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2850 GAZELLE CT; ; CBC2019-0026; Permit
Building Permit Finaled (city of Carlsbad Commercial Permit Print Date: 01/14/2021 Job Address: 2850 GAZELLE CT, CARLSBAD, CA 92010 Permit Type: BLDG-Commercial Work Class: New Parcel #: 2091202700 Track #: Valuation: $6,223,107.78 Lot #: Occupancy Group: Project #: (EV09042 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Permit No: CBC2019-0026 Status: Closed .-Finaled Applied: 01/22/2019 Issued: 08/02/2019 Finaled Close Out: Inspector: PBurn Final Inspection: 01/14/2021 Project Title: ION IS PHARMACEUTICALS Description: IONIS PHARMACEUTICALS: 69,000 SF TWO-STORY STEEL BUILDING COLD SHELL w/ 4,926 SF DECK Property Owner: Contractor: IONIS PHARMACEUTICALS INC - 2850 DPR CONSTRUCTION A GENERAL PARTNERSHI 2855 GAZELLE CT 1450 VETERANS BLVD CARLSBAD, CA 92010-6670 REDWOOD CITY, CA 94063-2617 (858) 597-7070 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $13,929.76 BUILDING PLAN CHECK FEE (BLDG) $9,638.00 COMMUNITY FACILITIES DISTRICT (CFD) FEE - NON-RES $23,322.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $2,523.00 FIRE A-2 & A-3 Occupancies - New $814.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONE 16 $29,650.40 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $434.00 PUBLIC FACILITIES FEES - inside CFD $113,260.56 5B1473 GREEN BUILDING STATE STANDARDS FEE $249.00 SDCWA SYSTEM CAPACITY CHARGE 2" Displacement $27,390.00 SEWER BENEFIT AREA FEES - E $150,348.18 SEWER CONNECTION FEE (General Capacity all areas) $39,532.80 STRONG MOTION-COMMERCIAL $1,742.47 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.0 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $58.00 TRAFFIC IMPACT Commercial-Industrial w/in CFD . $42,294.00 WATER METER FEE 2" Displacement (P) $834.00 WATER SERVICE CONNECTION FEE 2" DISPLACEMENT (P) $27,434.00 WATER TREATMENT CAPACITY CHARGE 2" Displacement . $757.00 Total Fees: $484,632.17 Total Payments To Date: $484,632.17 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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check C3C2O1O0( Est. Value to; I11 It32LD PC Deposit Date I flaa Job Address 2850 Gazelle Court, Carlsbad, CA 92010 Suite: N/A APN: 209-120-27-00 Tenant Name: - lonis Pharmaceuticals CT/Project #: Lot #:25 Occupancy: Future A & B Construction Type: Il-A Fire Sprinklers:c' 00 Air Conditioning: Xs BRIEF DESCRIPTION OF WORK: This project is for the construction of a cold shell, 69,200 s.f., two story, steel framed building. Separate plans will be submitted for tenant improvements AdditionI 69,000 SF, Cold Shell New SF and Use, ___New SF and Use, 4,926 Deck SF, Patio Cover SF (not including flatwork) O Tenant Improvement: SF, SF, Existing Use Proposed Use Existing Use _ Proposed Use 0 Pool/Spa: SF Additional Gas or Electrical Features? El Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No El Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: lonis Pharmaceuticals Name: lonis Pharmaceuticals Address: 2855 Gazelle Court, Address: 2855 Gazelle Court City: Carlsbad State:CA Zip: 92010 City: Carlsbad State:CA Zip: 92010 Phone: 760.603.2562 Phone: 760.603.2562 Email: wsanders@ionisph.com Email: wsanders@ionisph.com DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: DGA Architects (contact Jon Ohlson) Name: DPR Construction Address: 2550 5th Ave., Suite 115 Address: 5010 Shoreham Place City: San Diego State:CA Zip: 92103 City: San Diego -State: CA Zip: 92122 Phone: 619.685.3990 Phone: 858.795.3243 Email: johlson@dga-sd.com Email: frankjo@dpr.com Architect State License: C-2221 9 State License:fT Bus. License:Bto* tvsS * q5-N 1 (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/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she 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)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingccarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. O I have and will maintain worker's 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 Company Name: -ç+ L t a Policy No. 1Q21- Expiration Date: \ (-.I(oC..r \p.. visir '#i CA O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition th to thejost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. - I / CONTRACTOR SIGNATURE: LJAGENT DATE: 8(2/ ( (OPTION 13): OWNER-BUILDER bECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O 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). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major laborand materials for construction of the proposed property improvement. 0 Yes 0 No 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): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: LJAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registratioi form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes $,No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stones in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 dayrom the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced fora period of 18011 ys (S on 1 4.4 Uniform Building Code). APPLICANT SIGNATURE: RL Z-____-.. DATE: /i i 1635 Faraday Ave Carlsbad, 9 008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@'carlsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT CARLSBAD, CA 92010 IVR Number: 16593 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspectioh Inspection Date Start Date Status 0110512021 01/05/2021 BLDG-Fire Final 147496.2021 Passed Adalmira Maldonado Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 0111412021 01/14/2021 BLDG-Final Inspection 148349.2021 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No Thursday, January 14, 2021 -- Page 16 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC - 2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02I22'2021 Address: 2850 GAZELLE CT C IVR Number: 16593 ARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed FIRE- Building Final 8/20/2020 No Wondoor shall close tightly into housing. Ensure all rated doors are rated per applicable codes and standards. Fire walls, partitions, and barriers shall be labeled per CBC 703.7 Exhaust Duct System Type I hood system: a sign shall be placed at all access panels" Access Panel-DO NOT OBSTRUCT (CIVIC 510.15) Label fire lane in accordance with CFC 503.3. See sheet A-002 for location Backfiows on street side shall be painted SANDUNE in color. Hydrants and fire department devices on property (Private hydrants) shall be painted RED Break away lock and chains shall be located on backfiow devices. Fire extinguisher cabinet shall be labeled with word "fire extinguisher" keep the instructions on the cabinet as well. Fire extinguishers shall be provided in accordance with CFC 906. See sheet G-003 for specific ratings. Typically min 5# abc in light hazard area (offices, corridors) and min 10# abc in ordinary hazards such as machine rooms, electrical rooms, etc will meet these ratings. Provide address sign on street side mm 12" per Carlsbad municipal code 17.04.060 Sprinkler coverage in electrical room required If you have any questions please do not hesitate to contact me by email Medi.maidonado@cadsbadca.gov or by telephone at 760-602-4664 08125/2020 08125/2020 BLDG-84 Rough 136341.2020 Partial Pass Paul Burnette Reinspection Incomplete Combo(14,24,34,44) 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 • BLDG-44 Yes Rough-Ducts-Dampers Thursday, January 14, 2021 Page 15 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: lONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: IVR Number: 02/22/2021 16593 Address: 2850 GAZELLE CT CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector •Reinspection Inspection Date Start Date -- Status 08I0712020 0810712020 BLDG-11 134979-2020 Passed Paul Burnette Complete Foundation!FtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 134980-2020 Passed Paul Burnette Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08112/2020 0811212020 BLDG-11 135394-2020 Partial Pass Paul Burnette Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed • BLDG-Building Deficiency Yes 0811412020 0811412020 BLDG-111 135655.2020 Failed Tony Alvarado Reinspection Incomplete FoundatlonlFtglPlers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency August 14, 2020: No 1. Preliminary walk-through of exterior building forTCO checklist. TCO scope of work and inspection items not ready. 0811712020 0811712020 BLDG-Final Inspection 135807.2020 Failed Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 0811812020 0811812020 BLDG-Final Inspection 135939-2020 Failed Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final , No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 0812012020 0812012020 BLDG-Fire Final 136356-2020 Failed Adalmira Maldonado Reinspection Incomplete Thursday, January 14, 2021 - Page 14 of 16 E t!011 9 - 0=0 26 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2,850 GAZELLE CT CARLSBAD, CA 92010 IVR Number: 16593 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date . Status Checklist Item COMMENTS Passed BLDG-Building Deficiency June 5, 2020: . Yes Scope of footing-steel and equipotential bond wire around perimeter of low pool water feature-approved. rebarlsteel footing around perimeter of water feature and next to main building stairwell and approved. Pending deputy inspectors report. (OK to pour concrete). BLDG-34 Rough 129967-2020 Passed Paul Burnette Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency 1st floor Seminar room Hard lids . Yes BLDG-Building Deficiency 4/13/20, Wrong permit number called. Yes 06117/2020 0611712020 BLDG-11 130 402-2020 Passed Paul Burnette Complete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency June 5, 2020: Yes Scope of footing-steel and equipotential bond wire around perimeter of low pool Water feature-approved. rebar/steel footing around perimeter of water feature and next to main building stairwell and approved. 3. Pending deputy inspectors report. (OK to pour concrete). 06/2212020 06/2212020 BLDG-Il 130739-2020 Failed Paul Burnette Reinspection Incomplete Foundatlon/Ftg/Piers (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/15/2020 07/15/2020 BLDG-21 132994.2020 Partial Pass Chris Renfro Reinspection Inóomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground Plumbing for front entryway Yes fountain. Partial pass. Final connection to pump room is pending 07/30/2020 07/30/2020 BLDG-51 134344-2020 Passed Paul Burnette Complete Excav/Steel(Pools) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, January 14, 2021 Page 13 of 16 Permit Type: BLDG-Commercial -- Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT IVR Number: 16593 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date . Status 05113/2020 0511312020 BLDG-11 127263.2020 Passed Paul Burnette . Complete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 127264.2020 Partial Pass Paul Burnette Reinspection Incomplete Underground/Conduit - Wiring. Checklist Item COMMENTS . Passed BLDG-Building Deficiency Conduit only at front & rear of building. See Yes card. BLDG-34 Rough 127452.2020 Partial Pass Paul Burnette Reinspection Incomplete Electrical Checklist Item COMMENTS . Passed BLDG-Building Deficiency 4/13/20. Wrong permit number called. Yes BLDG-Building Deficiency 1St floor Seminar room Hard lids Yes 05/28/2020 05/28/2020 BLDG-11 128630-2020 Failed Paul Burnette FoundatlonlFtg!Plers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency - Reinspection Incomplete Passed No 0610512020 06/05/2020'BLDG-11 129456-2020 Partial Pass Tony Alvarado Reinspection Incomplete FoundationlFtg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency June 5, 2020: Yes Scope of footing-steel and equipotential bond wire around perimeter of low pool water feature-approved. rebar/steel footing around perimeter of water feature and next to main building stairwell and approved. Pending deputy inspectors report. (OK to pour concrete). 06/1212020 06/12/2020 BLDG-11 129968-2020 Partial Pass Paul Burnette Reinspection Incomplete FoundationlFtglPiers (Rebar) Thursday, January 14, 2021 Page 12 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: lONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled . Expiration Date:. lVR Number: 02/22/2021 16593 Address: 2850 GAZELLE CT CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 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 BLDG-44 Yes Rough-Ducts-Dampers 04/0212020 04102/2020 BLDG-18 Exterior 123835-2020 Partial Pass Paul Burnette Reinspection Incomplete Lath1Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior Dens-Glass at Sector A, 1St & Yes 2nd floor Line A- C & 1A, 2nd floor at Line C & 1A- 2A BLDG-Building Deficiency 3/12/20, not ready No BLDG-Building Deficiency 2/28/20, DensGlass at Sector B. Line 6B.6, Yes 1st & 2nd floor. BLDG-Building Deficiency DensGlass, Sector C, Line F-Hi & R2. Yes BLDG-Building Deficiency DensGlass at Sector C, Line 1 B-3B & D, Yes E-D & lB. BLDG-Building Deficiency Exterior DensGlass at Line A &1A-7A, Yes upper floor only at Line 1A & A-C. 04106/2020 04/06/2020 BLDG-34 Rough 124148-2020 Partial Pass Chris Renfro Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency 1st floor Seminar room Hard lids Yes 04107/2020 0410712020 BLDG-33 Service 124204.2020 Failed Michael Collins Reinspection Incomplete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, complete conductor pull & No torque test(s) 04113/2020 0411312020 BLDG-34 Rough 124610-2020 Cancelled Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Defiôiency 4/13/20, Wrong permit number called. No BLDG-Building Deficiency 1st floor Seminar room Hard lids Yes 0411712020 0411712020 BLDG-31 125034-2020 Partial Pass Paul Burnette Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, January 14, 2021 . Page 11 of 116 Permit Type: BLDG-ommerciaI Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/2212021 Address: 2850 GAZELLE CT C IVR Number: 16593 ARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status -- Checklist Item COMMENTS Passed BLDG-Building Deficiency DensGlass, Sector C. Line. F-Hi & R2. Yes BLDG-Building Deficiency 2/28/20, DensGlass at Sector B, Line 613.6, Yes lst&2nd floor. BLDG-Building Deficiency DensGlass at Sector C, Line 1 B-313 & D. Yes E-D& lB. BLDG-Building Deficiency Exterior Dens-Glass at Sector A. 1St & Yes 2nd floor Line A- C & 1A, 2nd floor at Line C & 1A- 2A BLDG-Building Deficiency Exterior DensGlass at Line A WA-7A. Yes upper floor only at Line 1A & A-C, BLDG-Building Deficiency 3/12/20, not ready No 03/1712020 03/17/2020 BLDG-18 Exterior 122500-2020 Cancelled Paul Burnette Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency DensGlass, Sector C, Line F-Hi & R2. Yes BLDG-Building Deficiency Exterior Dens-Glass at Sector A. 1st & Yes 2nd floor Line A- C & IA, 2nd floor at Line C & iA- 2A BLDG-Building Deficiency Exterior DensGlass at Line A &1A-7A, Yes upper floor only at Line 1A & A-C, BLDG-Building Deficiency 3/12/20, not ready No BLDG-Building Deficiency DensGlass at Sector C, Line 1 B-313 & D. Yes E-D & lB. BLDG-Building Deficiency 2/28/20, DensGlass at Sector B, Line 6B.6, Yes 1st & 2nd floor. 03118/2020 03/18/2020 BLDG-I4 122717.2020 Partial Pass Paul Burnette Reinspection Incomplete FramelSteel/BoltlnglWe lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need deputy inspector reports. Yes Need RFI from EOR for clip length at upper deck bracing. BLDG-Building Deficiency Sector C, 1st floor exterior wall frame only, Yes see card. BLDG-Building Deficiency Sector parapet, Pending approval of RFI Yes 179. See card. BLDG-Building Deficiency Eiterior wall frame, Sector A only, Line Yes 1A-2A & C. IA& A-C. A & 1A-7A, see card for deficiencies. 04/01/2020 04101/2020 BLDG-84 Rough 123669-2020 Partial Pass Paul Burnette Reinspection Incomplete Combo(14,24,34,44) Thursday, January 14, 2021 Page 10 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT IVR Number: 16593 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03103/2020 03/03/2020 BLDG-31 - - 121346.2020 Partial Pass Michael Collins Reinspection incompiete Underground/Conduit- Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only at front & rear of building. See Yes card. 03/04/2020 . 03/04/2020 BLDG-31 121342.2020 Cancelled Michael Collins Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No 03/05/2020 03/05/2020 BLDG-18 Exterior 121480.2020 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency DensGlass at Sector C, Line 1 B-3B & D, Yes E-D& lB. BLDG-Building Deficiency 2/28/20, DensGlass at Sector B, Line 6B.6, Yes 1st & 2nd floor. BLDG-Building Deficiency Exterior Dens-Glass at Sector A. 1St & Yes 2nd floor Line A- C & 1A, 2nd floor at Line C & 1A- 2A BLDG-Building Deficiency Exterior DensGlass at Line A &1A-7A, Yes upper floor only at Line 1A & A-C, BLDG-Building Deficiency DensGlass, Sector C, Line F-Hi & R2. Yes 03/09/2020 03/09/2020 BLDG-81 Underground 121726-2020 Partial Pass Chris Renfro Reinspection Incomplete Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency ' No BLDG-11 Foundation-Ftg-Piers . No (Rebar) BLDG-12 Steel-Bond Beam No BLDG-21 . No Underground-Underfloor Plumbing BLDG-31 Underground conduit for future Yes Underground-Conduit Wiring communication lines partial pass 03/10I2020 03/10/2020 BLDG-81 Underground 121811-2020 Cancelled Michael Collins Reinspection Incomplete Combo(11,12,21,31) Checklist Item . COMMENTS Passed BLDG-Building Deficiency Cancelled, rain event . No 03/12/2020 03/1212020 BLDG-18 Exterior 122121-2020 Failed Michael Collins Reinspection Incomplete Lath/Drywall Thursday, January 14, 2021 -- - .. Page 9 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT IVR Number: 16593 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No: Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0212412020 0212412020 BLDG-17 Interior I20106-2020 Cancelled Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled after stop, not only ready No BLDG-24 RoughlTopout 120104.2020 Cancelled Michael Collins Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled after stop, not ready No BLDG-34 Rough 120105-2020 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Soffit lighting, 2nd floor, Sector C, Line 1 B Yes & D.8-G, G & 1B-7B 0212712020 02/2712020 BLDG-31 120686-2020 Cancelled Paul Burnette Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-84 Rough 120685-2020 Partial Pass' Paul Burnette Reinspection Incomplete Combo(14,24,34,44) 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 BLDG-44 Yes Rough-Ducts-Dampers 02128/2020 0212812020 BLDG-18 Exterior 120953-2020 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item ' COMMENTS Passed BLDG-Building Deficiency oensGlass at Sector C, Line 1 B-313 & D. Yes E-D & lB. BLDG-Building Deficiency 2/28/20, DensGlass at Sector B, Line 613.6, Yes 1st & 2nd floor. BLDG-Building Deficiency Exterior DensGlass at Line A &1A-7A, Yes upper floor only at Line 1A & A-C, BLDG-Building Deficiency Exterior Dens-Glass at Sector A,. 1st & Yes 2nd floor Line A- C & 1A, 2nd floor at Line C&1A-2A • Thursday; January 14, 2021 Page 8 of 16 Permit Type: BLDG-Commercial - Application Date: 01/22/2019 Owner: lONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT • CARLSBAD CA 92010 IVR Number: 16593 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0210512020 0210512020 BLDG-44 118544-2020 Partial Pass Michael Collins Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency 1st floor hydronic piping prelim, 2nd floor Yes HVAC duct riser sealing through roof, see card. BLDG-Building Deficiency Prelim n site meeting Yes BLDG-Building Deficiency Partial, SectorC prelim duct risers Yes 0210712020 02/07/2020 BLDG-24 RoughlTopout 118726-2020 Partial Pass Paul York Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0211212020 0211212020 BLDG-14 119232-2020 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need deputy inspector reports. No Need RFI from EOR for clip length at upper deck bracing. BLDG-Building Deficiency Sector C, 1st floor exterior wall frame only, Yes see card. BLDG-Building Deficiency Sector parapet, Pending approval of RFI Yes 179. See card. BLDG-Building Deficiency Exterior wall frame, Sector A only, Line • Yes 1A-2A & C. 1A& A-C, A & 1A-7A, see card for deficiencies. 02/18/2020 0211812020 BLDG-34 Rough 119603-2020 Partial Pass Paul Burnette Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready Yes 02/1912020 02119I2020 BLDG-14 119788-2020 Partial Pass Paul Burnette Reinspection Incomplete Frame/Stool/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need deputy inspector reports. Yes Need RFI from EOR for clip length at upper deck bracing. BLDG-Building Deficiency Exterior wall frame, Sector A only, Line • Yes 1A-2A & C, 1A& A-C, A & 1A-7A, see card for deficiencies. BLDG-Building Deficiency Sector C, 1st floor exterior wall frame only, Yes see card. BLDG-Building Deficiency Sector parapet, Pending approval of RFI Yes 179. See card. Thursday, January 14, 2021 Page 7 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC - 2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: lVR Number: 02/22/2021 16593 Address: 2850 GAZELLE CT ARLSBAD, CA 92010 C Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0112212020 0112212020 BLDG-14 117052.2020 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel1Boltlng!We Iding (Decks) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Sector parapet. Pending approval of RFI Yes 179. See card. BLDG-Building Deficiency Exterior wall frame. Sector A only, Line Yes 1A-2A & C, 1A& A-C, A & 1A-7A, see card for deficiencies. BLDG-Building Deficiency Not ready. Need deputy inspector reports. . No Need RFI from EOR for clip length at upper deck bracing. BLDG-34 Rough 117148-2020 Failed Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 0112712020 01127/2020 BLDG-44 117446.2020 Cancelled Paul York Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim n site meeting Yes BLDG-Building Deficiency 1st floor hydronic piping prelim, 2nd floor Yes HVAC duct riser sealing through roof, see card. 0113012020 0113012020 BLDG-16 Insulation 117941-2020 Partial Pass Michael Collins Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Shafts only, see card Yes 01I31I2020 01/3112020 BLDG-22 Sewer/Water 118281-2020 Partial Pass Michael Collins Reinspection Incomplete Service Checklist Item COMMENTS Passed 'BLDG-Building Deficiency Grease interceptor and building & POC Yes connections. 0210412020 02104/2020 BLDG-18 Exterior 118404.2020 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior Dens-Glass at Sector A. 1St & Yes 2nd floor Line A- C & 1A, 2nd floor at Line C&1A-2A BLDG-Building Deficiency Exterior DensGlass at Line A &1A-7A, Yes upper floor only at Line 1A&A-C. BLDG-Building Deficiency DensGlass at Sector C. Line 1B-3B & D. Yes E-D & lB. Thursday, January 14, 2021 Page 6 of 16 Permit Type: BLDG-Commercial - Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT IVR Number: 16593 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status - 0110212020 0110212020 BLDG-14 115181-2020 Failed Michael Collins Reinspection Incomplete Frame/Stool/Bolting/We [ding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need deputy inspector reports. No Need RFI from EOR for clip length at upper deck bracing. 0110612020 0110612020 BLDG-14 115364.2020 Partial Pass Michael Collins Reinspection Incomplete Frame/SteellBoltlnglWe [ding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need deputy inspector reports. No Need RFI from EOR for clip length at upper deck bracing. BLDG-Building Deficiency Exterior wall frame, Sector A only, Line Yes 1A-2A & C. 1A& A-C. A & 1A-7A, see card for deficiencies. 01/0912020 01/0912020 BLDG-18 Exterior 115839-2020 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior DensGlass at Line A &1A-7A, Yes upper floor only at Line 1A & A-C, 01/13/2020 01113/2020 BLDG-18 Exterior 116242.2020 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior Dens-Glass at Sector A 1St & Yes 2nd floor Line A- C & 1A. 2nd floor at Line C & 1A- 2A BLDG-Building Deficiency Exterior DensGlass at Line A &1A-7A, Yes upper floor only at Line 1A & A-C, BLDG-44 116136-2020 Partial Pass Michael Collins 'Reinspection Incomplete Rough/Ducts/Dampers Checklist Item • COMMENTS Passed BLDG-Building Deficiency Prelim n site meeting Yes 01/15/2020 01/15/2020 BLDG-44 116463-2020 Partial Pass Michael Collins Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim n site meeting Yes BLDG-BuildingDeficiency 1st floor hydronic piping prelim, 2nd floor Yes HVAC duct riser sealing through roof, see card. Thursday, January 14, 2021 - - - . Page 5 of 16 Permit Type: BLDG-Commercial - Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC - 2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT IVR Number: 16593 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 1012512019 1012512019 BLDG-21 108708.2019 Partial Pass Chris Renfro Reinspection Incomplete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground gas and water to future Yes barbecue area. OK to backfill 1110512019 1110512019 BLDG-66 Grout 109788-2019 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 1111812019 11/1812019 BLDG-11 110489-2019 Partial Pass Paul Burnette Reinspection Incomplete FoundatlonlFtg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Done yesterday by Paul Burnette No 12103/2019 1210312019 BLDG-11 112490-2019 Failed Paul Burnette Reinspection Incomplete FoundationlFtglPlers (Rebar) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Done yesterday by Paul Burnette No 12106/2019 12/06/2019 BLDG-11 112951-2019 Passed Paul York Complete FoundationlFtg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Done yesterday by Paul Burnette • Yes 12118/2019 1211812019 BLDG-17 Interior 114248.2019 Partial Pass Paul Burnette Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 1211912019 1211912019 BLDG-12 Steel/Bond 114488-2019 Passed Paul Burnette Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/31/2019 • 12/3112019 BLDG-14 115002.2019 Partial Pass Paul Burnette Reinspection Incomplete FramelSteel/BoltlnglWe Iding (Decks) Checklist Item' COMMENTS Passed BLDG-Building Deficiency No Thursday, January 14, 2021 • Page 4 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT IVR Number: 16593 CARLSBAD CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0812612019 0812612019 BLDG-21 101975-2019 Partial Pass Paul Burnette Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/28/2019 0812812019 BLDG-66 Grout 102383-2019 Partial Pass Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/2912019 08/2912019 BLDG-21 102459-2019 Partial Pass Paul Burnette Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08130/2019 08/3012019 BLDG-31 102669-2019 Partial Pass Paul Burnette Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/0312019 09/03/2019 BLDG-31 102820-2019 Passed Paul Burnette Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09119/2019 09/1912019 BLDG-11 104627-2019 Partial Pass Paul Burnette Reinspection Incomplete FoundationlFtg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/23/2019 09123/2019 BLDG-11 104941-2019 Passed Paul Burnette Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 09124/2019 09/24/2019 BLDG-Il . 105103-2019 Cancelled Chris Renfro Reinspection Incomplete Foundation/FtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Done yesterday by Paul Burnette No Thursday, January 14, 2021 Page 3 of 16 Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: lONlS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: lVR Number: 02/22/2021 16593 Address: 2850 GAZELLE CT CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-11 I00934-2019 Partial Pass Paul Burnette Reinspection Incomplete FoundatlonlFtg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-I2 SteeliBot7d I00935-2019 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 100936.2019 Partial Pass Paul Burnette Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-66 Grout 100951-2019 Partial Pass Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/1912019 08119/2019 BLDG-21 101308-2019 Partial Pass Paul Burnette Reinspection Incomplete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-66 Grout 101309-2019 Partial Pass Paul Burnette Reinspection Incomplete (. Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/20/2019 08/20/2019 BLDG-66 Grout 101381.2019 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/22/2019 08122/2019 BLDO-31 101687-2019 Partial Pass Paul Burnette Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-66 Grout 101635.2019 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, January 14, 2021 Page 2 of 16 Building Permit Inspection History Finaled (Ocity of Carlsbad Permit Type: BLDG-Commercial Application Date: 01/22/2019 Owner: IONIS PHARMACEUTICALS INC -2850 Work Class: New Issue Date: 08/02/2019 Subdivision: Status: Closed - Finaled Expiration Date: 02/22/2021 Address: 2850 GAZELLE CT CARLSBAD, CA 92010 IVR Number: 16593 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 1111212019 BLDG-14 110733.2019 Partial Pass Paul Burnette Reinspection Incomplete Frame/Steel/Bolting/We Idling (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/05/2019 08105/2019 BLDG-11 099668-2019 Partial Pass Paul Burnette Reinspection Incomplete FoundatlonlFtglPlers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 099669-2019 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08106/2019 08/0612019 BLDG-11 099938-2019 Partial Pass Paul York Reinspection Incomplete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 099792-2019 Partial Pass Paul York Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/07/2019 08/0712019 BLDG-11 100103-2019 Partial Pass Paul Burnette Reinspection Incomplete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/14/2019 08/14/2019 BLDG-31 100751-2019 Partial Pass Paul York Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/15/2019 08/1512019 Thursday, January 14, 2021 Page 1 of 116 1V 5 NV5, West Inc. 15092 Avenue of Science, Suite 200 San Diego, CA 92128 Phone: (858) 385-0500 CONSTRUCTION INSPECTION REPORT Report # DSA APPLICATION # DSA File # Contract # PROJECT# 1136 Page 1 of 2 Project Name Ion is Pharmaceuticals Conference Center Date 02-Mar-20 Project Location 2850 Gazelle Court, Carlsbad CA 92008 Time Arrived 10:00 AM Time Departed 2:30 PM Contractor DPR / Berg Electric Building Permit # CBC 2019-0026 Plan File # Spec # Field Report 0 Notice to Comply NC # Date Cleared El Concrete El Reinforcing Steel El Pre-Post Tensioned Tendon 0 Batch Plant El ACI Tech El Masonry 0 Soils 0 Foundations Type of Service Performed El Welding 0 Boiling El Fireproofing 0 Epoxy EK Other Mechanical Anchors Weather Mostly Sunny Man Power Berg - 2 Documents Referenced El Soils Report Cg Plans /Dated 7/08/2018 El Specs. / Dated El RFI # El Codes Type of Equipment Used 1/2U wedge anchors, Wright Tool Torque wrench -' Calibration Dates 10-25-19 by ACRO El Sample Type: - Amount Made! Taken: Installation of mechanical anchors at Area C, Electrical Switch box. Provided special inspection for the mechanical anchors installed at the electrical switch box bolted bus joints, at Building Section C level one. The crew installed 1/2" anchor bolts at the bus joints running through the switch box. Anchors bolts were observed to be installed prior to arrival of inspection. The in place anchors bolts were torque tested to the specified 39 ft/lbs. per manufactures requirements, with acceptable results. The installation was in substantial conformance with the approved requirements. CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the observed work, unless otherwise stated, is in Conformance with the approved plans and specifications and the workmanship provisions of the Applicable codes. Barney Dumas - ICC 08327348, City of San Diego #1288 Structural Engineer: KPFF DSA Regional Office: Professional Engineer: School District: Inspector of Record: I Architect DGA Inspector's Signature 13t4'Vtey V41'ta4' Inspector's Name Barney Dumas Approval Signature / Name I Company Date Reviewed by Date Reviewed San Diego, CA 92128 R Fl V NV5, West Inc. 15092 Avenue of Science, Suite 200 Phone: (858) 385-0500 CONSTRUCTION INSPECTION REPORT Manufactures requirements for the installed anchor bolts posted on the inside of the switch box. Report# DSA APPLICATION # OSA File # Contract # PROJECT# 1136 Page 2 of 2 Example of the in place anchor bolts marked in orange that were tested for acceptable torque. 00"E0 P IONTS NOW pow j. 2q22d IEOUtPME7 WPSNG W -is l"j' TERMINALS II WME SPECS — I.! too i!! r1iJjL 4.. i. cu: IF i:" LI - I 1 Calibrated torque wrench used during the inspection. — I-i _i/(Q'.i N Q . 15092 Avenue of Science, Suite 200 I San Diego, CA 92128 I www.NV5.com I Office 858.385.0500 I Fax 858.385.0400 CONSTRUCTION QUALITY ASSURANCE - INFRASTRUCTURE - ENERGY - PROGRAM MANAGEMENT - ENVIRONMENTAL N V 5 NV5, West Inc. 15092 Avenue of Science, Suite 200 San Diego, CA 92128 Phone: (858) 385-0500 FIELD TESTING REPORT Report # DSA APPLICATION # DSA File # Contract # PROJECT# 1136 Page 1 of 1 Project Name lonis Pharmaceuticals Data 2-11-2020 Project Location 2850 Gazelle Court, Carlsbad CA. Time Arrived 11-.00A rn Ordered By Perry Anibaldi I DPR Construction Time Departed 3:00 Pm Building Permit # OSA I OSHPD I Contract # Plan # Type of Service Performed 0 Pull Test 0 Torque Test INSTRUCTIONS: TEST NO. LOCATION 0 LOAD LBS iis. 0 LOAD FT.FAIL UNITS TESTED PASS # 1 First Floor Slab exterior Framing at grid line lB I between F-E Torque 40 Ft Lbs. 15 PASS Test 1/2" Hilti KB-TZ wedge anchors as per sheet S-860 detail 19. # 2 First Floor Slab exterior Framing at grid line F / between 0-71111 40 Ft Lbs. 115 PASS Torque test 1/2" Hilti KB-TZ wedge anchors as per sheet S-860 detail 19. #3 First Floor Slab exterior Framing at grid line R2 / between F-115 40 Ft Lbs. 23 PASS Torque test 1/2" Hilti KB-TZ wedge anchors as per S-860 detail 19. #4 First Floor Slab Ceiling Framing Kickers at grid line F / between 1B- 25 Ft Lbs. 136 PASS 7B Torque test 3/8" Hilti KB-TZ wedge anchors as per S-860 detail 1. This Work 0 Was 0 Was Not The Work Inspected 0 Met 0 Did Not Meet The Requirements of the Approved DSA Documents Inspected in Accordance With Requirements of the Approved DSA Contract Documents. WAS WORK DESCRIBED ABOVE IN ACCORDANCE WITH PROJECT PLANS AND SPECIFICATIONS? 