-hydrogen (S.M.A.W.) welding process on projects weldments. Welders have current "Welder Qualification Records" and "Procedure Qualification Records" per the requirements of the "American Welding Society". D1.1. Work on project is ongoing. 0014 WdProw signcdbythspcdoS fh7scUan cr4mc e in: Time out:\ 3gnature__________________________ [ . Q. . LMotsingerj iorization: THE DEPUTYS - A. W.S. & I.C. & San Diego #728: not used for advertising, marketing orpromotionL This document Is used to convey compliance with the Codes. W.G.A.S.A. inc. /Ghostrider, inc. 01-2008. Rev. (17) 10/12/2011 W ' CHRiSTIAN WHEELER. ENGINEERING I'l l ELL) REPORI PiojeciName Palomar 'I'enncnr Improvement CWE# 2150282 Date: 10/20/16 Page 1 of I ProjcctAddrcss 2051 Palomar Airport Rd. Carlsbad, Ca Permit# CB 163072 Project File # Ni Contractor Nielsen Construction Architect Subcontractor SD Steel Solutions Engineer DCI Reinforced Concrete 0 l're-Stressed Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding Field Welding High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing Footing Observation 0 Asphalt Obs/Testing 0 Soil Obs/Testing 0 Roofing 0 Building Envelope 0 Marerial/Eqwomenr: ASTM A36 Arrived on site, as requested, to provide the following services: Provide welding inspection of new C1000 supports for new openings at the roof framing at the south east end of the building. Fillets at the ¼" shear clips are complete at the four proposed opnings w/four clips at each location. Weldments are in conformance with AWS DI.1 visual criteria. After visual inspection locations are marked "VTOK PS" with white paint stick by inspector. All 34" bolts are P1852 TC A325) and are sheared complete. Welding derails: FCr\W E7IT-8 .072"; WPS: E7IT-8 Fillet; Certified welder: \'ictor Farjas #7971 (current welders log); Reference detail 3/S3.0 NOTED DISCREPANCIES -The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: None. NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our pretence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. ICC #5114230: AWS CWI Paul Swanson . #05050561: City of SD.#' 883 Inspector/Technician Name Certification # Inspector/Technician's Signature Initial Distribution: jhoward©neilsencc.com Revie wet Name Certification # Reviewer's Signature Reviewed Distribution: 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 FIELD REPORT w CHRISTIAN WHEELER E N G IN EER. ING City of Carlsbad OCT 31:7flu, Project Nan,e Palomar Tenant Improvement CWE # 2150282 Bu 7plO/20/i6 Page 1 of 1 ProjectAddress 2051 Palomar Airport Rd. Carlsbad, Ca Permit # CB 163072 Project FiIJ V/S Contractor Nielsen Construction Architect Subcontractor SD Steel Solutions Engineer DCI o Reinforced Concrete 0 Pre-Stressed Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding El High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing C1 Footing Observation 0 Asphalt Obs/Testing 0 Soil Obs/Testing 0 Roofing 0 Building Envelope 0 Marcrial/Equiomenr: ASTM A36 Arrived on site, as requested, to provide the following services: Provide welding inspection of new Cl 000 supports for new openings at the roof framing at the south cast end of the building. Work is in progress with lay Out and tack welding of /4" shear clips at the four proposed locations per Detail 3/S3.0. Welding details: FCAW 1--.71T-8.072"; WPS ; Certified welder: Victor Farjas #7971 (current welders log) NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: None. NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. ICC #5114230;A\VSC\VI -Ale Paul Swanson #05050561: City of SD.# 883 Inspector/Technician Name certification # Inspector/Technician's S,-nature Initial Distribution: Ihoward@neilsencc.com Charlie Carter RCE #61968 Reviewer Name ceith'icarion # Reviewer's Signature Reviewed Distribution: City of Carlsbad 3980 Home Avenue San Diego, CA 92105 0 619-550-1700 0 FAX 619-550-1701 w CHPJSTIAN WHEELER. E N C I N E E It ING FIELD REPORT Project Name Palomar Tenant Improvement CWE # 2150282 Date: 10/21/16 Page 1 of 1 ProjectAddress 2051 Palomar Airport Rd. Carlsbad, Ca Permir# CB 163072 Project File # NA Contractor Nielsen Construction Architect Subcontractor SD Steel Solutions Engineer DCI Reinforced Concrete 0 Pre-Stressed Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing Footing Observation 0 Asphalt Obs/Testing 0 Soil Obs/Testing 0 Roofing 0 Building ri•elope 0 Material/Equipment: ASTM A36 Arrived on site, as requested, to provide the following services: Provide welding inspection of new C10x30 supports for new openings at the roof framing at the south east end of the building. Fillets at the 1/4" shear clips are complete at the four proposed openings w/four clips at each location. Veldments are in conformance with i\VS DI.1 visual criteria. After visual inspection locations are marked "VTOK I'S" with white paint stick by inspector. All 3/4" bolts are 131852 TC (A325) and are sheared complete. Welding details: FCAW 1".71T-8.072"; VPS: EMT-8 Fillet; Certified welder: Victor Faijas #7971 (current welders log); Reference detail 3/S3.0 NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review fOr approval: None. NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. ICC #5114230:AWS C\VI Paul Swanson #05050561: City of SD.