0 YES 0 NO 0 NA THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLI C A B L E C O D E S . Inspector's Signature 1c(/P314A.41..dO Cece4w4., Inspector's Name Raymundo Cecena Approval Signature! Name! Company Date Reviewed by Date Reviewed EsGil A SAFEbulittompany DATE: March 18, 2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0026 SET: III PROJECT ADDRESS: 2850 Gazelle Court PROJECT NAME: Conference Center for lonish Pharmaceuticals The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El The check list transmitted herewith is for your information. The plans are being held at EsGil 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. El The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. El EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (b 44 Mail Telephone Fax In Person El REMARKS: Telephone #: Email: By: Abe Doliente EsGil 3/8/19 Enclosures: 9 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbui1tCompany DATE: MAY 311, 2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD P.LAN CHECK #.: 2O.19016j1 SEEiIfl PROJECT ADDRESS: 2850 GAZELLE COURT PROJECT NAME: IONIS (CONFERENCE CENTER - T.I.) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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 until corrected plans are submitted for recheck. F-1 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: LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Ayisha Oatman Date 9ontacted: \ (by: 'r ) t..MaiNr Telephone') Fax In Person LI REMARKS: Telephone #: 619-685-3990 Email: aotmancdga-sd.com By: ALl SADRE, S.E. Enclosures: EsGil 5/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 19-0161 MAY 319 2019 PLUMBING AND MECHANICAL COMMENTS PLAN REVIEW NUMBER: cbc2019-0161 SET: II PLAN REVIEWER: Connor Reuss NOTE: All updated plumbing and mechanical comments are bolded. ARCHITECTURAL P&M ITEMS Per CBC 717.6.1, all duct penetrations of rated floor/ceiling assemblies must be protected via rated shafts or fire dampers at the floor line. Response states that all ducts that penetrate the rated floor/ceilings assembly will be equipped with floor line fire dampers. Please provide fire damper symbols to each duct penetration within the HVAC floor plans. I Since the conference center is made of type Il-A construction, please show the fire rating of all shafts within the architectural plans. Please show the proper fire/smoke damper protection for all penetrations of the shafts. PLUMBING (2016 CALIFORNIA PLUMBING CODE) Please provide water fixture demand calculations upon next submittal to ensure the water lines are sized properly. Make sure to specify per CPC Chapter 6 or CPC Appendix A. I For the water fixture table on sheet P-601, the water closet and urinals WSFU needs to be changed from public (WC= 5 WSFU & urinal= 4 WSFU) to assembly (WC= 8 WSFU & urinal= 5 WSFU) due to the occupancy type and building use (conference center). Comment states that condensate pump schedule is shown on sheet M-002 yet it does not appear that sheet M-002 has condensate pumps for all indoor fan coils. Please address. I Please provide a schedule on sheet P-003 for the proposed condensate pumps for all fan coils. Provide the following information concerning the water heater: More information regarding the seismic bracing for the water heater is required. Please Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. CPC 507.2 The detail on sheet P-504 states the P&T valve will drain to nearest flor sink yet enlarged plans on sheet P-303 do not show any floor sinks within the mechanical room. Please address. I Show P & T valve on water heater and detail the drain routing to the exterior or approved location. It may not be installed upwards from the valve. CPC 608.5 MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 5. Please review the supply and return duct symbols for AH-2 shown on M-201-A.1. It appears the return duct is actually supply duct and vise versa. 16 CARLSBAD CBC20 19-0161 MAY 319 2019 Clearly state on the HVAC floor plans that: "All combustible materials exposed within the plenum space must comply with CIVIC Section 602.2. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50." On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. CIVIC 602.2. Per CBC 717.6.1, all duct penetrations of rated floor/ceiling assemblies must be protected via rated shafts or fire dampers at the floor line. Response states that all ducts that penetrate the rated floor/ceilings assembly will be equipped with floor line fire dampers. Please provide fire damper symbols to each duct penetration within the HVAC floor plans. I Since the conference center is made of type Il-A construction, please show the fire rating of all shafts within the architectural plans. Please show the proper fire/smoke damper protection for all penetrations of the shafts. Since the building will be equipped with fire sprinklers, CBC 717.5.4 exception #1 is acceptable only if all HVAC ducts corridor penetrations are protected per CBC Section 714. Clearly denote each corridor penetration within the HVAC floor plans with the proposed method per CBC Section 714. If firestop system will be proposed, clearly specify the standard the firestop system must comply to per CBC 714.3.1.2 (i.e. ASTM E814 or UL 1479). I Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) dampers and/or shaft protection and identify installations on the mechanical plans themselves. Please address AH-1 and AH-3. The schedule on sheet M-002 states that AH-1, AH- 2 and AH-3 have heating coils within the units and AH-4, AH-5 and AH-6 do not (the heating coils will be within the VAV boxes throughout the building and not within the units). AH-2 within the HVAC floor plans is shown without any VAV boxes. However, AH-1 and AH-3 are shown with VAV boxes (just like AH-4, AH-5 and AH- 6). Are AH-1 and AH-3 equipped with both heating coils within the units and the VAV boxes? If so, specify why AH-2 is not equipped with VAV boxes and specify why AH-4, AH-5 and AH-6 do not have hot water lines shown connecting to the units on the roof. I Please explain No mechanical pipping roof plans were provided. Please provide mechanical piping roof plans showing the water line supply and return connections to each roof top air handler. Please address the bolded comments below: I Complete kitchen hood plans, details, and calculations to show compliance with CIVIC, Chapter 5, Part II are required. Please address the following. Provided a manufacture's fire duct wrap detail to sheet M-505. Make sure to detail how the cleanouts will be accessed AND how the rated floor ceiling assembly will be maintained (since the shaft is not rated). I A duct shaft is required in all multistory buildings and in (1 story buildings with rated roof/ceiling assemblies). Provide a shaft design complying with CIVIC 510.7 HVAC roof plan on sheet M-203C shows x2 supply fans (i.e. SF-1 and VFD SF-I) within the denoted 10' clearance circle. Please adjust the location of the fans to show compliance with CIVIC 510.9. I Detail the kitchen hood duct termination clearances as per CIVIC 510.9 (Type I). CARLSBAD CBC20 19-0161 MAY 319 2019 11. On HVAC Sector C2 floor plan on sheet M-201C.2, please show the location of the required cleanouts for the proposed grease duct. I Regarding required cleanouts for horizontal and vertical grease ducts, please address the following items per CIVIC 510.3.3: . Please show a cleanout out at any change in direction for all horizontal grease ducts. Horizontal ducts require at least one 20" X 20" opening for personnel entry. Please address. Note: If access sizing (20" X 20") is not possible, cleanouts are required to be installed every 12'. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil A SAFEbuittompany DATE: February 4, 2019 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0026 SET: I PROJECT ADDRESS: 2850 Gazelle Court U APPLICANT U JURIS. PROJECT NAME: Conference Center for lonish Pharmaceuticals 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. F-1 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 until corrected plans are submitted for recheck. F-1 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: lonis Pharmaceuticals; Wayne Sanders LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Wayne Sanpfrs Date c tac e L.\ (by: Mail '( lephone Fax In Person LI REMARKS: By: Abe Doliente/EJIMB EsGil 1/25/19 Telephone #: 760-603-2562 Email: sanders@ionisph.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2019-0026 OCCUPANCY: A-3 TYPE OF CONSTRUCTION: Il-A JURISDICTION: Carlsbad USE: Conference Center (Shell) ACTUAL AREA: Shell - 69,000 SF Deck - 4926 SF ALLOWABLE FLOOR AREA: 116,250 SF STORIES: 2 HEIGHT: SPRINKLERS?: Yes OCCUPANT LOAD: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: February 4, 2019 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/25/19 PLAN REVIEWER: Abe Doliente/EJ/MB 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 sections cited 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. 62 D [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2019-0026 PREPARED BY: Abe Doliente/EJ/MB DATE: February 4, 2019 BUILDING ADDRESS: 2850 Gazelle Court BUILDING OCCUPANCY: A-3 BUILDING PORTION AREA (Sq. FL.) Valuation Multiplier Reg. Mod. VALUE ($) Shell 69000 113.41 7.825,290 Decks 4926 20.03 98,668 Air Conditioning Fire Sprinklers TOTAL VALUE 7,923,95b Jurisdiction Code Icb 113Y Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee I I t At 51 Type of Review: Q CompleteReview o Structural Only Repeats 0 Other __ 0 0 Repetitive Fee Hourly Hr. * I $10,560.481 1!] Gil Fee Comments: Sheet 1 of 1 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Alternately, you may wish to send the plans/documentation electronically. To do this, please contact the following printing company that is located near our office. After receiving your electronic files, they will print everything out and deliver it to our office. Fees for this will be paid by you. Contact "Mesa Blueprint" at 858- 541-1500; or email: plotämesarepropraphics.com PLANS All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Classification(s) For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Sections 508.3/508.4. Description of Use: Type of Construction II-A Sprinklers: Yes Stories: 2 Height: Floor Area: 69,000 SF Occupant Load: INTERIOR WALL AND CEILING FINISHES 3. Hangers and assembly members of dropped ceilings below a one-hour ceiling assembly shall be noncombustible materials except in Types Ill and V construction, where fire retardant treated wood may be used. Section 803.13.2.1. 4. Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803.11." EXITS 5. Multiple means of egress shall be sized such that the loss of any one means of egress shall not reduce the available capacity to less than 50% of the required capacity. Section 1005.5. 6. Assembly occupancies must comply with Section 1029. In California, for Group A occupancies having an occupant load exceeding 300, the following wording was added to Section .1029.3: "At least one- half of the additional means of egress required by this section shall be directly to an exit, or through a lobby, that is not used to access the main exit, to an exit, or to a one hour rated corridor to an exit." In California, Section 1029..3.1 was added to state: "Group A occupancies that have an occupant load of 100 or more and less than 300, shall have at least one of the required means of egress directly to an exit, or through a lobby, that is not used to access the other required exit, to an exit, or to a one hour rated corridor to an exit or continuous through a one hour rated lobby to an exit." MISCELLANEOUS LIFE/SAFETY 7. Where columns are required to be fire-resistance rated by any provisions of the code, the entire column shall be provided individual encasement protection on all sides for the full column length. Section 704.2. 8. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories 0, E & F comply with ASCE 7-10 Section 13.5.6.2.2 as follows: All ceilings shall use a Heavy Duty T-bar grid system. The width of the perimeter supporting closure angle shall be not less than 2 inches. In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle. The other end in each horizontal direction shall have a 3/4" clearance from the wall and shall rest upon and be free to slide on a closure angle or a listed assembly. Ceiling areas over 1,000 ft.2 must have horizontal restraint wires (typically restraint would consist of four 12 gauge wires splayed 900 to each other and sloped 450 to the horizontal, spaced 12" o.c.). Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. 9. Specify on the plans that the draftstopping and fireblocking from Section 718 will be installed (combustible construction). In California, the exception in Section 718.3.3 (draftstops for floors) was modified for Group A, E, H, I, and L occupancies, along with high-rise buildings, to state that the area between draft stops may be 3,000 square feet and the greatest horizontal dimension may be 100 feet. In California, the exception in Section 718.4.3 (draftstops for attics) was modified for Group A, E, H, I, and L occupancies, along with high-rise buildings, to state that the area between draft stops may be 9,000 square feet and the greatest horizontal dimension may be 100 feet. 10. Assembly occupancies must comply with Section 1029. a) In California, for Group A occupancies having an occupant load exceeding 300, the following wording was added to Section 1029.3: "At least one- half of the additional means of egress required by this section shall be directly to an exit, or through a lobby, that is not used to access the main exit, to an exit, or to a one hour rated corridor to an exit." 11. Pedestrian walkways must be shown to comply with Section 3104. ACCESSIBILITY 12. Accessibility requirements for the shell building are shown on sheets G-005, G- 006 and G-007. These will have to be v field verified. NON-RESIDENTIAL GREEN BUILDING STANDARDS (New Buildings) In addition to the notes already shown on the plans, include the following: 13. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. FOUNDATION 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 15. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." 16. Provide notes on the foundation plan listing the soils report recommendations for foundation slab, building pad preparation, etc. STRUCTURAL 17. A Statement of Special Inspections, prepared by the registered design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials and work requiring special inspection, the inspections to be performed and an indication whether the special inspection will be continuous or periodic. Section 1704.3. Please use the attached City of Carlsbad special inspection form. 18. Provide the following note on the plans: "The contractor responsible for the construction of the seismic-force-resisting system shall submit a written Statement of Responsibility to the building official prior to the commencement of work on the system." Section 1704.4. 19. Complete the notes on sheets S-101 and S-103 of the plans. 20. Show GB-1 on the foundation plan along grid line 2B on sheet S-I 01 C of the plans. 21. Complete the beam callouts on sheet S-I 02A of the plans (grid lines 3A and 4A). 22. Make the plans agree with the structural calculations. Recheck the size of the following beams: Between grids B & C and 2A and 3A on sheet S-I 02A of the plans Along grid C between 5A and 5A.6; along grid line 6A between B and C; along D8 between 6B and 7B on sheet S-102B of the plans. Along grid 08 between 2B and 5B; along grid 0 between 1 B thru 3B on sheet S-I 02C of the plans. Along grid 2A between A and C on sheet S-1 03A of the plans. Along grid 7A. I between A and AO on sheet S-I 03B of the plans. Along grids E and E.5 between 2B and 3B on sheet S-I03C of the plans. ADDITIONAL 23. Please see the following PME corrections. To speed up the review process, please 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: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Error! Reference source not found. at Esgil. Thank you. PLUMBING & MECHANICAL COMMENTS PLAN REVIEWER: Eric Jensen ARCHITECTURAL PME ITEMS Cold shell, no mechanical: Plumbing is limited to site utilities, roof drains, and assorted building drains. Both a complete plumbing and mechanical review will be necessary at the TI submittal. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) 2. Provide a single line diagram for the new service. Include the following information: Feeder overcurrent device and conductor sizing. Specify the Utility fault current available at the service equipment. For fault current mitigation, describe the electrical distribution equipment design as "engineered", "fully rated" or "series rated". Include the AIC specification rating of overcurrent devices throughout the system. Grounding and bonding details. Please review key note 2 application on the main disconnect. Describe the transformer grounding electrode system design: The electrode conductor sizing and the electrodes description. CEC 250.30(A)(4) Provide ventilation for the rooms containing transformers. Out swinging door(s) equipped with panic hardware are required for access doors for rooms containing electrical equipment rated 800 amperes or more. Revise the architectural design and door schedule. CECI 10.26(C)(3). For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 Inverter back-up system branch circuit wiring used for emergency loads shall be installed in a separate from normal wiring raceway system. Include a Note or detailing on the floorplans. CEC 700.10 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) A complete envelope and mechanical energy plan check will be performed after completed and/or the corrected energy design has been provided. Lighting forms are okay. Local control of lighting must be in the same room or area and controlled by a readily accessible switch. 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. Automatic time switch control requires a 2 hour override. ES 130.1(c) I. • Occupancy controls are required to shut off all lighting in: Offices 250 square feet or smaller, multipurpose rooms of less than 1,000 square feet, conference rooms, and classrooms of any size. ES 130.1 (c)5 Lighting installed in corridors and stairwells shall be controlled by occupant sensing controls that separately reduce the lighting power by at least 50% when the space is unoccupied. ES 130.1c (6) C. Lighting installed in common area corridors, stairwells, and common areas of hotels/motels and high rise dwellings shall be controlled by occupant sensing controls that separately reduce the lighting power by at least 50% when the space is unoccupied. ES 130.1c (7) A. Lighting in warehouse open areas and in individual aisles is required to be Generally, automatic daylighting control with multilevel lighting ability is required for general lighting in daylit zones. Please provide the locations and control design. ES 130.1(d) Be sure to review the following two exceptions for project applicability: Rooms that do not require automatic daylighting: Rooms with no more than 120 watts of lighting in the skylit and primary sidelit zones combined. Rooms with less than 24 square feet of glazing. The electrical service metering capability must comply with Table 130.5-A in the Energy Standards. Describe on the electrical plans how these requirements will be satisfied. For addition and alternation applicability see ES 141.0(a) (Additions) or 141.0(b) Alternations. The disaggregation of electrical loads (separation of circuiting by category) per Table 130.5-B Energy Standards is required. Review and submit a revised electrical system design. (Note: 10% of any separated load may be any category of branch circuit) Voltage drop is limited to a total of 5% for electrical circuiting (feeders and branch circuits combined) ES 130.5 All exterior lighting must be controlled by a photocell and an automatic scheduling control device. EM 130.2(c) Outdoor lighting mounted 24 feet or less above grade shall be controlled per 1,500 watt max grouping with automatic controls capable of turning off, reducing the lighting level when vacated, and turning on the fixture when the area becomes occupied. Detail the lighting control design. S If this newly constructed building includes a parking design of over 10 spaces compliance with Table 5.106.5.3.3 is necessary. Provide the following design requirements: Location of EVSE, power source location and future power availability, raceway design, and EV termination identifications. Designate a 'Solar Zone" (describe the area and location/See CRC R331 or CBC 3111) and the inverter, metering equipment, and the pathway locations between the solar zone and equipment. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. J fDO NOTP14 Y— THIS ISNOTANINVOICEJ VALUATION AND PLAN CHECK FEE (Revised 812119 kc) JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0026 PREPARED BY: Abe Doliente/EJ/MB •DATE: February 4, 2019 BUILDING ADDRESS: 2850 Gazelle Court BUILDING OCCUPANCY: A-3 BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier Shell 69000 113.41 Reg. Mod. VALUE ($) 7,825,290 Decks 4926 20.03 98,668 Air Conditioning Fire Sprinklers $69223,108 TOTAL VALUE 7-923968 Jurisdiction Code cb By Ordinance ri 997 1iBCPiari Check Fee 1 7 Type of Review: . . Complete Review D 0 Other Repetitive Fee HourIy Repea 0 EsGil F.. 0 Structural Only d Hr. @ * $8,496.85 $10,560.481 Comments: Sheet 1 of 1 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com S lonis Conference Center Structural Calculations KPFF Project #1800111 CBC20I9-0026 2850 GAZELLE CT IONIS PHARMACEUTICALS: 69,000 SF TWO-STORY STEEL BUILDING COLD SHELL W/ 4,926 SF DECK 2091202700 3/1912019 CBC20I 9-0026 __ Diaphragm Design Overview Cl - Analysis C5 -C19 Foundation Design Gravity Design Spread Footings Dl - 02 Lateral Foundation Analysis D3 - D16 Extenor Cladding Design Typical Cladding El - E4 Wing Wall Designs E5 - E38 Lobby Glazing Support E39 - E44 Miscellaneous Calcs Exterior Stair Fl -Ell Roof Screen Support F12 -F15 CMU Basement Wall P17 - F21 S Calculations for Project: lonis Conference Center Project No. 1800111 Address: 2850 Gazelle Court, Carlsbad, CA 92010 (These calculations apply to the job at this address only) Client: DGA Index to Calculations Item: Sheet: Design Criteria 1-1 -1.8 Loading Criteria 2-1 -2-14 Gravity Framing Al —A Modeling & Loading Plans Al -A5 Example Composite Design A6-A10 Overall Beam Results All —A19 Example Column Design A20 - A22 Overall Column Results A23 Column Baseplates A24 - A31 Lateral Design Lateral Summary (Drift) Bl -B4 Frame Strength Design Results B5 -B12 SMRF Connection Design B13 - B207 Frame Baseplates B208 - B224 S S lqjff 01/19 lonis Conference Center Design Criteria 0 1-1 Design Criteria lonis Conference Center KPFF Project #1800111 DESIGN NARRATIVE - - Project Description This project consists of a new ground up conference center building for lonis Pharmaceuticals in Carlsbad, CA. The building is 2 stories and will be built adjacent to the existing headquarters building. The building is approximately 75,000 square feet. 1. Gravity Framing System Design 1.1. General: The gravity system will be designed to resist minimum design dead, live, snow and rain loads as prescribed in CBC Sections 1606, 1607, 1608 and 1611. The gravity system consists of composite and ndn-composite metal deck supported by steel beams supported by steel columns. All steel design related to the gravity system will use the provisions of AISC 360. 1.1.1. Live Load Reduction: Live load on gravity members will be reduced as allowed per CBC 1607.10 for members supporting floor live loads and CBC 1607.12 for members supporting roof live loads. 1.2. Gravity Framing Design: 1.2.1. Floor and Roof Framing: The typical gravity floor framing consists of lightweight concrete filled metal deck spanning between composite steel beams and girders with welded shear studs. All floor beams are designed as composite except for cantilever beams, chords and collectors, and beams at depressions. 1.2.2. Analysis: The majority of the primary gravity beam design will be performed using ETABS 1.2.3. Composite Beam Criteria: Composite beams will be designed with a minimum beam size of W12x19. The composite action is limited to 80% maximum and 25% minimum using %"4 studs typical. The studs are limited to a maximum of three rows per flange. Minimum flange width for two rows is 5.5" and BY for three rows. Beams are designed with maximum stud spacing of 24". Shear stud capacity is per AISC 360, Section I. The stud capacity will be reduced based on the more conservative assumption of all studs being classified as "weak stud placement" with Rp assumed to be 0.6 for all cases. 1.2.4. Connection Design: Typical beam-to-beam and beam-to-column connections are "Single- Plate" Bolted Connections per AISC 14th, Chapter 10. Conventional Configuration methodology is used for all cases except where multiple columns of bolts are required. January, 2019 S 1-2 Design Criteria lonis Conference Center KPFF Project #1800111 0 1.3. Gravity Column Design: 1.3.1. Steel Columns: The gravity columns will be designed as beam-columns with combined compression and bending as per Chapter H of AISC 360. Moment demands will consist of unbalanced moments due to unequal reactions on opposite sides of the columns from gravity load reactions from the beams/girders, determined in the RAMSteel analysis. Skipped live load patterns will be utilized to calculate the maximum unbalanced moment in combination with the dead loads. 1.3.2. Base Plate Design: Base plate design is per ACI 318, AISC 360 and AISC Design Guide #1. 1.3.3. Deformation Compatabilitv: Deformation compatibility of the steel and concrete columns under lateral displacement will be evaluated by amplifying elastic building drifts by Cd per ASCE 7, Chapter 12. Alternatively, concrete columns may be detailed to provide ductility per ACI 318 Section 18.14 or use alternative methods such as a moment- curvature analysis. Deformation compatibility of the concrete slab at the column interface will also be ensured per ACI 318 Section 18.14 1.4. Miscellaneous: 2. Lateral System Design 2.1. General: The lateral system will be designed to resist minimum design wind and earthquake loads as prescribed in CBC Sections 1609 and 1613. Wind loads are determined using the Directional Procedure per ASCE 7-10, Chapters 26 and 27, Seismic loads are determined using the Equivalent Lateral Force (ELF) procedure per ASCE 7, Section 12.8 or the Modal Response Spectrum Analysis per ASCE 7, Section 12.9. The lateral force resisting system (LFRS) consists of composite and non-composite metal deck diaphragms spanning between Steel Special Moment Resisting Frames All steel design related to the lateral system will use the provisions of AISC 341. 2.2. Analysis: The majority of the primary lateral frame design will be performed using ETABS. The model will explicitly represent the lateral force resisting system geometry, member sizes and spatial distribution of mass. 2.2.1. Mass: Mass is defined in the model using a combination of member self-mass and specified surface loads. Specified surface loads include all seismic dead loads excluding self-mass of the elements explicitly modeled. See Loading Criteria section of calculations for determination and distribution of mass in model. January, 2019 1-3 Design Criteria lonis Conference Center KPFF Project #1800111 2.2.2. Diaphragms: 0 All diaphragms have been modeled as "Semi-Rigid" which use a finite element mesh based on actual stiffness properties to distribute load to the lateral frames. 2.2.3. Accidental Torsion: On levels where the diaphragm is modeled as either rigid or semi- rigid, an accidental torsional moment equating to a 5% offset of the center of mass will be applied as required per ASCE 7, §12.8.4.2. ASCE 7, $12.9.5, because a modal response spectrum analysis has been performed, amplification of the torsional moment by Ax is not required. 2.2.4. Redundancy (p: An additional factor, Rho (p), will be applied to the lateral forces according to the conditions of ASCE 7, §12.3.4. This factor will is 1.3 for the analysis. 2.3. Diaphragms: Diaphragms will be designed for shear and bending stresses resulting from the inertial loads and transfer loads that are distributed by the diaphragm to the vertical elements of the LFRS. The edge forces will be resisted by either the diaphragm shear and flexural capacity, including reinforcement, or by steel chord beams placed in line with the edges of discontinuities where they occur. 2.3.1. Diaphragm Design Forces: Diaphragm design forces are determined per ASCE 7, $12.10.1. Due to structural irregularities, diaphragm forces will be increased by 25% as required per ASCE 7, §12.3.3.4 for connections of diaphragms to collectors and vertical elements in the LFRS. 2.3.2. Diaphragm Shear Capacity: Concrete and composite metal deck diaphragm shear capacity will be determined per ACI 318 §12.5.3. Non-composite steel deck diaphragm shear capacity will be determined using the Verco Decking Catalog. 2.4. Collectors and Diaphragm Shear Transfer: Axial collectors and their connections will be designed using amplified seismic loads including the overstrength factor, Q.. Distributed shear transfer will not include the overstrength factor. 2.4.1. Steel Collector Beam Design: Collectors will be designed as beam-columns with combined compression and bending as per Chapter H of AISC 360. All collectors will be selected such that the section is compact. The effective length for collectors will be the total length of the beam for buckling about the strong axis and buckling about the weak axis is considered fully braced by the concrete over metal deck. 2.4.2. Steel Collector Connections: Depending on the axial demand, either a bolted or welded drag connection will be provided at each chord and collector connection. Per AISC 341 §D2.2, all bolts in drag connections will be detailed as pre-tensioned with Class A faying surface and calculated assuming that bolts slip into bearing. Bolt capacity will be calculated for bearing-type joints per AISC 360. 0 January, 2019 1-4 Design Criteria lonis Conference Center KPFF Project #1800111 0 3. Foundation Design 3.1. General: The foundation system of this structure consists of isolated spread footings under gravity columns and grade beams under the LFRS. Downward forces are resisted by direct bearing on soils prepared in conformance with the Geotechnical Report while uplift forces are resisted directly by the weight of the footing, nearby gravity column reactions, as well as soil surcharge directly over the foundation element. 3.2. Analysis: Foundation elements directly supporting elements of the LFRS were modeled explicitly in SAFE. Compression only springs will be used in the model to ensure displacement compatibility during design. Foundation elements supporting isolated footings have been designed using spreadsheets, Enercalc and the CR51 Handbook. Soil modeling parameters and capacity are based on recommendations in the Geotechnical Report. 3.3. Retaining Walls: Walls have been designed using Enercalc and RISA 31) based on restrained active pressures provided by the geotechnical report. 4. Miscellaneous January, 2019 S 1-5 Design Criteria lonis Conference Center KPFF Project #1800111 ODES AND REFERENCES V 1 0 2016 CBC with City of Carlsbad Amendments CBC Standards ASCE 7-10 Minimum Design Loads for Buildings and Other Structures ACI 318-14 - Building Code Requirements for Structural Concrete ACI 530-14/ASCE 5-14/TMS 402-14 - Building Code Requirements for Masonry Structures AWS D1.1-10, 01.4-11, 01.8-09 -Structural Welding Code AISC ASD/LRFD - Fourteenth Edition (2011)1 AISC 360-10 AISC 341-10 - Seismic Requirements for Structural Steel Buildings AISC 358-10 - Prequalified Connections for SMF & IMF for Seismic Applications AISI S100-07 - North American Standard for Cold-formed Steel Framing Verco Steel Deck Catalog Steel Stud Manufacturer's Association Catalog - ICC No. 3064P COMPUTER PROGRAMS USED V• V ETABS SAFE RISA-30 AISI Win Enercalc MATERIALS SPECIFICATIONS AND STRENGTHS Concrete - (Normal Weight Unless Noted) Fill on Metal Decks f'c = 3000 psi (lightweight) Structural Slab on Grade f'c = 3000 psi Foundations f'c = 3000 psi Slabs and Stairs on Grade and other Non-structural concrete f'c = 3000 psi Reinforcing Steel Unless noted otherwise ASTM - A615, Grade 60 Welded Rebar, Threaded Rebar ASTM - A706, Grade 60 January, 2019 1-6 Design Criteria lonis Conference Center KPFF Project #1800111 S Smooth Welded Wire Fabric ASTM - A185 Deformed Welded Wire Fabric ASTM - A497 Deformed Bar Anchors ASTM - A496 Structural Steel - (Unless Noted Otherwise in Drawings) Wide Flange Beams ASTM - A992, Grade 50 Wide Flange Columns ASTM - A992, Grade 50 Pipe ASTM - A53 Type E or 5, Grade B Tubes ASTM - A500 - Grade B or ASTM - A1085 Angles and Channels ASTM - A36 Plates ASTM - A36, or ASTM - A572, Grade 50 Base Plates ASTM - A36 Connection Mat'l, Embedded Plates ASTM - A36 Bolts ASTM - A325, or ASTM - A490 Rods ASTM-A36 Anchor Bolts in Concrete or Masonry ASTM - F1554, Grade 36, 55, or 105 Welding Electrodes ASTM - E70xx (U.N.O.) Headed Shear Studs ASTM - A108 Masonry CMU ASTM - C-90, Grade N, Type I, Medium Weight Assembly strength f'm = 2000 psi to 2500 psi per plan Grout Mm. Compressive Strength = f'm + 500 psi Mortar Type S Metal Decking B, N, W2, W3 Deck (Painted) ASTM - A1008/A1039, fy = 38 ksi B, N, W2, W3 Deck (Galvanized) ASTM - A653/A1063, fy = 38 ksi January, 2019 1-7 Design Criteria lonis Conference Center KPFF Project #1800111 FOUNDATION AND SOILS Criteria as per Geotechnical Investigation Report by Geocon July 19, 2018 #06442-32-30. Allowable including Allowable Increase for Wind or Seismic SPREAD FOOTINGS Soil Bearing - Isolated Footings 2500 psf 2660 psf - Continuous Footings 2500 psf 2660 psf (2' wide x 2' deep mm.) These values may be increased by 300 lb/ft2 for every additional foot increase in depth and by 400 lb/ft2 for every additional foot increase in width of footing to a maximum value of 4,000 lb/ft2. S S January, 2019 1-8 Design Criteria lonis Conference Center -' OFF Project #1800111 'DEFLECTION AND CAMBER - Steel Beam Deflection Criteria Dead load (see camber restrictions below) L/360 Roof Live Load on beams supporting plaster ceilings L/240 Roof Live Load on beams not supporting plaster ceilings 1/180 Roof Live Load on beams not supporting ceilings 1/360 Live Load on floor beams - U.N.O. L/600 Total Load on beams supporting masonry or concrete 1/600 (1/2" max.) Live Load on beams supporting exterior cladding Camber Criteria Steel beams shall be cambered up at mid-span as follows: 85% of construction dead load deflection for beams framing into perimeter girders on one or both ends or interior girders with no beam opposite 85% of construction dead load deflection for beams framing into interior girders on both ends 60% of construction dead load deflection for beams framing into a column at either end Minimum camber shall be %" with X" increments. Maximum camber shall be 1/300. Concrete Deflection And Camber Long term deflection for uncracked CIP concrete = 6 x DL; Camber = 2 x DL Long term deflection for PIT concrete = 2 x (DL+PS); Camber = 0 Exterior Cladding* 1/360 Wind Load on walls supporting stucco or plaster finishes 1/240 Wind Load on walls supporting other brittle finishes 1/120 Wind Load on walls supporting flexible finishes 1/600 Wind Load on walls supporting masonry or brick veneer *Per CBC Table 1604.3, footnote f, use 0.42 x C&C Wind Pressures for deflection January, 2019 PLAN 2-1 131 Camino del Rio N. Ste 3 W80 ____ San Diego. CA 92108 IT ip,oJect I 1lonls Conference Center I I AP Sheet I I I I I Location I Carlsbad I i°°° I 1/19 9619.521.8500 1619.521.8591 i Job No. I 1800111.00 I Revised I .,,.., www.kpff.com I I BUILDING GEOMETRY Number of Stories: 2 (40 max) Story at Grade: BASE Floor to Floor Elevation Building Building Elevation Story Height, H from Width, I Depth, B Label (ft) Grade (ft) (ft) (ft) ROOF 3. 35 35 280. 234. 2 is. 20 20 280. 234. BASE 20. 0 0 280. 234. 'CRY AT iRAOE SE P:\118\1800111 lonis Conference Center\Eng\Loading Criteria_CBC 2016.xlsm 1/15/2019 S S 2.2 3131 Camino del Rio N. Ste 1080 Ponied I 11on15 Conference Center I I AP 1 Sheet I I I Carlsbad I Date I 1/19 San Diego, CA 92108 11j1f It 619.521.8500 r619.521.8591 I I Job No. I 11800111.00 I Revised I .- www.kpff.com I i BUILDING IRREGULARITIES Per ASCE 7-10, §12.3.2 ELEVATION Allowed Horizontal Structural Irregularities Occurs? Reason/Calc Page Reference Type 1A -Torsional Irregularity Yes Yes Type lB - Extreme Torsional Irregularity Yes Yes Type 2 - Reentrant Corner Irregularity Yes Yes Type 3-Diaphragm Discontinuity Irregularity No Type 4-Out-of-Plane Offset Irregularity No TypeS - Non-Parallel Systems Irregularity Yes Vertical Structural Irregularities Yes/No Type 1A - Soft Story Irregularity No Type lB - Extreme Soft Story Irregularity No Type 2- Weight (Mass) Irregularity Yes Type 3-Vertical Geometric Irregularity No Type 4- In-Plane Discontinuity Irregularity No Type SA - Weak Story Irregularity No Type SB - Extreme Weak Story Irregularity No Reason/Calc Page Reference Yes Yes Yes Yes Yes Yes Yes Yes Yes No Table 12.3.1 IlonroolnI Structural Irregularities Table 12.3.2 Ve,tical SlTucluntl lne5nlnrltieo Sertmw 1kuin Scums; I3ntan Type Deailpooe kcfcecnneSecoen Coo ltgthemion 1w Description Rekeencc&cleo Categary l Torsional IeenjydaeiIyr T incalAtogolanfty is disitnedwWait inbeto the lWA 12.8. and F Ia. SifftmWian Story Irregularity: 3illlncsoanll u.y, inoel.iLy in Table 12.6.1 Dli. and 1° teonjiman aletyddll. cnrçtaod initiation neddenlal nonion trtthA.= 1.0. 1W B. C. D. 8.andF defined ooa3nl when Once ioa.oi.y in whieh the lateral .11fftnoani. Ice. 21 ant nod cOde nbucuac. uameeane loan "6 to none than 1.2 times lie 12.11,11.3 C. 0.8. and F than 711.6 ordeal in Ihe ciney alien. no leon than 50Th o011e aooae 300r40 of lie lady .iella at the IOU male of lie .laanalwe. Totnbond 12.12.1 C. 0.8. and F giffoma order linoc .t.onc, abone, ineynlatily mq ileelenK in the etadncttee .cntionn apply only In .anlalutoo Table 12.6.1 0.8. and F lb. . . illll1nIleemti.dlhIoevinn1pdonlIy: Sbflioleettbrnte coil they 1233.1 Ean.IF iowliich [he dialnejiboon'nidnomernigid - Sedion 16.2.2 B. C. 0 8. and I' inegidaill; it defined cittltditto time ioa many mnolliebthelaical Table 12.6.1 0. 8. and F II, Iinln,m.'lbrqeeal Irtozuloollya Enonomenetitnal inn.la,iiy indelinod 1233.1 liand F sfiffabs.aen. than 60% elI IbM lade .loty atone on lenli than 7" elide menlo nIece the meninnam storydrift. emotional iocknlln&ancidomal 12.341 1) uvotaim Niliffnest ni the thrimmurics ebonm Innune with A. lAatnee end ofihe tomews, acannoerco to an axis it 12.73 B. C. amid 13 Z. - WolØmI Ihiatlal lIneni1at4Iy: lithipllllcuilol irregularity N delined tumillil TAble 12.6.1 D. IL and I' tone risen II uinmenmhe avera.o(On every thifln at the mnt ends of the sooner, Enmimne celoinoal jitetuinity reqaimenemen in On eethrenan 12.0,4,3 12.12.1 C and 13 C and D oboan the efteothn leant of any ..n anne than 150% of the elicoirte tenheon apply only In olomelmen in nbh the diqdiragmnmetigil.. Table 12.6.1 0 a enlcldlyAldoflbnl in lighter than the How below mired etemoi,d. Session, 16.21 II. c. and 13 I101 be wealdeacti. 2. Reentrant Canter InwlioblH)'t Renereml Cof1101 ilteØjlilly is defined In 123,3.4 0.8. and p .1. Veetlral teome0ide Irrogutadly: '.iaetwal geutiteote irmplariny N &'llecd Table 116-I 0.8. 2103 P 00111 tohom bothpin enjnre(On sentiment: bcyommdnrcoowaancomes Table 12.6.1 D,8.andF l exist where dekammzanialdiloenwanntthemnnn- eemaathap are gloater thin ISTh of the plan dissension 00Ihc%mxhbue in the ginen Il° in tiny Ce)' in lUw dun 130% of that loan adjaecm Cany. direri.00, 4. In-Plane flOnemolnolly In Vifileal f.aeeral F Reiludlmlg ftInlaat 12.3.3.3 0. C. Is. I. said P 3. Diaphragm Dbemnmilnnhy, IeneelanIly: Dlatlnnamdiernnlleaimy 12.3.34 0.8. meW Iiitolilal4lyi In-plane dlsomoieauy in o'eoical taletol roorecoloong 123.34 U. Ii. alld P ineopmdatiayinmlrtlmndioeil.inliomo them inadiapinom with -amtnlmnqil Table 12.6.1 0.8.andF CICole50 itlCglllanly indelimwmiinexist nnhcec them uao in.planc offset uO Table 124.1 D. I. and F lbalmmelnaalymii damiallen,n tlilfneto. iiehclioe one booing ac.mmma or open a vertical selsn.ie l'eencrcnisming nlemlmeni meWLilip in(vliowlnillg demands amos ginalon than 30Th nOde gnea cnelir.eiJ ileqduiagnl aroses. to aeliaeqe in mat a sappelning beam. celuem, mli, or dab. client...dmaçlnngimm .aillieao mat liteme than 3119 men one mdmny In the meaL 53. 11100en1h1111y, in Lateral Soonielh.-Wenk Story Irec5davIlyt 1233.1 C and F (Inl.of.Piane011not Ire.gtdanit3 flm.of.plano olf.oi inegaliooy'u 233.) B. C. fl 8. and F fllltnllllidmly in lateral snoegili-wcafa ably inegtmlutiiyria defimel Irienlal TAble 12.6.1 D. F. and F deilted manio onboec mtmere isa htnnnn'mmdmy, inn latotnl (nece4enivtanee 123.34 D. Land F dine die viony latcred ntrcntlb is lean dane 00% elI that in the meaty atone. mahanamnooi.af.lilane nlfiel of alkag no of On veinicalolonreota. 12.73 6. C. DL ad The arnt' latetul sumegih N the tortl lateral mereagthof all nelemle.eoriiong Table 12.6.1 D. F. amid F ekoneers sharing the story shear for she dhrnctia under consideration. Seenion 16.22 R. C. LB. and F Sb. Pliceollnully In Lateral SIn,eglb-Euhl'eme Weak Story IrToliolabIly: 123.3.1 D. Land F 5, Nonparallel Syilem lnieube4l,a Nonparallel nyavemiotngulamityio 1W C. 13.0. and P Dnceminitiiy in latetid srrcnoh-eoIeemn meal meaty inegttlani.y is defined 113.3.2 Ii andC mIC6IIeOI MCMII 'when vecical lateral finee.Ienitiiog olcoatiut we not 12.73 Id. C. I). 8. ueldF so cuts ubeco the imerytaeeirdirrngtb in less than birli, of that in the toocy TAble 124.1 D. Land P parallel lathe major omtbopnial airs o(thnnelonk (otno.eaiitio3nyllctn. flmtmle 1211.1 13.8. nod F ithave, The nmmynlrmitlb in the trial irtngili of all nciimieeeninliog Session 1622 B. C. 13.8. and F elonmeta shannit the ably sOnar for the direction node consideration. P:\118\1800111 lonis Conference Center\Eng\Loading Criteria_CBC 2016.xlsm 1/15/2019 2-2 1pff 3010win,deIRi N.Sw loss Wego. CA 92108 LomdonSm I* I Ilonis Conference Center I" lAP Is" I I I I I I jCarlsbad I I°" I 11h19 ( I 11800111.00 I I I ,.. p6l9.Ol,85OO l6l9.5l,859l I I I I LIVE LOADS I Load Label Occupancy or Use Comments Roof Loads Uniform Concentrated Typical roofs 20.0 psf 300.0 lbs Reducible Roof garden 100.0 psf - lbs Reducible Floor Loads H Hosotials Uniform Concentrated Corridors above first floor 80.0 psf 1000.0 lbs Reducible First floor corridors 100.0 psf - lbs Reducible Operating rooms, laboratories 80.0 psf 1000.0 lbs Reducible Patient rooms 40.0 psf 1000.0 lbs Reducible Ri Residential Construction - Hotel & Multi-Family Uniform Concentrated Private rooms and corridors serving them 40.0 psf - lbs Reducible Public rooms and corridors serving them 100.0 psf - lbs Reducible Balconies and decks (same as occupancy served) - psf - lbs 60 psf min recommended R2 Residential Construction - Single Family Uniform Concentrated All habitable spaces, U.N.O. 40.0 psf - lbs Reducible Stairs and exits 40.0 psf 300.0 lbs S Schools Uniform Concentrated Classrooms 40.0 psf 1000.0 lbs Reducible Corridors above first floor 80.0 psf 1000.0 lbs Reducible First floor corridors 100.0 psf 1000.0 lbs Reducible 0 Offices Uniform Concentrated Offices, including 15 psf partition load 65.0 psf 2000.0 lbs Reducible Corridors above first floor, including 15 psf partition load 80.0 psf 2000.0 lbs Reducible First floor corridors 100.0 psf 2000.0 lbs Reducible Lobbies 100.0 psf 2000.0 lbs 'Non-reducible P Parklne Garases Uniform Concentrated Parking 40.0 psf 3000.0 lbs 'Non-reducible RE figfl Uniform Concentrated Retail above first floor 75.0 psf 1000.0 lbs Reducible First floor retail 100.0 psf 1000.0 lbs Uniform Concentrated Assembly areas, lobbies, auditoriums, restaurants, etc 100.0 psf - lbs 'Non-reducible Exit corridors and stairways 100.0 psf 300.0 lbs Reducible Light storage 125.0 psf - lbs 'Non reducible (Include 25% in seismic mass) Heavy storage 250.0 psf - lbs 'Non-reducible (Include 25% in seismic mass) Mechanical rooms 150.0 psf - lbs 'Non-reducible Mechanical penthouse 175.0 psf - lbs 'Non-reducible Sidewalks and driveways 250.0 psf - lbs 'Non-reducible 'Members supporting 2 or more floors may use live load reduction up to 20% El P:\11818OO11i lonis Conference Center\Eng\Loading Cnterla_CBC 2016.xism 1/15/2019 2-4 ce Center AP ShM ee N. Ste :::::fe1 Date 1/19 ff egD. 2108 IobN .. ____ p 619.521.8500 1619.52i8591 DEAD LOADS Roof Loads Area Area Description Comments R2 Roof - 3.1/4' Lightweight Concrete on 3" deck Two Hour Superimposed Loads: Weight Roofing (Assumes cel crete for drianage) 25.0 psf 1/2" Lightweight Concrete for deck sag 5.0 psf 120 pcf Lights, ducts, & sprinklers 5.0 psf Ceiling and Fireproofing 3.0 psf Miscellaneous 5.0 psf Total Superimposed Dead Load - 43.0 psf Superimposed DLto Model Self-Weight of Horizontal Elements: 3-1/4' Lightweight Concrete on 3 deck 51.0 psf 120 pcf Steel Beams 3.0 psf Steel Girders & Miscellaneous Framing 4.0 psf Total Dead Load to Vertical Elements = 101.0 psf Actual self weight used in model Self-Weight of Vertical Elements: Steel Columns 3.0 psf Lateral Frames 5.0 psf Total Dead Load including Vertical Elements = 109.0 psf Actual self weight used in model Additonal Seismic Loads: Solar Panel Arrays 5.0 psf Interior Partitions 5.0 psf Total Seismic Mass = 119.0 psf Exterior Wall Calc Separate Floor Loads Area Area Description Comments Fl Exterior Walkway- 2-1/2" Lightweight Concrete on 2" deck One Hour Superimposed Loads: Weight Topping Slab 30.0 psf 1/2 Lightweight Concrete for deck sag 5.0 psf 120 pcf Lights, ducts, & sprinklers 2.0 psf Ceiling and Fireproofing 20.0 psf Miscellaneous 1.0 psf Total Superimposed Dead Load = 58.0 psf Self-Weight of Horizontal Elements: 2-1/2' Lightweight Concrete over 2' Metal Deck 41.0 psf Steel Beams 3.0 psf Steel Girders & Miscellaneous Framing 3.0 Total Dead Load to Vertical Elements = 105.0 psf Self-Weight of Vertical Elements: Steel Columns 2.0 psf Total Dead Load including Vertical Elements = 107.0 psf Actual self weight used in model Total Seismic Mass = 107.0 psf S P:\118\1800111 lonis Conference Center\Eng\Loading Criteria_CBC 2016.xlsm 1/15/2019 2-5 3131 Canino del Rio N. Ste L1 I BY 1lonis Conference Center i AP shm 1Locali, ICarlsbad re I 1/19 1030 1 Iff Son Diego. CA 92108 MR. 1°'"' - p619.SSl.8500 16;9521.a5gl F2 Typical Floor - 3-1/4" Lightweight Concrete on 3" deck Two Hour Superimposed Loads: Weight Flooring 3.0 psf Need to confirm no tile 1/2' Lightweight Concrete for deck sag 5.0 psf 120 pcf Lights, ducts, & sprinklers 5.0 psf Ceiling and Fireproofing 3.0 psf Miscellaneous 3.0 psf Total Superimposed Dead Load = 19.0 psf Self-Weight of Horizontal Elements: 3-1/4 Lightweight Concrete on 3' deck 51.0 psf 120 pcf Steel Beams 3.0 psf Steel Girders & Miscellaneous Framing 4.0 psf Total Dead Load to Vertical Elements = 77.0 psf Self-Weight of Vertical Elements: Steel Columns 3.0 psf Lateral Frames 5.0 psf Total Dead Load including Vertical Elements = 85.0 psf Actual self weight used in model Additonal Seismic Loads: Interior Partitions Wall Loads Miscellaneous Exterior Walls W7 Plaster on metal stud WB 10" Retaining walls 10.0 psf Total Seismic Mass = 95.0 psf 20.0 psf Devco 100.0 psf P:\118'.,1800111 lonis Conference Center\Eng\Loading Criteria_CBC 2016.xlsm 1/15/2019 E 91*1 -- 59rn91 onis Conference Center AP 'ff 3131 C8,,lno d& 9.8 N. Ste 1085 I telellee San DIego. CA 92108 Carlsbad 1/2019 p 619.5218550 I 619.521,8591 8bN NUM ReINed VERTICAL MASS DISTRIBUTION EPQE Floor Weights Wall Weights Tributary Height = 7.5 ft Area Seismic Seismic Seismic Seismic Label Description Area (ft) Mass Ipsfl Mass (k) Wall Label Description Linear Feet Mass (psf) Mass (k) Roof. 3-1/4 Lightweight Concrete on I - 3 deck 35000 119 4165 Wi Plaster on metal stud 1.100 20.0 165 Totals 35000 4165 Parapet Height = 3 ft 165 Z Floor Weights Wall Weigs Tributary Height = 17.5 ft Area Seismic Seismic Seismic Seismic Label Description Area (ft) Mass (psf) Mass (k) Wall Label Description Linear Feet Mass (psf) Mass (k) Typical Floor -3-1/4' Lightweight F2 Concrete on 3 deck 37000 95 3515 W8 10' Retaining walls 250 100.0 438 Fl Exterior Walkway- 2-1/2" Lightweight Co 2000 107 214 W7 Plaster on metal stud 850 20.0 298 totals 39000 3729 735 P:\118\1800111 lonis Conference Center\Eng\Loading Criteria_CSC 2016.xlsm 1/15/2019 IeI Shed lonls Conference Center I' I AP 3131 del CoN.StotOaO Carlsbad _____ Son fliegcA 92108 1 ff - p619.521.8500 1619521.8591 I I_I______I_I i 1800111.00 _1/2019 IR=wd i WWW.I5I1.CWfl 2-7 SEISMIC DESIGNLOADS: Per ASCE 7-10, Chapters 11 & 12 Site Spectrum: Input values below from map or CD: Spectral Response Acceleration, Short Period Spectral Response Acceleration, 1-Sec. Period Input value below from soils report: Site Class Value of Coefficients based on SPA periods: Site Coefficient for Short Period Site Coefficient for 1-Sec. Period Determine Maximum Considered Earthquake (MCE) parameters: MCE Spectral Response Acceleration, Short T MCE Spectral Response Acceleration, 1-Sec. T Determine Design Base Earthquake (DBE) parameters: DBE Spectral Response Acceleration, Short T OBE Spectral Response Acceleration, 1-Sec. T Building Response: Input Building properties: Structure Type Response Modification Factor System Overstrength Factor Deflection Amplification Factor Risk Category Period Parameters Period Parameters Analysis Calculated Fundamental Period Long Period Transistion Period Effective Height Redundancy Determine Period for Base Shear: Seismic Design Category Risk Importance Factor Coefficient for Upper Limit on Calculated Period Approximate Fundamental Period Design Fundamental Period Limit Period To Period T, Design Period (Force) Design Period (Drift) Coefficient for Distribution of Forces Zip Code Code Reference 51= 1035g § 11.4.1 S= 0.402g §11.4.1 Class = 0 § 20.1 & Table 20.3-1 F,= 1.09 Table 11.4-1 F,= 1.60 Table 11.4-2 S,,= 1.128 § 11.4.3 MI= 0.648 § 11.4.3 5,,= 0.749g § 11.4.4 S05 = 0.428g § 11.4.4 Cl - MF_Steel special moment frames Rz 8.0 Table 12.2-1 a0= 3.0 Table 12.2-1 Cd= 5.5 Table 12.2-1 Categ.= II Table 1.5-1 C'= 0.028 Table 12.8-2 X = 0.8 Table 12.8-2 rb= TL= 8.00 sec Figures 22-15 to 22-20 h ,, = 35.0 ft § 12.8.2.1 P = 1.3 § 12.3.4 Cat.= D § 11.6 & Tables 11.6-1 & 11.6-2 = 1.00 § 11.5.1 & Table 1.5-2 C 1.40 Table 12.8-1 T,= 0.481 sec § 12.8.2.1 TUM= 0.674 sec § 12.8.2 T0= 0.114 sec § 11.4.5 T,= 0.572 sec T= 0.481 sec § 12.8.2 T= 0.481 sec 8 12.8.6.2 k= 1.00 § 12.8.3 Determine Base Shear: Seismic Response Coefficient T0s;T<T5 C,= 0.094 Equation 12.8-2 Seismic Response Coefficient WTL C'= N/A Equation 12.8-3 Seismic Response Coefficient T>T1 C'= N/A Equation 12.8-4 Mm. Allowable Seismic Response Coefficient = 0.033 Equation 12.8-5 Mm. Allow. Seismic Response Coefficient (S1 >0.6) = N/A Equation 12.8-6 C,= 0.094 Governing Value SeismicBase Shear (Equiv. Lat. Force Proc.)V_0.094 *W I Equation 12.8-1 Seismic Base Shear Including r PV= 0.1222 • W P:\118\1800111 lonis Conference Center\Eng\Loading Criteria_CBC 2016.xlsm / Seismic Base Shear 1/15/2019 pyo Shoot 3131 Cyy,ino del RID N. 01080 1 lonis Conference Center L-0. AP Say Biog CA 92108 ff Sale I p 619528500 I 619.521.6591 Carlsbad 1/2019 2-8 S [1 Design Response Spectrum 0.8 Ta=0.4 To = 0.12 1 (drift)=0.5 sec Is = 0.58 0.7 ----Minimum Base Shear 13 0.6 - —Sa Ill C 0 4' 0.5 81 IA C 0 a.0.4 IA U U CL VS 0.3 0.2 0.1 0 0.0 1.0 2.0 T (force)=0.5 Period, T (sec) P:\1181800111 lonis Conference Center\Eng\Loading Criteria_CBC 2016.xlsm 1/15/2019 2-9 Iu*i 3lx dseN.stotoso1 1lonlsCoriferenceCenter I IAP I' i i S.D gxCuesO8 lcpff _ p6I93t85OO 16192515591 1Carlsbad 1 I1/2019 1800111.00 i SEISMIC FORCE DISTRIBUTION Per ASCE 7-10, Chapter 12 TOTAL 8794 kips 2012-IBC CODE-LEVEL BASE SHEAR, V • p = 0.122 • W = 1075 rips UNFACIORED BASE SHEAR, 0.7 V • p = 0.086 • W = 752 (Ipx 1.00 tI..4fr1 flI9ihn9l... Il urns DESIGN METHOD: I LRFD I Redundancy, p: 1.3 Shear increase due to ASCE 12.3.3.4? Yes (use for LRFD design) (use for ASD design) I n;...h• 5k.,. I.,.45 I S LEVEL Floor Area W1 3 W, (k)HI W1xHt6 V £ V Shear Minimum Maximum Actual Actual Diaphragm Diaphragm Mass (ft) (k) 1 (ft) (k-ft) (k) (k) (paf) (02-WI) (O.45.11 Eq. 15.10.1 Eq. 12.341 Design Connection Irregularity 91/9 Design Check ROOF 35.000 4.330 4330 35 151550 676 676 19.32 18.54 37.08 14.86 19.32 19.32 24.15 2 39.000 4.464 8794 20 89280 398 1075 1 10.21 1 17.15 1 34.31 1 10.76 1 10.21 1 17.15 21.44 Totals: 9794 240030 1075 29.54 I P:118\1800i11 Innis Conference Center\EngLoading CriteriaCBC 2016.x1sm 1/15/2019 26.9.4 rilding Profile: I! to Ridge Perp. to Ridge Gust Effect Factor Floor to Floor Height Elevation from Grade I B G (Rigid Bldg) Story (ft) (ft) (ft) (ft) Parallel Normal PARAPET 3 38 280 234 1.000 1.000 ROOF - 35 280 234 0.838 0.831 2 15 20 280 1 234 1 0.850 0.850 BASE 1 20 1 0 1 280 1 234 1 0.850 0.850 Bi 2.1 fl lonis Conference Center I By Sheet 3131 Camino del Rio N. Ste 1080 I Location Carlsbad Date 11ff Project San Diego. cA92iO8 I psla.521.asoo 1619.sa asgl 1/19 Job No. 11800111.00 Revised L .kptI.com Wind Loads: GENERAL REQUIREMENTS Per ASCE 7-10, Chapter 26 Input Values: Risk Category = II Importance Factor 1. = 1.00 Basic Wind Speed V= 110 mph Exposure Category C Topographic Effects, $26.8: Hill Shape None Building Location Height of Hill Half-Length of Hill Distance from Crest of Hill Topographic Factor at Mean Roof Height . 1.00 Gust Effects, $26.9: Lateral Force Resisting System Steel Moment Frames Mean Roof Height h or 35.0 ft Building Fundamental Period T= 0.774 sec Building Natural Frequency n j = 1.29 Hz Main Wind Force-Resisting System Classification Class = Rigid Bldg Damping Ratio, Percent Critical for Buildings = 1% Building Properties: Angle of Plane of Roof from Horizontal 9 = 0 deg Type of Roof Flat/Gable/Hip Roof Enclosure Classification • Enclosed Buildings Internal Pressure Coefficient (pos & neg) GC,,, = 0.18 Include Bottom Half of Bottom Story in MWFRS Analysis? Yes ASCE 7-10 Ref.: Table 1.5-2 Table 1.5-2 Figures 26S. 26.5-18 or 26.5-1C 26.7.3 Figure Z&i 26.8.2 26.9.3 26.9.3 26.9.3 26.2 26.9.5 26.11 Table 26.11-1 1l1cI-)nlo S V: 110 mph C K, a 0.850 K. = 1.01 CC,, = 0.18 q5 = 26.7psf U 9.5 , 900 None Downwind of Crest H: 0 L5 0 X= 0 K: 1.00 Steel Moment Frames ha 35 T 0.77 = 1.29 class: Rigid Bldg fi: 0.01 StE 7-in Ref.: Figures 26.5-1A, 26.5-1B or 26.5-1C 26.7.3 26.6 & Table 26.6-1 27.3.1 & Table27.3-1 Table 26.11-1 27.3.2 P Table 26.9-1 Table 26.9-1 Figure 26.8-1 -, 26.8.2 26.9.3 26.9.3 26.9.3 26.2 26.9.5 2-11 1 1ff sl3Icefod,Ip,s:rnao 5'Oa55Cu92Wa p615.52555es runrnssvr In.a I lo is Conference Center I,_ I I I ICarlsbad I 4all 11800111.00 Wind Loads: MAIN WIND FORCE RESISTING SYSTEMS - DIRECTIONAL PROCEDURE Per ASCE 7-10, Chapter 27, PART 1 - ENCLOSED. PARTIALLY ENCLOSED. AND OPEN BUILDINGS OF ALL HEIGHTS Analysis Variables: Basic Wind Speed Exposure Category Wind Directionality Factor Velocity Pressure Exposure Coefficient Internal Pressure Coefficient (pas & neg) Velocity Pressure Topographic Effects. $26.9; Hill Shape Building Location Height of Hill Half-Length of Hill Distance from Crest of Hill Topographic Factor at Mean Roof Height Gust Effects, $26.9: Lateral Force Resisting System Mean Roof Height Building Fundamental Period Building Natural Frequency Main Wind Force-Resisting System Classification Damping Ratio, Percent Critical for Buildings Main Wind Force Pressure Criteria - ASCE 7-10 Ref Story II to Ridge erp. to Ridge Gust Elevation L = By B = Ba 26.9.4 6.5.11.2 & Figure 6-6 K ' K Effect Factor g (External Pressure Coefficient) 0 (Rigid Bldg) Windward Leeward Side Floor Midatory, - Floor Midstory - _x Jj Jft) lft) Parallel Normal Parallel I Normal PARAPET 38 280 234 1.000 1.000 1.50 -1.00 -LOO -07 1.03 1.03 LOO 1.00 OOF 2 rASE 35 20 0 280 280 280 234 234 234 0.838 0.850 0.850 0.831 0.850 0.850 0.80 0.80 0.80 '0.46 -0.46 -0.46 -0.50 -050 -0.50 -0.7 -0.7 '0.7 1.01 0.90 1 0.85 1.01 0.90 0.85 1 1.00 1.00 1.00 1.00 1.00 1.00 Main Wind Force Resisting Svstem4 (When looking at tied SYSTEM - Thea, Walk. fl,ae heams Base ahess. et,. Think .,sd ,nnst aften. Internal P,e,,,enanreI _____________________ Wind Parallel to Ridge - Wind Normal to Ridge - - Windward Wall Leeward WW+LW Side Wall Windward Wall Leeward WW+LW Side Wall Story Floor Midstory Floor Midstory Floor Midstory Floor Midatory, Floor Midstory _._ 1psf) (nsf) (nsf) (psf) (psi) J!L .J!L .J!L .JL. J!L. .J!L JtL J!L. PARAPET 27.2 27.2 40.8 40.8 -26.7 67.5 67.5 -18.70 40.8 40.8 -26.7 67.5 67.5 -18.7 ROOF 26.7 26.7 17.9 17.9 .10.3 28.2 28.2 .20,40 17.8 17.8 -11.1 28.9 28.9 -20.3 2 23.7 23.7 16.1 16.1 -10.5 266 26.6 -20.70 16.1 16.1 -11.4 27.5 27.5 -20.7 BASE 22.4 22.4 15.2 15.2 -10.5 257 25.7 -20.70 15.2 15.2 -11.4 26.6 26.6 -20.7 Main Wind Force Resisting System-2 When looking at members affected only by ONE WALL. Exterior Beams. Exterior Collumns. ate. This is not romnanenta and ,IddinaI Wind Parallel to Ridge - - Wind Normal - to Ridge Windward Wall Leeward Max of IV'I. LW) I Side Wall Windward Wail Leeward Max of tWW. LW) Side Wall Sto Floor Midstory, Floor Midstory Floor Midstory Floor Midstory Floor Midstory - J!1_ ...th!L. (nsf) (nsf) L.!L (nsf) JL. .J!L. .J!L .J!1..... .JL .1!L (Psf) J!L PARAPET 27.2 27.2 40.8 40.8 -26.7 40.8 40.8 -18.70 40.8 40.8 -31.5 40.8 40.8 '18.7 ROOF 26.7 26.7 22.7 22.7 -15.1 22.7 22.7 -20.48 22.6 22.6 -15.9 22.6 22.6 -20.3 2 23.7 23.7 21.0 21.0 -15.3 21.0 21.0 -20.70 21.0 21.0 -16.2 21.0 21.0 -20.7 BASE 22.4 22.4 20.0 20.0 -1S.3 20.0 20.0 -20.70 20.0 20.0 -16.2 20.0 20.0 -20.7 Story Shears il'wa + PsfB5 Pn VX I Me (Pes + P0)85 Story Story Elevation Tributary Area Story Force (kips) Story Shear _JL Story Moment (kip-ft) Tributary Area Below 1!!L... Above (ft') Below .,,j! Abort .J!!I. ._. %RAPET 38 702 0 47 47 71 840 0 ROOF 2 BASE 35 20 0 1,755 2,340 0 0 1,755 2,340 50 109 60 97 206 266 1,525 5.642 5.642 2,100 2,800 0 0 2,100 2,800 Base Shear (fAD) Base Shear(LRFO)i 160 Base Shear (A! Base Shear(LRl 266 Py VV MY Story Story Shear Shear Moment -' ieL (kips) (kip-ft) L 57 57 85 61 117 1,845 CASE I CASE 3 135 252 6,886 I I 74 1 326 1 6.886 1 *5',. .:,, •5.*11$iiII ,;;= w,-un,p,,.P.,,s,,, .U5Jçf•*P,,,3 .v,-efPds,,,uw,,p,,',,.e ,,-tU3& r,-*olsft ,.tI5D, e,*a154 CASES CASE 2-12 lonis Conference Center Carlsbad E Sonog,cA9ZrOa 1 nslvS5li55O f6w52r.859 1800111.00 ea _.... Case 2 Case Case 4 0.75P0 0.7510, Mrs M1, 0.75P5 0.75P5 0.563°P0 0.S63-P, Mrs Msv M,, + E16 Story Story Elevation Shear JL Shear (kips) Torsion (k-fl) Torsion (k-ft) Shear (kips) Shear .J!!L Shear J!L Shear Torsion .J&!!1.... Torsion .J&!!L. Torsion &!L_ Ift) PARAPET 38 _______ ROOF 2 BASE 3S 20 0 37 82 45 45 101 56 1.304 2,868 1,581 - 1,909 4,245 2.342 37 82 1 45 45 101 1 56 28 61 1 34 34 76 42 978 2,151 1 1.185 1,432 3,184 1 1.756 2,410 5,33S 1 2,942 fl Story Shears ASCE 7-10 Ref.: Figures 26.5-1A, 26.5-18 or 26.5-1C 26.7.3 26.6 & Table 26.6-1 27.3.1 & Table27.3-1 26.11 Table 26.11-1 27.3.2 Table 26.9-1 Table 26.9-1 Figure 26.8-1 26.9.3 26.9.3 26.2 269.5 26.8.2 26.9.3 II 2-13 I" Iii' I ilonis Conference Center IS, I I ItIrnet 3131 CantleS del SIN N, Ste IONS I I IONIC I SanOiego,CA92108 1 1ff Carlsbad I 1/19 I I p619.5218500 161952L8591 lid.11e, I 1Rcdntd www.kpll.cam I 1180011100 I I I Wind Loads: COMPONENTS AND CLADDING (C&C) Per ASCE 7-10, Chapter 30 PART 1 - LOW-RISE BUILDINGS Analysis Variables: Basic Wind Speed V= 110 mph Exposure Category C Wind Directionality Factor K, = 0.850 Velocity Pressure Exposure Coefficient K,, = 1.01 Enclosure Classification Enclosed Buildings Internal Pressure Coefficient (pos & neg) GC,, = 0.18 Velocity Pressure q h = 26.7 psf ant 9.5 ;= 900 Topographic Effects, $26.8: Hill Shape None Building Location Downwind of Crest Height of Hill H= 0 Half-Length of Hill L,, = 0 Distance from Crest of Hill a = 0 Topographic Factor at Mean Roof Height K. = 1.00 Gust Effects, $26.9: Lateral Force Resisting System Steel Moment Frames Mean Roof Height h = 35 Building Fundamental Period Tnt 0.77 Building Natural Frequency 1112 = 1.29 Main Wind Force-Resisting System Classification Class = Rigid Bldg Damping Ratio, Percent Critical for Buildings fi = 0.01 Angle of Plane of Roof from Horizontal ' 6 = 0 deg Type of Roof Flat/Gable/Hip Roof Wall Components and Claddine Loads Zone Story II to Ridge Perp. to Ridg width K K, q, a Floor (psf) Elevation L= By 8= Bx Star,, (ft) (ft) (ft) (ft) PARAPET 38 280 234 14 1.00 1.01 26.7 ROOF 35 280 234 14 1.00 1.01 26.7 2 20 280 234 14 1.00 1 1.01 26.7 BASE 1 0 1 280 1 234 14 1.00 1 1.01 1 26.7 Components and cladding receives even loadina if H<=60 Elevation 3bove GradE Tributary Width Tributary Length Effective Area GC9 (External Pressure Coefficient) p. Design Wind Pressures (psfl Element Positive Negative Positive Negative Label (ft) (ft) (ft) (ft2) Zone 4&5 Zone Zone Zone 4&5 Zone Zone 1 2 3 40 33 40 2 1.33 1.33 18 15 15 108.0 75.0 75.0 0.736 0.761 0.761 -0.826 -0.851 -0.851 -0.932 -0.982 -0.982 24.5 25.1 25.1 -26.9 -27.5 -27.5 -29.7 -31.0 -31.0 91L PMIM lonis Conference Center BY sane 3131 Camino del R, N. 0501080 I l.5Ilon Solo I 3131 San Diego, CA 92108 Carlsbad 1/19 I p 619.521.8500 I 619521.8591 I aneo one.. wwkpllcom 1800111.00 I Tributary Width Tributary Length Effective Area GC9 (External Pressure Coefficient) p, Design Wind Pressures (psf) Element Positive Negative Positive Negative Label I (ft) (ft) (ft) Zone 1 Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 & 3 Zone 1 Zone 2 Zone 3 A B 10 10 2 2 33.3 20.0 0.248 0.270 0.817 0.852 -0.948 -0.970 -1.434 -1.589 -1.434 -1.589 16.0 16.0 26.6 27.5 -30.1 -30.7 -43.1 -47.3 -43.1 -47.3 2a qS 0 Roof Components and Cladding Loads ®HD 11 h<60,ic7deg Parapet Components and Cladding Loads c_ I I I I -- I I I I I I I I I I I I I I I I I I I I I I I I I I I —l_ i- h <60, > 7 deg _________ Tributary Width Tributary Length Effective Area Combined GC, (External Pressure Coefficient) p. Design Wind Pressures (psf) Element Case A Case B Case A Case B Label (ft) (ft) (f 2) Zone 4 Zone Zone 4 Zone Zone 4 Zone Zone 4 Zone 5 A 8 2 40 10 20 33.3 800.0 2.251 1.730 2.251 1.730 1.724 1.350 1.911 1.350 60.1 46.2 60.1 46.2 46.1 36.1 51.0 36.1 0 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com lonis Conference Center Gravity System 0 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com 1q)ff 0 lonis Conference Center C Beams Ri Al ETABS 17.0.1 1/17/2019 S 20190117.EDB 3-D View A2 ETABS 17.0.1 2/14/2019 C rected Beam Sizes 20190214 Plan Check ChanrEf1w - Level-2 - Z = 19.5 (ft) Section Properties S A3 ETABS 17.0. 2/14/2019 Corrected EEizes W24X84 W24X84 S 20190214 Plan Check ChanEw - ROOF - Z = 34.5 (ft) Section Properties 40P APPI ACH MEC UNIFORM LOAD SET DUE TO ETABS MODELING ISSUES. S A4 ETABS 17.0.1 1/16/2019 TABLE: Shell Unifoim Load Sets Load Set idaidiiaktem Load 1irt Roof 50140 43 Roof PARTMASS 5 Roof LIVEROOF 20 Level 2 SOEAD 19 Level2 LIVE 50 Level 2 PARTITION 15 Level 2 PARTMASS 10 Level 2 Walkway SOEAO 58 Level 2 Walkway LIVE 100 Level 2 Walkway PARTITION 15 Level 2 Walkway PARTMASS 10 Roof Medwnlcal SDEAD 83 Roof Medsanlcal PARTMASS 5 Roof MechanIcal UVEROOP 20 Level 2 Assembly SOEAD 19 Level 2 Assembly LIVE 100 Level2Assembly PARTITiON 15 Level 2 Assembly PARTMASS 10 C 20190116.EDB Plan View - ROOF - Z = 34.5 (ft) A5 ETABS 17.0.1 1/16/2019 TABLE: Shell Uniform Load Sets Load Set Load Pattern Load I lb/W Roof SDEAD - 43 Roof PARTMASS 5 Roof UVEROOF 20 Level 2 SOEAD 19 Level LIVE 50 Level 2 PARTITION 15 Level 2 PARTMASS 10 Level 2 Walkway SOEAD 58 Level 2 Walkway LIVE 100 Level 2 Walkway PARTITION 15 Level 2 Walkway PARTMASS 10 Roof Mechanical SDEAD 83 Roof Mechanical PARTMASS 5 Roof Mechanical UVEROOF - 20 Level 2 Assembly SDEAD 19 Level 2 Assembly LIVE 100 Level 2 Assembly PAR1ThON 15 Level 2 Assembly PARTMASS 10 20190116.EDB Plan View - Level —2 - Z 19.5 (ft) A6 ETABS 17.0.1 1/17/2019 TYPICAL NON-COMPOSITE CANTILEVER DESIGN TYPICAL LEVEL 2 COMPOSITE BEAM DESIGN 20190116.EDB Plan View - Level-2 - Z = 19.5 (ft) A7 ETABS 17.0.1 AISC 360-10 Composite Beam Details License #01 JSP52ZYPAV6ZCT fe Story: Level-2 Beam B928 Length: 45.7519 ft Trib. Area: 487.8 ft2 Location: X= -259.9797 ft Y -250.76 ft 350.6252 in 0 studs STEEL5O W24X55 I in Camber Composite Deck Properties Deck Cover (in) wc (pcf) fr (ksi) Ribs beff (in) Es(S) (ksi) E(D) (ksi) E(V) (ksi) Q(kip) 1/rib At Left 314OVER3DECK 3.2496 120 3 .L 63.9359 2230 2230 3010 12.6 At Right 314OVER3DECK 3.2496 120 3 1 63.9992 2230 2230 3010 12.6 Loading (LRFD2 combo) Constr. Dead SDL Live NR Live Red. LLRF Factored Line Load (kip/ft) 0 ft-1.9892 ft 0.000 0.586 0.203 0.160 0.389 173.02% 1.825 Line Load (kip/ft) 1.9892 ft-.45.7519 ft 0.000 0.586 0.203 0.160 0.389 173.02% 1.825 End Reactions Constr. Dead SDL Live NR Live Red. LLRF Combo Factored lend (kip) 0.000 13.406 4.634 3.659' 8.905 73.02% LRFD2 41.751 J end (kip) 0.000 13.406 4.634 3.658 8.905 73.02% LRFD2 41.749 Strength Checks Combo Factored Design Ratio Pass Shear at Ends (kip) LRFD2 41.749 234.843 0.178 / Construction Bending (kip-ft) PRECOMPI 214.6759 502.5000 0.427 / Partial Comp. Bending (kip-ft) LRFD2 477.5382 744.1537 0.642 / Constructability and Serviceability Checks Actual Allowable Ratio Pass Shear Studs Distribution 35 90 0.389 / Pre-composite Defi. (in) 1.4702 No Limit N/A N/A Post-composite Defi. (in) 1.1898 2.2876 0.520 / Live Load Defi. (in) 0.8692 1.5251 0.570 / Total Defi. - Camber (in) 1 1.66 1 2.2876 1 0.726 / Walking Acceleration aIg (13 = 0.025 P0 = 65) 10.004741 0.005 1 0.948 1 / Section Properties VI (in) Y2 (in) Area (in 2) S bot (in 3) I (in4) 4OMn (kip-ft) V or IQn (kip) Steel (Lb4.575E-05ftCb= 1) 11.8 N/A 16.2 1372.88 1350 502.5 810 Full composite (plastic) 0 5.0082 N/A N/A N/A 1021 .0958 810 Full composite (elastic) 0.8994 N/A 48.17 188.48 0.75 * 4278.59 N/A N/A Partial composite (26%) 6.3968 5.9225 N/A 152.43 0.75 * 2853.28 744.1537 17 * 12.6 = 213.4 Vibrations Check (E0=3010) 0.1419 N/A 59.36 N/A 1 4565.51 N/A N/A S 20190116.EDB Page 1 of 2 1/16/2019 A8 ETABS 17.0.1 AISC 360-10 Composite Beam Details License #*l JSP52ZYPAY6ZCT Vibration Frequency Values Element L (ft) b0 (ft) Loading leff (in 4) D (in4lft) B (ft) W (kip) A (in) fn (Hz) Slab 273.1235 10.6613 54.97+4+21b/ft2 186 186/10.6613 1483958.8729 Beam 45.7519 10.6613 0.65kip/ft 4565.51 4565.51/10.6613 2*20.5548 1*114.668 0.4822 1 5.093 Girder B922 31.9902 12.2626 214.869kip + 0.388k1p/ft 5234.22 5234.22/45.7519 1.8*44.4965 1*159.844 0.234—e0.1821 7.311 Panel 127.053 0.7162 4.179 20190116.EDB Page 2of2 1/16/2019 A9 ETABS 17.0.1 License #*1 JSP52ZYPAY6ZCT ETABS Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) Combo I Element Type I Section I Classification Level B907 254 256.0828 LRFD2 I Special Moment Frame I W24X681 Compact LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 384.0101 0.637 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis General 2nd Order I Tau-b Fixed Stiffness Reduction Factors aP!P aP!P0 Tb EA factor Elfactor -0.005 -0.001 1 0.8 1 0.8 Design Code Parameters Ob Oc 40 T 0 TF M .OV.RI 0 w . 0.9 1 0.9 0.9 0.75 0.9 1 1 Section Properties A (in') J (in4) 133 (in 4) 122 (in4) A03 (in') A2 (in') 20.1 1.87 1830 70.4 10.49 1 9.84 Design Properties S 33 (in') S 22 (in') Z (in') Z (in 3) r33(in) r22 (in) C (in0) 154.43 15.7 177 24.5 9.5417 1.8715 9399.61 Material Properties E(lblin') f(lbIin') Ry a 29000000 50000 1.1 NA Stress Check forces and Moments Location (in) P. (kip) M.33 (kip4t) M.22 (kip-ft) V02 (kip) V.3 (kip) T (kip-ft) 256.0828 4.627 502.0925 0.049 49.183 0.005 -0.0046 Axial Force & Biaxial Moment Design Factors (HI.2,HI-lb) LFactor K1 K2 B1 B2 Cm Major Bending 0.966 1 1 1 1 1 Minor Bending 0.333 1 1 1 1 1 20190116.EDB Page lof2 1/17/2019 A1O ETABS 17.0.1 License #*l JSP52ZYPAY6ZCT Parameters for Lateral Torsion Buckling Itb Itb b 0.333 1 1.12 Demand/Capacity (D!C) Ratio Eqn.