# 883 Inspector/Technician Name certification # Inspector/Technician's Signature Initial Distribution: jhoward®neilsencc.com Charlie Carter RCE #61968 Reviewer Name certification # Reviewer's Signature Reviewed Distribution: City of Carlsbad 3980 Home Avenue 0 San Diego, CA 92105 0 619-550-1700 0 FAX 619-550-1701 EsGil Corporation In (Partners/lip wit/i government for (3u11&ng Safety DATE: AUG. 17, 2016 U APPLICANT U JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3072 SET:I PROJECT ADDRESS: 2051 PALOMAR AIRPORT ROAD PROJECT NAME: NEW SKYLIGHT OPENINGS IN EXISTING SHELL SPACE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. liii The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil. Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI 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. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person LI REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil Corporation F1 GA EJEJ El MB F-1 PC 8/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 (DO NOT PAY— THIS IS NOT AN INVOICE] q P VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3072 PREPARED BY: ALl SADRE, S.E. DATE: AUG. 171, 2016 BUILDING ADDRESS: 2051 PALOMAR AIRPORT ROAD BUILDING OCCUPANCY: B/Si/Fl; II-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) NEW SKYLIGHT OPENINGS Air Conditioning Fire Sprinklers TOTAL VALUE 20,000 Jurisdiction Code 1CB 113y Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: El Complete Review Structural Only I $203.291 I $132.141 Repetitive Fee 1W I Repeats E] Other Hourly Hr. © * EsGit Fee I $113.841 Comments: Sheet I of I macvalue.doc + CITY OF CARLSBAD PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division APPROVAL 1635 Faraday Avenue (760) 602-4610 P29 www.carlsbadca.20v DATE: 8-16-16 PROJECT NAME: PROJECT ID: PLAN CHECK NO: CB 16-3072 SET#: I ADDRESS: 2051 Palomar Airport Rd APN: 213-050-39-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required fl Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: carla.alexander@hines.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carIsbadca.gov ChristoDher.Glassen@carlsbadca.Eov Gredorv.Ryan@carIsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carIsbadca.gov ValRay.Marshall@carlsbadca.gov Cvnthia.Won@carIsbadca.ov Veronica Morones Linda Ontiveros H Dominic Fieri 760-602-4619 Veronica.Morones@carlsbadca.gov 760-602-2773 Linda.Ontiveros@carlsbadca.gov 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: new sky lights EDC1 — — EnGInEERS — E Seattle 8 Portland Spokane San Diego 2 Austin P Irvine Francisco A San Structural Calculations nchorage Los Angeles Skylight Openings 2051 Palomar Airport Road, Carlsbad, CA DCI Job Number 16051-0037.00 July 1, 2016 (0 4'YAN MAU9 I NO. 19 '0 ° 00 r.m. - - \ EXPI3DUi,Lf /1 C o 0 .1 CAL Ix (.0 0 Ia- ffl IR Prepared for: I C) 1< Hines 4747 Executive Drive, Suite 410 . a_ Q It) San Diego, CA 92121 •. 0 - I CM Ix N - - - - -, 101 West Broadway, Suite 12801 San Diego, CA, 92101 Phone (619) 234-0501 Service Innoiation Value DC ENGIN EERS Project No. Sheet No. I)'AMAIO CONVERSANO INC. 16051-0037.00 Project Date 2051 Palomar Skylights 7/1116 Subject By Load Takeoff NF ROOF LOADING Dead Load Beams Girders Roofing 2.0 psf 2.0 psf 2.5" N.W.T. Concrete Over 1.5' Deck 36.6 psf 36.6 psf 1.5" Deck 2.3 psf 2.3 psf Insulation 1.0 psf 1.0 psf W12 Beams 2.5 psf 2.5 psf Ceiling Framing 1.0 psf 1.0 psf Sprinklers 1.0 psf 1.0 psf Steel Girders N.A. 2.0 psf Misc 1.6 psf 1.6 psf Mechanical and Electrical 2.0 psf 2.0 psf 50.0 psI 52.0 psf Live Load - Roof (Reducible) 20.0 psf 20.0 psf PARTIAL ROOF KEY FRAMING PLAN (E) W BEAM C1Ox3O w LU 8'-O" ppj / CASE A (E) W BEAM I C1Ox3O 81-011- CASE B "DO flGIflEERS 01 Project 2o5l Project No. Sheet No. D 63 Date Subject 9c'fL1(Hi Svf'fotT By tz Srii-' %I_D L çkn1(11-r WTz 0 Lj iAJL4- 1AJ 1° o.4.1)' 16.3 pc F. o r rcF (0.3+ oii) USc +(G P.F File C:UserslntleIds\Desktopl2051 PA-1. EC6 A-i.EC6 Steel Beam ENERCALC. INC. 1983-2016. Butd:6.16.6.7. Ver.6.16.6.7 Description: Case NB CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Fy : Steel Yield: 36.0 ksi E: Modulus: 29,000.0 ksi Span 8.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.050, Lr = 0.020, W = 0.020 ksf, Tributary Width = 2.0 ft Point Load: D = 0.60, Lr = 0.20 k @4.0 ft DESIGN SUMMARY Section used for this span C8x11.5 Section used for this span C8x11.5 Mu: Applied 3.822 k-ft Vu: Applied 1.391 k Mn * Phi: Allowable 26.001 k-ft Vn * Phi: Allowable 34.214 k Load Combination +1.20D+1.60Lr+0.50W+1.60H Load Combination +1.20D+1.60Lr+0.50W+1.60H Location of maximum on span 4.000ft 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 0.008 in Ratio= 12,218>=240. Max Upward Transient Deflection -0.004 in Ratio = 24,432 >=240. Max Downward Total Deflection 0.031 in Ratio = 3138 >180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations 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 PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L= 8.00 It 1 0.113 0.031 2.93 2.93 28.89 26.00 1.00 1.00 1.04 38.02 34.21 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L= 8.00 ft 1 0.110 0.030 2.87 2.87 28.89 26.00 1.00 1.00 1.03 38.02 34.21 +1.20D+1.60L+0.505+1.60H Dsgn. L = 8.00 ft 1 0.097 0.026 2.51 2.51 28.89 26.00 1.00 1.00 0.90 38.02 34.21 +1.20D+1.60Lr+0.501+1.60H Dsgn. L = 8.00 ft 1 0.141 0.038 3.66 3.66 28.89 26.00 1.00 1.00 1.31 38.02 34.21 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L= 8.00 it 1 0.147 0.041 3.82 3.82 28.89 26.00 1.00 1.00 1.39 38.02 34.21. +1.20D+1.60Lr.0.50W+1.60H Dsgn. L = 8.00 it 1 0.135 0.036 3.50 3.50 28.89 26.00 1.00 1.00 1.23 38.02 34.21 +1.20D+0.50L+1.60S+1.60H Dsgn. L= 8.00 It 1 0.097 0.026 2.51 2.51 28.89 26.00 1.00 1.00 0.90 38.02 34.21 +1.200+1.605+0.50W+1.60H Dsgn. I = 8.00 It 1 0.103 0.029 2.67 2.67 28.89 26.00 1.00 1.00 0.98 38.02 34.21 +1.200+1.60S-0.50W+1.60H Dsgn. L = 8.00 It 1 0.090 0.024 2.35 2.35 28.89 26.00 1.00 1.00 0.82 38.02 34.21 +1.20D+0.50Lr+0.501+W+1.60H Dsgn. L= 8.00 ft 1 0.123 0.035 3.19 3.19 28.89 26.00 1.00 1.00 1.19 38.02 34.21 +1.20D+0.50Lr+0.50L-W+1.60H Dsgn. L= 8.0011 1 0.098 0.025 2.55 2.55 28.89 26.00 1.00 1.00 0.87 38:02 34.21 +1.20D+0.501+0.50S+W+1.60H Dsgn. L= 8.0011 1 0.109 0.031 2.83 2.83 28.89 26.00 1.00 1.00 1.06 38.02 34.21 File = CUseIsVlhe!dstDesk1opt2051PA-1.EC6 Steel Beam ENERCALC. INC. 1983-2016. Bulld:6.16.6.7. Ver.6.16.6.7 I Description: Case A/B 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 PhiMnx CD Rm VuMax Vnx Phi*Vnx +1.20D+0.50L+0.505-W+1.60H Dsgn. L = 8.00 ft 1 0.084 0.021 2.19 2.19 28.89 26.00 1.00 1.00 0.74 38.02 34.21 +1.20D+0.50L+0205+E+1.60H Dsgn. L = 8.00 It 1 0.097 0.026 2.51 2.51 28.89 26.00 1.00 1.00 0.90 38.02 34.21 +0.90D+W+090H Dsgn. L = 8.00 ft 1 0.085 0.024 2.20 2.20 28.89 26.00 1.00 1.00 0.83 38.02 34.21 +0.90D-W40.90H Dsgn. L = 8.00 ft 1 0.060 0.015 1.56 1.56 28.89 26.00 1.00 1.00 0.51 38.02 34.21 +0.90D+E+0.90H Dsgn. L= 8.00 ft 1 0.072 0.020 1.88 1.88 28.89 26.00 1.00 1.00 0.67 38.02 34.21 Overall Maximum Deflections Load Combination Span Max. "- Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+Lx+H 1 0.0306 4.023 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 . Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.013 1.013 Overall MiNimum -0.160 -0.160 0.746 0.746 +D+L+H 0.746 0.746 +D+Lr+H 1.006 1.006 +D+S+H 0.746 0.746 +D+0.750Lr+0.750L+H 0.941 0.941 +D+0.750L+0.7505+H 0.746 0.746 +D+0.60W+H 0.842 0.842 +D-0.60W+H 0.650 0.650 +D+0.70E+H 0.746 0.746 +D+.75OLr#0.750L+O.450W+H 1.013 1.013 +D+0.75OLr+0.750L-0.450W+H 0.869 0.869 +D+.750L+0.7505+0.450W+H 0.818 0.818 +D+0.750L+0.750S-0.450W+H 0.674 0.674 - +D+0.750L+0.7505+0.5250E+H 0.746 0.746 +0.60D+0.60W+0.60H 0.544 0.544 +0.60D-0.60W+0.60H 0.352 0.352 +0.60D+0.70E+0.60H 0.448 0.448 D Only 0.746 0.746 Lr Only 0.260 0.260 LOnly S Only WOnIy 0.160 0.160 -w -0.160 -0.160 E Only H Only DESIGN CRITERIA AND LOADS [OCCUPANCY: I Risk Category of Building per 2013 CBC Table 1604.5 = I II I WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM Ultimate Design Wind Speed, VLJLT (MPH) 110 Exposure Category B Internal Pressure Coefficient Cpi = +/-0.18 Topographic Factor Kzt = 1.0 Wind Analysis procedure used: Directional COMPONENT & CLADDING PRESSURES for DESIGN (Ultimate) PSF Roof Cladding, Middle Zone 1 20 Uplift Load Net 1 5 DESIGN LIVE AREA LIVE LOADS REMARKS & FOOTNOTES LOADS (PSF)UNO Roofs 20 PSF or Area load is reducible. Point load 300 LB per note (1). RECEI AUG 10 20 CITY OF CAI BUILDING 0 (1) Place 300 lb concentrated load over 2"x2" area at any point to produce maximum Stress—Ac1bad concentrated load are to be considered separately with worst case used for design. ( \ \ I.. SSSS I.. ••o STRUCTURAL — GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "California Building Code (CBC)", 2013 Edition, hereafter referred to as the CBC, as adopted and modified by the City of Carlsbad, CA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2013 CBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineer" — The Architect of Record and the Structural Engineer of Record. "Structural Engineer of Record" (SER) — The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural System. "Submit for review" — Submit to the Architect/Engineer for review prior to fabrication or construction. "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. OTHER DRAWINGS: Refer to the architectural drawings for additional information including but not limited to: dimensions, elevations, slopes, finishes, waterproofing, mechanical unit locations, and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and Health). TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents and the requirements for executing it properly. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Plans/Details or Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the work. SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings are required for items notn the individual mat rials sectiorn. S. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimumb TWO WEEKS hORKlN •.' DAYS for review by the Architect/Engineer prior to the onset of fabrication. • : : GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, th Contratd&alI re the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and th r fore, in verifi \. by the General Contractor. Contractor shall provide any necessary dimensional details reques d by tI' taiIe and.'{ provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer/ ..