(HI.2,HI-1 b) DIC Ratio = (Pr!2Pc)+ (M 3!M 3)+ (M2/Mn) 0.779 = 0.003 + 0.776 + 0.001 Axial Force and Capacities P Force (kip) $P nr Capacity (kip) $P nt Capacity (kip) 4.627 615.442 904.5 Moments and Capacities M Moment (kip-ft) $M n (kip-ft) $M , No LTB (kip-ft) $M , Cb1 (kip-ft) Major Bending 502.0925 647.3409 663.75 577.8483 Minor Bending 0.049 91.875 Shear Design V Force (kip) $V,,Capacity (kip) Stress Ratio Major Shear 49.183 295.065 0.167 Minor Shear 0.005 283.362 1.709E-05 End Reaction Major Shear Forces Left End Reaction (kip) Load Combo Right End Reaction (kip) Load Combo 72.256 LRFD7 50.014 LRFD7 20190116.EDB Page 20f2 1/17/2019 n DCR below 1.0 All ETABS 17.0.1 2/14/2019 I fl IGNORE ETABS STUD DISTRIBUTION MODELING ERROR S Oá24* Pt kLhfDaomposite Design - Design Data (Sections, Stud, Camber) (AISC 360-10) TYPICA COMPOSITE BEAM DESIGN C Al2 ETABS 17.0.1 1/16/2019 W24X84 W24X84 20190116.EDB Plan View - ROOF - Z = 34.5 (ft) A13 ETABS 17.0.1 AISC 360-10 Composite Beam Details License #*l JSP52ZYPAY6ZCT Story: ROOF Location: X= -272.2171 ft Y -233.2808 ft STEEL5O Beam B988 W24X55 Composite Deck Properties Length: 45.7519 ft Trib. Area: 366.21 ft2 15 0.6252 in 0 studs I in Camber Deck Cover (in) wc (pcf) rc (ksi) Ribs b80 (in) E(S) (ksi) E(D) (ksi) E(V) (ksi) At Left 314OVER3DECK 3.2496 120 3 II 63.9956 2230 2230 3010 At Right 314OVER3DECK 3.2496 120 3 1 64.075 2230 2230 3010 Loading (LRFDI combo) Constr. Dead SDL Live NR Factored Line Load (kip/ft) 0 ft-.22.876 ft 0.000 0.587-0.000 0.459-0.000 0.000 1.4640.000 Line Load (kip/ft) 22.876 ft-i45.7519 ft 0.000 0.055 0.000 0.000 0.077 Point Load (kip) © 22.876 ft 0.000 6.078 4.882 0.000 15.345 End Reactions Constr. Dead SDL Live NR Combo Factored I and (kip) 0.000 13.418 10.315 0.000 LRFDI 33.227 J end (kip) 0.000 7.340 5.066 0.000 LRFDI 17.368 Strength Checks Combo Factored Design Ratio Pass Shear at Ends (kip) LRFDI 33.227 235.270 0.141 / Construction Bending (kip-ft) PRECOMP1 214.8661 502.5000 0.428 / Positive Bending (kip-ft) LRFD1 377.1295 502.5000 0.751 / Constructability and Serviceability Checks Actual Allowable Ratio Pass Constr. Dead Defi. (in) 1.3421 No Limit N/A N/A Post-concrete Defi. (in) 1.2249 2.2876 0.535 if Live Load Dell. (in) 0.2176 1.5251 0.143 / Total Defi. - Camber (in) 1.5658 1 2.2876 1 0.684 1 / Section Properties PNA (in) Area (in2) S b1t (in 3) I (in4) øM (kip-ft) Steel (Lb4.575E-05ftCb 1) 11.8 16.2 1372.88 1350 502.5 Vibrations Check (E= 3010) 0.34 69.37 N/A 4589.6 N/A 20190116.EDB Page lofl 1/16/2019 S A14 ETABS 17.0.1 2/14/2019 Design - Design Data (Sections, Stud, Camber) (AISC 360-10) A15 Label Story Section Stud Layout Span Left Reaction Right Reaction Max -Moment Max +Moment PCC kip kip kip-ft kip-ft 8694 ROOF I I ft W16X31 20 37.25 29.309 29.309 0 272.9409 27.5 8695 ROOF W16X31 20 37.25 29.309 29.309 0 272.9421 27.5 B699 ROOF W24X55 13; 4; 17 33.9167 60.574 61.887 0 668.7938 26.35 8705 ROOF W24X55 17; 4; 13 35 63.823 62.455 0 712.6026 26.35 8706 ROOF W16X31 20 37.25 30.167 30.167 0 280.9312 27.5 B707 ROOF W16X31 20 37.25 30.167 30.167 0 280.9312 27.5 B713 ROOF W16X31 20 37.25 21.899 21.899 0 195.2885 27.5 8714 ROOF W16X31 20 37.25 28.97 28.97 0 262.8112 27.5 B715 ROOF W16X31 20 37.25 21.477 21.477 0 191.5271 27.5 B720 ROOF W16X31 21 32 34.404 34.404 0 271.6152 27.5 B725 ROOF W16X31 20 32 34.325 34.325 0 274.6019 27.5 B726 ROOF W16X31 25 32 35.4 35.4 0 283.1995 33 8727 ROOF W16X31 20 32 30.635 30.635 0 245.0814 27.5 B738 ROOF W16X31 20 32 34.324 34.324 0 274.5924 27.5 B739 ROOF W16X31 24 32 35.4 35.4 0 283.1994 33 B740 ROOF W16X31 20 32 30.635 30.635 0 245.0814 27.5 B750 ROOF W16X31 16 32 18.369 18.37 0 139.7026 25.25 B751 ROOF W16X31 16 32 18.762 18.762 0 142.6917 25.25 B758 ROOF W16X31 20 32 25.414 25.413 0 203.3099 27.5 B759 ROOF W16X31 20 32 25.414 25.414 0 203.3151 27.5 B760 ROOF W16X31 22 32 34.863 34.863 0 278.9027 30.25 8763 ROOF W16X31 11 32 25.348 25.348 0 199.3547 0 B770 ROOF W18X35 11 33.25 17.384 17.384 0 140.34 0 B775 ROOF W18X35 23 33.25 20.63 19.107 0 172.7306 26.82 8779 ROOF W24X55 35 38.4167 67.833 55.369 0 679.1044 26.35 I8782 B783 ROOF ROOF W24X62 W24X76 11 8 32.2206 22.8618 41.189 11.587 50.43 13.537 0 0 453.922 72.66 0 0 8789 ROOF W18X35 10 28.9055 19.53 19.306 0 144.3076 0 8790 ROOF W18X35 12 35.311 19.872 22.691 0 197.8247 0 B791 ROOF W18X35 17 30.5631 23.147 24.741 0 187.727 26.44 B792 ROOF W18X35 9 26.7125 20.465 21.756 0 151.4518 0 B793 ROOF W18X40 5 13.6341 3.189 3.189 0 10.1488 0 B795 ROOF W18X40 5 13.6342 3.416 3.416 0 11.6444 0 B797 ROOF W18X40 5 13.634 3.31 3.31 0 10.9314 0 B804 ROOF W24X68 14 41.7165 21.167 17.576 0 217.7014 0 8808 ROOF W21X44 6 18.186 3.916 3.931 0 28.8306 0 8810 ROOF W16X31 4 10.369 5.329 4.843 0 14.2636 0 8812 ROOF W16X31 9 27.6947 16.13 16.453 0 123.5673 0 B819 ROOF W24X84 11 33.0521 21.882 23.493 0 217.1818 0 B828 ROOF W21X50 6 18.5853 17.073 14.922 0 120.5936 0 B833 ROOF W24X76 11 32 33.48 34.392 0 319.6938 0 B835 ROOF W21X50 11 32.0008 23.882 23.899 0 226.4265 0 B847 ROOF W21X44 27 32.0008 35.722 35.75 0 360.0306 25.11 B848 ROOF W14X22 14 22.7058 17.402 17.403 0 98.7841 27.08 B849 ROOF W14X22 14 22.7058 17.389 17.389 0 98.7093 27.08 B853 ROOF W24X55 35 32.0001 47.03 46.775 0 446.0851 26.35 B854 ROOF W24X55 11 32 39.528 40.234 0 382.7303 0 8856 ROOF W18X35 12 36.1023 19.45 25.925 0 222.1914 0 B858 ROOF W24X62 11 32.0095 44.103 44.097 0 376.0625 0 B860 ROOF W18X35 12 36.1023 12.941 25.484 0 220.4765 0 B863 ROOF W18X35 12 36.1023 13.191 26.066 0 230.1275 0 8864 ROOF W18X35 12 36.1023 13.196 26.077 0 230.2261 0 IB868 ROOF W18X35 12 36.1023 13.189 26.063 0 230.094 0 B869 ROOF W18X35 12 36.1023 13.189 26.062 0 230.0942 0 8871 ROOF W18X35 12 36.1023 12.941 25.484 0 220.477 0 A16 8876 ROOF W18X35 12 36.1023 13.196 26.077 0 230.2286 0 8877 ROOF W18X35 12 36.1023 13.185 26.056 0 230.0292 0 B880 ROOF W24X55 16 45.7519 33.208 17.358 0 376.9154 0 B881 ROOF W24X55 16 45.752 33.21 17.359 0 376.9251 0 B883 ROOF W24X62 11 32.0001 41.625 40.262 0 389.2942 0 B893 ROOF W21X44 27 32.0008 40.134 41.512 0 390.2602 25.91 B895 ROOF W24X55 15 45.7519 26.35 26.353 0 291.6893 0 B904 ROOF W24X55 15 45.7519 33.19 33.187 0 366.4416 0 8905 ROOF W24X55 16 45.7519 34.383 34.38 0 393.2572 0 8906 ROOF W24X55 16 45.7519 34.39 34.393 0 393.3715 0 8907 ROOF W24X62 39 32.0008 52.763 52.798 0 531.8934 26.21 B911 ROOF W24X55 15 45.7519 33.129 25.006 0 365.5054 0 B912 ROOF W18X35 22 36.1023 27.071 27.071 0 244.329 26.82 B913 ROOF W24X55 16 45.752 34.386 34.386 0 393.3093 0 8914 ROOF W24X55 16 45.7519 34.386 34.386 0 393.3088 0 8918 ROOF W24X55 15 45.7519 32.655 17.097 0 364.3983 0 B921 ROOF W24X62 11 31.9903 44.076 44.076 0 375.5729 0 B922 ROOF W24X62 11 31.9902 52.969 52.957 0 455.0128 0 B924 ROOF W24X55 15 45.7519 32.653 17.097 0 364.4023 0 B927 ROOF W24X55 15 45.7518 33.207 17.358 0 376.9111 0 8928 ROOF W24X55 137 45.7519 33.195 17.351 0 376.7604 100 B930 ROOF W24X55 15 45.7519 33.223 25.094 0 367.4636 0 8931 ROOF W24X62 11 32 50.558 40.666 0 418.854 0 B932 ROOF W24X62 11 32 44.082 44.094 0 375.826 0 B934 ROOF W24X84 12 36.1023 34.063 34.982 0 361.3606 0 B938 ROOF W21XSO 6 18.5878 21.28 18.587 27.9975 123.4523 0 B941 ROOF W24X68 11 33.7312 51.82 45.447 0 536.1244 0 B942 ROOF W18X35 4 12.0472 4.653 5.729 0 22.5412 0 B946 B957 ROOF ROOF W24X62 W16X26 4 2 11.9017 4.7226 3.045 0.267 3.045 0.193 0 0 8.6506 0.2427 0 0 8960 ROOF W21X44 6 17.9363 7.83 11.558 0 74.7862 0 8962 ROOF W21X44 6 17.9475 10.117 10.416 0 83.467 0 B973 ROOF W24X62 11 32.0004 37.355 46.91 136.6415 357.5901 0 B980 ROOF W24X55 15 45.7485 34.385 34.389 0 393.3003 0 B981 ROOF W24X55 15 45.7451 35.837 37.867 0 422.6465 0 B982 ROOF W18X35 12 36.1023 23.89 23.889 0 215.6209 0 8983 ROOF W18X35 12 36.1023 17.362 23.875 0 204.0188 0 8984 ROOF W14X22 28 25.1256 19.111 19.112 0 120.0463 54.16 B985 ROOF W14X22 26 25.1256 19.1 19.099 0 119.9718 50.3 B986 ROOF W24X62 11 32.0095 53.001 52.983 0 455.5998 0 B987 ROOF W24X55 15 45.7519 33.204 17.356 0 376.856 0 B988 ROOF W24X55 15 45.7519 33.227 17.368 0 377.1295 0 8992 ROOF W18X35 11 33.25 22.253 22.253 0 184.9817 0 8993 ROOF W18X35 11 33.25 22.253 22.253 0 184.9816 0 B994 ROOF W18X35 22 33.25 19.656 19.656 0 163.3885 26.82 B998 ROOF W14X22 7 21.2293 14.274 14.512 0 77.0073 0 B999 ROOF W14X22 8 21.9587 14.75 14.989 0 82.2684 0 81000 ROOF W14X22 8 22.6881 13.305 14.933 0 80.7955 0 B1003 ROOF W21X44 7 20.5 10.646 10.646 0 52.0093 0 B1004 ROOF W24X55 13 37.7833 42.256 41.659 0 415.1938 0 B1006 ROOF W18X35 8 24.4359 10.259 8.93 0 58.355 0 81008 ROOF W16X31 20 32 26.155 26.155 0 209.2414 27.5 B1009 ROOF W16X31 20 32 26.155 26.155 0 209.2412 27.5 Bi ROOF W30X116 129 68.9167 127.719 126.685 145.9068 1976.2578 26.43 B2 ROOF W30X116 122 68.9167 120.628 119.596 112.5346 1876.6925 24.96 B3 ROOF W18X35 22 36.1023 27.071 27.071 0 244.329 26.82 84 ROOF W16X31 21 30.9696 15.612 17.778 0 139.5605 27.5 B8 ROOF W16X31 10 28.4625 15.264 14.861 0 112.1919 0 A17 819 ROOF W12X19 5 13.9807 5.31 4.895 0 18.1921 0 B34 ROOF W16X31 3 7.9197 1.116 1.12 0 2.2136 0 ROOF W16X31 2 5.7416 1.33 2.036 0 2.448 0 S B36 B37 ROOF W16X31 7 19.333 9.597 10.441 0 56.0489 0 855 ROOF W16X31 5 14.2863 11.969 4.238 0 23.7879 0 B56 ROOF W16X31 9 26.3206 14.465 16.503 0 109.804 0 865 ROOF W16X31 7 20.5181 9.968 12.776 0 70.4486 0 B26 ROOF W16X31 20 32 29.755 29.755 0 238.0422 27.5 B61 ROOF W16X31 20 32 29.756 29.756 0 238.0447 27.5 870 ROOF W21X44 2 4.8832 0.253 1.129 0 0.3509 0 B74 ROOF W16X31 3 7.5738 7.244 0.453 0 27.5536 0 875 ROOF W16X31 2 5.7501 0.556 4.319 0 27.5354 0 B76 ROOF W24X68 2 6.0291 21.383 -19.797 0 115.6619 0 B77 ROOF W24X68 2 5.5597 23.163 -20.504 0 236.6708 0 B78 ROOF W24X68 8 23.7806 6.207 26.497 0 273.7023 0 B84 ROOF W16X31 2 3.6237 1.587 -1.009 4.4755 0.0479 0 B694 Level-2 W21X44 13 37.25 36.343 36.343 0 338.4479 0 B695 Level-2 W21X44 27 37.25 42.802 42.802 0 398.5984 25.11 B699 Level-2 W24X76 70 33.9167 67.98 70.878 0 765.7787 25.78 B705 Level-2 W24X76 70 35 72.845 69.872 0 813.1206 25.78 B706 Level-2 W21X44 13 37.25 37.333 37.333 0 347.6602 0 B707 Level-2 W21X44 27 37.25 43.928 43.928 0 409.0777 25.11 B713 Level-2 W21X44 12 37.25 20.102 20.102 0 179.2678 0 B714 Level-2 W21X44 26 37.25 48.604 48.604 0 440.9259 25.11 BuS Level-2 W21X44 12 37.25 27.948 27.948 0 249.2358 0 8720 Level-2 W16X31 31 32 43.222 43.222 0 341.2275 41.25 8725 Level-2 W16X31 21 32 37.402 37.402 0 299.2158 27.5 B726 Level-2 W16X31 21 32 38.383 38.383 0 307.0651 27.5 • B727 B738 Level-2 Level-2 W16X31 W16X31 21 20 32 32 32.418 37.401 32.418 37.401 0 0 259.3417 299.2087 27.5 27.5 B739 Level-2 W16X31 20 32 38.383 38.383 0 307.065 27.5 B740 Level-2 W16X31 20 32 32.418 32.418 0 259.3417 27.5 B750 Level-2 W16X31 16 32 23.726 23.727 0 180.4461 25.25 B751 Level-2 W16X31 11 32 17.12 17.12 0 130.1984 0 B758 Level-2 W16X31 20 32 37.402 37.401 0 299.2131 27.5 8759 Level -2 W16X31 20 32 31.559 31.559 0 252.4688 27.5 8760 Level-2 W16X31 36 32 43.798 43.798 0 350.3827 49.5 B763 Level-2 W16X31 29 32 43.056 43.056 0 338.6212 38.5 8770 Level-2 W18X35 11 33.25 16.579 16.579 0 133.8429 0 8779 Level-2 W24X76 48 38.4167 70.804 74.62 0 908.0245 25.78 B783 Level-2 W27X84 8 22.8618 60.561 -8.057 631.7738 0 0 B833 Level-2 W24X55 11 32 45.554 46.838 0 438.0379 0 B835 Level-2 W21X44 11 32.0008 30.276 30.297 0 287.4639 0 B847 Level-2 W21X44 40 32.0008 41.268 42.363 0 426.056 25.11 B848 Level-2 W14X22 14 22.7058 22.236 22.237 0 126.2289 27.08 B849 Level-2 W14X22 14 22.7058 22.221 22.221 0 126.1405 27.08 B853 Level-2 W24X62 39 32.0001 60.947 60.644 0 569.7603 26.21 B854 Level-2 W24X55 37 32 57.269 58.244 0 549.7457 26.35 B856 Level-2 W18X35 22 36.1023 34.81 34.81 0 305.8 26.82 B858 Level-2 W21X44 26 32.0095 52.668 52.654 0 488.9075 25.11 B860 Level-2 W18X35 22 36.1023 32.561 32.561 0 286.0112 26.82 8863 Level-2 W18X35 23 36.1023 33.452 33.452 0 301.9268 26.82 B864 Level-2 W18X35 23 36.1023 33.465 33.465 0 302.0417 26.82 B868 Level-2 W18X35 23 36.1023 33.448 33.448 0 301.8877 26.82 B869 Level _2 W18X35 23 36.1023 33.448 33.448 0 301.8887 26.82 S B871 Level-2 W18X35 22 36.1023 32.561 32.561 0 286.0124 26.82 8876 Level-2 W18X35 23 36.1023 33.465 33.465 0 302.0438 26.82 8877 Level-2 W18X35 23 36.1023 33.44 33.44 0 301.8133 26.82 A18 8880 Level -2 W24X55 34 45.7519 56.018 56.02 0 640.7464 26.35 B881 Level -2 W24X55 34 45.752 56.021 56.018 0 640.7501 26.35 B883 Level -2 W24X62 57 32.0001 71.065 77.673 0 750.5301 26.21 B895 Level -2 W24X68 38 45.7519 43.192 44.68 0 532.0119 25.28 B904 Level -2 W24X55 15 45.7519 40.314 40.311 0 445.095 0 B905 Level -2 W24X55 16 45.7519 41.763 41.76 0 477.6662 0 B906 Level -2 W24X55 16 45.7519 42.037 42.074 0 482.2358 0 8911 Level -2 W24X55 15 45.7519 40.879 40.878 0 457.6899 0 8912 Level -2 W18X35 28 36.1023 38.074 38.074 0 343.6356 34.13 8913 Level -2 W24X55 15 45.752 41.766 41.767 0 477.7261 0 8914 Level -2 W24X55 15 45.7519 41.767 41.767 0 477.7254 0 B918 Level -2 W24X55 15 45.7519 40.89 40.89 0 457.8217 0 B921 Level -2 W21X44 26 31.9903 52.639 52.639 0 488.2605 25.11 B922 Level -2 W24X62 41 31.9902 60.871 60.845 0 572.927 27.59 B924 Level -2 W24X55 34 45.7519 47.865 47.864 0 535.9523 26.35 B927 Level -2 W24X55 15 45.7518 41.765 41.767 0 477.7201 0 B928 Level -2 W24X55 35 45.7519 41.751 41.749 0 477.5382 26.35 B930 Level -2 W24X55 34 45.7519 54.979 54.979 0 617.1627 26.35 B931 Level -2 W24X62 41 32 73.722 73.713 0 704.9109 27.59 B932 Level -2 W21X44 26 32 52.634 52.664 0 488.6016 25.11 B934 Level -2 W24X68 12 36.1023 32.163 40.356 0 364.0719 0 B938 Level -2 W18X35 6 18.5878 29.611 27.548 51.921 144.6859 0 8941 Level -2 W4X68 49 33.7312 87.584 0.178 0.0003 882.7727 25.54 8946 Level -2 W24X55 4 11.9017 0.716 0.716 0 2.0352 0 8973 Level -2 W24X62 40 32.0004 64.591 65.541 0 642.468 26.21 8980 Level -2 W24X55 34 45.7485 56.017 56.024 0 640.7337 26.35 8981 Level -2 W24X55 35 45.7451 57.179 58.525 0 662.9928 26.35 B982 Level -2 W18X35 22 36.1023 29.761 29.76 0 268.606 26.82 B983 B984 Level Level -2 W18X35 -2 W14X22 22 17 36.1023 25.1256 30.197 20.433 30.196 20.918 0 0 265.2721 112.8916 26.82 27.08 B985 Level -2 W14X22 14 25.1256 24.23 24.23 0 152.2035 27.08 B986 Level -2 W24X62 39 32.0095 60.905 60.864 0 573.6702 26.21 B987 Level -2 W24X55 35 45.7519 41.761 41.759 0 477.6471 26.35 B988 Level -2 W24X55 15 45.7519 41.787 41.789 0 477.9688 0 B992 Level -2 W18X35 23 33.25 31.595 31.595 0 262.632 26.82 B993 Level -2 W18X35 23 33.25 31.595 31.595 0 262.6318 26.82 B994 Level-2 W18X35 23 33.25 31.51 29.62 0 254.1367 26.82 B998 Level -2 W14X22 15 21.2293 20.833 21.183 0 112.4058 27.08 8999 Level-2 W14X22 15 21.9587 21.505 21.855 0 119.957 27.08 81000 Level-2 W14X22 15 22.6881 18.492 21.339 0 114.0452 27.08 81003 Level-2 W14X22 7 20.5 9.881 9.881 0 48.2733 0 81008 Level-2 W16X31 20 32 32.418 32.418 0 259.3417 27.5 B1009 Level-2 W16X31 20 32 38.383 38.383 0 307.065 27.5 81 Level-2 W27X235 179 68.9167 189.003 187.614 0 3099.5919 25.07 B2 Level-2 W27X235 179 68.9167 178.42 176.992 0 2897.3521 25.07 B3 Level-2 W18X35 28 36.1023 38.074 38.074 0 343.6356 34.13 B5 Level-2 W6X26 8 23.8615 15.237 12.882 0 80.5292 0 Bil Level-2 W18X35 23 33.25 34.7 36.949 0 297.8608 26.82 B12 Level-2 W18X35 23 33.25 32.354 33.584 0 274.6897 26.82 B13 Level -2 W18X40 25 33.4251 33.389 33.788 0 272.5481 25.53 814 Level-2 W27X84 4 10.3882 -60.485 73.305 673.4152 0 0 821 Level-2 W21X44 12 35.005 -24.248 39.181 109.7777 293.8216 0 823 Level-2 W16X31 14 30.5521 23.568 22.938 0.0318 194.6484 29.84 833 Level-2 W21X44 6 16.664 18.787 20.559 66.2432 85.6473 0 840 Level-2 W18X35 6 16.5152 21.407 12.61 0 126.0615 0 B41 Level _2 W16X31 16 31.0181 20.085 21.584 0 158.0479 26.05 B44 Level _2 W14X22 4 11.6137 3.362 3.362 0 9.7626 0 B45 Level-2 W16X31 9 27.0005 19.586 20.656 0 137.8592 0 A19 B46 Level-2 W16X31 4 12 34.421 48.811 0 123.0515 0 B47 Level-2 W16X31 11 32 0.678 0.678 0 5.2783 0 Level-2 W12X19 11 12 49.554 49.554 0 136.6852 22.54 S 848 B49 Level-2 W16X31 11 32.0095 0.678 0.678 0 5.2815 0 B50 Level-2 W12X19 11 12 49.547 49.547 0 136.6674 22.54 B51 Level-2 W16X31 11 31.9903 0.677 0.677 0 5.275 0 B52 Level-2 W12X19 11 12 42.537 42.537 0 117.3767 22.54 B53 Level-2 W16X36 55 32 15.723 52.828 67.0746 319.375 42.64 854 Level-2 W12X19 4 12 32.757 32.877 0 91.4785 0 B57 Level-2 W16X31 11 31.546 0.668 0.668 0 5.1251 0 B58 Level-2 W16X31 4 12.0188 26.362 26.472 0 69.6481 0 B28 Level-2 W16X31 9 26.4031 9.435 -2.362 31.898 55.8962 0 829 Level-2 W16X31 5 13.8008 4.431 4.431 0 15.2868 0 B32 Level-2 W16X31 2 5 11.26 11.26 0 14.0753 0 B35 Level-2 W16X31 2 5 12.43 12.43 0 15.5381 0 871 Level-2 W12X19 2 4 0.053 0.053 0 0.0531 0 826 Level-2 W16X31 20 32 31.559 31.559 0 252.4688 27.5 861 Level-2 W16X31 21 32 31.559 31.559 0 252.4688 27.5 B67 Level-2 W16X31 12 33.5633 16.446 15.15 0 143.3476 30 B73 Level-2 W16X31 5 13.8008 4.431 4.431 0 15.2867 0 B79 Level-2 W12X19 2 5.9242 3.767 3.772 0 5.6113 0 B81 Level-2 W12X19 2 5.9252 3.767 3.764 0 5.6079 0 B83 Level-2 W12X19 2 5.9252 3.353 3.662 0 5.2726 0 B59 Level-2 W12X19 2 4.2665 2.249 2.247 0 2.3978 0 816 Level-2 W12X19 2 4.219 2.193 2.192 0 2.3125 0 B62 Level-2 W12X19 2 4.243 2.255 2.253 0 2.3908 0 B898 BASE W18X35 0 25.1257 7.476 7.476 0 46.9582 0 0 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com ITff 0 lonis Conference Center Columns 0 S A20 ETABS 17.0.1 1/17/2019 TYPICAL GRAVITY COLUMN DESIGN '\4 0.00 050 0V0 0.90 1TOO 20190117.EDB 3-D View Steel Design Sections (AISC 360-10) S A21 ETABS 17.0.1 License #*1 JSP52ZYPAY6ZCT ETABS Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) Combo I Element Type I Section I Classification Leve12 C15 352 0 CIYX1 I Special Moment Frame IWIOX601 Seismic MD LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 234.0000 0.404 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis General 2nd Order Tau-b Fixed Stiffness Reduction Factors QPr IP y oP riP e Tb EA factor El factor 0.282 0.332 1 0.8 0.8 Seismic Parameters Ignore Seismic Code? Ignore Special EQ Load? I Plug Welded? I SDC I I Rho Sos I J R fl0 I I C No No Yes I D 1 1 1 1.3 1 0.749 1 8 1 3 1 .5.5 Design Code Parameters 40 b 0 (D IV 1 TF Iv (Dy-RI 0 VT 0.9 0.9 0.9 0.75 0.9 1 Section Properties A (in') J (in4) 133 (in 4) 122 (in 4) A3 (in') A2 (in') 17.7 2.48 341 116 13.74 4.28 Design Properties S33 (in 3) S 22 (in') Z33 (in') Z22 (in') r (in) r (in) C. (in) 66.86 22.97 74.6 35 4.3893 2.56 2645.67 Material Properties E (lbiin') f(Ibiin') Ry a 29000000 50000 1.1 1 NA Stress Check Message - Iir> 60, check bracing at beam-column connections (AISC SEISMIC 9.7b(2)). (ASCE 12.4.3.2(5): (1.2+0.2Sds)D + 1.0L + OmegaOQe) 20190117.EDB Page 1 of 2 1/17/2019 A22 ETABS 17.0.1 License #1 JSP52ZYPAY6ZCT Stress Check forces and Moments Location (in) P (kip) M.33 (kip-ft) M,,22 (kip-ft) V 2 (kip) V 3 (kip) T (kip-ft) 0 428.027 0 0 0 0 1 0 Axial Force & Biaxial Moment Design Factors (HI-la) LFactor K1 K2. B1 B2 Cm Major Bending 0.898 1 1 1 1 1 Minor Bending 0.898 1 1 1 1 1 Parameters for Lateral Torsion Buckling Lith Kith Cb 0.898 1 1.667 Demand/Capacity (DIC) Ratio Eqn.(HI-la) DIC Ratio = (Pr !Pc) + (8I9)(Mr33IM) + (819)(M r22 IM 2 ) 0.879 = 0.879+0+0 Axial Force and Capacities P Force (kip) OP .,Capacity (kip) $P , Capacity (kip) 428.027 486.749 796.5 Moments and Capacities M Moment (kip-ft) $M (kip-ft) 40M. No LTB (kip-ft) M , CbI (kip-ft) Major Bending 0 279.75 279.75 247.6814 Minor Bending 0 131.25 Shear Design V Force (kip) $V Capacity (kip) Stress Ratio Major Shear 0 128.52 0.002 Minor Shear 0 370.872 0.001 S 20190117.EDB Page 2 of 2 1/17/2019 A23 TABLE: Steel Column Envelope Label Story Section Moment Interaction Check PMM Combo V22 Ratio V33 Ratio C15 ROOF W10X60 0.371 = 0.371 +0+0 C1YX1 0.006 0.001 C19 ROOF W1OX60 0.19 = 0.072 + 0.089 + 0.03 C1XY2 0.025 0.001 C20 ROOF W1OX60 0.329 = 0.235 + 0.061 + 0.033 C1XY2 0.015 0.002 C21 ROOF W10X60 0.575 = 0.092 + 0.011 + 0.471 C1YX2 0.007 0.013 C39 ROOF W1OX60 0.286 = 0.213 + 0.057 + 0.016 C1XY2 0.015 0.001 C40 ROOF W1OX60 0.205 = 0.205+0+0 C2YX1 0.013 0.001 C41 ROOF W1OX60 0.285 = 0.211 + 0.061 + 0.012 C1XY2 0.014 0.000362 C42 ROOF W1OX60 0.202 = 0.202 +0+0 C1YX1 0.012 0.0003605 C43 ROOF W1OX60 0.292 = 0.207 + 0.064 + 0.021 C1XY2 0.014 0.001 C44 ROOF W1OX60 0.202 = 0.202 +0+ 0 C1YX2 0.012 0.0003669 C45 ROOF W1OX60 0.232 = 0.232 +0+0 C2YX1 0.016 0.002 C46 ROOF W1OX60 0.522 = 0.073 + 0.055 + 0.393 C1XY2 0.012 0.018 C47 ROOF W1OX60 0.585 = 0.053 + 0.105 + 0.426 C1XY2 0.028 0.02 C48 ROOF W1OX60 0.293 = 0.095 + 0.085 + 0.113 C1YX2 0.013 0.004 C49 ROOF W1OX60 0.231 = 0.231 +0+0 C2YX1 0.015 0.001 CSO ROOF W1OX60 0.49 = 0.057 + 0.066 + 0.367 C1XY2 0.004 0.012 C15 Level-2 W1OX60 0.879 = 0.879+0+0 C1YX1 0.004 0.001 C19 Level-2 W1OX60 0.42 = 0.42 +0+0 C1YX1 0.005 0.0003993 C20 Level-2 W1OX60 0.623 = 0.623 +0+0 C1YX1 0.005 0.0004693 C21 Level-2 W1OX60 0.768 = 0.508 + 0.019 + 0.241 C1YX2 0.003 0.006 C39 Level-2 W1OX60 0.621 = 0.621 +0+0 C1YX1 0.005 0.000346 C40 Level-2 W1OX60 0.538 = 0.538+0+0 C1YX1 0.004 0.0004768 C41 Level-2 W1OX60 0.619 = 0.619+0+ 0 C1YX1 0.006 0.000278 C42 Level-2 W1OX60 0.513 = 0.513 +0+ 0 C1YX1 0.005 0.0002754 C43 Level-2 W1OX60 0.629 = 0.629 + 0+0 C1YX1 0.006 0.0004577 C44 Level-2 W1OX60 0.512 = 0.512 +0+0 C1YX2 0.005 0.000283 C45 Level-2 W1OX60 0.645 = 0.645 +0+0 C1YX1 0.005 0.0003445 C46 Level-2 W1OX60 0.5 = 0.353 + 0.032 + 0.116 C1XY2 0.004 0.003 C47 Level-2 W1OX60 0.405 = 0.239 + 0.044 + 0.121 C1XY2 0.006 0.003 C48 Level-2 W1OX60 0.5 = 0.354 + 0.056 + 0.089 C1XY2 0.008 0.002 C49 Level-2 W1OX60 0.698 =0.698+0+0 C1YX1 0.004 0.001 C50 Level-2 W1OX60 0.684 = 0.448 + 0.055 + 0.181 C1XY2 0.008 0.004 C2 Level-2 W1OX60 0.056 = 0.019 + 0.019 + 0.019 C1XY2 0.002 0.0003583 C36 Level-2 W1OX60 0.08 = 0.04 + 0.03 + 0.01 C1YX2 0.004 0.0001843 C64 Level _2 W1OX60 0.071 = 0.03 + 0.038 + 0.002 C1XY2 0.005 0 C65 Level _2 W1OX60 0.097 = 0.042 + 0.055 +0 C1XY2 0.007 0 C66 Level-2 W1OX60 0.097 = 0.042 + 0.055 +0 C1XY2 0.007 0 C67 Level-2 W1OX60 0.123 = 0.046 + 0.046 + 0.031 C1XY2 0.005 0.001 C68 Level-2 W1OX60 0.591 = 0.061 + 0.033 + 0.497 C1XY2 0.004 0.01 C69 Level-2 W1OX60 0.076 = 0.022 + 0.022 + 0.033 C1YX2 0.003 0.001 1] 0 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com I Tff lonis Conference Center Column Base Plates 0 A24 ETABS 17.0.1 1/16/2019 LRFD ENVELOPE - COLUMN REACTIONS [KIPS] C MAX Wi 0X60 371 369 IFz 287.046 IFz 132.875 I 395 374 372 396 IFz89.516 IFz228.995 .. Fz :446.691IFz227.812 I jFzI70.272 I 397 400 IFz3l3.144 I IFz178.169 I 399 376 377 IFz 223.813 IFz = 493.137 IFz 455.805 I 424 398 403 IFz 257.619 IFz = 391.484 I IFZ = 230.152 412 375 373 410 1F,267.442 I 405 IFz453.001 I lFz446.402 I 9318.448 I IFz309.958 I IFz226495 I IFz40.472 I 414 407 I? 256.076 I 408 388 389 387 Is 341.908 I IFz 306.535 I IFz 226.883 IFz = 157.187 I I = 455.773 I IFz = 217.483 I IFz62.288 I 416 392 408 IF! 258.O38 I 404 IFz268.94 I Ii, 341.318 I IFz 333.68 I IFz = 169.403 391 390 IFz = 62.279 IAm IFz 296.467 I IFz 192.984 418 I•" ii 499 Ii4 206.696 I 394 393 Ii 353.139 I IFz 340479 I 423 305 ... E!_128.753 IFz 76.363 I 9.8 89.446 1 420 Macy IFz31.847 I MAX W8X35 MAX HSS 20190116.EDB Plan View - BASE - Z = 0 (ft) Restraint Reactions (LRFD Env) [kip, kip-ft] X If) 15 in Plain Base Plate Connection Base Plate Thickness : .75 in Base Plate Fy : 50. ksi Bearing Surface Fp : 4.42 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : F1554-36 Anchor Bolt Fu : 60. ksi Column Shape : HSS8x8x8 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-11 ISS Base Plate - Bearing Pressure Maximum Bearing .628 ksi Max/Allowable Ratio .142 LRFD Env (ABIF = 1.000) 628 M 10'. - Base Plate Stress Maximum Stress 1.107 ksi Max/Allowable Ratio .016 LRFD Env (ASlF = 1.000) 1.107 (ksi) .129 A25 fl Anchor Bolts Rolt X (in) 7 (in) Tans (k VY (k V7 (k'i Fnt (kcfl ft (kczil Fm, 1ki F., (ki) IJnih, (nmhinitinn 1 6. 6. .111 0. 0. 32.6 .141 17.4 N.A. .004 (T) LRFD Env (1) 2 -6. 6. .111 0. 0. 32.6 .141 17.4 N.A. .004 (T) LRFD Env (1) 3 6. -6. .111 0. 0. 32.6 .141 17.4 N.A. .004 (T) LRFD Env (1) 4 -6. 1 -6. .111 0. 0. 32.6 .141 17.4 N.A. .004 (T) I LRFD Env (1) Note: Fnt and Fnv shown above include phi factors. Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz DL OLI 1 38. *Note: Seismic Loads may have been amplified by overstrength factor 0 A26 Anchor Bolt Embed Caøacilv Results Note: All capacities shown include phi factors 10 Single Bolt Tension Envelope Results LC Bolt Tens.(k) Nsa(k) Ncb() Npn() Nsb(k) Unity Ductility Load(k) Steel() I I I 1 I .111 I 27.27 I 65.693 I 45.786 I 0. 1 .004 I N.A. I 0. I 0. Single Bolt Vx Envelope Results LC Bolt Vx (k) Vz (ç) Vsa() VcbXx(k) VcbXzN VcbZz(k) VcbZx(k) Vcp (ç) VxUnity VzUnity I 1 1 1 I 0. I 0. I 14.18 I 84.384 I 178.504 I 84.384 1 178.504 1 131.386 I 0. 1 0. Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx () Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2) 0. 0. I N.A. I 0. I 0. I N.A. I 0. I 0. Single Bolt Vz Envelope Results LC Bolt Vx (k) Vz () Vsa(k) VcbXx() VcbXz(k) VcbZz(k) VcbZx() Vcp (ç) VxUnity VzUnity I 1 I I I 0. 0. 1 14.18 I 84.384 I 178.504 I 84.384 I 178.504 I 131.386 I 0. I 0. Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx () Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St() Vz-Duct Vz-L(k) Vz-St() I 1 1 0. I 0. I 0. } 0. I N.A. I 0. I 0. I N.A. I 0. I 0. Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt Nn() Vnx(k) Vnz() SRSS Interaction 1 I 1 1 27.27 I 14.18 1 14.18 I .004 Group Bolt: Tension Capacity Envelope Results 0 LC Group Tens.(jk) Nsa.(k) Ncb.(k) Nsb.() Unity Ductility Load(k) Steel in"2 I 1 1 T-1 I .444 1 0. 1111.343 1 0. I .004 I N.A. 1 0. I 0. X S A27 W8x35 Base Plate Bearing Pressure Maximum Bearing 1.804 ksi Max/Allowable Ratio .612 LRFD Env (ABIF = 1.000) 1.804 0. 15 in Plain Base Plate Connection Base Plate Thickness : .75 in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.947 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : F1554-36 Anchor Bolt Fu : 60. ksi Column Shape : W8x35 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-11 - Anchor Bolts Bolt X (in) 7 (in) Tnsik Six (k \/7 (k) Fnt (ksi ft (ksi) Fm, fk-qil fv (kqi) IInih, Cnmhinitinn 1 6. 6. .24 0. 0. 20. .305 10. N.A. .015 (T) LRFD Env (1) 2 -6. 6. .24 0. 0. 20. .305 10. N.A. .015 (T) LRFD Env (1) 3 6. -6. .24 0. 0. 20. .305 10. N.A. .015 (T) LRFD Env (1) 4 -6. -6. .24 0. 0. 20. .305 10. N.A. .015 (T) I LRFD Env (1) Note: Fnt and Fnv shown above include phi factors. - Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz DL OLI 1 90. *Note: Seismic Loads may have been amplified by overstrength factor fl - Base Plate Stress Maximum Stress 3.01 ksi Max/Allowable Ratio .062 LRFD Env (ASlF = 1.000) 3.01 .251 A28 Anchor Bolt Embed Capacity Results Note: All capacities shown include phi factors Single Bolt Tension Envelope Results LC Bolt Tens.(k) Nsa(k) Ncb(k) Npn(ç) Nsb(ç) Unity Ductility Load(k) Steel(in) I I I I j .24 I 27.27 I 14.007 I 45.786 1 17.118 I .017 I N.A. I 0. I 0. Single Bolt Vx Envelope Results LC Bolt Vx Qj Vz (k) Vsa(k) VcbXx() VcbXz(ç) VcbZz(k) VcbZx(k) Vcp($) VxUnity VzUnity I I I I 0. j 0. I 14.18 I 10.32 j 7.438 I 10.32 I 7.438 I 28.015 I 0. I 0. Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx () Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(i) 11 I I I 0. I 0. I 0. I 0. I N.A. I 0. I 0. 1 N.A. I 0. I 0. Single Bolt Vz Envelope Results LC Bolt Vx (k) Vz (k) Vsa(k) VcbXx() VcbXzN VcbZzN VcbZx() Vcp (k) VxUnity VzUnity I I I I I 0. I 0. I 14.18 I 10.32 I 7.438 I 10.32 1 7.438 I 28.015 1 0. I 0. Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(ip2) I I I I F 0. 0. I 0. 1 0. I N.A. I 0. 1 0. I N.A. I 0. I 0. Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt Nn(k) Vnx(k) Vnz(k) SRSS Interaction I I I I I 14.007 1 7.438 1 7.438 I .017 I Group Bolt: Tension Capacity Envelope Results 40 LC Group Tens.() Nsa.() Ncb.(ç) Nsb.() Unity Ductility Load() Steel(in) I I I T-1 I .959 I 0. I 26.563 I 51.354 I .036 I N.A. I 0. I 0. 0 WI 0x60 Base Plate A29 18 in Plain Base Plate Connection Base Plate Thickness : 1. in Base Plate Fy : 50. ksi Bearing Surface Fp : 4.42 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : F1554-36 Anchor Bolt Fu : 60. ksi Column Shape : W1Ox60 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-11 r Bearing Pressure Maximum Bearing 6.016 ksi (ABIF = 1.000) 6.0'4 Max/Allowable Ratio 1.361 LRFD Env j(ksi)\ RlSA BASE NOT 0 ACCEPTABLE TO USE FOR BEARING DESIGN. SEE SUPPLEMENTARY BEARING CALCULATION. - Base Plate Stress Maximum Stress 8.246 ksi Max/Allowable Ratio .122 LRFD Env (ASIF = 1.000) 8.246 .772 - Anchor Bolts Rnit )( fin) 7 fin' Tn (ki Vv (k V7 (k Fnt (kfl ft 1kril Pnv (ki) fu 1ki\ I Inih, (nmhintinri 1 7.5 7.5 .973 0. 1 0. 1 20. - 1.239 1 10. 1 N.A. - .062 (T) I LRFD Env (1) 2 -7.5 7.5 .973 0. 0. 20. 1.239 10. N.A. .062 (T) LRFD Env (1 3 7.5 -7.5 .973 0. 0. 1 20. 1 1.239 1 10. 1 N.A. .062 (T) LRFD Env (1) 4 -7.5 -7.5 .973 0. 0. 20. 1.239 10. 1 N.A. .062 (T) LRFD Env (1) Note: Fnt and Fnv shown above include phi factors. - Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz DL OLI 1 455. *Note: Seismic Loads may have been amplified by overstrength factor 0 A30 Anchor Bolt Embed Capacity Results Note: All capacities shown include phi factors Single Bolt Tension Envelope Results LC Bolt Tens.(k) Nsa(k) Ncb(ç) Npn(ç) Nsb(k) Unity Ductility Load() Steel(in) I I I 1 1 .973 I 27.27 I 65.693 I 45.786 I 0. I .036 I N.A. I 0. 1 0. Single Bolt Vx Envelope Results LC Bolt Vx () Vz (J Vsa() VcbXx(k) VcbXz(k) VcbZz() VcbZx(k) Vcp Qç) VxUnity VzUnity F TT 1 I 0. 1 0. I 14.18 I 76.044 1 162.951 I 76.044 1 162.951 I 131.386 I 0. --F -O. 7 Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx () Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-StQ) I 1 I 1 I 0. 1 0. I 0. -F 0. 1 N.A. I 0. I 0. I N.A. 0. I 0. Single Bolt Vz Envelope Results LC Bolt Vx (ç) Vz (k) Vsa() VcbXx() VcbXz() VcbZz(k) VcbZx() Vcp () VxUnity VzUnity F 1 1 I 0. I 0. I 14.18 I 76.044 1162.951 I 76.044 1162.951 1131.386 I 0. I 0. 7 Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx ($) Vz ($) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2) F I I 1 I 0. I 0. 1 0. I 0. I N.A. I 0. I 0. I N.A. j 0. I 0. Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt Nn(k) Vnx(k) Vnz() SRSS Interaction I I I I I 27.27 I 14.18 I 14.18 I .036 I N.A. I Group Bolt: Tension Capacity Envelope Results 0 LC Group Tens.() Nsa.(k) Ncb.() Nsb.() Unity Ductility Load() Steel(in I 1 I T-I I 3.891 I 0. I 124.6271 0. I .031 I N.A. I 0. I 0. 40 ff . A31 sheet no. IqP oroject VV%.) by location date 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 client Job no. (619) 521-8500 Fax (619) 521-8591 W01WO xy _Q455k t1 . - .1I1ri;: (%,i • ,T xL - 2- '3 -- I I 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com ITff lonis Conference Center Lateral System 0 Bi ETABS 17.0.1 1/17/2019 20181107.EDB 3-D View S S S B2 ETABS 17.0.1 1/17/2019 S S 20190116.EDB 3-0 View Groups kplf i:: -W- Proines Unto Pharmaceutical I Van F lons 1/19 kb numb. 1=111 SEISMIC PARAMETERS Total Seismic Weight (V4 7,954 hips from EIABS Site class D S 1.035 S. 1.128 Occupancy Category ii 5, 0.402 5,,, 0.643 Sets Design Cat. 0 F. 1.09 S. 0.752 I, 1.00 F. 1.80 to, 0.429 T5 (sec) B EQUIVALENT LATERAL FORCE h, PROCEDURE 3S it (ELF) - Per I,SCE 7.10 6128 8.0 V0o 55,'l,'W/ (RTO) -111127W = Eq. 12.8-3 with Method A Period C5 5.5 V0,0 Ss,ir'W/(R'Tsa) 0.0805W = Eq. 12.8.3 with Cu • Method A Period C, 0.028 V 50,'l,'W/(S'T.) 0.0482 W Eq. 12.8-3 with Method B Period o 0.80 Vw,oS,'l,'W/R 0.0940W Eq. 12.R-2 Cu 1.40 V,,,=0.064'5,,,i,50.01 0.0331W Eq. 12.R-5 00 3 V,.,o0.5S,'l'W/R N/A = Eq. 12.8.6 minimum when S,s=0.6 Vw,=T5 5.l,W/(R0T,.'( N/A = Eq. 12.84 minimum when TaT5 T. 0.48 we a Use V 00.0940W 749 kips Most conservative design (Method A) C,,'TO 0.67 see -a UseV nO.0805W 641 kips Far force design lf Method ol.used T. 1.11 SK ----a UseV n0.0982W 394 kips Far drift design lf Method ol,used -- 5 1.08 lPer 12.8.6.1. Ea. 12.8-5 Doe, Not Apulvl 0.588 ReductIon ratio to edJustfordrlft design using calculated period without Cu .T, 8.0 V0 =S.l,'W/(S'T) 00.1327W Eq. 12.8-3 with Method A Period Ca 5.5 Vouo So,'h'W/(RTou) =0.0005W = Eq. 12.8-3 with Cu • Method A Period C, 0.028 V, S,,'I0 W/(RT,) =0.0409W = Eq. 122-3 with Method B Period 0 0.80 V,r,,0SosieW/R 00.0940W o Eq. 12.R-2 Cu 1.40 V,.,o0.044Sm9,00.01 00.0331W o Eq. 12.8-5 Cl, 3 Vo0.55,'l0 W/R N/A Eq. 12.B.6 minimum when 5,esO.6 Vra, T'S,,'IW/(RT,'( N/A Eq. 12.8-4 minimum when T aT5 T. OAR see S 110eV 00.0340W =74961p5 Mad coeservatlne design (MnthodA) C5'TO 0.67 we -a Use 00.0305W o6rilkips For tow de.lgn8 Method Blsused T. 1.31 we ---------.-, 110eV '0,0409W =32561p5 For drift design lf Method olsused 1.08 (Per 12.8.6.1. Eq. 32.8-5 Does Not Apply) 0.303 Redaction rotiotoodjusrfo,drlftdesign using calculated period without c5 T B3 3 V Rho,r 1 1.30 1 1.50 Torsional Irregularityl Type lb I Type Is Jim. Tars worksheet S 30s,, 85% Dynamic Base Shear Scaling Factor 4012.9.41 Spectrum 81 Code Dynamic Spectrum 82 Site Specific Dynamic Namber of Modes 8 am uyeamis 51le Passer unarm 0 500.55151 II. per Sn.r94veal tvens,um 02 Scaling Factor In OARS 101.055 101.051 Required Scaling Factor 101.055 101.055 Sealing Factor Ratio 1.000 1.000 Modal Mass Parlcipatlon 09.92% 090% per §12.9.1 500etrwm01 VI' .0.0327W 260 kips VoOrm'V =0.0684W VL.,w,,,0000 Vw, N/A 110eV 00.0584W 0545 hips UseV 00.0327W 10nnsnerm 02 0.0327W 0 Unsealed dynamic base shear = 260 hips 0.048W 'a0,,. • Controlling ELF force design N/A Ow,, • Eq. 52.8-6 (Per ASCE 7-10512.9.4.2) '0.0684 W Far force design (Mao 01511, VI,ou,) 545 Ups 0.0327W For drift design (Ma, atVVl,,.w,) 0260 bIas 0.478 0.228 Spectra redaction .0110 ro adjust Jetdrlft design wing snscaled base sheer am Dynamic Scale Factor 48.300 = 366.45(8/I), per 012.9.2 Scaling Factor In ETABS Senetreenji 4ao0,n.o, 05 91.946 91.946 Required Scaling Factor 91.966 91.946 Scaling Factor Ratio 1.000 1.000 Modal Mass Pa.Iclpstlon 99.91% 040% per §12.9.1 Sermon, as Vi' 00.0359W 5200mm 02 0.0359W 0 Unsealed dynamic base shear '256 kips '295 kips V,aveo' 0w, V =0.0684W '.0684W o0,, • Controlling ELF force design tilnmmrso Ow,, • V,., N/A N/A oO,, • Eq. 12.8-6 (Per ASCE 7-10512.9.4.2) Unit 0.8684w '0.0684 W For force design (Man of VI, V(ge ( 545 kips S45 kips UseV '0.0359W 00.0359W Far drift destgn (Maus o1VI,Vl,,,,,,,) '265kips 028651p5 0.525 0.276 Spectre reduction mtlo to adjust/or drift dad S 3/17/2019 B4 lqff E : 0 11tl [1 7 7 V V U V U V 0 V w U V 55 53 m0.,s.h.22 576 Off. 0525i EsilU 220 0276 'MOO 1 043 1 042 I _ I....', .— fl n n — - — - - - to— — — — — — - — — is - — - - - — — - - - - ni — --- — — — — --- — — — —39 — --- - - - —38 — --- — — — — — -- — — — — — -- — -- — --- — — — — — -- — -- — — — -- — — — — — -- -- -- — -- -- -- — -- -- -- — — — — — -- — — -- — -- — — -- — -- — — -- — — -- — -- — — --- -- — — -- — -- — — -- -- -- — --- — — — — — -- — — — — — — -- — — — — -- — -- — — -- — — — -- — -- -- -- — -- -- -- — -- -- -- — -- — — -- — -- — — -- — -- -- -- — -- -- -- — -- -- -- — -- -- -_-- — -- -- —— -- -- fl — -- ---- — Max Code Static Drifts using To 0 - (0 = 0.00% 0.50% 1.00% 1.50% 2.00% Maximum Story Drifts (based on Am) Spectrum #1 - Max Dynamic Drifts using TB 0.00% 0.50% 1.00% 1.50% 2.00% Maximum Story Drifts (based on Al.) L DRIFT BELOW 1.5% 76,1Iadbl4r.7Pr.flhtUUflhhlw,s0.&,re'MCntMJn4VMsl1wdlwyj0ISIRCj0IlIS_Z05UflI034,m V17l2019 B5 ETABS 17.0.1 1/17/2019 DCR NEAR 1.0 ACCEPTABLE. CONTROLLING COMBINATION IS GOVERNED BY AMBIGUOUS ROOF AHU WEIGHTS. 