• • . I ••S•s •• SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review \he sub for gererI. conformance with the design concept and the contract documents of the building and will stamp the., accordily,. Markings or comments shall not be construed as relieving the contractor from compliance with\the project plans arJ : specifications, nor departures there from. The SER will return submittals in the form they are subTnitted in (either hard copy or electronic). For hard copy submittals, the contractor is responsible for submitting the require number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. City of Carlsbad Building Division SEP 132016 APPROVED BY ISSUED BY: ADO S Ii G I fl S S R 5. SHEET 101 YdEST BDWAY.SIJTE 1 SAN 0IECLFOJESA 5101 01p501sI .MpSs CflILI CB I (o 12- Hine s GENERAL NOTES 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA S. S S. DEFERRED SUBMITTALS BIDDER-DESIGNED ELEMENTS Submit "Bidder-Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be submitted to the city for approval, if required by the city. Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall comply with the following requirements: Design considers tributary dead, live, wind and earthquake loads in combinations required by CBC. Design within the Deflection Limits noted herein and as specified or referenced in the CBC. Design shall conform to the reference standards of the governing code. Submittal shall include: - Calculations prepared, stamped and signed by the SSE demonstrating code conformance. Engineered component design drawings are prepared, stamped and signed by the SSE. Product data, technical information and manufacturer's written requirements and Agency approvals as applicable. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Authority Having Jurisdiction. Submit adequate documentation of design. DEFLECTION VERTICAL LIMIT LIMITS FOR SSE Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L / 240, where (L is span length, inches) I BIDDER DESIGNED ELEMENTS: Roof, Live or Wind Load (RLL) L /360 (1) Wind Load is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote f. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the building and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop drawings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not limited to: . Roof Mounted Components: Skylights INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with CBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS. VERIFICATIONS and TESTS:. Special Inspections, Verifications and Testing shall be done in accordance with CBC Chapter 17 and the STATEMENT OF SPECIAL INSPECTIONS herein per CBC Sections 1704 and 1705 as applicable. QA Agency providing Special Inspections shall provide personnel meeting the minimum qualification requirements for Inspection and Nondestructive Testing NDT per AISC 360-10 Sectiori N4. Verify Fabricator and Erector Quality Control Program per AISC 360-10 Section N2. Visual Welding Inspection of welds by both QC and QA personnel shall be per tables listed in AISC 360 Section N5. Inspection Tasks for Welding Prior to Welding per AISC 360-10 Table N5.4-1. During Welding per AISC 360-10 Table N5.4-2. After Welding per AISC 360-10 Table N5.4-3. Nondestructive Testing (NDT) of welds: • Non-Destructive Testing (NDT) of welded joints per AISC 360-10 N.5. Risk Category for determination of extent of NDT per AISC 360 N5.5b is noted in the Design Criteria and Loads section of these General Requirements. NDT performed shall be documented and reports shall identify the tested weld by piece mark and location in the piece. For field work, the NDT report shall identify the tested weld by location in the structure, piece mark and location in the piece. Inspection Tasks for Bolting per AISC 360-10 Section N5.6 Prior to Bolting per AISC 360-10 Table N5.6-1. Not required for snug-tight joints. During Bolting per AISC 360-10 Table N5.6-2. Not required for snug-tight joints. After Bolting per AISC 360-10 Table N5.6-3. Additional Inspection tasks per AISC 360-10 Section N5.7. STRUCTURAL STEEL S.. S... REFERENCE STANDARDS: Conform to: .• • CBC Chapter 22 —"Steel" ::: •...' ANSI/AISC 303-10 -"Code of Standard Practice for Steel Buildings & Bridges" . • • . AISC - 'Manual of Steel Construction", Fourteenth Edition (2010) .. • • ANSl/AISC 360-10 -"Specification for Structural Steel Buildings" • : :' AWS DI.1:2010 —"Structural Welding Code - Steel" • :'. •.. . 2009 RCSC - 'Specification for Structural Joints using High-Strength Bolts" • .: S... • SUBMITTALS: Submit the following documents to the SER for review: • SHOP DRAWINGS complying with AISC 360 Sections Miand N3 and AISC 303 Section 4. ERECTION DRAWINGS complying AISC 360 Sections Mland N3 and AISC 303 Section 4. • S. SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS: Owner shall retain to provide Special Inspections for the project. Special Inspectors shall be qualified persons per CBC 1704.2.1. STATEMENT OF SPECIAL INSPECTIONS. Special Inspections and Testing per CBC Sections 1704 and 1705 are required for the following: STRUCTURAL STEEL per CBC 1704.2.5.1 A qualified Special Inspector of an 'approved agency" providing Quality Assurance (QA) Special Inspections for the project shall review and confirm the Fabricator and Erector's Quality Control (QC) procedures for completeness and adequacy relative to AISC 360-10 Chapter N, the AISC 303 Code of Standard Practice, AWS DI.1-2010 Structural Welding Code, and 2013 CBC code requirements for the fabricator's scope of work. GENERAL NOTES EDO E no in E E R S. SHEET 101 AEGT BADWAV.8lJIE 12 001101000. C01JFOIEITA SIOI mm"Zom-FMOMMM S1.1 5' CIVIL 1 STUCTUflAL 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA ..S. . S S. SSSS. . • S • Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in electronic c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC 360 or printed form prior to fabrication per AISC 360 Section N3.2 requirements: section N3. d. Fabricator shall perform self-inspections per AISC 360 section N5 to ensure that their work is performed (1) Fabricator's written Quality Control Manual that includes, as a minimum: in accordance with Code of Standard Practice, the AISC Specification, Contract Documents and the Material Control Procedures Applicable Building Code. Inspection Procedures e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where c. Non-conformance Procedures fabricators QA procedures provide the necessary basis for material control, inspection, and control of the (2) Steel & Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. workmanship expected by the Special Inspector. (3) Fastener manufacturer's Certification documenting conformance with the specification. (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: WELDING: a. Product specification compliance b. Recommended welding parameters 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 section c. Recommended storage and exposure requirements including baking J2. Welders shall be qualified in accordance with AWS DI.1 requirements. d. Limitations of use 2) Use 70ksi strength, low-hydrogen type electrodes (E7018) or E71 as appropriate for the process selected. (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. ERECTION: (6) Weld Procedure SpecificatIons (WPS's) for shop and field welding. (7) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". (8) Procedure Qualification Records (PQR's) for WPS's that are not prequalified in accordance with AWS. 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. (9) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is standards. performed in accordance with these requirements and the Contract Documents. MATERIALS: Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing", as limited to: applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. Wide Flange (W), Tee (WT) Shapes ...................ASTM A992 Fy = 50 ksi Channel (C) & Angle (L) Shapes .........................ASTM A36 Fy =36 ksi PROTECTIVE COATING REQUIREMENTS: Structural Plate (PL).............................................ASTM A36 Fy = 36 ksi High Strength, Heavy Hex Structural Bolts..........ASTM A325/F1852, Type I or 3, Plain SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5. •••. • Heavy Hex Nuts...................................................ASTM A563, Grade and Finish per RCSC Table 2.1 Washers (Hardened Flat or Beveled) ..................ASTM F436, Grade and Finish per RCSC Table 2.1 S. • INTERIOR STEEL: • • • ..... Mild Threaded Rods ............................................ASTM A36 Fy = 36 ksi a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions:. . '. . S • . Concealed by the interior building finishes, STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS: Fireproofed, • . . S ••••I S 1) ASTM A325-N bolts - "threads NOT excluded in the shear plane". S Embedded in concrete, .... ..• Welded; if area requires painting, do not paint until after weld inspections and non-dMjcie testing'. 2) High-strength bolted joints have been designed as "BEARING" connections. requirement, if any, are satisfied. .... 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. 00080: , 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. b. Interior steel, exposed to view, shall be painted with one coat of shop primer. Field touch-ups to matchth, 5) Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1. finish coat. 6) Provide fastener assemblies from a single supplier. 'S.. • 7) Joint Types shall be: S. a. ST -"Snug Tight", for typical beam end "shear" connections, unless noted otherwise. 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1. 9) Inspection is per RCSC Section 9. FABRICATION: Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication". Quality Control (QC) shall conform to: AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8 "Quality Control". H in es GENERAL NOTES 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA ED0 enGin B rER S. SHEET 101 V,ST B0DWAY.0IIT! 125 BMW= CDWOSIIA SIOI PIOPi0145i '501I V015l en,n_, 8rijCru. (E) W BEAM 11S3.O JH\t0 C.) a11 to A :II •••• . •••s •• .. S. S . . •• •• S. S -VP S S • . . ••,s S • . S S . . • S..... • SSS5 • S • S.. ..S ,s • IGHT 94.6 • •• . S. PT0T) S. •• ••• S • s. 055550 . . •• S. •• S.. S •• • • ry . . I. • HSS7x7 COL .0W 1YP !BEAM@ MAX TYP (E)WBEAM r~_ ~-n 2/S3.O C1Ox34 ' a j 3/S3.O TYP <I c.j co ca < WI LU 2/S3.O CASE A C1Ox3O CASE B 3/s3.O TYP ENLARGED SKYLIGHT FRAMING PLAN HATCHED AREA INDICATES r,n I OVERALL KEY PLAN PARTIAL ROOF FRAMING PLAN 1/32=1-O In Hl 0 16 32 64 NORTH Hines PARTIAL & ENLARGED ROOF FRAMING PLANS 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA EDO E fl 5 I fl E S R SHEET S. 101 WEULIMMY.SLEM 160 SAX DIGO.CFO01 5101 CIVIL SIflIJCTUfrJ. L3X3X/4X 0'-6" W/ /80 THRU BOLT SKY LIGHT PER MFR EA CORNER OF SKYLIGHT (4 TOTAL) CANT STRIP ADJUSTABLE CURB & FLASHING- FRAME PER MFR (3) #12 SMS 4 . TO CURB (E) CONC OVER MIN 118 L,/2 12 < BEAM TO (E) METAL DECK METAL DECK 4" MIN - BEAM PER PLAN (N) OPNG CUT (E) ROOF DECK SKYLIGHT ANCHORAGE TO NEW BEAM SCALE: 1"=1-O" L3X3X/'4X 0'-6" WI I8"0 THRU BOLT EA CORNER OF SKYLIGHT (4 TOTAL)---.. ---------------- (E) CONC 0 METAL DECK..