20190117.EDB 3-0 View Steel Design Sections (AISC 360-10) S TABLE: Steel Column Envelope. . Label Story Section Moment Interaction Check PMM Combo Cl ROOF W24X146 0.233 = 0.021 + 0.183 + 0.029 C1XY2 C3 ROOF W24X146 0.225 = 0.021 + 0.176 + 0.027 C1XY2 C4 ROOF W24X207 0.147 = 0.025 + 0.083 + 0.038 C1XY2 CS ROOF W24X162 0.281 = 0.036 + 0.175 + 0.07 C1YX2 C6 ROOF W24X162 0.386 = 0.049 + 0.15 + 0.187 C1YX2 C7 ROOF W24X162 0.259 = 0.034 + 0.157 + 0.068 C1YX2 C8 ROOF W24X162 0.383 = 0.049 + 0.146 + 0.188 C1YX2 C9 ROOF W24X176 0.45 = 0.044 + 0.219 + 0.186 C1YX2 C10 ROOF W24X176 0.477 = 0.044 + 0.248 + 0.185 C1YX2 C16 ROOF W24X146 0.294 = 0.032 + 0.258 + 0.004 C1XY2 C17 ROOF W24X146 0.284 = 0.029 + 0.197 + 0.058 C1XY2 C18 ROOF W24X207 0.175 = 0.036 + 0.135 + 0.004 C1XY2 C22 ROOF W24X176 0.305 = 0.016 + 0.19 + 0.099 C1XY2 C23 ROOF W24X176 0.335 = 0.026 + 0.203 + 0.106 C1XY2 C24 ROOF W24X176 0.151 = 0.015 + 0.111 + 0.025 C1XY2 C25 ROOF W24X176 0.222 = 0.019 + 0.155 + 0.048 C1XY2 C26 ROOF W24X176 0.471 = 0.03 + 0.081 + 0.36 C1XY2 C27 ROOF W24X176 0.202 = 0.048 + 0.144 + 0.009 C1XY2 C28 ROOF W24X176 0.293 = 0.026 + 0.216 + 0.051 C1XY2 C29 ROOF W24X176 0.152 = 0.024 + 0.116 + 0.011 C1XY2 C30 ROOF W24X176 0.235 = 0.03 + 0.157 + 0.049 C1YX2 C31 ROOF W24X176 0.242 = 0.024 + 0.168 + 0.049 C1XY2 C32 ROOF W24X207 0.256 = 0.023 + 0.181 + 0.053 C1XY2 C33 ROOF W24X207 0.257 = 0.023 + 0.181 + 0.054 C1XY2 C34 ROOF W24X207 0.256 = 0.028 + 0.199 + 0.029 C1XY2 C35 ROOF W24X207 0.264 = 0.028 + 0.2 + 0.037 C1XY2 C37 ROOF W24X176 0.262 = 0.035 + 0.188 + 0.039 C1XY2 C38 ROOF W24X176 0.262 = 0.035 + 0.19 + 0.037 C1XY2 C51 ROOF W24X176 0.59 = 0.021 + 0.141 + 0.428 C1XY2 C52 ROOF W24X176 0.278 = 0.02 + 0.192 + 0.066 C1XY2 C53 ROOF W24X176 0.327 = 0.025 + 0.175 + 0.126 C1YX2 Cl Level-2 W24X146 0.399 = 0.053 + 0.346 + 0 C1XY2 C3 Level-2 W24X146 0.401 = 0.056 + 0.346 + 0 C1XY2 C4 Level-2 W24X207 0.398 = 0.06 + 0.338+0 C1XY2 CS Level-2 W24X162 0.568 = 0.08 + 0.488 +0 C1YX2 C6 Level-2 W24X162 0.696 = 0.259 + 0.437 + 0 C1YX2 C7 Level-2 W24X162 0.514 = 0.083 + 0.431 + 0 C1YX2 C8 Level-2 W24X162 0.656 = 0.271 + 0.385 +0 C1YX2 C9 Level-2 W24X176 0.648 = 0.242 + 0.406 +0 C1YX2 C10 Level-2 W24X176 0.698 = 0.23 + 0.467 + 0 C1YX2 C16 Level -2 W24X146 0.534 = 0.077 + 0.457 + 0 C1XY2 C17 Level _2 W24X146 0.514 = 0.06 + 0.454+0 C1XY2 C18 Level _2 W24X207 0.532 = 0.086 + 0.446 +0 C1XY2 C22 Level-2 W24X176 0.463 = 0.04 + 0.423 +0 C1XY2 B6 B7 C23 Level -2 W24X176 0.485 = 0.055 + 0.43 + 0 C1XY2 C24 Level W24X176 -2 0.348 = 0.04 + 0.308 + 0 C1XY2 C25 Level -2 W24X176 0.385 = 0.047 + 0.338 + 0 C1XV2 C26 Level -2 W24X176 0.411 = 0.092 + 0.319 +0 C1XY2 C27 Level -2 W24X176 0.53 = 0.223 + 0.308 +0 C1XY2 C28 Level -2 W24X176 0.427 = 0.059 + 0.368 +0 C1XY2 C29 Level -2 W24X176 0.399 = 0.066 + 0.334 +0 C1XY2 C30 Level -2 W24X176 0.473 = 0.075 + 0.398 +0 C1YX2 C31 Level -2 W24X176 0.458 = 0.059 + 0.399 +0 C1YX2 C32 Level -2 W24X207 0.462 = 0.053 + 0.409 +0 C1YX2 C33 Level -2 W24X207 0.462 = 0.053 + 0.409 +0 C1YX2 C34 Level -2 W24X207 0.53 = 0.073 + 0.457 + 0 C1XY2 C35 Level -2 W24X207 0.53 = 0.073 + 0.457 + 0 C1XY2 C37 Level -2 W24X176 0.543 = 0.098 + 0.445 + 0 C1XY2 C38 Level -2 W24X176 0.542 = 0.095 + 0.447 + 0 C1XY2 C51 Level -2 W24X176 0.532 = 0.06 + 0.472 +0 C1YX2 C52 Level -2 W24X176 0.548 = 0.041 + 0.506 +0 C1YX2 C53 Level -2 W24X176 0.544 = 0.071 + 0.474+0 C1XY2 S S S TABLE Steel Beam Envelope. Label s. Story Section Moment Interaction Check PMM Combo B687 ROOF W24X84 0.666 = 0.029 + 0.622 + 0.015 C1XY2 B689 ROOF W24X84 0.779 = 0.028 + 0.737 + 0.014 C1XY2 B702 ROOF W24X84 0.652 = 0.023 + 0.617 + 0.012 C1YX2 6717 ROOF W24X84 0.713 = 0.015 + 0.687 + 0.011 C1YX2 B742 ROOF W24X84 0.708 = 0.037 + 0.661 + 0.011 C1YX2 B748 ROOF W24X84 0.642 = 0.039 + 0.592 + 0.011 C1YX2 6753 ROOF W24X84 0.857 = 0.023 + 0.826 + 0.008 C1XY2 6755 ROOF W24X84 1.082 = 0.034 + 1.045 + 0.004 C1XY2 B830 ROOF W24X84 0.834 = 0.075 + 0.735 + 0.024 C1XY2 B832 ROOF W24X84 0.782 = 0.079 + 0.682 + 0.02 C1YX2 6840 ROOF W24X84 0.302 = 0.011 + 0.275 + 0.016 C1XY2 B846 ROOF W24X84 0.342 = 0.013 + 0.328 + 0.001 C1XY2 B851 ROOF W24X84 0.498 = 0.026 + 0.468 + 0.005 C1XY2 B865 ROOF W24X84 0.748 = 0.067 + 0.66 + 0.021 C1XY2 B887 ROOF W24X84 0.949 = 0.065 + 0.867 + 0.017 C1XY2 B889 ROOF W24X84 0.855 = 0.053 + 0.782 + 0.02 C1XY2 B891 ROOF W24X84 0.881 = 0.065 + 0.794 + 0.022 C1XY2 B898 ROOF W24X84 0.336 = 0.03 + 0.296 + 0.011 C1XY2 B1005 ROOF W24X84 0.864 = 0.033 + 0.808 + 0.023 C1XY2 B6 ROOF W24X84 0.576 = 0.021 + 0.542 + 0.012 C1XY2 67 ROOF W24X84 0.489 = 0.031 + 0.437 + 0.021 C1XY2 6687 Level-2 W24X131 0.422 = 0.007 + 0.394 + 0.021 C1XY2 6689 Level-2 W24X131 0.428 = 0.007 + 0.4 + 0.02 C1XY2 6702 Level-2 W24X103 0.635 = 0.012 + 0.615 + 0.007 C1YX2 6717 Level-2 W24X103 0.662 = 0.011 + 0.645 + 0.006 C1YX2 B742 Level-2 W24X103 0.64 = 0.013 + 0.622 + 0.005 C1YX2 B748 Level-2 W24X103 0.613 = 0.013 + 0.593 + 0.007 C1YX2 B753 Level-2 W24X131 0.536 = 0.008 + 0.517 + 0.011 C1XY2 B755 Level-2 W24X131 0.571 = 0.01 + 0.559 + 0.003 C1XY2 6830 Level-2 W24X131 0.474 = 0.009 + 0.452 + 0.013 C1YX2 6832 Level-2 W24X131 0.488 = 0.013 + 0.46 + 0.014 C1YX2 6840 Level-2 W24X84 0.419 = 0.011 + 0.399 + 0.01 C1XY2 B846 Level-2 W24X103 0.404 = 0.006 + 0.397 + 0.001 C1XY2 8851 Level-2 W24X103 0.486 = 0.006 + 0.476 + 0.003 C1XY2 8865 Level-2 W24X131 0.459 = 0.011 + 0.435 + 0.013 C1YX2 B887 Level-2 W24X131 0.539 = 0.01 + 0.525 + 0.004 C1XY2 B889 Level-2 W24X131 0.512 = 0.009 + 0.499 + 0.004 C1XY2 B891 Level-2 W24X131 0.539 = 0.009 + 0.526 + 0.005 C1XY2 6898 Level-2 W24X84 0.541 = 0.008 + 0.522 + 0.01 C1XY2 B1005 Level-2 W24X131 0.511 = 0.007 + 0.485 + 0.02 C1XY2 B6 Level-2 W24X131 0.417 = 0.007 + 0.399 + 0.011 C1XY2 B7 Level-2 W24X84 0.671 = 0.008 + 0.614 + 0.049 C1XY2 B8 B9 ETABS 17.0.1 License #*1 JSP52ZYPAY6ZCT ETABS Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) Combo Element Type Section I Classification Level2 C4 332 0 C1)CY2 Special Moment Frame IW24X2071 Seismic HO LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 234.0000 0.456 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis I General 2nd Order Tau-b Fixed Stiffness Reduction Factors aP,/P , aP riP e Tb EA factor El factor 0.077 0.062 1 0.8 0.8 Seismic Parameters Ignore Seismic Code? Ignore Special EQ Load? I Plug Welded? I I SOC I I Rho I I SOS R I 00 I I Cd I No No Yes D I 1.3 0.749 8 3 I 5.5 Design Code Parameters 0 T øw øV V.RI 0 V 0.9 0.9 0.9 0.75 0.9 1 1 Section Properties A (in 2) J (ink) I (in 4) 122 (in 4) A 3 (in 2) A 2 (in 2) 60.7 38.3 6820 578 40.82 22.36 Design Properties S 33 (in 3) S22 (in3) Z33 (in 3) Z22 (in 3) r (in) r (in) C(in6) 530.74 88.92 606 137 10.5998 3.0858 83682.2 Material Properties E (lb/in2) f(lb/in3) I R a 290000001 50000 1 1.1 1 NA Stress Check Message - I/r> 60, check bracing at beam-column connections (AISC SEISMIC 9.7b(2)). Stress Check forces and Moments Location (in) P (kip) M u33 (kip-ft) M Un (kip-ft) V u2 (kip) V,13(kip) T (kip-ft) 0 -232.552 -767.8952 0 0 0 -0.117 20190117.EDB Page 1 of 2 1/17/2019 S S S B1O ETABS 17.0.1 License #*1 JSP52ZYPAY6ZCT Axial Force & Biaxial Moment Design Factors (HI-1b) LFactor K1 K2 131 B2 Cm Major Bending 0.895 1 1 1 1 1 Minor Bending 0.895 1 1 1 1 1 Parameters for Lateral Torsion Buckling L1, Kith Cb 0.895 1 2.157 Demand/Capacity (DIC) Ratio Eqn.(HI-lb) DIC Ratio = (PI2P)+ (M,33 lM 3 )+ (M,22IM 2 ) 0.398 = 0.06 + 0:338 + 0 Axial Force and Capacities P Force (kip) 40P,,, Capacity (kip) $P1t Capacity (kip) 232.552 1950.013 2731.5 Moments and Capacities• M Moment (kip-ft) $M (kip-ft) OM , No LTB (kip-ft) $M , Cb=1 (kip-ft) Major Bending 767.8952 2272.5 2272.5 2085.3545 Minor Bending 0 513.75 Shear Design V Force (kip) 4N,Capacity (kip) Stress Ratio Major Shear 0 670.77 0.095 Minor Shear 0 1102.14 0.001 20190117.EDB Page 2 of 2 1/17/2019 Bil ETABS 17.0.1 License #1 JSP52ZYPAY6ZCT ETABS Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Unique Name Location (in) Combo I Element Type I Section I Classification ROOF B832 5 371.2637 C1YX2 I Special Moment Frame IW24XB41 Seismic HO LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 384.1137 0.79 I Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis I General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr!Py dPrIP e Tb EA factor El factor 0.066 0.015 1 0.8 0.8 Seismic Parameters Ignore Seismic Code? Ignore Special EQ Load? Plug Welded? SOC I I I Rho I I sos R I 00 I I Cd I No No Yes D 1 1.3 0.749 8 3 5.5 Design Code Parameters 40 b øc ØTY OTF OV OV.RI 0 V 0.9 0.9 0.9 0.75 0.9 1 1 Section Properties A (in 2) 1 J (in4) 133 (in4) In (in4) A 3 (in2) A (in') 24.7 1 3.7 2370 94.4 13.89 11.33 Design Properties Sn(in3) S22 (in3) Zn (in 3) Z22 (in°) r33 (in) r22 (in) C(in') 196.68 20.93 224 32.6 9.7955 1.955 12815.29 Material Properties E(lblin2) f(Ib!in2) R a 29000000 50000 1.1 NA Stress Check forces and Moments Location (in) P (kip) M (kip-ft) M.22 (kip-ft) V 2 (kip) V 3 (kip) T (kip-ft) 371.2637 -81.043 -429.6693 -2.4548 50.99 0.533 -0.0074 20190117.EDB Page 1 of 2 1/17/2019 C B12 ETABS 17.0.1 License #*1 JSP52ZYPAY6ZCT Axial Force & Biaxial Moment Design Factors (HI-Ib) LFactor K1 K2 B1 B2 Cm Major Bending 0.934 1 1 I 1 1 Minor Bending 0 1 1 1 1 1 Parameters for Lateral Torsion Buckling Lie Klib C 1 1 2.413 Demand/Capacity (DIC) Ratio Eqn.(HI-1 b) DIC Ratio = (PrI2Pc )+ (Mr33 IM c33 )+ (M 122 IMn) 0.782 = 0.079 + 0.682 + 0.02 Axial Force and Capacities P Force (kip) $Pnr Capacity (kip) 40P ,,t Capacity (kip) 81.043 510.599 1111.5 Moments and Capacities M IMoment (kip-ft) $M n (kip-ft) $M n No LTB (kip-ft) $M , Cb1 (kip-ft) Major Bending 429.6693 629.6713 840 260.9646 Minor Bending 2.4548 122.25 Shear Design V Force (kip) v , Capacity (kip) Stress Ratio Major Shear 50.99 339.81 0.15 Minor Shear 0.533 375.052 0.001 End Reaction Major Shear Forces Left End Reaction (kip) Load Combo Right End Reaction (kip) Load Combo 108.078 C2VX2 111.501 C2YX2 fl 20190117.EDB Page 2 of 2 1/17/2019 S B13 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com lq)ff 40 lonis Conference Center S Frame Connections ®FRAME ELEVATION manna - FOUNDATION NOTES: I. ETW5.C5.CT5.TC OGA planning I architecture I intenc C. nnaen,mannwm E3- mel PAT'OUT SWTTw S *130W 51*03305 snlolcclllawzt*ps.Raeft, Illulma - ?4Vma.l4i0lL Silnime F &OOCWJTATI*TE AMBIVVEMEIVOIK 30011*1 / El El Twist. ----- —+ 51*515530 —1 ®fRAME ELEVATION I V3YRM Las- 00, elamelol 0 El El _--------- El_ - _ ©fRAME ELEVATION FRAME ELEVATION L821 0 - I I __ I I• - C I B393 11 JC87 - - - - - - - - - - - - - 5. C87 7 IT - a_________j ®FRAME ELEVATION 8207 I _______________________re,i_____Q iB457 — €1 €1 nn0TI0G0 ta 4IONIS [B457 l5 PHARMACEUTICALS -I __4 ---- ---me5---. 0301 5301*51 maMHW30nW AWRESS L55 10 CT HO iCes sleW. MOMENTFRAME -_-1 I— ELEVATIONS I - - -- - Ne - II i] I'€ B421 Ii H Aj- ,., H H H L39 L145 1292 IL2!2 -------------- ---I--- fEELEVATION FRAMEELEYAION QE&MFLEVATION - - - - 83 RIMA B5 - ': 'I .ME ®ELEYi!PN a, a iciss -------- ------ _=_j ------- •L____ ____!____ = ______________________ ______________________ _____________________ • Icsg ----i -------------------- --___----------------, ------------------1 io____•_I____j —•— -__•_ _4. _________ oEmwm S h1111111 DGA panning I arMeture I inteiic MW PASCO LHflT RWTTR I ASSoaA asmsll. .MWnSLMm!Ws MCMW 115111MW VPFF cIuHthISEIISlnu. 1191111111 SIP misc- fltflIn IIHRN5 SYSTEMS HISOCIATESHI uitil&4lII 111MM 51151115 511, 11511511111 5 11IP514w 11,21.11 011111MW ACCRM ION IS PHARMACEUTICALS ItOH InSIST 5151117511 1517 ASSOUT MW MOMENT FRAME ELEVATIONS Project: EDS MEMO I I job lonis Conference Roof I By SheeBi 6 Elevation A Date 1/19 I San Diego, California : 1800111 I I Consulting Engineers WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam- B393 Column = C133 Level = Roof Span. L - 32.1 ft # of Beams at Joint - 1 (max 2) Floor Hr (above) - .0 ft # of columns at Joint - I (max 2) Floor Hr (below) - 14.0 ft 1 PDL (col) - 56.9320 2 PLL (col) - 0.0290 3 'EQ (col) - 14.6k p = 1.3 Redundancy Factor I V0 (bm) - 217k 4) Flexure = 0.9 2 ViE (bm) .0k 4) Auckling 0.85 3 VEQ (bm) - 14.6k 4) Shear 0.9 1 MDL (bm) - 101 k-ft 4) d 1 2 MIL (bm) - 2k-fr E, Factor 0.150 3 MEQ - 219k-ft Cpr 1.40 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + E) * 05LL + p * PFQ - P c 95.9 k Beam Shear: (1.2 + Ev) * VDI + 0.5VLL + p * V - VUb = 49.7 Ic Beam Moment: (1.2 + Ev) * MDL + 0.5M11 + p * MEQ = Mb - 422.1 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 Fb 50 ksi Fy. 50 ksi Fub = 65 ksi Ry,. 1.1 Rib 1.1 (min expected yield ratio) k. - 51.7 in Ab 24.7 in d = 25.2 in db = 24.1 in bfc 12.9 in bib 9.02 in t = 1.34 in rib = 0.77 in <1.00 O.K. t = 0.75 in tub - 0.47 in S, - 450 in3 Sal, 196 in Z 511 in' Zb 224 in Ice - 2.25 in ryb - 1.95 in k1 - 1.1875 in 0 DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - hit,. Check Span/Depth: (L - d) Id1, - Check Column: b1 /2t1 - Wt, = 5.86 (7.22 = 0.3 * sqrt(Es/Fy) O.K. 45.90 <59 O.K. C, - 0.00 A, - 59.00 14.93 7.0 O.K. 4.81 <7.22=0.3* sqrt(Es/Fy) O.K. 28.70 56.74 O.K. C. = 0.04 A, = 56.74 AISC Seismic 5D1 lb (p. 12) AISC Spec 358 65.3.1 (p. 9.2-12) AISC Seismic D1.1 (p. 13) Project: I lonis Conference Roof By EDS I5 B17 Elevation A Date 1/19 I Consulting Engineers San Diego, California job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic Dl.2b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/F b) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t,, if t3/4' Weld access radius Weld access hole length ) 15 * Emected moment at face of column Mpr = Cpr Z. Ryfyb Vh (+) L2VDL+05VLL+2MPIJL Vh (-) = 1.2 VDL+O.S V1 1+2Mg JL 4*Zb* f MfMpr 0.75 in 05 in - 15 in 1,437 k-ft 116.8 k 0.0 k 840 k-ft > Mub 422.0696 k-ft DIC - 50% 1,437 k-ft MIN Expected shear at face of column vs. beam shear canacitv V - 2M / L + 117 k $.V= AISC Specs G2.1 - 306 k V/(i.V) - 0.38 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h - d1, - 2(t1+ weld access hole depth -.5") - 22.06 in t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld h*t*(.6*R*F) (Column Face) 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EMb b * [Me, + My] - 1,560 k-ft = Oft hb - 7 f - E. * [Z(F - PjA)(h/h-di.,/2))] - 2,394 k-ft 1M* PC/ Mb = 153 >1.0 O.K. Not required for too story MAX 0 Project: I By I 1/19 I Jo: loais Conference Roof I EDS IsB18 Elevation A Date I Revised I Consulting Engineers b# San Diego, California 1800111 I COLUMN PANEL ZONE SHEAR CHECK PC PrFYA 2585 k Pr (= 0.75Pc Rn 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 654 k Vp (# of beams) * M1 [1/ (db - tf) - 1/( Ht below /2 + 1-It above/ 2)] 534 k 654k ) V.'Pz 534k ) OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, FIdauble, 50 ksi tut: 0.75 ksi treq 0.59 in db-2*tfb 2256 in w = d-2tk 2252 in tdoublerpl,rcq (strength) (treq - tw) * F / Fyd0ubIer = Not Req'd tdouberpI.req (to avoid plug welds) = [(d)+ (w)] / 90 0.50 in USC tdoub!erpl Not Reqd 654 Ic) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdbII Not Req'd in Use Her weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength 70 ksi Weld strength @ plate = 0.6*t 1*F 1 . V = Not Req'd Weld size required, tld = Vu / ((b*0.6*Frx*0.707*2) tId Not Req'd Min weld size 1/4 in Not Req'd 0 Project: Elevation A I D Lb lonis Conference Roof I By Consulting Engineers San Diego, California job Re WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 32.1 ft II of Beams at Joint 1 Floor Ht (above) .0 ft i11 of Columns at Joint - 1 Floor Ht (below) - 14.0 ft 1 P01 (cot) - 28.6k 2 PLLcol) - .0k 3 P Q (col) - 14.6k p - 13 1 VDL (bm) 22.7k 4) Flexure = 0.9 2 V (bm) - .0k 4) Ruikhng 0.85 3 VEQ 14.6k Shear 0.9 I ME, (bm) - 101k-ft 4) d 2 MLL (bm) - 2k-ft E Factor = 0.150 3 MEQ - 219k-ft C 1.40 Panel Zone Deformation - Yes considered in frame stability? EDS Sheet Bi 9 1119 Beam B393 Column - C87 Level = Roof (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + ,) * DL + 0.51P11 + p * 12EQ = P = 57.6 k Beam Shear: (1.2 • Ev) * VOL + 05V + p * VEQ - Vb = 49.7 k Beam Moment: (1.2 + Ev) * MDL • 65M,.. + p * MEQ - Mb - 422.1 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 Fyb 50 ksi F 50 ksi Fub 65 ksi Ry,. 1.1 Ryb - U (min expected yield ratio) k. - 51.7 in2 Ab 24.7 in d 25.2 in db = 24.1 in b1 - 12.9 in b,b - 9.02 in t1 - 1.34 in tp,, 0.77 in 1.00 O.K. t 0.75 in t, - 0.47 in S. 450 in SA 196 in Z 511 in3 Zb = 224 in ke 2.25 in - 1.95 j 4 k1 - 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2t1 = 5.86 <7.22= 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SD1.1b (p.12) = 45.90 (59 O.K. C. - 0.00 59.00 Check Span/Depth: (L-dj/d,, = 14.93 ) 7.0 O.K. AISC Spec 358 553.1 (p. 9.2-12) Check Column: b1 /2t1 - 4.81 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p. 13) = 28.70 (57.65 O.K. C. - 0.02 2,,, 57.65 I jProject: lom By s Conference Roof I EDS ISheet B20 1,11=0 Elevation A Date 1/19 I Consulting Engineers I I Job #: Revised San Diego, California 1 1800111 I BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 *r. *(E/ FYb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or ;if t,,)3/4* Weld access radius Weld access hole length ) 1.5 * r. Exnected moment at face of column Mpr' Cpr Z. RYFb Vh (+) - 1.2VDL+0.5VLL+2MPF/L '1h () 1.2V01+0.5Vij+2Mpr/L M= *Zb* F Mr"Mpr 0.75 in = 05 in 1.5 in MIN 1,437 k-ft 116.8 k 0.0 k 840 k-ft ' Mub - 422.0696 k-ft D/C - 50% 1,437 k-ft Exiected shear at face of column vs. beam shear canacity 2*Mpr / L + '1gravity 117 k - AISC Specs G2.1 - 306 k V/(4.V) - 0.38 < 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi db - 2(t1 + weld access hole depth -.5') - 22.06 in t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, - l/16 (AISC Seismic Provision 8.6.3) 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M,,1 1,560 k-ft - Oft hb - 7 f - E. * [Z(F . - 1 ud&)*(hh/(1.tIb/2))] 2,430 k-ft !M / EM pb = 156 '1.0 O.K. Not required for top story 0 MAX Project: lonis Conference Roof By EDS Sheet B21 Elevation A Date 1/19 Consulting Engineers San Diego, California Job ii: 1800111 Revised COLUMN PANEL ZONE SHEAR CHECK PPy=FA 2585 k Pr ( 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcf2) / (db * dc * tw)) = 654 k Vp (# of beams) * M1*[1/ (db - tf) -1/( Ht below! 2 + Ht above! 2)] 534 k kR.= 654 Ic > Vpz = 534k = OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F,JOUbICr = 50 ksi 0.75 ksi 0.59 in db-2*tfb 22.56 in = 22.52 in tdoub!erpl.req (strength) = (treq - t) * Fy ! Fycioubler = Not Req'd tdoub!erpl,req (to avoid plug welds) [(dJ+(w)] / 90 050 in use tdoubleI = Not Req'd kRndp 654 k > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web td ibIpI Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength FEXX = 70 ksi Weld strength @ plate = 0.6*t,1*F,1 V1, = Not Req'd Weld size required, t eld = Vu! ((D*0.6*FFx*0.707*2) = = Not Req'd Min weld size 1/4 in Not Req'd S S 0 Project: EDS Elevation A Date 1/19 I lonis Conference Roof I 8 Sheet B22 I Consulting Engineers San Diego, California I : Revised I I Beam- B393 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column C133 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Level-2 Span. L - 32.1 it # of Beams atJoint 1 (max 2) Floor Hr(above) 14.0 ft #of Columns atjoint 2 (max 2) Floor Ht (below) 195 it 5 PDL (col) 88.8k 6 P11 col) - 125k 7 'EQ (col) 42.6k p 13 Redundancy Factor 5 VDL (bm) 20.1k 4)Flexure 0.9 6 V11 (bm) 9.9k 4i Buckling 0.85 7 V Q (bm) 280k 4) Shear 0.9 5 M12 (bm) 90k-ft 4) d 1 6 M11 (bm) - 43k-ft E, Factor = 0.150 7 M Q (bm) 420 k-ft CPI 1.15 Panel Zone Deformation - Yes considered in frame stability? Cal Axial Load: (1.2 + EJ * DL + 0.5P. P * PEQ Puc 181.4 k Beam Shear: (1.2 + Ev) * VDL + 05\' + p * VEQ = VUb = 68.6 k Beam Moment: (1.2 + Ev) * M01 + O.SMLL + p * MEQ Mb - 689.7 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X176 Fb = 50 ksi . F>, 50 ksi Fub - 65 ksi Ryc = 1.1 Ryb U. (min expected yield ratio) &. - 51.7 in' Ab - . 38.5 in d, - 25.2 in db 245 in b = 12.9 in bth 12.9 in t 1.34 in tfb = 0.96 in 1.00 O.K. t1hu 0.75 in tssb 0.605 in S. - 450 in SA 329 in' Z 511 in' Zb 370 in' kc 2.25 in r), = 2.97 in k1 = 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: b112t1 - 6.72 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic 5D1.lb (p.12) - 35.60 <59 O.K. C. - 0.00 A, - 59.00 Check Span/Depth: (L - d) 1db = 14.69 >7.0 O.K. AISC Spec 358 55.3.1 (p. 9.2-12) Check Column: b1 /2r1 = 4.81 (7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 5D1.1 (p. 13) Wt = 28.70 <54.72 O.K. C. - 0.08 Ap, - 54.72 Project: EDS Job ii: lonis Conference Roof I By ISheet B23 Elevation A Date 1119 Consulting Engineers San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 (E/ Fyb) 12.3 ft. Beam Weld Access Hole Size Confipuration S Weld access hole height 3/4 ortif >3/4' Weld access radius Weld access hole length) 15 * Expected moment at face of column Mpr" Cpr Z. RF6 Vh (+) = l.2\DL+0.5VLLl2Mpr/L = Vh () = 1.2V01+0.5Vu+2M/L Mfl=*Zb*f,, = MiMpr 0.75 in 0.5 in - 15 in MIN 1,950 k-ft 150.7 Ic 0.0 k 1,388 k-ft > Mub = 689.665655 k-ft D/C - 50% 1,950 k-ft Expected shear at face of column vs. beam shear capacity Vu" 2Mpr/L + Vgayity 151 It $V- AISC Specs G2.1 = 400 k V/(4 ,V) = 0.38 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hp = d, - 2(t1+ weld access hole depth - .Y) 22.08 in MAX t (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*t*(.6*R*F>1,) (Column Face) - 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal ç, - 1/16' (AISC Seismic Provision 8.6.3) 05625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) - * [Mpr + M] - 2,108 k-ft 11, - 7 f - 9.75 ft - * [z(F. - PU /A)(h/(h-d)J2))] = 4,529 k-ft EM. I EM b = 2.15 >10 O.K. S 0 Project: lonis Conference Roof I By EDS Sheet B24 Elevation A I Date 1/19 Consulting Engineers San Diego, California Job ii: 1800111 i I Revised COLUMN PANEL ZONE SHEAR CHECK Pe a - 2585 Ic Pr 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf 0 tcf2) / (db * dc * tw)) - 652 k Rne 789 k ue - V Note: V - Rne - 18574 k-in V MUjH - 110.6 Ic M5 (V5 + V.)*(dl.,.tf) - 21176 k-in MJ(d-t1) 900 k V = (# of beams) * M1 [1/ (db - tf) - 1/( Ht below /2 + Ht above /2)] - 878 k - 653k V..Pz = 878k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fd0 bI - 50 ksi 0.75 ksi trcq - 1.05 in db-2*tfb 2258 in w: - d-2tf. - 2252 in tdoubkrpl.rcq (strength) = (treq - t) * F ' F t ' ydoubler 0.30 in tdoubterpl.rcq (to avoid plug welds) [(d)+(wr)] / 90 050 in use tdoubIel 5/8 in - 1125 k )Vu,pz Doubler Plate WeIdin (AISC Seismic Provisions section 9.3c Use doubler plate against the column web td Jblpj - 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength Fe,xx = 70 ksi Weld strength @ plate = 0.6*ti*F i V5 - 18.75 Win Weld size required, ttd = Vu / ((D*0.6*Fe *0.707*2) t,d 7/16 in Min weld size - 1/4 in Weld OK 0 EDS Sheet B25 1119 Beam- B393 Column = C87 Level = Level-2 (max 2) (max 2) Redundancy Factor WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 32.1 ft # of Beams at Joint Floor Ht (above) 14.0 ft # of Columns at Joint - 2 Floor Ht (below) - 19.5 ft 5 PDL (cot) - 53.8k 6 PLI. (Co') 11.4k 7 PEQ (cot) - 42.6k p - 1.3 5 VDL (bm) 20.1k 4) Flexure 0.9 6 VLL (bm) 9.9k 4) Ruckling 0.85 7 VQ (bm) 28.0 k 4) Shear 0.9 5 M12 (bm) - 90k-ft 4) d 1 6 MLL(bm) - 43k-ft Ev Factor 0.150 7 MQ (bm) 420 k-ft 1.15 Panel Zone Deformation - Yes considered in frame stability! lonis Conference Roof By Elevation A Consulting Engineers San Diego, California 1800111 Col Axial Load: (1.2 + ) * f1 + 05P + p * PEQ = P. - 133.6 k Beam Shear: (1.2 + Ev) * VDL + 05V, + p * VEQ = VUb = 68.6 k Beam Moment: (1.2 + Ev) * MDL + 0.5M, + p * MFQ - MA - 689.7 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X176 Fyb = 50 ksi F - 50 ksi Fub - 65 ksi 1.1 Ryb - .0 (min expected yield ratio) A,: = 51.7 in Ab 3&5 in dL = 25.2 in db 245 in b1 = 12.9 in bIb 12.9 in tIL - 1.34 in rfb = 0.96 in <1.00 O.K. t - 0.75 in tub - 0.605 in S. = 450 in Sb 329 in' Z 511 in Zb 370 in' k 2.25 in ryb 2.97 in k1 1.1875 in DUCflLITY REQUIREMENTS: Check Beam: b1 /2t1 = Check Span/Depth: (1. dj/d,, - Check Column: b1 /2c1 = Wt = 6.72 <7.22-0.3 * sqrt(Es/Fy) O.K. 35.60 59 O.K. C 0.00 All - 59.00 14.69 ) 7.0 O.K. 4.81 <7.22- 0.3 esqrt(n/Fy) O.K. 28.70 <55.85 O.K. C. - 0.06 2,,, - 55.85 AISC Seismic SDI.lb (p.12) AISC Spec 358 g5.3.1 (p. 9.2-12) AISC Seismic 0I.1 (p.13) S Project: IBy Elevation A Date 1/19 I Job lonis Conference Roof i EDS Sheer. B26 Consulting Engineers I I San Diego, California 1800111 BEAM LATERAL BRACING: AISC Seismic 01.2b (p. 15) Maximum Spacing of braces: 0.086 er, (E/F 5 ) = 12.3 ft. Beam Weld Access Hole Size Confi2uration Weld access hole height 3/4' or r. if t 3/4 Weld access radius Weld access hole length' 1.5 * Exuected moment at face of column Mpr ' Cpr Zx RyFb Vh (+) l.2VDL+0.5V1L+2Mp!/L Vh (-) = l.2VDL+0.5V11+2MPr/L W. = 4*Zb* f Mt"Mpr 0.75 in = 0.5 in 1.5 in MIN 1,950 k-ft 150.7 k 0.0 1< 1,388 k-ft ' Mub - 689.665655 k-ft D/C - 50% 1,950 k-ft Expected shear at face of column vs. beam shear canacitv \u 2*Mpr /T_7grajty = 1511< kVn - AISC Specs G2.1 = 400 1< V/(4.V) 0.38 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi hp - d1, - 2*(tr + weld access hole depth -.5*) - 22.08 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*r*(.6*R*F>..,) (Column Face) - 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Me. + M - 2,108 k-ft - 7 f hb 9.75 ft = [z(F.. - PUJA)(h/(h-db/2))J = 4,619 k-ft EMPC / EM b = 2.19 >1.0 O.K. 0 Project: lonis Conference Roof By EDS ISheet B27 Elevation A Date 1119 Consulting Engineers San Diego, California Job #: 1800111 Revised COLUMN PANEL ZONE SHEAR CHECK Pr. PyFA = 2585 k Pr (c 0.75Pc Rn - 0.60Fy dc * tw (1 + (3 * bcf * tcf2) / (db * dc * tw)) 652 k 1.1*R*R0 789 k Vue (db'tf) Note: V(jC = R. 18574 k-in V0. = MUjH - 110.6 k Moe = (V.e. + \)(.t) 21176 k-in Fr. M0d(d-t - 900 k V0 =(# of beams) M *[1/(db - ti) -1/(Ht below /2 + Ht above /2)] = 878 k 653k V0pz = 878k => Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubler 50 ksi ttku 0.75 ksi treq 1.05 in d= 4=2*t 2258 in w d,-2r1 = 22.52 in tdoublerplj.eq (strength) = (treq - tw) * / Fyduub!er 0.30 in tdoublerpLreq (to avoid plug welds) [(dj+(w)i / 90 - 050 in use t,ubler1,I 5/8 in - 1125 k) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.30 Use doubler plate against the column web r 1 - 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength Fnxx 70 ksi Weld strength @ plate = 0.6tpiFyj,i Vu. 1875 Win Weld size required, t..e!d = Vu / (0*0.6*Fy *0.707*2) t,d 7116 in Min weld size = 1/4 in Weld OK L 0 -- Project: EDS lonis Conference Roof I By ShecB28 Consulting Engineers Elevation B Date 1/19 San Diego, California job #: 1800111 Revised I Beam- B84 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column- C18 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level Roof Span, L 355 ft //of Beams atJoint 1 (max 2) Floor Ht (above) .0 ft # of Columns at Joint - 1 (max 2) Floor Ht (below) 14.0 ft 1 PDL (col) 64.9770 2 PIL (col) 0.3400 3 PEQ (col) 6.8k p = 1.3 Redundancy Factor 1 VoL (bm) 44.8k Fl m 0.9 2 VLL (bm) .3k Ruckling = 0.85 3 VEQ (bm) 6.8k Shear 0.9 1 MDL (bm) 313k-ft d . 2 M11 (bm) = 8k-ft Ev Factor - 0.150 3 MEQ (bm) 117k-ft C 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + E) * DL + 05P11 • p * PEQ ' uc = 96.8k Beam Shear: (1.2 + Ev) * VOL + 05VLL + p * VEQ = VUb = 69.5k Beam Moment: (1.2 + Ev) * MDL + 05M11+ p * MFQ Mob - 578.2 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X146 Fyb 50 ksi F = 50 ksi Fub 65ksi R.,. = LI 1yb - LI (min expected yield ratio) AL 43 in Ab - 24.7 in d - 24.7 in db 24.1 in bf 12.9 in bfb 9.02 in tk = 1.09 in tp, 0.77 in <1.00 O.K. t 0.65 in t0b = 0.47 in S.= 371 in SA 196 in Z - 418 in Zb 224jn3 k 2 i -. r, 1.95 in k1 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 5.86 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SD1.1b (p.12) = 45.90 <590.K. C. - 0.00 A,, - 59.00 Check Span/Depth: (L - d,) Id,, = 16.65 '7.0 O.K. AISC Spec 358 g5.3.1 (p. 9.2-12) Check Column: b1/2t1 = 5.92 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic IDIJ (p.13) - 33.20 <56.260K. C. - 0.05 2,,,- 56.26 Project: lonis Conference Roof EDS shecB29 Elevation B Date 1/19 Consulting Engineers San Diego. California Job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 r *(E/Fyb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t,, if t p3/4 = 0.75 in Weld access radius 05 in Weld access hole length '1.5 t = 1.5 in MIN Expected moment at face of column Mpr = Cpr Za RF t, 1,181 kft Vh (+) I.2VDL+05V1L+2MPJL 120.4 It Vh (-) 1.2VDL+0.5VLL+2M/L 0.0 k $Zb f - 840 k-ft 'Mub 578.224295 k-ft DIC - 69% M1' Mpr 1,181 k-ft Exnected shear at face of column vs. beam shear canacity Vu 2*Mpr /L+Vgr,vty 120k - AISC Specs G2.1 - 306 It V5/(4.V) 0.39 < 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h a d1, - 2(t1 • weld access hole depth - 5') - 22.06 in MAX t? (Min thickness is beam web thickness) = 0.500 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, -1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Me. + M] - 1,305 k-ft = Oft bb 7 f * [Z€(F1 - Puc/Ac)*(h/(hdb/2))] - 1,942 k-ft / EMb 1.49 >1.0 O.K. Nor required for top story S 0 Project: loms Conference Roof ' EDS SheeB30 Elevation B I Date 1/19 I Consulting Engineers I San Diego, California Job #: Revised 1800111 I COLUMN PANEL ZONE SHEAR CHECK PPyFA 2150 k Pr <= 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcE * tcr2) I (db * dc * )) = 539 1< Vp =(# of beams) * M1*[1/(d - t1 - 1/(Ht below /2 + Ht above /2)] = 439 k =539k ) V1 pz = 439k ) OKI Panel Zone Thickness (AESC Seismic Provisions section E3.6e Doubler Plate Strength, F,øubler = 50 ksi t ft = 0.65 ksi t = 052 in db-2*tfb 22.56 in w de=2tfc = 2252 in tdoublcrpl.rcq (strength) = Or, tvv) *Fyc / Fydoubler Not Req'd tdoublerpl.req (to avoid plug welds) [(d)+(w)] / 90 050 in use tdoubIeJ = Not Req'd C.Rndp = 539 k > Vu,pz Doubler Plate Welding (ALSC Seismic Provisions section 9.3c Use doubler plate against the column web tdbl Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0.75 Weld electrode strength F5x = 70 ksi Weld strength @ plate = y_pl V = Not Req'd Weld size required, tdd = Vu / (b*0:6*Fr,..x*0.707*2) = tId Not Req'd Min weld size = 114 in Not Req'd 0 lonis Conference Roof BY EDS Sheet B31 Elevation B Date 1/19 Consulting Engineers San Diego, California job #: 1800HI Revised WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam = Column - Level = B84 C21 Roof S Span, L - 355 It //of Beams at Joint - 2 (max 2) Floor Hr (above) .0 ft # of Columns at Joint I (max 2) Floor Ht (below) 14.0 ft 1 PoE (col) - 139.9k 2 P11 col) - .8k 3 PEQ(col) .0k p = 13 Redundancy Factor 1 V01 (bm) 44.8k 4'Fl.. 0.9 2 V11 (bm) .0k 4' Ruckling 0.85 3 VQ (bm) - 6.8k 4' Shear = 0.9 1 MDL (bm) 313 k-ft 4' d 2 M11 (bm) 8k-ft E Factor 0.150 3 M,(bm) 117k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + DL 0.5P11 + p * PEQ P. = 189.4 k Beam Shear: (1.2 + Ev) VDL + O.SVEJ + p * VEQ - VUb - 69.4 k Beam Moment: (1.2 + Ev) * MDL + 0.5Mb. + p * MFQ - MU,, - 578.2 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X207 Fyb - 50 ksi Fr.. 50 ksi Fub - 65 ksi R,,, = 1.1 R1b = 1.1 (min expected yield ratio) A,, - 60.7 in Ab 24.7 in CIL 25.7 in db - 24.1 in bk = 13 in - 9.02 in tf,, 1.57 in tib - 0.77 in 1.00 O.K. t = 0.87 in t,,b 0.47 in S. - 531 in 5xb 196 in Z,, 606 in3 Zb = 224 in k,, = 25 in tyb 1.95 in4 k1 - 1.25 in DUCTILITY REQUIREMENTS: Check Beam: Check Span/Depth: (L - dj/d,, - Check Column: bf 12t, - kit,, = 5.86 (7.22= 0.3 esqrt(EsIFy) O.K. 45.90 59 O.K. C. - 0.00 Aw - 59.00 16.61 >7.0 O.K. 4.14 (7.22 = 0.3 * sqrt(EsfFy) O.K. 24.80 (55.2 O.K. C. 0.07 2,,, 55.20 AISC Seismic SDI.lb (p.12) AISC Spec 358 5.3.1 (p. 9.2-12) AISC Seismic 01.1 (p.13) Project: I lonis Conference Roof EDS By ISheet B32 Elevation B Date 1/19 I I Consulting Engineers Revised I San Diego, California Job #: 1800111 BEAM LATERAL BRACING: AISC Seismic 01.21b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/Fyb) = 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or t. if t'3/4' Weld access radius Weld access hole length > 15 • Expected moment at face of column Cpr Zx RFi, Vh (+) = 1.2V01+05VLI +2MpIJL = Vh (-) - 1.2VDL+0.5VLL+2MpF/L 4Mfl =il*Zb*fs, = MiMpr = 0.75 in 05 in 1.5 in MIN 1,181 k-ft 120.3 k -12.8 k 840 k-ft > Mub - 578.224295 k-ft DIC 69l'o 1,181 k-ft Exnected shear at face of column vs. beam shear capacity V_ 2Mpr /L Vgray 120 k = AISC Specs G2.1 = 306 k V/(4 ,V) - 0.39 '1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h = db - 2*(tf + weld access hole depth - .5') - 22.06 in ç, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision .8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Me. + My] - 2,504 k-ft ii, = Oft hb = 7 f * [Z(F - PU /A)(h/(h-db/2))] = 2,764 k-ft EM, PC/ EM b = 1.10 '1.0 O.K. Not required for top story 0 MAX Project: I By Elevation B Date 1/19 job lonis Conference Roof ' EDS ISheet B33 Consulting Engineers San Diego, California Revised 1800111 I COLUMN PANEL ZONE SHEAR CHECK Pr. 'Py=FYA 3035 k Pr 0.75Pc Rn = 0.60Fy dc * + (3 * bcf * tcr2) I (db edc * tw)) 790 k Vp = (# of beams) * M1 [1/ (d1., - tf) - 1/( Ht below /2 + Ht above/2)] = 878 k 791k V..Pz = 878k =' Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E36e Doubler Plate Strength, Fydoubler 50 ksi t = 0.87 ksi treq 0.98 111 d = db-2*tlb 2256 in w = d,-2tf. 2256 in tdoublerpl,req (strength) = (trcq - tw:) *Fy. / Fydoubler 0.11 in tdoublerpl,req (to avoid plug welds) [(d)+ (w)] / 90 = 0.50 in use tdouble I = 5/8 in = 1272 k > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web tdbll 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 4) = 0.75 Weld electrode strength FEXX = 70 ksi Weld strength @ plate = 0.6*t 1*F 1,1 V = 18.75 Win Weld size required, t,.jd = Vu / ((D*0.6*F,<,*0.707*2) twid 7/16 in Min weld size = 1/4 in Weld 01K a S 0 Project: EDS a we Elevation B I Date iii i I Project: Conference Roof By Sheet B34 I Consulting Engin California eers San Diego, 1800111 IRevid I I WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam- B83 Column = C20 Level - Roof Span, L - 35.5 ft # of Beams at Joint I (max 2) Floor Ht (above) - Oft #of Columns at joint I (max 2) Floor Ht (below) 14.0 ft I PDL (col) - 72.8k 2 PLL (col) - 5k 3 PEQ (col) 6.8k p = 13 Redundancy Factor 1 VOL (bm) - 49.2k 4) Flexure = 0.9 2 VIL (bm) 5k 4) Fluckling 0.85 3 V Q (bm) 6.8k 4) = 0.9 I MDL (bm) 325 k-ft 4) d = 1 2 M11 (bm) - 9k-ft E,, Factor - 0.150 3 M5 bm) 116k-fr Cpr 115 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + Es.) * Pol.+ 05P, + p * PEQ = P,,,, = 107.4 k Beam Shear: (1.2 + Ev) V + 05V + p VEQ Vub 75.6 k Beam Moment: (1.2 + Ev) * MDL + 0.5M,., + p * MFQ = MUb - 595.3 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X146 F,,b - 50 ksi F 50 ksi Fub 65 ksi R,,, - 1.1 a,,,., - 1.1 (min expected yield ratio) A, 43 in A,., - 24.7 in' de 24.7 in db 24.1 in bk - 12.9 in b,,, - 9.02 in t& = 1.09 in tn,- 0.77 in 1.00 O.K. t,,v = 0.65 in tub - 0.47 in 8,,,. 371 in 5xb - 196 in Z 418 in Zb 224in3 ke 2 i ryb 1.95 in k1 = 1.125 in 0 DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 - W t,, - Check Span/Depth: (L - d) 1db = Check Column: b1 /2t1 - - 5.86 (7.22- 0.3 * sqrt(Es/Fy) O.K. 45.90 59 O.K. C. - 0.00 59.00 16.65 '7.0 O.K. 5.92 <7.22-0.3 * sqrt(Es/Fy) O.K. 33.20 <55.96 O.K. C. - 0.06 2,,, - 55.96 AISC Seismic 01.11b (p.12) AISC Spec 358 S5.3.1 (p. 9.2-12) AISC Seismic 0I.1 (p.13) Project: EDS I Job ii: lonis Conference Roof I B)V 'Sheet B35 Elevation B Date 1/19 Consulting Engineers San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 *r (E/ Fyb) 8.1 ft. Beam Weld Access Hole Size Configuration S Weld access hole height 3/4' or t if t >3/4' Weld access radius Weld access hole length > 1.5 Exnected moment at face of column Mpr Cpr Z RF Vh (+) 1.2VDI.+0SVLJ.