-"/" L(N) OPNG. DRILL1 1Ø>," CUT (E) ROOF DECK NOTE: HOLE (E) BEAM ADDITIONAL INFORMATION PER 1/S3.0. SKYLIGHT ANCHORAGE TO EXISTING BEAM SCALE: 1"=1'-O" V4V BEAM BEAM PER PLAN\ 1y'\j-'-.4-._2y" ••.. • ••ss ••S.S. •• • • •• • S. SS•S. . . . S •• S •••••• S S • S • S 5 S . S • •••••• S • S. . S •• .. S. .. ••• S • S • •• •• S S ••• S .. ••S•. • S ••1.. S.... •• S . S •• ..S. SS. - • ••SS . SHEAR I 1I4 WI (2) 3,/4"0 A325 BOLTS Y2 . _•S_ / AP '-(E) OR (N) BEAM I PER BEAM TO BEAM CONNECTION .RYA1M.TBAU T NO L EXP * (jr Cp'..\ SCALE: 1"=1'-O" Hines DETAILS 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA E E fl G I fl E E R S. SHEET 101 WEST B*DWAY.01JTE 1201 SAN 00150. CAUFOWEW. 01101 SE CIVIl. . STIJCTUAL. bty of Carlsbad Permit No: PCR16193 Print Date: 06/25/2019 Job Address: 2051 Palomar Airport Rd Permit Type: BLDG-Migrated Work Class: BLDG-Migrated Parcel No: 2130503900 Lot #: Valuation: $0.00 Reference U: Occupancy Group: Construction Type: U Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check U: Plan Check U: Project Title: Description: PCR - SPEC SUITE:INSTALL 4 SKYLIGHTS INSTEAD OF 8 (CB163072) Status: Closed - Finaled Applied: 09/30/2016 Issued: 10/04/2016 Permit 06/25/2019 Finaled: Inspector: Final Inspection: FEE AMOUNT Total Fees: Total Payments To Date: Balance Due: I Building Division • 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. %t 1 R3 Original Plan Check No. Project Address 9J ttyiU Date Contact UJJX tnk" Ph tooc)Fax Email aDria. a exm .Ctyii Contact Address -. 1 410 City 3I) Zip 2J11 General Scope of Work c>4 - o tjv4J (r .-i- ) tocn. h 'ii&t Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans Calculations Soils fl Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4.. List revised sheets that replace existing sheets c! (, cuv4inls G4eOL !6n1L look&-)j) * 5. Does this revision, in any way, alter the exterior of the project? Does this re.'ision add ANY new floor area(s)? E Yes Does this revision affect any fire related issues? Yes Is this a compIe) set? E!'Yes E No Signature Yes EiNo VN0 eN 0 1635 Faraday Avenue, ClscttA 92008 Eli: 760-602-2719 Ex: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "California Building Code (CBC)", 2013 Edition, hereafter referred to as the CBC, as adopted and modified by the City of Carlsbad, CA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2013 CBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineer" - The Architect of Record and the Structural Engineer of Record. "Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural System. "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. OTHER DRAWINGS: Refer to the architectural drawings for additional information including but not limited to: dimensions, elevations, slopes, finishes, waterproofing, mechanical unit locations, and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and Health). TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents and the requirements for executing it properly. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Plans/Details or Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. DESIGN CRITERIA AND LOADS I OCCUPANCY: I Risk Category of Building per 2013 CBC Table 1604.5 I II I WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM Ultimate Design Wind Speed, VULT (MPH) 110 Exposure Category B Internal Pressure Coefficient Cpi = +/-0.18 Topographic Factor Kzt = 1.0 Wind Analysis procedure used: Directional COMPONENT & CLADDING PRESSURES for DESIGN (Ultimate) PSF Roof Cladding, Middle Zone 20 Uplift Load Net 5 DESIGN LIVE AREA LIVE LOADS REMARKS & FOOTNOTES LOADS (PSAUNO Roofs 20 PSF or Area load is reducible. Point load 300 LB per note (1). (1) Place 300 lb concentrated load over 2"x2" area at any point to produce maximum stress. Area load and concentrated load are to be considered separately with worst case used for design. SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings are required for items noted in the individual materials sections. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general conformance with the design concept and the contract documents of the building and will stamp the submittal accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. The SER will return submittals in the form they are submitted in (either hard copy or electronic). For hard copy submittals, the contractor is responsible for submitting the required number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. 