+2MPT/L Vh (-) 1.2VDL+05\'+2M/L 4M- $*Zb* f MiMpr 0.75 in 0.5 in = 1.5 in MIN 1,181 k-ft 125.8 k 0.0 k 840 k-ft > Mub - 595.26674 k-ft 0/C - 1,181 k-ft Exnected shear at face of column vs. beam shear capacity Vu 2Mpr /L*Vgravy 126 k AISC Specs G2.1 - 306 k V/(kV) 0.41 < 1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi db - 2*(tf + weld access hole depth -Y) - 22.06 in MAX t (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal tp - 1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Mpr M] 1,310 k-ft h, = Oft hb 7 f * [Z(F), - P/A)*(h/(hd,/2))] 1,932 k-ft ZM C / EM b 1.47 )LO O.K. Not required for rot, story 0 0 Project: loms Conference Roof I By EDS Shelet B36 1", flow I Elevation B I Date 1/19 Consulting Engineers San Diego, California I I Job ii: 1800111 I Revised COLUMN PANEL ZONE SHEAR CHECK P"Py=FA = 2150 1 Pr = 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 539 Ic V = (#ofbeams) * M[1/ (db - tf) - 1/( Ht below /2 + Ht above /2 )} 439 1 539k ) = 439k => OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fy ubIe, . = 50 ksi tIIc 0.65 ksi treq 052 in = db-2*tfb 2256 in W.. = dv=2*tfe . = 2252 in tdoubtcrpl,req (strength) = (trcq - t) * / Fydoubler Not Req'd tdoublerpl,req (to avoid plug welds) = [(CL) +(w)i /90 050 in use tdoub!erpl Not Req'd = 539 1' Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.30 Use doubler plate against the column web t,bI,I Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength Fxx = 70 ksi Weld strength @ plate = 0.6*t i*F i V, = Not Req'd Weld size required, t!d = Vu / (*0.6*FR.*0.707*2) tvid Not Req'd Min weld size = 1/4 in Not Req'd [1 Project: lonis Conference Roof By EDS Sheet B37 I I Lb I I Consulting Enginee Elevation B Date 1/19 rs San Diego, California : 1800ffl Revised I I WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam- B84 Column = C18 Level = Level 2 Span, L 35.5 ft # of Beams at Joint - I (max 2) Floor Ht (above) - 14.0 ft # of Columns at Joint 2 (max 2) Floor Ht (below) - 195 ft 5 PDI. (col) - 108.5k 6 P11 (col) - 28.9k 7 PQ (col) - 23.0k p = 1.3 Redundancy Factor 5 VL3 (bm) - 30.9k 4) Flexure = 0.9 6 VII (bm) 33.0k 4) Ruckling 0.85 7 VEQ (bm) - 16.2k 4) Shear = 0.9 5 M12 (bm) - 211 k-ft 4) d = 1 6 M11 (bm) - 224 k-ft E Factor - 0.150 7 M5Q (bm) 282 k-ft Cr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + Es.) * P01 + 0.51P + p * PEQ = P = 190.8 Ic Beam Shear: (1.2 + Ev) * V01 + 05 V11 + p * VEQ = VUb - 79.3 k Beam Moment: (1.2 + Ev) * M01+ O.SMLL + p * MEQ = MUb - 763.6 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 FVb = 50 ksi F = 50 ksi Fub - 65 ksi R - 1.1 Ryb = 1.1 (min expected yield ratio) Ae 43 in Ak - 385 in de 24.7 in db - 245 in bf = 12.9 in bth - 12.9 in trC 1.09 in tfb = 0.96 in '1.00 O.K. t - 0.65 in t, - 0.605 in S. 371 in3 SA 329 in3 Z = 418 in3 Zb 370 in' kc 21n r 2.97 in Ic1 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - Wtw Check Span/Depth: (L- d) 1db - Check Column: b1 /2t1 = - 6.72 <7.22- 0.3 sqre(Esffy) O.K. 35.60 <59 O.K. C a 0.00 59.00 16.38 '7.0 O.K. 5.92 (7.22 = 0.3* sqrt(Es/Fy) O.K. 33.20 <53.59 O.K. c- 0.10 2p5 = 53.59 AISC Seismic SDI.ib (p.12) AISC Spec 358 g5.3.1 (p. 9.2-12) AISC Seismic SDU (p. 13) 11 - 22.08 in MAX - 0.625 in - 455.4 kips - 15/16 in MIN - 05625 in = 2,118 k-ft = 3,631 k-ft = 1.71 >1.0 O.K. Project: I By Elevation B Date 1/19 1,11=0 Job ii: lonis Conference Roof EDS Sheet B38 Consulting Engineers San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 -r, *(E/Fyb) = 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t,, if r,,)3/4' Weld access radius Weld access hole length '1.5 Exnected moment at face of column Mpr = Cpr Z RF '1h () l.2VDL+05VLL+2MjL 'h () 1.2VDL+0.5\'+2MjL 4M=4Zf by Mf=M. - 0.75 in = 0.5 in = 1.5 in MIN 1,950 k-ft 1635 It 0.0 k 1,388 k-ft ' Mub 763.57789 k-ft D/C - 55'4, 1,950 k-ft Exnected shear at face of column vs. beam shear capacity V 2*Mpr /L + Vgrayicy 163 k V,,= AISC Specs G2.1 - 400 k V/(\') 0.41 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi bp - di., - 2(tf + weld access hole depth -.5') t, (Min thickness is beam web thickness) Design shear strength of weld - h*t*(.6*R*F) (Column Face) Weld thickness plate to column flange Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) STRONG COLUMN - WEAK BEAM CHECK (recçd for multi-story frames) [MP, + M] h, = 7 f bb - 9.75 ft * [Zc(F),... - PUC/AC)*(h/(hdb/2))I EM S. / EM b 0 Project: EDS D=o Elevation B Date 1119 Lb ~ lonis Conference Roof I Sheet B39 I Consulting Engineers I California San Diego, : 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK P"Py=FA = 2150 k Pr <= 0.75Pc Rn = 0.60Fy *dc * t (1 • (3 * bcf* tcr2) / (db * dc * tw)) - 538 k Rne l.1*Ry*Rn 651 k Mue = V. *(db=r) Note: V - Rm 15323 k-in V. - MUjH = 91.2 k M = (Vue + Vuc)(d1j tt) 17470 kin - Mue/(dtf) 742 Ic VUPZ= (# of beams) * M1 [1/(db - tf) - 1/( Htbelow/2 + Ht above 2)] 878 Ic -538k C VUP 878k =) Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F)ouh!er - 50 ksi t - 0.65 ksi treq . 1.11 in cl_ d2*tp., . 22.58 in w.. 2252 in tdoublerpl,req (strength) = (t - t) * / Fydoubler 0.46 in tdoublerpl,req (to avoid plug welds) = [(d)+ (w)] / 90 050 in use tdoubIe I 5/8 in 1001 k > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web . 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 - 0.75 Weld electrode strength FF.XX = 70 ksi Weld strength @ plate = 0.6*t 1*F 1,1 V = 1875 Win Weld size required, teId = Vu / (4)0.6F0.7072) = t - 7/16 in Min weld size - 1/4 in Weld 01< S 11 11 Beam= 883 Column - C21 Level = Level 2 (max 2) (max2) Project: EDS I Lb U lonis Conference Roof I By Sheet B40 ~ffm Elevation B Date 1/19 Consulting Engineers San Diego. California : 1800111 IR4 WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 35.5 ft # of Beams at Joint 2 Floor Mt (above) - 14.0 ft II of Columns at Joint 2 Floor Mt (below) 195 ft 5 PDL (col) 235.6k 6 P11 (col) 102.0k 7 PEQ (col) - .053k p 13 5 V (bm) - 345k 4) Flexure 0.9 6 V11 (bm) - 31.9k 4) Buckling 0.85 7 V5Q (bm) - 16.2k 4) Shear 0.9 5 M (bm) - 221 k-ft 4i d 6 M11 (bm) - 211 k-ft E Factor = 0.150 7 MEQ (bm) 282 k-ft Cpr 1.15 Panel Zone Deformation Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 • Es,) * DL + 05P, + p * PEQ = P = 369.1 k Beam Shear: (1.2 + Ev) * VOL + 0.5V + p * VEQ = Vb 83.6 k Beam Moment: (1.2 + Ev) * M01 + 0.5M11 + p * MEQ - MUb - 770.3 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X207 F = 50 ksi F = 50 ksi Fub - 65 ksi py,- 1.1 Ryb 1.1 (min expected yield ratio) A = 60.7 in2 Ak 38.5 in 2 cIt. - 25.7 in = 245 in be,. - 13 in b = 12.9 in tk = 1.57 in r1b 0.96 in < 1.00 O.K. t - 0.87 in tub - 0.605 in S. 531 in S~b = 329 in Z. = 606 in Zb 370 in' k = 25 in tyb 2.97 in k1 1.25 in DUCTILITY REOUIREMENTS: Check Beam: b1/2t1 - 6.72 (7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1b (p.12) - 35.60 (59 O.K. C. - 0.00 ..l, - 59.00 Check Span/Depth: (L - d,) 1db - 16.34 )7.0 O.K. AISC Spec 358 g5.3.1 (p. 9.2-12) Check Column: b1 /2t1 - 4.14 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.1 (p.13) - 24.80 (51.83 O.K. C. - 0.14 2,, - 51.83 0 Project: lonis Conference Roof By EDS Sheet B41 IàII!IIII.I Elevation B Date 1/19 Consulting Engineers San Diego, California job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 *r. *(E/F b) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4' or r. if t3/4' 0.75 in Weld access radius 0.5 in Weld access hole length '1.5 * t - 1.5 in MIN Expected moment at face of column Cpr Z. RF b = 1,950 k-ft Vh (+) - 1.2VDL+0.5Vu+2M)L - 167.2 k Vh () 1.2V01+05Vu+2M/L -52.6 k 4iM - *Zb* F,, - 1,388 k-ft ' Mub - 770.26424 k-ft D/C - 56% Mf Mpr 1,950 kft Exi,ected shear at face of column vs. beam shear car,acitv Vu 2*Mpr /L+Vgrcy 167k 4V - AISC Specs G2.1 400 k V5/(V) - 0.42 c1.0 O.K. Shear Plate Determination Plate Strength 50 ksi hp - db - 2*(t + weld access hole depth -.5') - 22.08 in MAX t,, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*4*(.6*R,,*F) (Column Face) 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t - 1/16' (AISC Seismic Provision 8.6.3) - 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EM pb = Zi, * [Mpr + M,,1 4,136 k-ft = 7 f hb - 9.75 ft EM F = E * [z(F,,. - P/&)(h/(h..db/2))] = 5,074 k-ft EM. / EM b - 1.23 '1.0 O.K. S 0 Project: loms Conference Roof I By I EDS Sheet B42 Elevation B Date 1/19 Consulting Engineers San Diego, California J ii: job 1800111 I Revised I COLUMN PANEL ZONE SHEAR CHECK P=Py - FA = 3035 k Pr c- 0.75Pc Rn=0.60Fy *dc *tw(1+(3*bcf*tcr2)/(db*dc*tw)) - 788 k Rne - 1.1*R*R = 954 k *Muc = Vue (dltf) Note: Vue =Rne = 22459 k-in V=MJH . = 133.7 k Mue (Vue + VU)(db-tr) 25606 k-in Ff. - MU /(d-tf) = 1088 k VU,pz=(#of beams) Mf [1/(db tf)-1/(Ht below /2+Ht above f2)] = 1756 k -789k c V.,Pz 1756k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F 0Ubl. - 50 ksi Lac - 0.87 ksi treq 2.12 in d_ - 2258 in w. = dl2tf = 2256 in tdoublerpl,rcq (strength) = (treq - tw) *Fy. / Fyrisubler 1.25 in tdoublerplrcq (to avoid plug welds) - [(d+(w)i / 90 - 050 in use tdoublerpl 1.1/8 in = 1849 k) Vu,pz Doubler Plate 'We1din2 (A[SC Seismic Provisions section 9.3c Use doubler plate against the column web tdbl pi - 11/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 - 0.75 Weld electrode strength FEXX - 70 ksi Weld strength @ plate = . V. = 41.25 Win Weld size required, tId = Vu / ((l*0.6*FFx*0.707*2) = t ivId 15/16 in Min weld size =1/4 in Weld 01< 11 EDS Sheet B43 1/19 Beam- B83 Column = C20 Level = Level-2 (max 2) (max 2) Redundancy Factor WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 355 ft # of Beams at Joint 1 Floor Ht (above) 14.0 ft # of Columns at Joint 2 Floor Hr (below) 195 ft 5 P,1 (ccl) - 122.5k 6 P11 (col) . - 38.1k 7 PEQ (col) 23.0k p - 1.3 5 V (bm) - 345k 4) Flexure = 0.9 6 V11 (bm) 31.9k 4) Rucklrng 0.85 7 VQ (bm) 16.2k 4) Shear 0.9 5 M01 (bm) - 221 k-ft 4) d 1 6 M11 (bm) 211k-ft E Factor a 0.150 7 M5Q (bm) 282k-ft C = 1.15 Panel Zone Deformation - Yes considered in frame stability? Consulting Engineers San Diego, California loms Conference Roof Elevation B 1800111 Date Revised Col Axial Load: (1.2 + E) * DL 05P11 + p * PEQ - Pu, 214.2 k Beam Shear: (1.2 + Ev) * v01 + 0.v11 + p * VEQ - VUb - 83.6 k Beam Moment: (1.2 + Ev) * M01 + 0.5M11 + p * MEQ = Mb . - 770.3 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 F = 50 ksi F, 50 ksi Fub = 65 ksi Rw = 1.1 R.yb = 1.1 (min expected yield ratio) A = 43 in Ab - 38.5 in' d - 24.7 in db = 245 in bk 12.9 in bfb - 12.9 in t = 1.09 in tfb 0.96 in <1.00 O.K. rift 0.65 in rub 0.605 in Sx 371 in Sxb = 329 in zr. 418 in3 Zb - 370in3 lç, = 2 i r, - 2.97 in k1 - 1.125 in DUCTILITY REQUIREMENTS: Check Beam: bj/2t1 - 6.72 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 5D1.lb (p.12) Iilr = 35.60 <59 O.K. Ca 0.00 A 59.00 Check Span/Depth: (L - dj/d,, = 16.38 )7.0 O.K. AISC Spec 358 65.3.1 (p. 9.2-12) Check Column: b1/2t1 = 5.92 <7.22=0.3sqrt(Es/Fy) O.K. AISC Seismic 5D1.1 (p.13) - 33.20 <52.93 O.K. Ca 0.11 52.93 0 Project: Zonis Conference Roof By EDS Sheet B44 IIa!III Elevation B Date 1/19 Consulting Engineers San Diego, California Job II: 180011, Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 *r *(E/F vb) = 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4 or t., if t'3/4' 0.75 in Weld access radius 05 in Weld access hole length 15 * t = 1.5 in MIN Exnected moment at face of column Mpr Cpr Z RF b = 1,950 k-ft "h () - 1.2V01+0.5V11 +2M 1/L = 167.2 k Vh (-) - l.2VoL+05Vu+2MjL 0.0 k 4M = 4*Zb* f = 1,388 k-ft ' Mub = 770.26424 k-ft D/C - 56'lb Me" Mpr . 1,950 k-ft Expected shear at face of column vs. beam shear capacity Vu" 2*Mpr /L + - 167 k 4,V- AISC Specs G2.1 - 400 k V/(4 ,V) = 0.42 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h= d1, - 2(t1+ weld access hole depth -.5') - 22.08 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 455.4 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Mpr M] 2,122 k-ft 11, 7 f bb - 9.75 ft = E.,. * [Z(F. - PjA)(h/(h-d1,/2))] = 3,587 k-ft ZM C / EM"pb - 1.69 >1.0 O.K. E1 Project: EDS Lb lonis Conference Roof I By Sheet B4 5 I Elevation B Date 1/19 I I Consulting Engineers San Diego, California : 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK P'PrFA - 2150 k Pr C- 0.75Pc Rn 0.60Fy *dc * rw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 538 k R= 1.1*R*R - 651 It Mue = V (dbtf) Note: Vue Rne 15323 k-in V. MUIH . 91.2 k M 5 a (Vue Vu)(diti) 17470 kin MI(d-t) 742 k Vu.PZ - (#ofbeams) * Mf [1/(db - t1) - 1/( Ht below /2 + Ht above /2)] - 878 k kRn - 538k V..Pz = 878k => Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubler 50 ksi tMV 0.65 ksi treq = 1.11 in d_db2tth 22.58 in W: d2*tfc = 22.52 in tdoublerpl.req (strength) = (t - t) * I Fy(loub!er 0.46 in tdoublerpljeq (to avoid plug welds) [(d)+ (w)] / 90 0.50 in use tdoublerpl = 5/8 in C,Rndp - 1001 k i, Vu,pz Doubler Plate Weldin21A1SC Seismic Provisions section 9.3c Use doubler plate against the column web 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor cb - 0.75 Weld electrode strength Fyc 70 ksi Weld strength® plate - 0.6*t1*F 1,1 V 18.75 Win Weld size required, t0 Id = Vu / ((b*0.6*F <*0.707*2) = t,j 7/16 in Min weld size - 1/4 in Weld OK S 11 WMAP Consulting Engineers San Diego, California WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 355 ft # of Seams at Joint , Floor Hr (above) - .0 ft # of Columns at Joint 1 Floor Hr (below) 14.0 ft 1 PDL (col) 59.0810 2 P11 (col) 0.0410 3 PEQ (cal) 6.5k - p = 13 1 V (bm) - 29.2k 4) 0.9 2 V11 (bm) = .0k 4) Auckling 0.85 3 V5Q (bm) 65k 'I' Shear 0.9 1 M01(bm) - 199k-ft 1 2 M11 (bm) - 2k-ft E Factor - 0.150 3 MEQ 111k-ft Cpr 1.15 Panel Zone Deformation Yes considered in frame stability? EDS SheeB46 1/19 Beam = B207 Column = C44 Level = Roof (max 2) (max 2) Redundancy Factor lonis Conference Roof Elevation C Date 1800111 Revised Cal Axial Load: (1.2 • Es.) * DL 0.5P11 + p * EQ - pue = 88.2 Ic Beam Shear: (1.2 + Ev) * VDL + 0.5 V11 p * VEQ = Vb 47.9 Ic Beam Moment: (1.2 + Ev) * MDL 0.5M11 + p * MEQ - Mb - 413.1 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X146 Fyb 50 ksi F = Y. 50 ksi Fub 65 ksi Rye = LI RYb = 1.1 (min expected yield ratio) A, 43 in2 Ab 24.7 in d 24.7 in db 24.1 in bf 12.9 in = 9.02 in tk - 1.09 in tib 0.77 in <1.00 O.K. tut: = 0.65 in 0.47 in S. 371 in3 196 in3 Z 418 in3 Zb 224 in3 lç = 2 in r 1.95 in k1 = 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 = 5.86 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.Ib (p.12) Wt, = 45.90 <59 O.K. Ca 0.00 2M 59.00 Check Span/Depth: (L - d) Id,, = 16.65 7.0 O.K. AISC Spec 358 5.3.1 (p. 9.2-12) Check Column: b1 /2c1 = 5.92 <7.22 = 0.3 * sqrt(EsIFy) O.K. AISC Seismic D1.I (p. 13) Wt,, = 33.20 <56.5 O.K. Ca 0.05 2p' 56.50 0 Elevation C I Date 1/19 I lonis Conference Roof I U)' EDS I'b4 I Consulting Engineers I I San Diego, California Job 1800111 1Revised I BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 *r, (E/ Feb) = 8.1 ft Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t,, if t>3/4' 0.75 in Weld access radius 0.5 in Weld access hole length ) 15 * = 1.5 in MIN Exnected moment at face of column Mpr = Cpr Z. RYFb 1,181 k-ft Vh (+) = 1.2VDL+0.5VLL+2M)L 101.6 k Vh (-) = 1.2VDL+0.5V+2M F/L 0.0 k M= *Zb* F)' 840 k-ft ' Mub - 413.076005 k-Ft D/C = 49% MiMpr 1,181 k-ft Expected shear at face of column vs. beam shear caDacitv Vu 2*Mpr /L1Vgra4ty = 102 k 4V = AISC Specs G2.1 306 k V/(4V) = 0.33 c1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hp = d1, - 2*(t + weld access hole depth - .5') - 22.06 in t (Min thickness is beam web thickness) 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal r, -1116' (AISC Seismic Provision 8.6.3) 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EM Fb = Eb * [Mpr + M] 1,285 kft oft hb = 7 f = * [Z(F - P/A)(h/(h-&/2))] 1,950 k-ft !M,, / EM b = 1.52 ) 1.0 O.K. Not required for top story MAX Project: I I i Lb ~ Lonis Conference Roof I By EDS ShecB48 Consulting Engineers Elevation C Date 1119 San Diego, California : 1800111 RevisedI COLUMN PANEL ZONE SHEAR CHECK PPy=F,.A 2150 k Pr 0.75Pc Rn 0.60Fy dc * t (1 + (3* bcf * tcf2) I (db * dc * mr)) 539 k Vp (# of beams) * M[1/ (db - t) - 1/( Ht below /2 + Ht above /2)] 439 It 539k > 439k > OK' Panel Zone Thickness (A!SC_Seismic Provisions section E3.6e Doubler Plate Strength, Frioubler 50 ksi tuu 0.65 ksi treq 0.52 in db-2*tfb 22.56 in w de 2ttc 2252 in * tdoublerpl.req (strength) F (treq - t) ye' ' F ydoubler Not Req'd tdoub!erpI.rq (to avoid plug welds) = [(d)+ (w)] / 90 050 in use tdoubtI Not Req'd 4.Rfld 539 1> Vu,pz Doubler Plate We1din (At SC Seismic Provisions section 9.3c Use doubler plate against the column web td,,1,b,0 Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor CD 0.75 Weld electrode strength Fi,y.x 70 ksi Weld strength @ plate - 0.6*tpl*Fw, V - Not Req'd Weld size required, ttd a Vu / ((D*0.6*F5<*0.707*2) = tld Not Req'd Min weld size =1/4 in Not Req'd [I Project: 1,11=0 Elevation C Date Lb 4 lonis Conference Roof I I1 Consulting Engineers San Diego, California 1800111 Revist WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) EDS Sheet B49 1/19 Beam- B207 Column - C48 Level = Roof Span, L - 355 ft # of Beams atJoint 2 (max 2) Floor Hr (above) - .0 ft i41 of Columns at Joint 1 (max 2) Floor Hr (below) - 14.0 ft 1 PDL (col) - 81.6k 2 P11 (col) 5k 3 PQ (col) .0k p = 1.3 Redundancy Factor 1 V01 (bm) - 29.2k 4'Fluu. 0.9 2 V11 (bm) .0k 4' Ruckling - 0.85 3 VQ (bm) 65k 4' Sh,. 0.9 1 M01 (bm) - 199k-ft 4' d 2 M11 (bm) 2k-ft F, Factor - 0.150 3 MQ (bm) 111 k-ft C r - 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 • E) * DL + 0.51P, + p * PEQ = Pue 110.4 k Beam Shear: (1.2 • Ev) * VDL + OSV,L + p * VEQ - VUb 47.9 k Beam Moment: (1.2 + Ev) * MDL + 0.5M11 + p * MEQ = Mb 413.1 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X207 Fyb 50 ksi FY. - 50 ksi Fub = 65 ksi R 1.1 RYb 11 (min expected yield ratio) A, 60.7 in2 I5q, 24.7 in2 d 25.7 in db 24.1 in bf, 13 in bp. - 9.02 in t& 157 in tFb 0.77 in (1.00 O.K. t. - 0.87 in tub 0.47 in S. 531 in3 5xb = 196 in3 Z 606 in3 Zb - 224 in3 k 2.5 in r).b 1.95 in4 k1 1.25 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2t Check Span/Depth: (L-dj/d,, Check Column: b1/2t1 = = 5.86 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic gD1.1b (p.12) 45.90 (59 O.K. C. - 0.00 ,l,,., - 59.00 16.61 ) 7.0 O.K. AISC Spec 358 55.3.1 (p.9.2-12) 4.14 '7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 5D1.1 (p. 13) 24.80 (56.79 O.K. C. 0.04 Aps - 56.79 0 Project: lonis Conference Roof BY EDS Sheet B50 LfII, Elevation C Date 1119 Consulting Engineers San Diego, California job # 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 *r (E/ FYb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height = 3/4 or t if t 814 0.75 in Weld access radius 0.5 in Weld access hole length '15 * t - 1.5 in MIN Exnected moment at face of column Mpr Cpr Z5 RyF)t 1,181 k-ft Vh (+) = 1.2VDL+05VU +2MP /I. - 101.6 k '1h () - 1.2Vo1+0.5V+2MIL -31.4 k lj*Zb* F1 840 k-ft ' Mub 413.076005 k-ft DIC - 49b Mf Mpr 1,181 k-ft Expected shear at face of column vs. beam shear canacity Vu = 2-Mpr / L + Vgruvity 102 k - AISC Specs G2.1 306 k 0.33 (1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hp - d1, - 2(tf + weld access hole depth -T) - 22.06 in MAX t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*t*(.6*R1*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t - 1/16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN -WEAK BEAM CHECK (reqd for multi-story frames) EM b = Eb * [Mpr + M] - 2,504 k-ft ii, = Oft - 7 f EM. - * [Z(F - P5jA)(h/(h-diJ2))] - 2,841 k-ft ZM C / Mb - 1.13 '1.0 O.K. Not required for top story Project: EDS I I Job II: lonis Conference Roof I ' Sheet B51 Elevation C DSCC 1/19 Consulting Engineers San Diego, California 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK PPyFA 3035 k Pr 0.75Pc Rn 0.60Fy dc * tw (1 + (3 * bcf* tcr2) / (db * dc * tw)) = 790 k (# of beams) * M[1/ (db - t1) - 1/( Ht below /2 + Ht above /2)] 878 k 791k ( V..Pz = 878k =' Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F ubIer 50 ksi 0.87 ksi treq 0.98 in d db-2*tfb 2256 in W d,.(2*t 2256 in tdoublerpI.rq (strength) = (treq - tw) * Fyc / Fydoubler 0.11 in tdoub!erpLreq (to avoid plug welds) = [(d)+(w)] / 90 050 in use tdoubeI 5/8 in 1272 k) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.30 Use doubler plate against the column web tdoib!e p 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength FEXX = 70 ksi Weld strength @ plate = y_pl V0 = 18.75 Win Weld size required, tld = Vu / ((D*0.6*FFx,*0.707*2) = tId 7/16 in Min weld size = 1/4 in Weld 01< S 0 EDS Sheet B52 1/19 Beam- B208 Column- C46 Level = Roof (max 2) (max 2) ffme Consulting Engineers San Diego. California WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 35.5 ft # of Beams at Joint Floor Ht (above) - .0 ft # of Columns at Joint I Floor Ht (below) 14.0 ft 1 PDL (col) 46.3k 2 PLL(col) - .5k 3 PEQ(col) 65k p 13 1 V01 (bm) 2&0 k 4) Flexure 0.9 2 VIL (bm) 5k 4) Buckling 0.85 3 V5Q (bm) 65k 4) she. = 0.9 1 MDL (bm) 178 k- ft 4) d 1 2 MLL (bm) - 10k-ft E, Factor - 0.150 3 M5Q (bm) - 111 k-ft C, - 1.15 Panel Zone Deformation - Yes considered in frame stability? lonis Conference Roof By Elevation C Date 1800111 Redundancy Factor Col Axial Load: (1.2 + Es,) * DL OSP(J + p * PEQ "Cc = 71.2 k Beam Shear: (1.2 + Ev) * VDL + 05a + p * VEQ - VUb 465 k Beam Moment: (1.2 + Ev) * MDL + 0.5M + p * MEQ = MUb - 388.8 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X146 Fb 50 ksi FY. - 50 ksi Fub - 65 ksi Rye - 1.1 Ryb = .1.1 (min expected yield ratio) A 43 in Ab 24.7 in' tIc - 24.7 in 24.1 in bf - 12.9 in bib = 9.02 in tic = 1.09 in tfb 0.77 in (1.00 O.K. t, - 0.65 in rub = 0.47 in S. 371 in' S~b = 196 in3 Z 418 in3 Zb 224 in3 k = 2 i tyb 1.95 in4 k, 1.125 in DUCTILITY REQUIREMENTS: Check Beam: bf 12tf = Il/lw = Check Span/Depth: (L - dj/db - Check Column: b1/2t1 = I7Itw - 5.86 (7.22- 0.3 * sqrt(Es/Fy) O.K. 45.90 59 O.K. C 0.00 A, - 59.00 16.65 '7.0 O.K. 5.92 (7.22- 0.3 * sqrt(EsIFy) O.K. 33.20 (56.98 O.K. CU = 0.04 2,,- 56.98 AISC Seismic gDI.lb (p.12) AISC Spec 358 653.1 (p. 9.2-12) AISC SeismicSDI.] (p.13) Project: lonis Conference Roof - I By EDS Sheet B53 Elevation C Date iii 4: i 1 Consulting Engineers San Diego, California Job 1800111 Revised BEAM LATERAL BRACING: AISC Seismic BDI.2b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/F Vb) = 8.1 ft. Beam Weld Access Hole Size Configuration S Weld access hole height = 3/4' or r,, if t'3/4 Weld access radius Weld access hole length > 15 * Exnected moment at face of column Mpr = Cpr Z. RFYb Vh (+) - 1.2VoL+05VLL+2Mp1L Vh (-) = l.2VDL+05VLL+2MP)L W. = 4*Zb* f Mr= Mpr 0.75 in = 0.5 in - 15 in MIN 1,181 k-ft 100.4 k 0.0 k 840 k-ft Mub - 388.83634 k-ft D/C 46% 1,181 k-ft Expected shear at face of column vs. beam shear capacity V 2*Mpr IL + Vgrty 100 k cV= AISC Specs G2.1 = 306 k V/(4V) - 0.33 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h - db - 2(t1+ weld access hole depth - .5') - 22.06 in MAX ç, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = hp*tp*(.6*Ry*Fw) (Column Face) 364.0 kips Weld thickness plate to column flange - 314 in MIN Weld thickness web to plate shall equal ç, - 1/16' (A!SC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Mpr + M] 1,284 k-ft 11, - Oft hb - 7 f T.M. - * [Z(F - Puc/A3*(h/(h=db/2))] - 1,966 k-ft EM. I EM b = 1.53 >1.0 O.K. Not required for top story 0 0 Project: I By I Elevation C Date 1/19 job ii: lonis Conference Roof EDS Sheet B54 Consulting Engineers San Diego, California 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK PPy=FA 2150 k Pr 0.75Pc Rn 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 539 k (#ofbeams) * M1*[1/ (db - t1) - 1/( Ht below /2 + Ht above /2)] 439 k kRn -539k V..Pz =439k =) OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubler = 50 ksi tw 0.65 ksi treq = 052 in d_ = db-2*trb 2256 in w = 2252 in tdoublerpl,rcq (strength) = (treq - tw) *Fyc / Fydoubter Not Req'd tdoub!erpl.req (to avoid plug welds) = [(d)- (w-)] / 90 050 in use tdoubl = Not Req'd 539 Ic > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0.75 Weld electrode strength Fy.x = 70 ksi Weld strength @ plate = 0.6*t1*F 1 V = Not Req'd Weld size required, t!d = Vu / (cD*0.6*FF_x*0.707*2) = tld = Not Req'd Min weld size = 114 in Not Req'd EDS Sheet B55 1/19 Beam- B207 Column- C44 Level = Level-2 (max 2) (max 2) Redundancy Factor ffme Consulting Engineers San Diego, California WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 355 ft #of Beams at Joint - Floor Hr (above) - 14.0 ft # of Columns at joint - 2 Floor Hr (below) 195 ft 5 PDL c01) - 114.4k 6 Pu. (col) - 25.9k 7 PEQ (col) 21.5k p = 1.3 5 V cbm) - 26.0k 4) - 0.9 6 VII (bm) 195k 4) 9ucklin5 0.85 7 VEQ (bm) - 15.2k 4) Shear 0.9 5 M,1 (lam) - 172k-ft 4) d = 6 M11 (bm) - 136k-ft E Factor = 0.150 7 M5Q (lam) - 264 k-ft CPI 1.15 Panel Zone Deformation Yes considered in frame stability? Lonis Conference Roof Elevation C Date 1800111 Col Axial Load: (1.2 + Ej * "DL + 05a + * Q I'uc = 195.4 k Beam Shear: (1.2 + Ev) * VDL + O.SVLL + p * VEQ - Vub - 64.6k Beam Moment: (1.2 + Ev) * MoL + 0.5M11 + p * MFQ - Mub - 643.3 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 FYb 50 ksi Fy. 50 ksi Fub - 65 ksi Rw 1.1 RYb .1.1 (min expected yield ratio) A = 43 in' Ab 385 in' cl, = 24.7 in db - 245 in bf, 12.9 in bfl, - 119 in tk - 1.09 in t1b - 0.96 in (1.00 O.K. t. - 0.65 in tb = 0.605 in S. = 371 in SA 329 in' Z 418 in3 Zb - 370 in k - 2 in r - 2.97 in k1 - 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - Wt, Check Span/Depth: (L - d) Id,, - Check Column: b1 /2t1 - = 6.72 <7.22 = 0.3 * sqrt(Es/Fy) O.K. 35.60 <59 O.K. C. - 0.00 Aw - 59.00 16.38 '7.0 O.K. 5.92 (7.22- 0.3 * sqrt(Es/Fy) O.K. 33.20 (53.46 O.K. C. - 0.10 .%, 53.46 AISC Seismic 5DI.Ib (p.12) AISC Spec 358 95.3.1 (p. 9.2-12) AISC Seismic 01.1 (p.13) Project: lonis Conference Roof By EDS Sheet B56 IeI!III Elevation C Date 1/19 Consulting Engineers San Diego, California job Ii: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic Dl.2b (p.15) P Maximum Spacing of braces: 0.086 *r. *(E/ Feb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or t. if t3I4' = 0.75 in Weld access radius 05 in Weld access hole lengthy 15 * 1.5 in MIN Exuected moment at face of column Cpr Z. RYFYb - 1,950 k-ft 'Th (+) - l.2VDL+0.5ViL+2M)L 150.8 k Vh (-) l.2VDL+0.5VLi+2M/L 0.0 k OiMn - *Zb* f = 1,388 k-ft Mub - 643.34524 k-ft D/C - 46% M1 Mpr 1,950 k-ft Expected shear at face of column vs. beam shear capacity V 2M /L + Vg j,7 151 k - AISC Specs G2.1 400 k VU /01Y.) - 0.38 c1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi - db - 2(t1+ weld access hole depth -T) - 22.08 in MAX t (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = (Column Face) - 455.4 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) EMb a lb * [Mpr Mi 2,105 k-ft Ii, 7 f bb = 9.75 ft = F, * [z(F. - PUJAJ(h/(h-db/2))] = 3,622 k-ft - 1.72 )1.0 O.K. 0 I 1Projeet: loms Conference Roof EDS let B57 I I Elevation C Date 1/19 I Consulting Engineers I I i I San Diego, California ljob 1800111 I Revised I I COLUMN PANEL ZONE SHEAR CHECK Pr. Py=FYA = 2150 k Pr <= 0.75Pc Rn = 0.60Fy *dc 11 tw (1 + (3 * bcE * tcf2) / (db * dc * tw)) 538 k 1.1*R*R 651 k Vue *(clictf) Note: V15 R 5 15323 k-in MJH 91.2 k Mue = (Vue + lue)*(dbtf) 17470 k-in F MI(d-tf) 742 k Vp (# of beams) * M1 [1/ (rib - t1) - 1I( Ht below /2 + Ht above /2)] 878 k 538k V ,pz =878k => Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fd0UbI. = 50 ksi = 0.65 ksi treq - 1.11 in db-2tth 2258 in W: = d2tt 2252 in tdnublerpl.req (strength) = (teq - t) * F)e I Fydoubkr 0.46 in tduublerpl,req (to avoid plug welds) [(d)+ (w)] / 90 050 in use t,joubtel 5/8 in 4Rfld 1001 k > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdb!I 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength Fcoc = 70 ksi Weld strength® plate = V = 1875 Win Weld size required, teld = Vu / ((D*0.6*FExx*0.707*2) tJd 7/16 in Min weld size = 1/4 in Weld OK 46 0 Beam = B207 Column - C48 Level - Level 2 (max 2) (max 2) Project: EDS job lonis Conference Roof 14 Sheet B58 I Elevation C Date 1/19 I Consulting Engineers San Diego, California : 1800111 Revised I I WUF - W - Welded Unreinforced Flaiwe - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 35.5 ft # of Beams at Joint - 2 Floor Ht (above) 14.0 ft # of Columns at Joint 2 Floor Ht (below) 195 ft 5 P i (col) - 152.3k 6 PLL(col) 63.2k 7 P5Q (col) - .021 k p - 1.3 5 VD,. (bm) 26.0k 4) Flexure 0.9 6 VLL (bm) 195k 4) Buckling 0.85 7 V5Q (bm) 15.2k 4) Shear 0.9 5 MDL (bm) 172 k-ft 4) d - 1 6 MIL (bm) - 136 k-ft E Factor - 0.150 7 M5Q (bm) 264 k4t CPI - 1.15 Panel Zone Deformation Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 + E) * DL + °LL +P * 'EQ o Puc 237.2 k Beam Shear: (1.2 + Ev) VDL + 0.5Vu + p * VEQ - "ub 64.6 k Beam Moment: (1.2 + Ev) * MDL + 05M11+ p * MEQ - Mb 643.3 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X207 F - 50 ksi Fy. - 50 ksi Fub 65 ksi Ry.= 1.1 R1, - 1.1 (min expected yield ratio) &. 60.7 in' A1, 385 in d 25.7 in db - 24.5 in b1 13 in bf,= 12.9 in tic = 1.57 in tfl, 0.96 in <1.00 O.K. t%w - 0.87 in tnt, - 0.605 in S,, = 531 in S,(b - 329 in Z 606 in' Zb 370 in ICC = 2.5 in to 2.97 in k1 - 1.25 in 6.72 (7.22=0.3 sqrt(Es/Fy) O.K. AISC Seismic gDl.lb (p. 12) 35.60 (59 O.K. Cu - 0.00 2M 59.00 16.34 7.0 O.K. AISC Spec 358 g53.1 (p. 9.2-12) 4.14 (7.22- 0.3 * sqrt(EsIFy) O.K. AISC Seismic ID1.1 (p. 13) 24.80 (54.24 O.K. C 0.09 %, 54.24 DUCTILITY REQUIREMENTS: Check Beam: b1/2t - = CheckSpan/Depth: (L-dj/d,, Check Column: b1/2c1 = h/tv - 0 Project: I lonis Conference Roof EDS By ISheet B59 Elevation C I Date 1/19 I Consulting Engineers San Diego, California Job ii: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic BDI.2b (p.15) Maximum Spacing of braces: 0.086 *r '(E/ F,,,) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or r. if t '3/4' Weld access radius Weld access hole length '15 t Exnected moment at face of column Mpr = Cpr Zx RF i, Vh (+) = 1.2V01+0SVLL+2Mpr/L Vh (-) = 1.2VoL+05\'+2MF,/L 4Mg- 41*Zb* f Mi=M. 0.75 in 0.5 in - 15 in MIN 1,950 k-ft 150.8 k -68.9 k 1,388 k-ft ' Mub - 643.34524 k-ft D/C - 46% 1,950 k-ft Exuected shear at face of column vs. beam shear capacity Vu = 2*M / L Vgray 151 k 4,V- AISC Specs G2.1 - 400 k V/(4.V) - 0.38 (1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi hp - ci,, - 2*(t + weld access hole depth -.5') - 22.08 in MAX t,, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - hp*tp*(.6*Ry*F).,,) (Column Face) 455.4 kips Weld thickness plate to column flange 15116 in MIN Weld thickness web to plate shall equal t,, - l/16 (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] 4,136 k-ft 7 f = 9.75 ft * [Zc(Fyi. - Puc/A)(h/hdb/2))] 5,325 k-ft EM F / Mb 1.29 >1.0 O.K. 0 Project: lonis Conference Roof I ' EDS Sheet B60 Elevation C I Date 1/19 Consulting Engineers San Diego, California Job #: 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK P- Py=FA = 3035 k Pr <= 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcE * tcf2) / (db * dc * tw)) = 788 k R5 1.1*R*R 954 k Mue Vue (db-tf) Note: V - Rne - 22459 k-in V - MUjH = 133.7 k M. - (V € + VU )(db-tf) - 25606 k-in FN - MI(d-t1) - 1088 k "u,PZ - (# of beams) * Mf*[1/ (db - t1) - 1/( Ht below /2 + Ht above /2)] = 1756 k 789k V5.pz = 1756k -) Doubler Plate Required Panel Zone ThicknessjAlSC Seismic Provisions section E3.6e Doubler Plate Strength, F oubler 50 ksi tlht:- 0.87 ksi t - 2.12 in d- db-2tth = 2258 in = 22.56 in tdoubterpljeq (strength) - (r - t) *'Fy. / F oubIer 1.25 in tdoubkrpl,req (to avoid plug welds) - [(d+ (w_} / 90 - 050 in use tdoubIe l - 11/8 in kRndp = 1849 k ) Vu,pz Doubler Plate WeIdin (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tab!I - 11/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0.75 Weld electrode strength F - 70 ksi Weld strength @ plate - 0.6*t 1*F,1 V - 41.25 k/in Weld size required, td = Vu / (*0.6*F*0.707*2) - tweld 15/16 III Min weld size -114 in Weld 01< S WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 355 ft # of Beams at Joint Floor Hr (above) 14.0 ft # of Columns at Joint 2 Floor Hr (below) - 195 ft 5 POL (col) 83.3k 6 PLL (col) - 23.0k 7 PEQ - 215k p = 1.3 5 VOL (bm) - 24.9k 4) Flexure 0.9 6 VLL (bm) 18.8k 4) Rucklmg 0.85 7 VQ (bm) 15.2k 4) Shear 0.9 5 M (bm) 154 k-ft 4) d 1 6 MLL (bm) 123 k-ft E Factor - 0.150 7 M Q (bm) 264 k-ft C..a = 1.15 Panel Zone Deformation Yes considered in frame stability? lonis Conference Roof Elevation C Consulting Engineers San Diego. California 1800111 EDS Sheet B61 1119 Beam- B208 Column = C46 Level = Level 2 (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + Es.) *PDL • 05LL p * 1>EQ =Puc = 152.0k Beam Shear: (1.2 + Ev) * VOL + O.SVLL + p * VEQ - Vub = 62.8k Beam Moment: (1.2 + Ev) * MDL + 05Mu. + p * MFQ Mb - 612.4 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 Fb - 50 ksi F - 50 ksi Fub = 65 ksi R,. = 1.1 Ryb = 1.1 (min expected yield ratio) &. = 43 in' Ab 38.5 in2 d 24.7 in db = 245 in b, - 12.9 in bp., = 12.9 in tfc 1.09 in rfb 0.96 in <1.00 O.K. t. - 0.65 in tub - 0.605 in Sac = 371 in3 SA 329 in3 ze 418 in3 Zb 370 in3 ice - 2 i rb - 2.97 in4 k1 = 1.125 in DUCTILITY REOUIREMENTS: Check Seam: b1/21 - 6.72 (7.22 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1b (p.12) Wt = 35.60 <59 O.K. - C. - 0.00 2M - 59.00 Check Span/Depth: (L - d) Id,, = 16.38 >7.0 O.K. AISC Spec 358 65.3.1 (p. 9.2-12) Check Column: bf /2t1 = 5.92 (7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p.13) = 33.20 (54.69 O.K. C. - 0.08 2,, - 54.69 lonis Conference Roof I " EDS I Elevation c Dare 1/19 Consulting Enginee San Diego, California I I job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 r * (El FYb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4" or t, if t >3/4" 0.75 in Weld access radius . 05 in Weld access hole length 15 * 1.5 in MIN Expected moment at face of column Mpr = Cpr Zx RyFyi., 1,950 k-ft Vh (+) = 1.2VDL+0.5VLL+2MPF/L 149.1 k '1h () = 1.2VDL+0.5Vf2Mpr/L 0.0 k W. = 4*Zb* f 1,388 k-ft ' Mub 612.41398 k-fr D/C' 44% Mf = Mnr 1,950 k-ft Expected shear at face of column vs. beam shear canacitv 2*Mpr / L + = 149 k AISC Specs G2.1 400 Ic V0/(.V) 0.37 LO O.K. Shear Plate Determination Plate Strength = 50 ksi - 2(tf + weld access hole depth -.5") - 22.08 in t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F1 ) (Column Face) - 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16" (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) = * [Mr. + My - 2,104 k-ft h 7 f bb - 9.75 ft * [Z(F. - PiA)(11/(thI12))] - 3,703 k-ft EM. / EM b = 1.76 >1.0 O.K. MAX Project: lonis Conference Roof By I EDS ISheet B63 I Elevation C Date 1/1.9 I I I I Consulting Engineers San Diego, California job #: 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK Pe. =Py=FA = 2150 k Pr <= 0.75Pc Rn =0.60Fy *dc *tw(1+ (3*bcf*tcr2)/(db*dc *tw)) = 538 k Rne = 1.1*R*R = 651 k *Mue Vue Note: V - R = 15323 k-in V MJH - 91.2 k Mue = (Vue VuJ*(di.tr) 17470 k-in Fr - Mue/(dtf) = 742 k "u,PZ - (# of beams) * M1 *[l/(db - t) - 1/( Ht below /2 + Ht above/2)] = 878 k =538k V.,Pz = 878k =' Doubler Plate Required Panel Zone Thickness (AlSC Seismic Provisions section E3.6e Doubler Plate Strength, F).UbICF 50 ksi = 0.65 ksi t.q - Lii in d db-2*tfb 2258 in W.. = 2252 in tdoub!erpl.req (strength) = (treq - tw) * Fyc / Fy ubIer 0.46 in tdoublerpl.req (to avoid plug welds) [(d)+(w)] / 90 = 050 in use tdouble I 5/8 in - 1001 k Vu,pz Doublet Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web t€bII - 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0.75 Weld electrode strength - 70 ksi Weld strength @ plate - pj*Fypj V = I75 Win Weld size required, tejd = Vu / (4)*0.6*Fyy*0.707*2)t.-.Id 7/16 in Min weld size - 1/4 in Weld OK n Project: Elevation D I Date Ob lonis Conference Roof 1w By Consulting Engineers Rs1 San Diego, California : 1800111 I WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) EDS ShccB64 1/19 Beam - B193 Column - C31 Level - Roof Span, L 32.0 ft # of Beams at Joint I (max 2) Floor Ht (above) - .0 ft # of Columns at Joint - I (max 2) Floor Hr (below) - 14.0 ft 1 PDL (col) - 0.0000 2 P11 (cal) - 0.0000 3 PEQ (col) - .0k p - 1.3 Redundancy Factor 1 VOL (bm) - 14.1k Flexure 0.9 2 V11 (bm) .3k Ruckling 0.85 3 V Q (bm) - 14.7k Shear 0.9 1 M,1 (bm) - 63k-ft $ d 2 M11 (bm) - 4k-ft Eu Factor - 0.150 3 MEQ (bm) 226k-ft Cr 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + ,) * p01 + 0.5P11 + * PEQ l'uc 0.0 k Beam Shear: (1.2 • Ev) * VOL + 0.5 V11 + p * VEQ = VUb 38.2 k Beam Moment: (1.2 • Ev) * M01 + 0.5M1, + p * MEQ - MUb - 380.3 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X162 F b 50 ksi F5 - 50 ksi Fub 65 ksi Ry, 1.1 P.b - 1.1 (min expected yield ratio) & 47.7 in - 24.7jn2 d = 25 in db = 24.1 in bf, 13 in bfb 9.02 in tfc 1.22 in tg, - 0.77 in <1.00 O.K. t. = 0.705 in tsb - 0.47 in Sc - 414 in3 SXb 196 in' Z 468 in Zb 224 in3 k 2.125 in tyb 1.95 in l< - 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2r1 - 5.86 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.lb (p.12) h/t, - 45.90 (59 O.K. C. - 0.00 Aw = 59.00 Check Span/Depth: (L - d) 1d b - 14.90 ) 7.0 O.K. AISC Spec 358 55.3.1 (p. 9.2-12) Check Column: b1 /2t1 - 5.33 '7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.1 (p.13) hlr_ - 30.60 <59 O.K. C,- 0.00 AP - 59.00 0 - 22.06 in - 0.500 in - 364.0 kips - 3/4 in MIN - 0.4375 in = 1,275 k-ft = 2,277 k-ft 1.79 > 1.0 O.K. Not reouirccl for ror, sroiv lonis Conference Roof I DY EDS I 1 bb Consulting Enginee ob #: Elevation D Date 1/19 I Revised San Diego, California 1800111 BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 r (E/ F,b) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t. if r >314' Weld access radius Weld access hole length 1.5 t Exi,ected moment at face of column Mpr = Cpr Z RF Vh (+) = l.2V01+0SVLL+2Mpl/L Vh (-) = 1.2VD1+05VLL+2M/L W. = 4*Zb* f MtMpr 0.75 in 05 in = 1.5 in 1,181 k-ft 90.8 k 0.0 k 840 k-ft ' Mub - 380.331725 k-fr DIC - 45% 1,181 k-ft MIN Expected shear at face of column vs. beam shear canacity 91k 4,V- AISC Specs G2.1 306 k = 0.30 c1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi hp - di, - 2*(tt + weld access hole depth -.5") ç (Min thickness is beam web thickness) Design shear strength of weld h*t*(.6*R*F) (Column Face) Weld thickness plate to column flange Weld thickness web to plate shall equal t,, -1/16' (AISC Seismic Provision 8.6.3) STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) - Tb * [M pr + M] Oft hb = 7 f - * [Z(F)T. - PuJA3(h/(hcLi2))] XM,C / !M b MAX 0 Project: EDS I loriis Conference Roof I By ShecB66 Consulting Engineers Elevation D Date 1/19 San Diego, California job : 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK P=Py=F,,A 2385 k Pr 0.75Pc Rn 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 601 k "u.PZ (# of beams) * Mf*[ 1/ (db - Ct) - 1I( Ht below/ 2 + Ht above! 2)1 = 439 k 602k 'u.PZ =439k OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F 0ubt r 50 ksi tM 0.71 ksi treq 0.49 in db-2*tfb 2256 in w = d,.-2*tfv. 2256 in tdoublerpt,req (strength) (treq - tw..) *Fyc / 'ydoub!cr Not Reqd tdoub!erpI.rq (to avoid plug welds) [(d)+(w)] /90 050 in use tdoub!eI . Not Reqd 601 k > Vu,pz Doubler Plate Weldinp (AISC Seismic Provisions section 9.3c Use doubler plate against the column web Not Reqd in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0:75 Weld electrode strength = 70 ksi Weld strength @ plate = 0.6*t 1*F,, V = Not Reqd Weld size required, t!d = Vu / (0*0.6*F*0.707*2) = tld Not Reqd Min weld size = 1/4 in Not Reqd 0 Project: EDS 1Sheet B67 I D Date 1/19 I I lonis Conference Roof I B Consulting Enginee,s Elevation I San Diego, California : 1800111 IRevised I I WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam Column = Level B193 C41 Roof S Span, L . - 32.0 ft # of Beams at Joint - 2 Floor Mt (above) .0 ft # of Columns at Joint - 1 Floor Mt (below) - 14.0 ft I P,1 (col) - .0k 2 P11 (cot) .0k 3 PEQ (col) - .0k p - 13 1 VDI (bm) - 14.11< 4) Flexure = 0.9 2 V11 (bm) - , .3k 4) Ruckling 0.85 3 VgQ (bm) - 14.7k 4)St..- 0.9 1 M01 (bm) - 63k-ft 4) d 2 M11 (bm) - 4k-ft E Factor - 0.150 3 MEQ 226k-ft Cpr = 1.15 Panel Zone Deformation - Yes considered in frame stability? (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + * P01 + 0.5P1, + p *PEO = P. - 0.0 k Beam Shear: (1.2 + Ev) * v01 + 05 V11 + p * VEQ - VUb = 38.2 k Beam Moment: (1.2 + Ev) * MDL + 0.5M11 + p * MEQ - MA - 380.3 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24Xl76 Fyb - 50 ksi Fy. = 50 ksi Fub = 65 ksi R,. Ii yb 1.1 (min expected yield ratio) A, - 51.7 in A1, 24.7 in tIc - 25.2 in db 24.1 in bf, = 12.9 in bfb = 9.02 in ti,. = 134 in tp, = 0.77 in '1.00 O.K. t 0.75 in 0.47 in S.. 450 in S,,b 196 in' Z 511 in Zb 224 in k 2.25 in ro 1.95 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1/2c1 - 5.86 '7.22 = 0.3 * sqrt(EsIFy) O.K. AISC Seismic SDI.1b (p.12) hit,, = 45.90 <59 O.K. C - 0.00 2M 59.00 Check Span/Depth: (L - dj/db - 14.89 '7.0 O.K. AISC Spec 358 g5.3.1 (p. 9.2-12) Check Column: b1 /2t1 - 4.81 <7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.] (p.13) hit,, - 28.70 <59 O.K. C, - 0.00 2,,, - 59.00 Elevation D Dare 1/19 I Job //: lonis Conference Roof EDS Project: By ISheet B68 Consulting Engineers I San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.15) Maximum Spacing of braces: 0.086 er, *(E/Fb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or tif r 3/4 Weld access radius Weld access hole length '15 * Expected moment at face of column Cpr Z,1 RYFYb Vh (+) = 1.2VDL+0.5VIL+2M11L '1h () = l.2VDL 0.5VU +2MpJL Mfl=4*Zb*f/ Mr"M pr 0.75 in 0.5 in 1.5 in MIN 1,181 k-ft 90.8 k -56.8k 840 k-ft ' Mub - 380.331725 k-ft D/C - 45% 1,181 k-ft Exnected shear at face of column vs. beam shear capacity Vu 2Mpr / I + Vgriivity 91 k AISC Specs G2.1 = 306 k V/0,V) 0.30 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi bp - d1, - 2(r1+ weld access hole depth - .5') 22.06 in t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld h*t*(.6*R*F,,) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal r, - 1/16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Me, + Myi - 2,516 k-ft h, - Oft hb - 7 f * (Z(F)c - Puc/Av)*(h/(hdb/2))] - 2,486 k-ft = 0.99 <1.0 N.G. Not required for top story MAX Project: lonis Conference Roof By EDS Sheet B69 I Elevation D I Date 1/19 I Consulting Engineers San Diego, California Job Revised 1800111 I COLUMN PANEL ZONE SHEAR CHECK PPy'FA 2585 k Pr 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 654 k "u.PZ = (# of beams) * M1 [1/ (db - t) - 1/( Ht below /2 + Ht above /2)] 878 k 654k C V..Pz = 878k =) Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fdouht. = 50 ksi 0.75 ksi t 1.05 in db-2*tfb 22.56 in = 2252 in tdoubterpl,req (strength) = (treq - tw..) * Fr.. / Fydoubler 0.30 in tdoublerpl.req (to avoid plug welds) = [(d)+(wi / 90 0.50 in use tdoub!l 5/8 in 1126 k) Vu,pz Doubler Plate Welding (AlSC Seismic Provisions section 9.3c' Use doubler plate against the column web tbII 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength FExx = 70 ksi Weld strength @ plate V = 18.75 Win Weld size required, tld Vu / ((D*0.6*FEy*0.707*2) = t..Id 7/16 in Min weld size = 1/4 in Weld OK Project: EDS WMO Elevation D Date 1/19 I Lb # lonis Conference Roof I By Sheet B70 San Diego, California 1800111 Revised I Consulting Engineers WUF - W - Welded Unreinforced FIane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam- B209 Column - C47 Level - Roof Span, L - 32.0 ft # of Beams at Joint I (max 2) Floor Ht(above) Oft #of Columns atjoint 1 (max 2) Floor Ht (below) 14.0 ft 1 PDL (col) - 7117 k 2 PLL col) - .1k 3 PEQ (col) - 14.4k p = 13 Redundancy Factor I V (bm) 14.6!< 4) Flexure = 0.9 2 V11 (bm) .1 k 4) Auktuig 0.85 3 V5Q (bm) - 14.4k Shear 0.9 1 M 1 (bm) - 71k-ft 4) d - 1 2 M11 (bm) - 1 k-ft E, Factor - 0.150 3 M Q (bm) - 220 k-ft CPI1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + Es.) * PDL + O.5P1 + p * PEQ = PUC 125.0 k Beam Shear: (1.2 + Ev) * VOL + 05'11L + p * VFQ = VUb - 38.4 k Beam Moment: (1.2 + Ev) * M01 + 05MLL + p * MEQ - Mb - 382.7 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X162 Fyb = 50 ksi F, - 50 ksi Fub - 65 ksi Ry. = 1.1 Ryb - Li (min expected yield ratio) A, - 47.7 in Ab 24.7 in' d, . 25 in db - 24.1 in b, - 13 in bib = 9.02 in tf, - 1.22 in tfb 0.77 in <1.00 O.K. t = 0.705 in - 0.47 in S. 414 in3 Sb - 196 in3 Z, - 468 in' Zb 224 in3 k, - 2.125 in r - 1.95 in k1 - 1.1875 in 5.86 <7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.lb (p.12) 45.90 (59 O.K. C. - 0.00 A, - 59.00 14.90 ) 7.0 O.K. AISC Spec 358 95.3.1 (p. 9.2-12) 5.33 <7.22 = 0.3 * sqrt(EsfFy) O.K. AISC Seismic 01.1 (p.13) 30.60 <55.81 O.K. C. - 0.06 APS - 55.81 DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 - = CheckSpan/Depth: (L-dj/d,, Check Column: b1/2t1 - h/ t,, - 0 Project: Job ii: lonis Conference Roof I By EDS Sheet B71 I'm =AP Elevation D Date 1/19 Consulting Engineers San Diego, California Revised evised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/ FYb) 8.1 ft. Beam Weld Access Hole Size Confipuration Weld access hole height 3/4' or t,, if t.)3/4' Weld access radius Weld access hole length ) 1.5 * Exnected moment at face of column Mpr Cpr Z. RFb Vh (+) = 1.2VDL+0.5VLL+2MpT/L Vh (-) = 1.2VDJ +0.5V11+2MP)L iM= $*Zb* f Mi"Mpr = 0.75 in 05 in = 15 in MIN 1,181 k-ft 91.4 k 0.0 k 840 k-ft Mub-382.71019k-ft D/C46% 1,181 k-ft Expected shear at face of column vs. beam shear capacity V5 = 2*Mpr /L + Vgr.y 91 k - AISC Specs G2.1 = 306 It V/(4 ,V) = 0.30 1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hp = db - 2(t1+ weld access hole depth -Y) t, (Min thickness is beam web thickness) Design shear strength of weld = h*t*(.6*R*F) (Column Face) Weld thickness plate to column flange Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) STRONG COLUMN -WEAK BEAM CHECK (req'd for multi-story frames) EM*pb = * [Me, + My] Ii, = Oft bb 7 f EM. = Z. * (ZC(F)... - PujAc)(h/(hdb/2))] MM, 17 / £M b - 22.06 in MAX = 0.500 in - 364.0 kips = 3/4 in MIN = 0.4375 in = 1,276 k-ft = 2,157 k-ft = 1.69 >1.0 O.K. Not required for cop story 0 Project: EDS I I J #: lonis Conference Roof I By Sheet B72 Elevation D Date 1/19 Consulting Engineers Revised San Diego, California ob Re 1800111 I COLUMN PANEL ZONE SHEAR CHECK PPyFA 2385 k Pr- 0.75Pc Rn 0.60Fy *dc * tw (1 + (3 bcftcr2)/(dbdc tw)) = 601 k (# of beams) * M1 [l/ (db - t) - 1/(Ht below /2 + Ht above /2)] = 439 k 602k > = 439k =' OR Panel Zone (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F)..QUb,CF 50 ksi t1w 0.71 ksi treq 0.49 in dI,-2tth = 2256 in w &.-2t,. 22.56 in tdaublerpl.req (strength) = (treq - tw..) *Fyc / Fydoubler Not Req'd tdoublrpI.req (to avoid plug welds) = [(dJ+(w:)] / 90 050 in use tdoubIe l Not Req'd 4)yRndp 601 k > Vu,pz Doubler Plate Welding (AESC Seismic Provisions section 9.3c) Use doubler plate against the column web Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength . Ftxx = 70 ksi Weld strength @ plate V = Not Req'd Weld size required, tId = Vu / (4b*0.6*F*0.707*2) tvid Not Req'd Min weld size = 1/4 in Not Req'd 0 Pr lonis Conference Roof Project. I By Elevation D I Date Lb I Consulting Engineers San Diego, California 1800111 Revia WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalifted Beams of SMFs per AISC 358-2010) EDS Sheet B73 1/19 Beam - B193 Column - C31 Level = Level 2 Span, L 32.0 ft //of Beams at Joint I (max 2) Floor Hr (above) - 14.0 Ft # of Columns at joint 2 (max 2) Floor Hr (below) - 195 ft 5 PDL (col) 254.1k 6 PILL (col) 93.4k 7 'EQ (cal) 365k p = 1.3 Redundancy Factor 5 VDI. (bm) 7.9k 4) Flexure = 0.9 6 VLL (bm) 5.8k 4) Ruckling 0.85 7 VEQ 21.6k 4) Shear 0.9 5 M01(bm) 38k-ft = 1 6 MLL (bm) 26k-Ft Er Factor 0.150 7 M5Q (lam) - 333k-ft CPr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + ) * > + 03PLI. p * PEQ 437.2 k Beam Shear: (1.2 + Ev) * VDL + 0.5Vi. P * VEQ '1ub 41.7 k Beam Moment: (1.2 + Ev) * MoL • O.SMIL + p * MEQ = MUb 498.4 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X162 Fyb 50 ksi Fy, 50 ksi Fub - 65 ksi R 1.1 Ryb - 1.1 (min expected yield ratio) A. = 47.7 in2 Ab 303in2 d = 251n db - 24.5 in bf, 13 in bf, 9 in tic - 1.22 in tfb - 0.98 in (1.00 O.K. t. = 0.705 in ts*b - 0.55 in S, - 414 in3 SA 245 in3 zc 468 in3 Zb 280 in3 kc = 2.125 in tyb 1.99 in4 k1 - 1.1875 in DUCTILITY REOUEREMENTS: L Check Beam: b112r1 - h/i,, = Check Span/Depth: (L - d,) 1db = Check Column: b1 /2t1 - h/ t,, - 4.59 (7.22 = 0.3 * sqrt(EsfFy) O.K. AISC Seismic SDI.lb (p.12) 39.20 (59 O.K. C. 0.00 Aw - 59.00 14.65 )7.0 O.K. AISC Spec 358 S53.1 (p.9.2-12) 5.33 <7.22=0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p. 13) 30.60 (50.56 O.K. C. 0.20 2,,,- 50.56 Project: I lonis Conference Roof By EDS Sheet B74 1,11=0 Elevation D Date 1/19 I Consulting Engineers San Diego, California Job ii: 1800ffl Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/F b) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 314 or t. if t '3/4' Weld access radius Weld access hole length 1.5 * Expected moment at face of column Cpr Zx RF1, Vh (+) 12\'DL+05VLL+2Mp1L = Vh (-) 1.2\'DL+0.5VLL+2M T/L = by Mi. =M. Expected shear at face of column vs. beam shear canacity V 2*Mpr /L + Vgr.ty 105 k AISC Specs G2.1 = 364 k VI(4V) 0.29 '1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi db - 2*(tf + weld access hole depth -.5') 22.04 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*t*(.6*R*F>) (Column Face) - 454.6 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Mpr M] - 1,585 k-ft - 7 f bb - 9.75 ft EM C - * [z(F - P/A)(h/h-db/2))] = 3,643 k-ft EM I / EM b = 2.30 )1.0 O.K. 0.75 in 05 in 15 in MIN 1,476 k-ft 104.6 k 0.0 k 1,050 k-ft ' Mub - 498.35687 k-ft D/C - 47% 1,476 k-ft Project: lonis Conference Roof I By I EDS ISheet B75 Elevation D I Date 1/19 Consulting Engineers San Diego, California I job #: 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK P- Py - FA 2385 k Pr (= 0.75Pc Rn - 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 600 k pne • 1 l*R*R ' - 726 k us - V1 (db.tf) Note: V. - Rm 17071 k-in V - Mse/H = 101.6 k (V 5 + V 5)(dtr) - 19461 k-in Ff. - Md(d-tf) - 827 k (# of beams) * Mr*[1/(db - tf) - 1/( Ht below /2 + Ht above /2)] - 665 k = 600k < VUPZ = 665k - Doubler Plate Required Panel Zone (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F)ubCr 50 ksi tw:- 0.71 ksi trcq = 0.79 in d = db-2*tfb 2254 in W.. = d2*tfC - 2256 in tdoublerptreq (strength) - (t - t) * F I F 0UbI5. 0.09 in tdoublerpl,req (to avoid plug welds) [(d)+ (w)] / 90 050 in use tdoub!erpl 5/8 in kRndp - 1069 It > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web tdlI 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor cD = 0.75 Weld electrode strength Frxx = 70 ksi Weld strength @ plate - y_pl Vu = 1825 Win Weld size required, t..,d - Vu / (D*0.6*Fev*0.707*2) = t = 7/16 in Min weld size - 1/4 in Weld OK 0 Beam- B193 Column = C41 Level - Level 2 (max 2) (max 2) Project: EDS ISheet B76 Elevation D Date I 1/19 I I Lb lords Conference Roof I ' San Diego, California : 1800111 Revised I I Consulting Engineers WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 32.0 ft # of Beams at Joint - 2 Floor Ht (above) 14.0 ft # of Columns at Joint - 2 Floor Mt (below) - 195 ft 5 P01 (col) - 257.2k 6 PLL col) - 933k 7 P5Q (col) 16.256k p - 13 5 VOL (bm) . 7.9k 4) 0.9 6 V11 (bm) 5.81< 4) Aucklmg = 0.85 7 V5Q (bm) 21.6k 4) Shear 0.9 5 MDL(bm) 38k-ft 4) d I 6 MEL (bm) - 26k-ft E. Factor 0.150 7 M5Q (bm) 333 k-ft Cpr 1.15 Panel Zone Deformation Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 E) * pDL 0.51'LL + P * 'EQ = 415.1 k Beam Shear: (1.2 + Ev) * V01 + 0.5 V11 + p * VFQ = VUb 41.7 k Beam Moment: (1.2 + Ev) * M01 + 05M11+ p * MEQ = MU,, - 498.4 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fyb - 50 ksi F1, - 50 ksi Fub 65 ksi Ry, U Ry,, U. (min expected yield ratio) A, = 51.7 in A,, 30.3 in ci, - 25.2 in db 24.5 in bf, = 12.9 in I,,,, = 9 i tic = 1.34 in tfb 0.98 in <1.00 O.K. t = 0.75 in t, - 055 in S,, - 450 in 5cb 245 in Z, 511 in3 Z,, - 280 in 3 1<, = 2.25 in rit 1.99 in k 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 = = Check Span/Depth: (L-dj/d,, = Check Column: b1/2t1 - h/ri, = 459 < 7.22=0.3 * sqrt(Es/Fy) O.K. 39.20 c 59 O.K. C. - 0.00 A 59.00 14.64 ) 7.0 O.K. 4.81 <7.22- 0.3 * sqrt(Es/Fy) O.K. 28.70 <51.03 O.K. C. - 0.18 2 - 51.03 AISC Seismic SDI.lb (p.12) AISC Spec 358 155.3.1 (p. 9.2-12) AISC SeismicSDI.] (p.13) Project: I lonis Conference Roof EDS By ISheet B77 Elevation D Date 1/19 I Consulting Engineers San Diego, California Job ii: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 r (E/ F,b) 8.3 ft. Beam Weld Access Hole Size Configuration I Weld access hole height 3/4' or t. if t >3/4' Weld access radius Weld access hole length ) 1.5 * tv Exnected moment at face of column Mpr" Cpr Z RF1, Vh (+) 1.2VDL+0.5VLL+2MpJL Vh (-) 1.2VDL+0.5VLL+2MPIL $M= 4*Zb* fy MiMpr 0.75 in 0.5 in - 15 in MIN 1,476 k-ft 104.6 k -79.9 k 1,050 k-ft ' Mub - 498.35687 k-ft D/C 47% 1,476 k-ft Expected shear at face of column vs. beam shear canacitv Vu 2*Mpr /L+Vgrty 105k = AISC Specs G2.1 364 k V/(4 ,V) - 0.29 (1.0 O.K. Shear Plate Determination Plate Strength 50 ksi hp - - 2*(tf + weld access hole depth -.5") 22.04 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld h*4*(.6*R*F) (Column Face) - 454.6 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal ç, - 1/16 (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Me. + MJ 3,145 k-ft = 7 f hb 9.75 ft - * [Ze(F), - Puc/Av)*(I/(hdb/2))1 - 4,089 k-ft IM, PC/ ZM b - 1.30 >1.0 O.K. E Project: Elevation D I Date 1/19 I - Lb # loms Conference Roof EDS I By Sheet B78 Consulting Engineers San Diego, California : 1800111 ReAsed I COLUMN PANEL ZONE SHEAR CHECK P- Py - FA 2585 k Pr <= 0.75Pc Rn - 0.60Fy dc * tw (1 + (3 * bcf* tcf2) I (db * dc * tw)) = 652 k Rne 1.1*R*R - 789 k Vue (db-tr) Note: Vue - 18558 k-in V - M/H - 110.5 k M. = (Vue + VU )(db-tf) = 21156 k-in Ft - Mj(d-t1) - 899 k - (II of beams) * Mf *[1/ (d1, - t1) - 1/( Ht below /2 + Ht above /2 )i - 1330 k = 653k V.,Pz -1330k -> Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoub?er = 50 ksi t1w = 0.75 ksi treq 1.65 in d_ db.2tp., - 22.54 in w - dc=2*tk = 2252 in tdoublerpl.req (strength) - (t - t) * / Fydoubler = 0.90 in tdoubhrpl.req (to avoid plug welds) - [(d)+(w] / 90 - 050 in use tdoub!l - 1/1 in - 1408 k Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web tdbl - I/i in Use Fillet weld on top and bottom and at the sides Strength reduction Factor 4 - 0.75 Weld electrode strength FEXX 70 ksi Weld strength @ plate = 0.6*t1*F,1 V0 - 30.00 Win Weld size required, tId - Vu / ((D0.6F .0.7072) - t.AId 11/16 in Min weld size = 1/4 in Weld OK Project: EDS ISheet B79 I Elevation D Date 1/19 I I job 1800111 ' lonis Conference Roof I By San Diego, California I I I Consulting Engineers Beam- B209 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C47 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Level-2 Span. L - 32.0 ft # of Beams at Joint - 1 (max 2) Floor Mt (above) - 14.0 ft # of Columns at Joint - 2 (max 2) Floor Mt (below) 19.5 ft 5 PDI. (col) 129.1k 6 Pu. (col) - 43.2k 7 P (col) 37.1k p - 1.3 Redundancy Factor 5 V (bm) 7.7k 4) FIe.'cure 0.9 6 V11 (bm) - 6.1k 4) Ruckling 0.85 7 VEQ - 22.8k $She 0.9 5 M01 (bm) - 36k-ft 4) d = 6 M11 (bm) - 30k-ft E Factor - 0.150 7 M Q (bm) - 357k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frane stability! Col Axial Load: (1.2 + E) * 1' + 0.5Pu. + p PQ =Pu. 244.0 It Beam Shear: (1.2 • Ev) V + 0.5 V11 + p * VEQ = \',, 43.1 k Beam Moment: (1.2 + Ev) * M01 + 05Ma + p * MEQ = Mb - 527.8 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X162 Fyb 50 ksi F - 50 ksi Fub 65 ksi - 1.1 Rb = 1.1 (min expected yield ratio) A,. 47.7 in1 = 30.31n2 d - 25 in db = 245 in b - 13 in b5, - 9 in tk 1.22 in tFb - - 0.98 in (1.00 O.K. tmv 0.705 in t~b 055 in &I. 414 in3 Smb = 245 in3 Z 468 in3 Zb - 280 in3 kc 2.125 in r - 1.99 in4 k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1/2t1 = 4.59 <7.22=0.3 * sqrt(EsIFy) O.K. AISC Seismic 5D1.ib (p.12) hit,, = 39.20 59 O.K. C - 0.00 2 )5 - 59.00 Check Span/Depth: (L - d) Id,, - 14.65 '7.0 O.K. AISC Spec 358 55.3.1 (p. 9.2-12) Check Column: b1 /2t1 - 5.33 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.1 (p.13) h/c,, = 30.60 <52.77 O.K. C. - 0.11 2,,,- 52.77 I Project: I By Job lonis Conference Roof I EDS 1Sheet B80 Elevation D Date 1/19 I Consulting Engineers Revised I San Diego, California 1800111 BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 *(E/ FYb) 8.3 ft. Ream Weld Access Hole Size Configuration Weld access hole height 314 or tift'3/4' Weld access radius Weld access hole length ) 1.5 * r. Exnected moment at face of column Mpr z Cpr Zx RyFb Vh (+) = 1.2VDL+0.5V11 +2Mp1L Vh (-) - 1.2VDL+0.5\'LL+2MP)L 4M= 4*Zb* F Mr- Mpr 0.75 in 0.5 in 15 in MIN 1,476 k-ft 104.6 k 0.0 k 1,050 k-ft ' Mub - 527.828735 k-fr D/C - 50% 1,476 k-ft Ext,ected shear at face of column vs. beam shear canacitv V 2*Mpr / L + = 105 k 4\,V= AISC Specs G2.1 = 364 k V/(4.V) - 0.29 <1.0 O.K. Shear Plate Determination Plate Strength 50 ksi hp - db - 2(t1+ weld access hole depth -.5') - 22.04 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 454.6 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t, -1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] - 1,585 k-ft = 7 f bb - 9.75 ft * - 1 udA)*(h/(hi,/2))] 4,005 k-ft EM I / EM h = 2.53 '1.0 O.K. Project: EDS Elevation D Date 1/19 I IOb# loms Conference Roof I By Skeet B81 I San Diego, California : 1800111 Revised I I Consulting Engineers COLUMN PANEL ZONE SHEAR CHECK PPyFA 2385 k Pr <- 0.75Pc Rn 0.60Fy *dc * tw (1 + (3 * bcf * tcf2) I (db * dc * tw)) - 600 k Rae = 1.1-R-R 726 k Mue Vse Note: Vu. = Rae - 17071 k-in Vse - M/H 101.6 k Mue (Vse Vse)(db'tf) 19461 k-in Ffu - MUj(d-rf) 827 k (# of beams) * M *[1I (db - t1) - 1/( Ht below /2 + 1-lt above /2 )} 665 k kRn -600k V,pz 665k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F 05b,. 50 ksi t 0.71 ksi treq 0.79 in d = 42*t 2254 in w.. = d-2tk 2256 in tdouhterpLreq (strength) (treq - tw) * I Fydoubler 0.09 in tdoubterpl.req (to avoid plug welds) [(d)+ (w)] / 90 = 050 in use tdaub!erpl 5/8 in kRndp 1069 k > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdc(Jbpl 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 - 0.75 Weld electrode strength F5y< = 70 ksi Weld strength @ plate - y_pl Vu a 1&75 k/ui Weld size required, ted = Vu / (4b*0.6*F O.7072) = vId 7/16 in Min weld size = 1/4 in Weld OR S 11 Beam = B195 Column = C30 Level = Roof (max 2) (max 2) Project: lonis Conference Roof EDS IsheeB82 17me I Elevation E e 1/19 I Lb I By Consulting Engineers Dat San Diego, California : 1800111 IResed I I 'WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 32.0 ft # of Beams at joint Floor Ht (above) .0 ft // of Columns at Joint - Floor Ht (below) 14.0 ft 1 PDL (col) 111.9380 2 PLL (col) 315520 3 PEQ (col) - 13] k p - 13 1 V01 (bm) 145k Flexure 09 2 VLL (bm) .1k 4, Ruckling 0.85 3 V5Q (bm) - 13.1k 4,Sh.. 0.9 I MDL (bm) 69k-ft 4 d 2 M11 (bm) - 2k-ft E Factor 0.150 3 MEQ 202k-ft Cpr 1.15 Panel Zone Deformation Yes considered in frame stability! Redundancy Factor Col Axial Load: (1.2 + E) * P01 + °5a + p * PFQ - 184.0k Beam Shear: (1.2 + Ev) * \oi + 0.5\' + p * VEQ = VUb 36.7k Beam Moment: (1.2 + Ev) * M01 + 0 SM11 + p * MFQ - Me,, - 356.8 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X162 F3b = 50 ksi Fy. 50 ksi Fub = 65 ksi RYC LI RYb ii (min expected yield ratio) & - 47.7 in Ab 24.7 in' d = 25 in - 24.1 in bk - 13 in bfb 9.02 in t& = 1.22 in tp, = 0.77 in < 1.00 O.K. t w = 0.705 in tub 0.47 in Sc 414 in Sxb 196 in' Z - 468 in Zb - 224 in3 k 2.125 in = 1.95 in k1 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: bf /2t1 - 5.86 <7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic 5D1.1b (p.12) Wt - 45.90 (59 O.K. C. - 0.00 59.00 Check Span/Depth: (L - dj/d,, = 14.90 ) 7.0 O.K. AISC Spec 358 S53.1 (p. 9.2-12) Check Column: bf 12tf - 5.33 <7.22-0.3 * sqrt(EsfFy) O.K. AISC Seismic 0I.1 (p. 13) - 30.60 <54.3 O.K. C. 0.09 2p 54.30 0 Project: lonis Conference Roof By EDS SheeB83 Elevation E Date 1/19 Consulting Engineers San Diego, California job # 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 r, (E/Fyb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4' or t, if t'3I4' 0.75 in Weld access radius 0.5 in Weld access hole length > 1.5 * t 1.5 in MIN Expected moment at face of column Mpr o Cpr Zx RF b 1,181 k-ft Vh (+) = l.2VDL+0.5VLL+2MP1/L - 91.2 k Vh (-) - l.2VDL+0.5VLL+2MPdL 0.0 k *Zb* f - 840 k-ft ' Mub 356.78129 k-ft D/C 42% M1 = Mpr 1,181 k-ft Expected shear at face of column vs. beam shear capacity V0= 2Mpr /L . = 91 k V= AISC Specs G2.1 - 306 It V/(.V) - 0.30 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi h - d1, - 2*(t + weld access hole depth -.5") 22.06 in MAX t (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = (Column Face) - 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr M] 1,276 k-ft h, - Oft bb = 7 f * [Zc(Fyc - Pse/Av)(h/hdb/2))] 2,101 k-ft / EM b = 1.65 1.0 O.K. Not reciuired for rot, story 0 Project: lonis Conference Roof By EDS ShceB84 Elevation E i Date 1/19 I L Consulting Engineers San Diego, California b : 1800111 I1d I COLUMN PANEL ZONE SHEAR CHECK Pr. =Py=FA 2385 k Pr <= 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcf2) / (db * dc * tw)) 601 k "u,PZ = (# of beams) * Mf [ 1/ (di., - t1) - l/( Ht below / 2 + Ht above / 2)] 439 k 602k ' = 439k = OK! Panel Zone Thickness (AESC Seismic Provisions section E3.6e Doubler Plate Strength, Fy jubI r = 50 ksi t'At:= 0.71 ksi t 0.49 in cL = db=2*tfl, = 22.56 in 22.56 in tdoubi.erpl,req (strength) = (trrq - tw) * I Fy oubIer Not Req'd tdoub!eq,l q (to avoid plug welds) [(d)+(w_l] / 90 0.50 in use tdoublerpl Not Req'd = 601 k ) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdbll Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength Frvx = 70 ksi Weld strength @ plate = 0.6*t i.*F,i. V = Not Req'd Weld size required, t rId = Vu I ((D*0.6*Fp x*0.707*2) = tId = Not Req'd Min weld size = 1/4 in Not Reqd Pr lonis Conference Roof Project -- By EDS ISheet B85 I Elevation E Date 1/19 I Lb Consulting Engineers San Diego, California : 1800111 Revised I I Beam = B195 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C40 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Roof Span, L - 32.0 ft # of Beams at joint - 2 (max 2) Floor Ht (above) Oft #of Columns atJoint I (max 2) Floor Ht (below) 14.0 ft 1 P01 (col) - 114.4k 2 Pu. (ccl) - 31.2k 3 P5 (cal) 7.2k p = 13 Redundancy Factor 1 VDI. (bm) 145k 4)Flexure 0.9 2 VLL (bm) .1k 4) Ruckling 0.85 3 V Q (bm) 13.1k 4) Shear 0.9 1 M0 (bm) 69k-ft 4l d 1 2 M11 (bm) 2k-ft E Factor - 0.150 3 M Q (bm) - 202k-fr Cr 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + E) *PDL + 05P11+ p * lEQ - PUC 179.4 k Beam Shear: (1.2 + Ev) * Vol. + 0.5Vu. + p * VEQ V,1, 36.7 k Beam Moment: (1.2 + Ev) * M01 + 05M1 • p * MEQ M,b 356.8 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 Fyb 50 ksi F,, = 50 ksi Fub 65 ksi R.,, 11 Ryb 1.1 (min expected yield ratio) A.: = 51.7 in3 - 24.7 in2 ci, - 25.2 in db - 24.1 in b1, 12.9 in 9.02 in tf, 1.34 in tfb = 0.77 in <1.00 O.K. t, - 0.75 in 0.47 in S, 450 in3 SXb 196 in3 Z 511 in3 Zb 224 in3 k, = 2.25 in ro 1.95 in4 k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1/21 h/ti. = Check Span/Depth: (L-dj/db = Check Column: b1/2t1 - = 5.86 <7.22 0.3* sqrt(EsIFy) O.K. AISC Seismic gD1.1b (p. 12) 45.90 <59 O.K. C. 0.00 A, - 59.00 14.89 7.0 O.K. AISC Spec 358 5.3.1 (p. 9.2-12) 4.81 <7.22-0.3 * sqrt(EsIFy) O.K. AISC Seismic 01.1 (p.13) 28.70 <54.77 O.K. C. 0.08 54.77 Project: I lonis Conference Roof EDS By ISheet B86 Elevation E Date 1/19 I I Consulting Engineers San Diego, California Job ii: 1800111 Revised ' BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.15) Maximum Spacing of braces: 0.086 *r, (E/ Fyb) = 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 314 or t. if t'3/4" Weld access radius Weld access hole length) 1.5 * Exnected moment at face of column Mpr CF Zx RFb Vh (+) 1.2VoL 0.5VLL+2MP /L "h () 1.2VDi +0.5V1L+2M)L M= 4*Zb* f MiMpr 0.75 in 0.5 in = 1.5 in MIN 1,181 k-ft 91.2 k -56.4 Ic 840 k-ft ' Mub=356.78129k-ft DIC-42% 1,181 Ic-ft Expected shear at face of column vs. beam shear capacity Vu = 2M,. /L + = 91 k = AISC Specs G2.1 - 306 It V/(W) 0.30 < 1.0 b.K. Shear Plate Determination Plate Strength = 50 ksi hp - d1 - 2(t1 + weld access hole depth -.5') - 22.06 in t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall eual t, - 1/16" (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [MP, + M] - 2,516 k-ft = Oft bb = 7 f -; * [z(F. - Puc/Ac)*(h/(hdb/2))] 2,313 k-ft EM pc /EM pb - 0.92 < 1.0 N.G. Not required for top story 0 MAX Project: lonis Conference Roof IEIy EDS ISheet B87 I Consulting Enginee Elevation E Date 19 San Diego, California job #: 1800111 Revised COLUMN PANEL ZONE SHEAR CHECK P=PyFA 2585 k Pr (= 0.75Pc Rn a 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 654 k Vp (#ofbeams) * M1 [l/(db - tf) - 1/( Ht below /2 + Ht above/2)] 878 k 654k ( V,pz 878k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F1bI = 50 ksi 0.75 ksi treq 1.05 in d = db2ta = 22.56 in w.. d.2t = 2252 in tdoublerpl.req (strength) (trcq - t) *Fyc / Fydoubler = 0.30 in tdoublerpl.req (to avoid plug welds) [(d)+ (w)] / 90 050 in use tdoub!erpl = 5/8 in 1126 k) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web titbII 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength Frxx 70 ksi Weld strength® plate = 0.6*t 1*F,1 V = 1875 Win Weld size required, tld = Vu / (4b*0.6*F5y*0.707*2) tivld 7/16 in Min weld size = 1/4 in Weld OK S Beam - B210 Column- C45 Level = Roof (max 2) (max 2) Redundancy Factor Elevation E Date l9 I I lonis Conference Roof By EDS Sheet B88 I I Consulting Engineers San Diego, California job #: 1800111 IRevised I WUF - W-Welded Unreinforced Flan2e - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 32.0 ft # of Beams at Joint - Floor Hr(above) Oft #of Columns arJoint - I Floor Hr (below) 14.0 ft 1 P01 (col) 100.3k 2 P11 (col) 1.0k 3 P Q (col) 13.2k p - 1.3 1 VOL (bm) 14.3k 4) Flexure 0.9 2 VII (bm) .0k 4) Ruckling 0.85 3 VEQ (bm) 13.01< 4' she. 0.9 I M0 (bm) 68k-ft 4) d 2 M11 (bm) - 1k-ft E, Factor 0.150 3 MEQ (bm) - 200 k- ft C11, 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + E * P01 + 0.5P11 + * = Pu 153.1 k Beam Shear: (1.2 + Ev) * VDL + 05 V11 + p * VI!Q = "ub 363 k Beam Moment: (1.2 + Ev) * M01 + 0.5M11 + p * MEQ = MUb . - 351.7 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X162 FYb - 50 ksi FF - 50 ksi Fu1, = 65 ksi R.,. 1.1 Ryb .1.1 (min expected yield ratio) & - 47.7 in A,., 24.7in2 de 25 in 24.1 in b 13 in br,., 9.02 in tfc - 1.22 in rib - 0.77 in <1.00 O.K. t - 0.705 in tub = 0.47 in $.1, 414 in S.,b 196 in3 Z 468 in Zb 224 in k = 2.125 in rYb 1.95 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: hit,, = Check Span/Depth: (L - dj/db = Check Column: b1 /2t1 = hit,,. - 5.86 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic Dl.1b (p.12) 45.90 (59 O.K. C. 0.00 2M' 59.00 14.90 ) 7.0 O.K. AISC Spec 358 65.3.1 (p. 9.2-12) 5.33 <7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.l (p.13) 30.60 <55.09 O.K. C, - 0.07 2,,,- 55.09 0 Pmject: lonis Conference Roof EDS BY sheet B89 Elevation E I Date 1/19 I Consulting Engineers San Diego, California Job II: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.21b (p.15) Maximum Spacing of braces: 11086 *r *'E/ F,b) = 8.1 ft. Beam Weld Access Hole Size Configuration S Weld access hole height 314 or tift'3/4' Weld access radius Weld access hole length '1.5 * Exnected moment at face of column Mpr' Cpr Zx RF Vh (+) 1.2VDL+05V11+2MPr/L Vh (-) 1.2VDL+05Vu +2M)L $M- *Zb* fy Mf=M pr Exnected shear at face of column vs. beam shear canaci 0.75 in 0.5 in = 1.5 in MIN 1,181 k-ft 91.0 k 0.0 k 840 k-ft ' Mub - 351.713495 k-ft D/C - 42% 1,181 k-ft Vu= 2Mpr /L Vgr.y 91 k 4,V= AISC Specs G2.1 = 306 k V/(4 ,V) - 0.30 <1.0 O.K. Shear Plate Determination Plate Strength - 50 1<si h = db - 2(tf • weld access hole depth -.5") - 22.06 in t, (Min thickness is beam web thickness) 0.500 in Design shear strength of weld h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, -1116' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) EM b Eb * [Ma, + M] 1,275 k-ft h, - Oft bb 7 f EMC = Y, * [z(F - P/A)h/(h-di,/2))] - 2,130 k-ft EM PC / MPb 1.67 > 1.0 O.K. Not required for top story MAX 0 Project: lonis Conference Roof By EDS Sheet B90 Elevation E Date 1/19 L I Consulting Engineers San Diego, California b : 1800111 Revised COLUMN PANEL ZONE SHEAR CHECK P"Py=FA = 2385 It Pr = 0.75Pc Rn 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 601 k Vp (# of beams) * M1 [1/ (db - ti) - 1/( Ht below /2 + Ht above /2)] = 439 k kRn 602k > V..Pz =439k > OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F).doubler = 50 ksi tw = 0.71 ksi treq 0.49 in db-2*trb 22.56 in 22.56 in tduublerpl.req (strength) (trcq tw) * I Fydoubler = Not Reqd tdoub!erpl.req (to avoid plug welds) = [(d-)- (w-)] / 90 050 in use tdoubl . Not Req'd $vRndp 601 k > Vu,pz Doubler Plate WeldinQ(AISC Seismic Provisions section 9.3c Use doubler plate against the column web td 1,b!l Not Req'd in Use filler weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength 70 ksi Weld strength @ plate = 0.6t 1 F 1,1 V = Not Reqd Weld size required, todd = Vu / (4b*0.6*FFV.N*0.707*2) twId Not Req'd Min weld size = 1/4 in Not Reqd Project: Elevation E I Date Lb # lonis Conference Roof I 8:9 Consulting Engineers San Diego, California 1800111 Revised WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequaliuied Beams of SMFs per AISC 358-2010) Span, L 32.0 ft # of Beams at Joint - 1 Floor 1-lr(above) 14.0 ft #of Columns atjoint - 2 Floor Ht (below) - 195 ft 5 P01 (col) 263.7k 6 P11 col) - 923k 7 PEQ (col) 38 k p = 13 5 V0 (bm) - 14.3k 4) Flexure 0.9 6 VLL (bin) - 5.8k 4) Buckling 0.85 7 VEQ (lam) - 25.8k 4) Shear = 0.9 5 M(bin) 68k-ft 6 M11 (bin) 26k-ft E Factor 0.150 7 M5Q (bm) 401k-ft C, 1.15 Panel Zone Deformation Yes considered in frame stability! EDS Sheet B91 1/19 Beam- B195 Column = C30 Level = Level 2 (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + DL + os • p * =Pue 452.6 k Beam Shear: (1.2 + Ev) * V01 + 0.5V. • p * VEQ = VUb . = 55.8 k Beam Moment: (1.2 + Ev) * MDL + 0.5M11 + p M - Mb -. 