2051 PALOMAR AIRPORT RD 2130503900 PCR CB163072 09-30-2016 PCR1 6193 City of Carlsbad Building Division OCT 04 2016 APPROVED BY: V'fF SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings ISSUED BY:______ __________________ and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the work. GENERAL NOTES 2051 PALOMAR AIRPORT RD. p Hines CARLSBAD, CALIFORNIA GENERAL NOTES 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA EDO E fl G I fl E E P S. SHEET 101 WO TDROADWAY.SUITE 1 SAN DEGC CAUIIA 5101 PIO0WII • II CIVIL I rUCT,J,J Orn=i DEFERRED SUBMITTALS BIDDER-DESIGNED ELEMENTS Submit "Bidder-Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be submitted to the city for approval, if required by the city. Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall comply with the following requirements: Design considers tributary dead, live, wind and earthquake loads in combinations required by CBC. Design within the Deflection Limits noted herein and as specified or referenced in the CBC. Design shall conform to the reference standards of the governing code. Submittal shall include: Calculations prepared, stamped and signed by the SSE demonstrating code conformance. Engineered component design drawings are prepared, stamped and signed by the SSE. Product data, technical information and manufacturer's written requirements and Agency approvals as applicable. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Authority Having Jurisdiction. Submit adequate documentation of design. DEFLECTION VERTICAL LIMIT LIMITS FOR SSE Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L 1240, where (L is span length, inches) I BIDDER DESIGNED ELEMENTS: Roof, Live or Wind Load (RLL) L / 360 I (1) Wind Load is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote f. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the building and will stamp the submittal accordingly. Review of the Specialty Structural Engineers (SSE) shop drawings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not limited to: . Roof Mounted Components: Skylights INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with CBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS. VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be done in accordance with CBC Chapter 17 and the STATEMENT OF SPECIAL INSPECTIONS herein per CBC Sections 1704 and 1705 as applicable. SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS: Owner shall retain to provide Special Inspections for the project. Special Inspectors shall be qualified persons per CBC 1704.2.1. STATEMENT OF SPECIAL INSPECTIONS. Special Inspections and Testing per CBC Sections 1704 and 1705 are required for the following: STRUCTURAL STEEL per CBC 1704.2.5.1 A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspections for the project shall review and confirm the Fabricator and Erectors Quality Control (QC) procedures for completeness and adequacy relative to AISC 360-10 Chapter N, the AISC 303 Code of Standard Practice, AWS DI.1-2010 Structural Welding Code, and 2013 CBC code requirements for the fabricator's scope of work. Hines QA Agency providing Special Inspections shall provide personnel meeting the minimum qualification requirements for Inspection and Nondestructive Testing NDT per AISC 360-10 Section N4. Verify Fabricator and Erector Quality Control Program per AISC 360-10 Section N2. Visual Welding Inspection of welds by both QC and QA personnel shall be per tables listed in AISC 360 Section N5. Inspection Tasks for Welding Prior to Welding per AISC 360-10 Table N5.4-1. During Welding per AISC 360-10 Table N5.4-2. After Welding per AISC 360-10 Table N5.4-3. Nondestructive Testing (NDT) of welds: Non-Destructive Testing (NOT) of welded joints per AISC 360-10 N.5. Risk Category for determination of extent of NOT per AISC 360 N5.5b is noted in the Design Criteria and Loads section of these General Requirements. NDT performed shall be documented and reports shall identify the tested weld by piece mark and location in the piece. For field work, the NDT report shall identify the tested weld by location in the structure, piece mark and location in the piece. Inspection Tasks for Bolting per AISC 360-10 Section N5.6 Prior to Bolting per AISC 360-10 Table N5.6-1. Not required for snug-tight joints. During Bolting per AISC 360-10 Table N5.6-2. Not required for snug-tight joints. After Bolting per AISC 360-10 Table N5.6-3. Additional Inspection tasks per AISC 360-10 Section N5.7. STRUCTURAL STEEL REFERENCE STANDARDS: Conform to: CBC Chapter 22— "Steel" ANSI/AISC 303-10— "Code of Standard Practice for Steel Buildings & Bridges" AISC — "Manual of Steel Construction", Fourteenth Edition (2010) ANSI/AISC 360-10— "Specification for Structural Steel Buildings" AWS DI. 1:2010— "Structural Welding Code — Steel" 2009 RCSC —"Specification for Structural Joints using High-Strength Bolts" SUBMITTALS: Submit the following documents to the SER for review: SHOP DRAWINGS complying with AISC 360 Sections Mland N3 and AISC 303 Section 4. ERECTION DRAWINGS complying AISC 360 Sections Mland N3 and AISC 303 Section 4. Make copies of the following documents "Available upon Requesr to the SER or Owner's Inspection Agency in electronic c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC 360 or printed form prior to fabrication per AISC 360 Section N3.2 requirements: section N3. d. Fabricator shall perform self-inspections per AISC 360 section N5 to ensure that their work is performed (1) Fabricator's written Quality Control Manual that includes, as a minimum: in accordance with Code of Standard Practice, the AISC Specification, Contract Documents and the Material Control Procedures Applicable Building Code. Inspection Procedures e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where c. Non-conformance Procedures fabricators QA procedures provide the necessary basis for material control, inspection, and control of the (2) Steel & Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. workmanship expected by the Special Inspector. (3) Fastener manufacturer's Certification documenting conformance with the specification. (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: WELDING: a. Product specification compliance 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 section b. Recommended welding parameters J2. Welders shall be qualified in accordance with AWS DI.1 requirements. c. Recommended storage and exposure requirements including baking 2) Use 70ksi strength, low-hydrogen type electrodes (E7018) or E7IT as appropriate for the process selected. d. Limitations of use (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. ERECTION: (6) Weld Procedure Specifications (WPS's) for shop and field welding. (7) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". (8) Procedure Qualification Records (PQR's) for WPS's that are not prequalified in accordance with AWS. 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. (9) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is standards. performed in accordance with these requirements and the Contract Documents. MATERIALS: Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not "Required High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 Testing", as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. limited to: Wide Flange (W), Tee (We) Shapes ...................ASTM A992 Fy = 50 ksi Channel (C) & Angle (L) Shapes .........................ASTM A36 Fy = 36 ksi PROTECTIVE COATING REQUIREMENTS: Structural Plate (PL).............................................ASTM A36 Fy = 36 ksi High Strength, Heavy Hex Structural Bolts..........ASTM A3251F1852, Type I or 3, Plain SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5. Heavy Hex Nuts...................................................ASTM A563, Grade and Finish per RCSC Table 2.1 Washers (Hardened Flat or Beveled) ..................ASTM F436, Grade and Finish per RCSC Table 2.1 INTERIOR STEEL: Mild Threaded Rods ............................................ASTM A36 Fy = 36 ksi a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions: Concealed by the interior building finishes, STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS: Fireproofed, Embedded in concrete, 1) ASTM A325-N bolts — "threads NOT excluded in the shear plane". Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing 2) High-strength bolted joints have been designed as "BEARING" connections. requirement, if any, are satisfied. 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. b. Interior steel, exposed to view, shall be painted with one coat of shop primer. Field touch-ups to match the 5) Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1. finish coat. 6) Provide fastener assemblies from a single supplier. 7) Joint Types shall be: a. ST -"Snug Tight", for typical beam end "shear" connections, unless noted otherwise. 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1. 9) Inspection is per RCSC Section 9. FABRICATION: Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication". Quality Control (QC) shall conform to: AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8 "Quality Control". Hines GENERAL NOTES 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA MDO E fl G in E E A S. SHEET 101 WEST0RDWAY.SUlTE 10 SNI DIEGO. CMJFGIVIIA 01101 aloI • CIL. I 81RUC1U (E) W BEAM 2/S3.O C1Ox3O I '' 3/S3.O 0 TYP I.j < w Cl) W -co \/ 11S3.O Ui * 0 Ui Im C.) (E) W BEAM TOT) 7x7 COL TYP 2/S3.O CASE A C1Ox3O CASE B :t 3/S3.O TYP ENLARGED SKYLIGHT FRAMING PLAN K",,"**~...._OV~ERAL~LKEY PLAN Hines HATCHED AREA INDICATES rin I 1 r PARTIAL ROOF FRAMING PLAN fli 0 16 32 64 NORTH PARTIAL & ENLARGED ROOF FRAMING PLANS 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA — DCI E fl G I fl E E R S. SHEET IMMMIMMY.MM1260 $0110000. CPJJFGI01IA WIN FIL$1$5I *lE CIII_ I 8TUCTUL. L3X3X 1 /4X 0'-6" 13x3x 1/4x O'-6 LIGHT R MFR W/ /8 W/ /8"ø THRU BOLT 1'SKY i,ni r ø THRU BOLT EA CORNER OF SKYLIGHT EA CORNER OF SKYLIGHT (4 TOTAL) (4 TOTAL) —ADJUSTABLE CURB CANT STRIP FRAME PER MFR / & (3) #12 SMS _________ pzr— lot 11 TO CURB <BEAM TO (E) (E) CONC (E) CONC OVER MIN 1/8 V2_12 METAL DECK METAL DEC / (N) OPNG METAL DECK DRILL ___ CUT (E) ROOF DECK 4" MIN 16 ___ BEAM PER PLAN (N) OPNG NOTE: HOLE —(E) BEAM CUT (E) ROOF DECK A.r ADDITIONAL INFORMATION PER 1/S3.0. SKYLIGHT ANCHORAGE TO NEW BEAM SKYLIGHT ANCHORAGE TO EXISTING BEAM SCALE: 1"=1'-0" SCALE: 1"=1'-0" 1/4 BEAM BEAM PER PLAN 1)'2\H'+' zJc' SHEAR 1/4 GAP (2) 3/4"Ø A325 BOLTS (E) OR (N) BEAM Hines DETAILS 2051 PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA EDO E fl G in E ER S. SHEET 101 WESTOROWWAY.SUflE 1 SAN DIEGO. CALFORNR 5101 MMJ"~.FMOMMM S3.0 CIVIL I ILJCTUAL