625.6 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X162 F3b - 50 ksi Fy. 50 ksi Fub 65 ksi R>,. = 1.1 Ryb .1.1 (min expected yield ratio) A 47.7 in2 Ab - 38.5 T2 cI 25 in db 24.5 in bk - 13 in b, = 12.9 in tfr - 1.22 in tpj 0.96 in (1.00 O.K. t - 0.705 in t, 0.605 in S. 414 in3 5cb 329 in3 Z 468 in3 Zb 370 in3 k 2.125 in r 2.97 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1/2t1 = 6.72 (7.22- 0.3 esqrt(Es/1y) O.K. AISC Seismic gD1.lb (p. 12) k/tn, = 35.60 (59 O.K. C. 0.00 Aw - 59.00 Check Span/Depth: (L - d) 1db - 14.65 )7.0 O.K. AISC Spec 358 g53.1 (p. 9.2-12) Check Column: b1/2t1 - 5.33 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 1)1.1 (p.13) k/tn, 30.60 (50.42 O.K. C. - 0.21 ..%,,, - 50.42 Project: lonis Conference Roof ByEDS Sheet B92 IaIfIII Elevation E Date 1119 Consulting Engineers San Diego, California job #: 1800111 Revised I I BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 #r *('E/F b) = 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height = 3/4" or t. if t >3/4" = 0.75 in Weld access radius 0.5 in Weld access hole lengthy 15 * 15 in MIN Expected moment at face of column Mpr = Cpr Zx RF b 1,950 k-ft "h () - 1.2VDL+05V1L+2MP)L - 142.0 k Vh (-) - 1.2VDJ+0SVLL +2Mpl./L 0.0 k W. = *Zb* f 1,388 k-ft ' Mub = 625.60189 k-ft D/C = 45% M1 Mpr 1,950 k-ft Exnected shear at face of column vs. beam shear capacity Vu 2-Mpr / L Vgr.ivity 142 IC 4V = AISC Specs G2.1 400 IC V/(4 ,V) - 0.35 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi hp - d1, - 2*(tr + weld access hole depth -.5*) - 22.08 in MAX t, (Min thickness is beam web thickness) 0.625 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 455.4 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, -1116" (AISC Seismic Provision 8.6.3) 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EMb - * [Mpr + M] 2,098 k-ft = 7 f = 9.75 ft * - PdA)h/(h.'dij2))] 3,614 k-ft ZM C / XMb = 1.72 ) 1.0 O.K. 0 0 Use doubler plate against the column web Use Fillet weld on top and bottom and at the sides Strength reduction factor Weld electrode strength Weld strength @ plate - Weld size required, t..!d - Vu / (4D*0.6*F*0.707*2) = Min weld size - 1/4 in tdusbJpl - 5/8 in cb- 0.75 Fp'Cx= 70 ksi = 1875 k/in tvid = 7/16 in Weld OK Project: lonis Conference Roof By EDS Sheet B93 Elevation E Date 1/19 II I I I Consulting Engineers San Diego, California job : 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK P5 =PyFA = 2385 k Pr C- 0.75Pc Rn = 0.60Fy dc tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 600 k 1.1*R*R - 726 k Mue V. (db-tf) Note: Vue R 5 = 17085 k-in - MUJ'H = 101.7 k M. = (Vus + V55)(di,,t1) - 19479 k-in Ffu = MJ(d-t1) = 827 k "u,PZ (#ofbeams) * Mf *[1/ (db - t1) - 1/( Htbelow/ 2+ Ht above /2 )i - 878 k =600k Vpz - 878k = Doubler Plate Required Panel Zone Thickness (AESC Seismic Provisions section E3.6e Doubler Plate Strength, F oubl5r - 50 ksi t.,: 0.71 ksi trsq 1.08 in dz = db-2"tfb 2258 in w- d5-2t5 2256 in tdoublerpl.req (strength) = (treq - t) * F)v / Fydoubler - 0.37 in tdoub!erpl.yq (to avoid plug welds) [(&)+(W:)] / 90 - 050 in use tdoublerpl 5/8 in = 1069 k)Vu,pz Doubler Plate Welding (AESC Seismic Provisions section 9.3c' S C Beam - B195 Column = C40 Level Level 2 (max 2) (max 2) Project: EDS e 1/19 I lonis Conference Roof I By Sheet B94 Consulting Engineers Elevation E Dat San Diego, California job : 1800111 Revised I WUF - W - Welded Unreinforced Flan2e - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per A!SC 358-2010) Span, I - 32.0 ft if of Beams at Joint 2 Floor Ht (above) 14.0 ft if of Columns at Joint 2 Floor Fit (below) - 19.5 ft 5 Pm. (col) - 267.9k 6 PLL (col) - 92.2k 7 PEQ col) - 16.181k p - 13 5 Vol. (bm) 143k 4) Flexure 0.9 6 V11 (bm) 5.8k 4) Ruckling 0.85 7 VQ (bm) 25.8k 4) Shear 0.9 5 M01 (bm) 68k-ft 4) d = 1 6 MLL (bm) 26k-ft E Factor 0.150 7 MgQ (bm) 401k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability! Redundancy Factor Col Axial Load: (1.2 + Es.) * PDI. + 0.5P11 + p * FQ = P. 428.8 k Beam Shear: (1.2 • Ev) * VDL+ 0.5 V11 + p * VFQ = "ub 55.8 k Beam Moment: (1.2 + Ev) * MD, + 0.5M11 + p * MFQ = MA - 625.6 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fb ' 50 ksi F,, = 50 ksi Fub = 65 ksi Ry, 1.1 Ryb - 1.1 (min expected yield ratio) & 51.7 in Ab - 30.3 in 2 d - 25.2 in db = 245 in b,.. 12.9 in bib - 9 in t& - 1.34 in tp, = 0.98 in < 1.00 O.K. t.V.- 0.75 in tub = 055 in S, = 450 in' xb = 245 in zc 511 in Zb 280 in k = 2.25 in 1.99 in k1 = 1.1875 in 0 DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - h/t Check Span/Depth: (L - d) Id,, = Check Column: b1 /2t1 hit,. 4.59 <7.22 = 0.3 * sqrt(EsIFy) O.K. 39.20 <59 O.K. C. 0.00 59.00 14.64 7.0 O.K. 4.81 <7.22-0.3 sq(Es/Fy) O.K. 28.70 <50.92 O.K. C. 0.18 50.92 AISC Seismic SDi.lb (p.12) A!SC Spec 358 55.3.1 (p. 9.2-12) AiSC Seismic 0I.1 (p.13) Project: EDS Elevation E Date 1/19 Job //: lonis Conference Roof By Sheet B95 Consulting Engineers San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 r, *(E/ Fy11) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or tift'3I4' Weld access radius Weld access hole length '1.5 Exnected moment at face of column Mpr - Cpr Z. Vh (+) = 1.2VDL+05V+2MFjL Vh (-) = I.2V01+0.5V+2MF)L 4Zb F Mf=M pr = 0.75 in - 05 in = 15 in MIN 1,476 k-ft 112.3 k -72.2 k 1,050 k-ft 'Mub625.60189k-fr D/C-60qh 1,476 k-ft Exrected shear at face of column vs. beam shear capacity V= 2Mpr /L + Vgravity 112 k 4V = AISC Specs G2.1 = 364 k V0,V5) 0.31 1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hp - db - 2*(tr + weld access hole depth - .5') - 2204. in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*t*(.6*R*F,.,) (Column Face) - 454.6 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EM b Eb * [Mpr + M] . 3,145 k-ft h, 7 f bb = 9.75 ft = Z. * [Z(F. - PUJA)(h/(h-db/2))] - 4,063 k-ft EM. / EMb = 1.29 '1.0 O.K. 0 Project: lonis Conference Roof By EDS Sheet B96 MEMO Elevation E Date 1/19 I I Consulting Engineers San Diego, California job : 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK P=Py - FA 2585 k Pr (= 0.75Pc Rn a 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 652 k Rne 1.1*R*R - 789 k = Note: Vj R - 18558 k-in V = MJH 1105 Ic M. = (Vue + Vu )(db.tr) - 21156 k-in M/(d-tr) = 899 Ic Vp - (# of beams) * Mf [1/ (db - t1) - 1/( Ht below /2 + Ht above /2)] - 1330 k =653k V..Pz =1330k - Doubler Plate Required Panel Zone ThicknessjAlSC Seismic Provisions section E3.6e Doubler Plate Strength, Fv&uhkr 50 ksi - 0.75 ksi trcq = 1.65 in - db-2tth - 2254 in w d,-2t1 = 2252 in tduublerpl.req (strength) = (treq w yi. - ) * F . / F)ioubler 0.90 in tdoublerpLreq (to avoid plug welds) = [(d)+ (w:)] / 90 - 050 in use tdoubterpl 1/1, in 4R0d 1408 k) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdseb1pl 1/1 in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0.75 Weld electrode strength Fixx 70 ksi Weld strength @ plate = y_pl V = 30.00 k/in Weld size required, teId = Vu / ((D*0.6*FE *0.707*2) = teld 11/16 in Min weld size = 114 in Weld 01< [I: COLUMN SIZE: Fy.= Rye AL d = b1 = tie = tIAC - Sac Zr k = W24X162 50 ksi 11 47.7 in 25 in 13 in 1.22 in 0.705 in 414 in3 468 in3 2.125 in 1.1875 in Project: EDS Elevation E Date 1119 I lonis Conference Roof By Sheet B97 I Consulting Engineers California I San Diego, : 1800111 Revised I I oeam- b21U WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C45 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level - Level 2 Span, L 32.0 ft # of Beams at Joint 1 (max 2) Floor Ht (above) 14.0 ft # of Columns at Joint 2 (max 2) Floor Ht (below) 195 ft 5 PDL (cot) 183.9k 6 PLL (cot) 53.1k 7 P5Q (cot) 39.1k p 13 Redundancy Factor 5 VOL (bm) 14.1k $ Fk.. 0.9 6 VLL (bm) 6.0k $ Ruckling 0.85 7 1EQ (bm) - 25.8k $ Sh.. 0.9 5 MDL (bm) 65k-ft $ d 1 6 MLL(bm) 30k-ft F_ Factor 0.150 7 M Q (bm) - 399 k-ft C - 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + ) * DL °5LI. + P * "EQ 'uc 325.7 k Beam Shear: (1.2 + Ev) * VOL + 0.5Vu. + p * VEQ - VUb 55.5 k Beam Moment: (1.2 + Ev) * MDL + 05Mu. + p * MFQ o MA 621.5 k-ft BEAM SIZE: W24X131 Fyb 50 ksi Fub 65 ksi R7b - 1.1 (min expected yield ratio) A,, - 385 in2 db - 245 in bn, 12.9 in tfl, 0.96 in (1.00 O.K. tub 0.605 in 5xb = 329 in3 Zb 370 in3 ryb 2.97 in4 DUCTILITY REOUIREMENTS: Check Beam: b1/2t1 = h/i,, Check Span/Depth: Pd,)/d, - Check Column: b1 /2r1 - h/i,, - 6.72 (7.22 = 0.3 * qrt(Es/Fy) O.K. AISC Seismic gD1.1b (p.12) 35.60 <59 O.K. C,. 0.00 Aw - 59.00 14.65 '7.0 O.K. AISC Spec 358 5.3.1 (p. 9.2-12) 5.33 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.1 (p.13) 30.60 (51.52 O.K. C,, - 0.15 A p,- 51.52 Project: EDS I I I job ~ lonis Conference Roof I Sheet B98 IF=* Elevation E Date 1/19 I Consulting Engineers San Diego, California : 1800111 IRed I I BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 0r, *(E/ FYb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4 or t,, if t >3/4 0.75 in Weld access radius 0.5 in Weld access hole length) 1.5 * t 1.5 in MIN Expected moment at face of column Mpr = Cpr Z. RyFyb 1,950 k-ft Vh (+) - I.2VDL+0.5VIj.+2MJL = 141.8 k '1k () 1.2VDL+0.5VLL+2MpJL 0.0 k W. - $*Zb* Is, 1,388 k-ft ' Mub -621534955 k-ft D/C - 45% MiMpr - 1,950 k-ft Exnected shear at face of column vs. beam shear canacity \1u 2Mpr / I.. + Vgr,wity 142 k 4V- AISC Specs G2.1 - 400 k = 0.35 CLO O.K. Shear Plate Determination Plate Strength - 50 ksi hp = d1, - 2e(r1 + weld access hole depth -.5') - 22.08 in MAX t (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*ç,*(.6*Rs,*F) (Column Face) - 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN -WEAK BEAM CHECK (req'd for multi-story frames) * [Mpr M,,] - 2,098 k1t h, = 7 f hb - 9.75 ft * [Z(F - PudA)*(h/(hdb/2))] 3,852 k-ft IM PC / EM b - 1.84 ) 1.0 O.K. Use doubler plate against the column web Use fillet weld on top and bottom and at the sides Strength reduction factor Weld electrode strength Weld strength @ plate 0.6*r 1*F Weld size required, t,d - Vu / ((D*0.6*Ft,*0.707*2) = Min weld size -1/4 in tdp! - 5/8 in D= 0.75 FEV.x, 70 ksi V= 18.75 Win tweld = 7/16 in Weld OK Project: EDS I I lonis Conference Roof I By Sheet B99 Elevation E Date 1/19 I Consulting Engineers San Diego, California job #: 1800111 RcAsed I I COLUMN PANEL ZONE SHEAR CHECK P=Py - FA = 2385 1 Pr - 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf tcr2) / (db * dc * tw)) = 600 k Rne = 1.1-R-R 726 k *M Vue (dbtf) Note: Vu. - Rne = 17085 k-in V = MJH = 101.7 k Mue = (V + VU)(db-tf) - 19479 k-in = Mj(d-t) = 827 k = (# of beams) * M *[1/ (dh - tf) - 1/( Ht below /2 + Ht above / 2)1 = 878 k kRn -600k V,pz =878k - Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e) Doubler Plate Strength, F},.OUb,Cr = 50 ksi t = 0.71 ksi treq = 1.08 in d = diç2*tp., - 2258 in = (1e'2tfc 2256 in tdoubkrpl.req (strength) = (treq - tr.) / Fydoub!er 0.37 in tdoublerpl.req (to avoid plug welds) = [(d)+ (w)] /90 0.50 in use tdoubkrpl 5/8 in - 1069 k) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c' Beam a B457 Column- C155 Level = Roof (max 2) (max 2) By I Project. - lonis Conference Roof EDS IB1 00 I Consulting Engineers Elevation F Date 1119 I I I San Diego, California IJ0I #: 1800111 Revised I I WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 334 ft # of Beams at Joint Floor Mt (above) .0 ft # of Columns at Joint Floor Ht (below) 14.0 ft 1 PDL (col) 51.4100 2 PLL (cal) - 0.2700 3 P Q (col) - 8.4 k p = 1.3 1 VDL (bm) 15.0k 4) Flexure 0.9 2 V1.1 (bm) - .1k 4) Ruckling 0.85 3 V Q (bm) - 8.9k 4) Shear 0.9 I M01 (bm) 74k-ft 4) d = 1 2 M11 (bm) - 2k-ft E Factor - 0.150 3 MEQ 148k-ft C r 1.15 Panel Zone Deformation Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 + Es.) * PDL + 05P. + * PEQ 1uc - 80.4k Beam Shear: (1.2 + Ev) * VDL + 05V. + p * VEQ = VUb - 31.8k Beam Moment: (1.2 + Ev) * M01 + 0.5M11 • p * MFQ - Mb - 292.2 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 Fyb 50 ksi F - 50 ksi Fub - 65 ksi 1.1 Ryb - 1.1 (min expected yield ratio) A, = 51.7 in2 Ab - 24.7 in' d - 25.2 in db - 24.1 in bl, 12.9 in bg, = 9.02 in ty1 = 1.34 in tfb 0.77 in <1.00 O.K. t = 0.75 in = 0.47 in Sar = 450 in3 SA 196 jn3 Z. - 511 in' Zb - 224 in' k - 2.25 in 1.95 in4 k1 - 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: bf /2tf - 5.86 <7.22= 0.3 * sqrt(Es/Fy) O.K. AISC Seismic gD1.lb (p.12) - 45.90 <59 O.K. C' 0.00 AM 59.00 Check Span/Depth: (L - d) 1d b - 15.59 7.0 O.K. AISC Spec 358 653.I (p. 9.2-12) Check Column: b1/2t1 4.81 <7.22- 0.3 * sqrt(EsIFy) O.K. AISC Seismic %Dl.l (p. 13) - 28.70 <57.11 O.K. C - 0.03 Ap, - 57.11 0 Project: lords Conference Roof BY EDS ShB1 01 Elevation F Date 1119 Consulting Engineers San Diego, California Job #. 1800111 Rd BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.13) Maximum Spacing of braces: 0.086 (E/ F,b) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4' or r. if r,)3/4' 0.75 in Weld access radius 0.5 in Weld access hole length '15 * = 1.5 in MIN Expected moment at face of column Mpr 2 Cpr Zx RF b 1,181 k-ft Vh (+) 1.2VDL+0.5V11+2MFF/L - 88.7 k Vh (-) = l.2VDL+05V+2Mp)L 0.0 k W. = 4*Zb* f 840 k-ft ' Mub - 292.203975 k-ft D/C - 35% Mr= Mpr 1,181 kft Expected shear at face of column vs. beam shear capacity Vu 2Mpr/L+Vgravity 89 k = AISC Specs G2.1 - 306 k VU/01Y.) 0.29 1.0 O.K. Shear Plate Determination Plate Strength 50 ksi = db - 2(t1+ weld access hole depth - 5') - 22.06 in MAX t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*r*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, -1116' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) Lb * [M + MI 1,274 k-ft h, - Oft bb 7 f - * [Ze(F).. - PudAc)*(h/(hd1,/2))] 2,408 k-ft 7-MC I EM b - 1.89 'LO O.K. Not required for too story S Project: I By Elevation F Date iii Job //: lonis Conference Roof I EDS I'B1 02 Consulting Engineers IRevised San Diego, California 1800111 i COLUMN PANEL ZONE SHEAR CHECK Pv. 2585 k Pr <= 0.75Pc Rn =0.60Fy Odctw (1 • (3 *bcf*tcr2)/(dbedc * 654 k "u,PZ (#ofbeams) * M1*[1/ (tib - tf) - 1/( Ht below / 2 + Hr above /2)] 439 k = 654k ) 439k =' OK' Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F>.doubler 50 ksi t., 0.75 ksi treq 0.47 in 2256 in 2252 in tdoub!erplj.eq (strength) (treq twj * Fyc / Fydoubler = Not Req'd tdoubkt,l (to avoid plug welds) [(d)+(w)] / 90 050 in use tubkI = Not Req'd 4 vRndp 654 k ) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web tdb!l Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0.75 Weld electrode strength Fx = 70 ksi Weld strength @ plate a 0.6*t,*F, V = Not Req'd Weld size required, ttd = Vu / (4*0.6*F_*0.707*2) = ti = Not Req'd Min weld size a 1/4 in Not Req'd 0 Project. lonis Conference Roof By EDS '61 03 Elevation F Date 1/19 I b 4 Consulting Engineers San Diego, California : 1800111 I WUF - W - Welded Unreinforced F1an2e - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 18.3 ft ft of Reams at Joint 2 Floor Ht (above) - .0 ft # of Columns at Joint Floor Mt (below) 14.0 ft 1 P01 (cot) - 52.9k 2 PLL(col) - .2k 3 PEQ (col) 145k p 13 1 V01 (bm) - 20.9k 4) Flexure 0.9 2 V11 (bm) - .2k 4) Huik11n5 - 0.85 3 VEQ(bm) 24.6k Shear 0.9 1 MDL (bm) - 59k-ft 2 MLL (bm) 3k-ft Ev factor 0.150 3 MEQ 207k-ft CP1 1.15 Panel Zone Deformation - Yes considered in frame stability? Beam- B98 Column- C9 • Level = Roof (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + ) * PDL + 0.5P11 • p * EQ = P - 90.3 k Beam Shear: (1.2 + Ev) * Vol. + 05 V11 + p * VEQ = '1ub = 60.3 k Beam Moment: (1.2 + Ev) * M01 + O.SMLL + p * MEQ = MUb - 350.6 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 Fyi, 50 ksi Fye 50 ksi Fub - 65 ksi Rw 1.1 Ryb - 1.1 (min expected yield ratio) A, 51.7 in2 Ab - 24.7 in d - 25.2 in db 24.1 in bfc 12.9 in b5, - 9.02 in tic 1.34 in rib 0.77 in (1.00 O.K. tw 0.75 in t.b - 0.47 in S. - 450 in3 Sxb 196 in3 zc 511 in3 Zb 224 in3 k 2.25 in ryb 1.95 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Ream: bf 12t, - 5.86 (7.22 0.3 * sqrt(EsfFy) O.K. AISC Seismic $DI.lb (p. 12) lilt, - 45.90 (59 O.K. C. - 0.00 59.00 Check Span/Depth: (L - dj/d,, - 8.09 )7.0 O.K. AISC Spec 358453.1 (p. 9.2-12) Check Column: b1 /2t1 - 4.81 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic $D1.1 (p. 13) - 28.70 (56.870K. C. - 0.04 , - 56.87 C -- Project: lonis Conference Roof 8l04 msmw I By I EDS I I Elevation F I Date 1/19 Consulting Engineers San Diego, California I I job #: 1800111 I I Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 er * (El FYb) = 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4' or t,, if r,,,)3/4' 0.75 in Weld access radius 0.5 in Weld access hole length' 1.5 * 1.5 in MIN Exnected moment at face of column Mpr Cpr Z5 RYFYb = 1,181 k-ft Vh (+) - 1.2VDL+O.5VLL+2M)L - 154.0 IC ''h () - 1.2VDL+0.5VLL+2MPYIL -1035 IC $*Zb* f - 840 k-ft 'Mub - 350585275 k- ft DIC - 42% M1 Mi,r 1,181 k-ft Expected shear at face of column vs. beam shear capacity V5 2*Mpr /L Vgr,iyicy 154 k - AISC Specs G2.1 306 k V0V5) 0.50 <1.0 O.K. Shear Plate Determination Plate Strength 50 ksi hp - db - 2*(tf + weld access hole depth - .5') - 22.06 in t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal ç, - 1/16' (AISC Seismic Provision 8.6.3) 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [M pr + M] = 1b = 2,632 k-ft h, = Oft hb 7 f - * [Z(F - Pur/Ac)*(h/(h-db/2))] - 2,399 k-ft EM. / EM b - 0.9.1 <.1.0 N.G. Nor required for rop story 0 MAX I Project: lonis Conference Roof I By EDS Sheal 05 Elevation F I Date 1/19 Consulting Engineers I I San Diego, California 1job #: 1800111 1Revised COLUMN PANEL ZONE SHEAR CHECK 2585 k Pr < 0.75Pc / Rn 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 654 k VU P (# of beams) * M1[1/(db - tf) - 1/( Ht below /2 + Ht above / 2)] 878 k 654k < 'u,PZ = 878k => Doubler Plate Required Panel Zone Thickness (AlSC Seismic Provisions section E3.6e Doubler Plate Strength, Fdo bI. = 50 ksi tut a 0.75 ksi treq 1.05 in d db-2tth 2256 in w.. d2*tk 22.52 in tdoublerpl,rcq (strength) = (trcq - tw) * F / FyJouber = 0.30 in tdoublerplreq (to avoid plug welds) = [(d)+ (w)] / 90 = 0.50 in use tdoubIl 5/8 in 1126 k Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength Fu!y., 70 ksi Weld strength @ plate = 0.6*t.,)*Fyj V - 1875 Win Weld size required, tId = Vu / (4)*0.6*F x*0.707*2) thj 7/16 in Min weld size = 1/4 in . Weld OK 11 S 0 Project: Elevation F I Date job lonis Conference Roof I By Consulting Engineers San Diego, California :1800111 jRevisc WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Seams of SMFs per AISC 358-2010) EDS S981 06 1/19 Beam- B98 Column - CIO Level - Roof Span, L - 193 ft # of Beams at joint 2 (max 2) Floor Ht(above) Oft #of Columns atjoint - 1 (max 2) Floor Fit (below) 14.0 ft 1 DDE. (col) - 34.5k 2 PLL(col) .2k 3 PF.Q (col) - 26.2k p - 1.3 Redundancy Factor 1 VOL (bm) 20.9k Flexure 0.9 2 VLL (bm) .2k 4) Rui Icling 0.85 3 V Q (bm) 24.6k 4) Shear - 0.9 1 MDL (bm) - 59k-ft 4) d 1 2 MLL (bm) - 3k-ft E Factor = 0.150 3 MQ (bm) 207 kft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + E) * OL + 0513 P * Pr Q - P 80.7 k Beam Shear: (1.2 + Ev) * 'to. + O.SVLI + * VEQ - VUb 60.3 k Beam Moment: (1.2 + Ev) * M01 + O5MLL + p * MFQ - Mb - 350.6 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 F,b - 50 ksi F, = 50 ksi Fub - 65 ksi RyL. 1.1 Ryb = 1.1 (min expected yield ratio) AL. 51.7 in2 A1, 24.7 in2 d = 25.2 in db 24.1 in bk 12.9 in bth = 9.02 in tfr = 1.34 in t(b - 0.77 in (1.00 O.K. t = 0.75 in t~b - 0.47 in Sar - 450 in' S.h 196 in Z - 511 in Zb 224 in3 k - 2.25 in ryb - 1.95 in ki 1.1875 in DUCTIU1Y REQUIREMENTS: Check Beam: b1 /2t1 - 5.86 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.lb (p.12) = 45.90 '59 O.K. Ca - 0.00 59.00 Check Span/Depth: (L - d) Id,, = 8.09 '7.0 O.K. AISC Spec 358 553.1 (p. 9.2-12) Check Column: b1 /2t1 - 4.81 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.1 (p.13) - 28.70 <57.1 O.K. C, - 0.03 ..%,,, - 57.10 0 S Project: l' I 1/19 Job ii: lonis Conference Roof u EDS I61 07 Elevation F Date Consulting Engineers San Diego, California 1800111 ReAsed BEAM LATERAL BRACING: AISC Seismic DI.2b (p.15) Maximum Spacing of braces: 0.086 *r,, (E/ Fyb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or t,, if r3I4' Weld access radius Weld access hole length > 15 * Exnected moment at face of column Mpr = Cpr Z RYFb Vh (+) = 1.2VDL0.5\'LL+2Mpr/L Vh (-) - 1.2VDL+0.5V11+2MPY/L W. - *Zb* f Mr-M pr 0.75 in 0.5 in = 15 in MIN 1,181 k-ft 154.0 k -103.5 k 840 k-ft 'Mub - 350.585275 k-ft DIC - 42% 1,181 k-ft Exnected shear at face of column vs. beam shear capacity Vu 2*Mpr /L + Vgray 154 k - AISC Specs G2.1 = 306 k V/(4 ,V) - 050 '1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h - db - 2(t + weld access hole depth - .5') t, (Min thickness is beam web thickness) Design shear strength of weld = h*t*(.6*R*F) (Column Face) Weld thickness plate to column flange Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EMb = Zb * [Mpr + Mv] h, = Oft bb 7 f = I.* [Z(F - P1,JAJhI(h-d1,/2))] EM pc / EM b - 22.06 in MAX - 0.500 in - 364.0 kips - 3/4 in MIN - 0.4375 in - 2,632 k-ft - 2,408 k-ft = 0.92 <1.0 N.G. Not required for tOJ) story 0 Project: Tanis Conference Roof By EDS 1 She81 08 Elevation F I Date 1/19 I Lb I Consulting Engineers San Diego, California : 1800111 I I COLUMN PANEL ZONE SHEAR CHECK Pr PYFyA 2585 k Pr0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 654 k "uPZ = (# of beams) * M1*[l/ (db - t) - 1/( Ht below /2 + Ht above/2)] 878 k = 654k V.,Pz = 878k = Doubler Plate Required Panel Zone ThicknessjA!SC Seismic Provisions section E3.6e Doubler Plate Strength, F oubIer 50 ksi t 0.75 ksi treq 1.05 in cL db=2tth = 2256 in d,-2t 2252 in tdoublerpl.req (trength) = (t - t) Fyr 1 'F ydoubkr = 0.30 in tdoublerpl.req (to avoid plug welds) [(d)+(w)] / 90 050 in use tdoUb!cl 5/8 in 4Rndp 1126 k ) Vu,pz Doubter Plate Weldina (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdoubk,p 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength FEXX 70 ksi Weld strength @ plate V 1&75 Win Weld size required, tId = Vu / (*0.6*F*0.707*2) tswld 7/16 in Min weld size = 1/4 in Weld OK 0 Beam = B457 Column- C155 Level = Level 2 (max 2) (max 2) Project: lonis Conference Roof By EDS SheBi 09 Elevation F Date 1/19 I I =0 L I Consulting Engineers San Diego, California job : 1800111 Revised I I WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span.L - 33.4 ft #of Beams atjoint I Floor Hr (above) - 14.0 ft # of Columns at Joint - 2 Floor Hr (below) - 195 ft 5 PDL (col) 985k 6 PLL (col) 49.5k 7 P5Q (col) - 23.4k p - 13 5 VDL(bm) - 7.2k 11l Flexure 0.9 6 VLL (bm) 9.7k Q Ruckling 0.85 7 V5 (bm) - 15.6k 5har - 0.9 5 M (bm) - 35k-fr 11l ci = 1 6 M11 (bm) 50k-ft E Factor = 0.150 7 MFQ (bm) 254 k-ft C, 115 Panel Zone Deformation - Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 + Es,) * DL + 0.5P11 + p * PFQ = uc - 188.0 k Beam Shear: (1.2 + Ev) * VDL + 0.5\' + p * VFQ - V.b 34.9 k Beam Moment: (1.2 + Ev) * MDL + 0.5M + p * MEQ - MUb - 4025 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fyb 50 ksi Fy.- 50 ksi Fub - 65 ksi R.X 1.1 1yb - U (min expected yield ratio) &. - 51.7 in3 Ab = 30.3 in2 di.. - 25.2 in db = 245 in b11 12.9 in b5, - 9 in tic 1.34 in tp, = 0.98 in (1.00 O.K. t 0.75 in tub 055 in S.. 450 in 5cb - 245 in ze. 511 in Zb - 280 in k - 2.25 in rYb = 1.99 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2t1 = 4.59 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.1b (p.12) = 39.20 <590K. C. - 0.00 Ahd - 59.00 Check Span/Depth: (L - dj/d1, - 15.34 '7.0 O.K. AISC Spec 358 155.3.1 (p. 9.2-12) Check Column: b1 /2t1 - 4.81 <7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic ODIJ (p. 13) - 28.70 <54.570.K. C. - 0.08 Ap, - 54.57 11 Project. lonis Conference Roof By EDS sheBi 10 Elevation F Date 1/19 Consulting Engineers San Diego, California job 4: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086r, (E/F) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 314 or r. if t '3/4' 0.75 in Weld access radius = 0.5 in Weld access hole length) 1.5 * t - 1.5 in MIN Exnected moment at face of column Mpr = Cpr Zx RF1, 1,476 k-ft Vh (+) = 1.2VD1+0.5VLL+2MPT/L - 101.8 k Vh (-) l.2\'DL O.5VI.l+2M/L 0.0 k W. - *Zb* f = 1,050 k-ft Mub - 402.483695 k-ft D/C - 38% Mr= Mpr 1,476 k-ft Expected shear at face of column vs. beam shear canacity "u 2*Mpr/L + Vgr icy 102 k 4.V= AISC Specs G2.1 364 k V/(4 ,V) - 0.28 c1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hp - db - 2*(tr + weld access hole depth -.5*) = 22.04 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = hp*tp*(.6*Ry*F)p) (Column Face) 454.6 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t - 1/16 (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Mpr + M,i 1,583 k-ft Ii, 7 f hb - 9.75 ft * [Z(F. - PUIAC)*(hl(h_dbl2))1 = 4,517 k-ft EM. / EM b - 2.85 ) 1.0 O.K. 0 0 Use doubler plate against the column web Use fillet weld on top and bottom and at the sides Strength reduction factor Weld electrode strength Weld strength @ plate - 0.6*r i.*F 1,i. Weld size required, tetd = VuI ((1)*0.6*F x*0.707*2) Min weld size = 1/4 in tdgibIepl - 5/8 in cD- 0.75 F,<- 70 ksi V. - 1975 k/in tId - 7/16 in Weld 01< Project. lonis Conference Roof EDS Elevation F Date 1/19 I I b I By SheBi 11 I Consulting Engineers San Diego, California : 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK Pc PYFyA 2585 k Pr 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcr2) I (db * dc * rw)) 652 it 1.1*R*R 789 k Mue Vue (db tF) Note: Vue Rne = 18558 k-in V1jg - MIH . 110.5 . k M. (Vue + Vuc)(dbtf) 21156 k-in Ff. - MJ(d-rr) 899 k "u.PZ (il of beams) * Mf *11/ (di., - r1) -1/( Hr below /2 + Hr above I 2)] 665 k 653k < V,pz = 665k => Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e' Doubler Plate Strength, F}oub!gr 50 ksi t - 0.75 ksi trgq 0.77 in - 2254 in W: 2252 in tduubterplj.eq (strength) - (t gq - t,) * Fyg / Fy,joubter 0.02 in tdoublerpLreq (to avoid plug welds) = [(d)+ (w)] / 90 - 0.50 in use tdoublerpl 5/8 in kRndp - 1125 It > Vu,pz Doubler Plate We1din (AESC Seismic Provisions section 9.3c' Project: EDS 1 F I 1/19 I L lonis Conference Roof By ShcB112 Elevation F Date Consulting Engineers San Diego, California b# : 1800111 Revised I WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 183 ft # of Beams at Joint - 2 Floor Hr (above) - 14.0 ft # of Columns at Joint 2 Floor Hr (below) 195 ft 5 P01 (col) - 74.6k 6 P11 (col) 26.2k 7 PEQ (col) 31581k p = 1.3 5 Vol. (bm) - 19.8k 4) F!exure = 0.9 6 V11 (bm) - 29.0k 4) Ruckimg 0.85 7 VQ (bm) 33.1k 4) Shear 0.9 5 M12 (bm) - 51k-ft 4) d = 1 6 M11 (bm) - 80k-ft E Factor - 0.150 7 M Q (bm) 279 k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Beam- B98 Column = C9 Level = Level 2 (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + P01 05I.1. + p * PQ = PUC - 154.9k Beam Shear: (1.2 • Ev) *VDL + 0.5\' + p * VEQ - Vh - 84.2k Beam Moment: (1.2 + Ev) * MDL + 05M1 + p * MEQ - Mb 472.0 k-ft BEAM SIZE: W24X76 COLUMN SIZE: W24X176 Fyb = 50 ksi Fw 50 ksi Fub = 65 ksi R = 1.1 Ryb - 1.1, (min expected yield ratio) & = 51.7 in2 Ab 22.4 in2 tic - 25.2 in db 23.9 in b1 12.9 in b, - 8.99 in t1. = 1.34 in t1b 0.68 in 1.00 O.K. t1A. 0.75 in t, = 0.44 in = 450 in' 5xb 176 in' Zc 511 in3 Zb = 200 in' k = 2.25 in - 1.92 in4 k1 - 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: b1/2r1 = 6.61 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.lb (p.12) hJt, = 49.00 <59 O.K. C. - 0.00 59.00 Check Span/Depth: (L - d) Id,, = 8.15 '7.0 O.K. AISC Spec 358 155.3.1 (p. 9.2-12) Check Column: b1 /2t1 = 4.81 <7.22=0.3*sqrt(EsIFy) O.K. AISC Seismic 5D1.1(p.13) hIt,, = 28.70 <55.35 O.K. C. - 0.07 2, - 55.35 Project: B Elevation F Date 1/19 Job #: lonis Conference Roof EDS IBl 13 I Revised San Diego, California Consulting Engineers 1800ffl I BEAM LATERAL BRACING: AISC Seismic 0I.2b (p.15) Maximum Spacing of braces: 0.086 *r, (E/Fyb) 8.0 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 ortif t'3/4 0.75 in Weld access radius 0.5 in Weld access hole length >15 * = 1.5 in MIN Expected moment at face of column Mpr ' Cpr Zx RyFyb 1,054 k-ft 'IIi (+) = I.2\'DL 05VIf2Mpr/L 153.2 k Vh (-) 1.2V01+0.5 V11 +2MJL -76.7 k W. = 4*Zb* f = 750 k-ft ' Mub - 471.957075 k-ft DIC 63% M1 1,054 k-ft Exuected shear at face of column vs. beam shear canacity Vu 2*Mpr /L+Vgray 153k 4,V= AISC Specs G2.1 = 284 k V5/(4.V0) 054 '1.0 O.K. Shear Plate Determination Plate Strength 50 ksi h = db - 2*(rf + weld access hole depth -Y) - 22.04 in MAX , (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) 363.7 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN -WEAK BEAM CHECK (req'd for multi-story frames) = * [MP, + My] 2,350 kft h, . = 7 f hb = 9.75 ft EM. = I.* - PUJAj*(h/h-db/2))] = 4,563 k-ft EM. / EM b 1.94 >1.0 O.K. S S Project: lonis Conference Roof I By EDS SheBi 14 Elevation F Date 1/19 Consulting Engineers San Diego, California job J ii: 1800111 I Revised I COLUMN PANEL ZONE SHEAR CHECK PPy - FA 2585 k Pr = 0.75Pc Rn - 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 654 k R= 1.1-R-R,, = 792 k ue = "ue *(&..t) Note: VLV...- R,,, 18381 k-in V 5 Mjf! - 109.4 k (Vue Vse)*(dtf) = 20922 k-in F15 = M51(d-tr) = 901 k VUPZ = (ill of beams) * M1*[ 1/ (d1., - t1) -1/( Ht below! 2+ Ht above/ 2)1 = 964 k 4R5 = 655k V.,Pz = 964k => Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoub!er - 50 ksi t 0.75 ksi treq 1.16 in d_ db-2*tfb 2254 in w: = d.-2t1 = 22.52 in tdoublerplrq (strength) = (treq - t) Fy / Frioubter 0.41 in tdoubleept.req (to avoid plug welds) [(d)+(w)] / 90 = 0.50 in use tduubleI 5/8 in = 1127 k > \'u,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdseblt 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor cb = 0.75 Weld electrode strength Frxx = 70 ksi Weld strength @ plate = 0.6*t1*F 1,1 V5 = 1875 k/in Weld size required, ttd = Vu! ((b*0.6*Fty,<*0.707*2) t.%Id 7/16 in Min weld size = 1/4 in Weld OK lonis Conference Roof E1y EDS "19115 WMO FlevationF Date 1/19 Consulting Engineers San Diego. California job #: 1800111 Revised beam WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = CIO (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Level-2 Span, L 193 ft # of Beams atJoint 2 (max 2) Floor Ht (above) 14.0 ft #of Columns arjoint 2 (max 2) Floor Ht (below) 195 ft 5 PDL (cal) 73.7k 6 P (col) - 40.2k 7 P5 (col) 53.7k p = 13 Redundancy Factor 5 V01(bm) - 19.8k 4)H.. 0.9 6 V . (bM) 29.0k 4) Ruikling = 0.85 7 VEQ (bm) - 33.1k 4) Shear 0.9 5 MDL (bm) - 51k-ft 4) d = 1 6 MLI (bm) - 80k-ft E, Factor = 0.150 7 M5 (bm) 279k-ft Cpr - 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + E) * PDL+ 0•5LL + p * 1>EQ o P = 189.3 k Beam Shear: (1.2 + Ev) * V01 + 05"LL + p * VEQ - Vb - 84.2 k Beam Moment: (1.2 + Ev)* MDL + 05Mu + p * MEQ = Mb 472.0 k-ft BEAM SIZE: W24X76 COLUMN SIZE: W24X176 Fb - 50 ksi Fy. - 50 ksi Fub = 65 ksi Ry. 1.1 Ryb .1.1 (min expected yield ratio) A, 51.7 in' = 22.4 in' d.. 25.2 in db - - 23.9 in b1 - 12.9 in b - 8.99 in tIC 1.34 in rib - 0.68 in '1.00 O.K. t 0.75 in tub - 0.44 in S. - 450 in3 Smb - 176 in3 Zr. - 511 in3 Zb = 200 in3 k - 2.25 in r>.., 1.92 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2r1 = 6.61 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic §D1.1b (p.12) Wt, - 49.00 (59 O.K. C. - 0.00 AW - 59.00 Check Span/Depth: (1- dj/d,, - 8.15 >7.0 O.K. AISC Spec 35845.3.1 (p. 9.2-12) Check Column: bf 12tf - 4.81 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.1 (p.13) - 28.70 54.54 O.K. C. - 0.08 2,,, - 54.54 0 Pmject: lonis Conference Roof By EDS sheBi 16 Elevation F Date 1/19 Consulting Engineers San Diego, California job # 1800111 Revised BEAM LATERAL BRACING: AISC Seismic BDI.2b (p.15) Maximum Spacing of braces: 0.086 *r, (E/ FYb) 8.0 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4" or t. if ,3/4• - 0.75 in Weld access radius 0.5 in Weld access hole length '1.5 * = 1.5 in MIN Expected moment at face of column Mpr Cpr Zx RYFYb 1,054 k-ft Vh (+) - I.2V01+O.5V11 +2M)L - 153.2 k Vh () - 1.2V01+0.5VIL+2MPIL -76.7 k Wn = *Zb* f = 750 k-ft Mub 471.957075 k-fr D/C - 63% Mf = Mpr 1,054 k-ft Exnected shear at face of column vs. beam shear canacity Vu" 2*Mpr/L + Vgi..wity - 153 k AISC Specs G2.1 284 k V/(q>.V5) . = 054 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi d1, - 2(tf + weld access hole depth -.5") - 22.04 in MAX , (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 363.7 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16" (AISC Seismic Provision 8.6.3) 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) EM"b = Eb * [Mpr + M] = 2,350 k-ft h, - 7 f hb - 9.75 ft EM. = E * [z5(Fy. - PUs'A5)(h/(h-db/2))] - 4,498 k-ft / EM"b - 1.91 'LO O.K. 0 Project: lonis Conference Roof By EDS SheBi 17 Elevation F Date 1/19 I I Consulting Engineers San Diego, California job : 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK PPrFA 2585 k Pr - 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcf2) / (db * dc * tw)) 654 k R- 1.1-R-R = 792 k Mue = Vue (dIftf) Note: V - Rne 18381 k-in VtIL - MUJH 109.4 k (Vue V)(db-tf) = 20922 k-in F Mse/(d=t) = 901 k Vpz = (# of beams) Mf *[1/(db - ti)- 1/(Ht below /2 + Ht above /2)i - 964 k kRn - 655k VU'Pz a 964k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e' Doubler Plate Strength, F,Oflb!5r - 50 ksi 0.75 ksi treq 1.16 in d = 4-2tth 22.54 in W:=de=2t 2252 in tdoubkrpl,req (strength) = (treq - t) *Fy. / Fydoubler = 0.41 in tdoublerpt.req (to avoid plug welds) - [(d)+ (w)] / 90 0.50 in use tdoub!erpl 5/8 in = 1127 k)Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web td.I - 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 - 0.75 Weld electrode strength FF.,CX = 70 ksi Weld strength @ plate = 0.6*tpl*Fy.&,I V = 1875 Win Weld size required, ttd = Vu / (*0.6*F x*0.707*2) tswld 7/16 in Min weld size = 1/4 in Weld OK S 0 Project: lonis : Conference Roof By EDS 149118 Elevation G I Dare 1/19 I I Consulting Engineers San Diego, California job 4 1800111 IRevised I Beam a B421 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C146 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Roof Span, L 25.1 ft # of Beams at joint - 1 (max 2) Floor Ht (above) - .0 ft # of Columns at Joint 1 (max 2) Floor Hr (below) 14.0 Fr 1 PDL (col) 121.7640 2 PU (col) - 0.1500 3 P (col) 10.8k p = 13 Redundancy Factor 1 VOL (bm) 24.31 4, Flexure 0.9 2 V11 (bm) .2k 4, Buckling 0.85 3 VEQ 10.81 Shcar 0.9 1 MDL(bm) - 116k-ft 0 d 1 2 MLL (bm) 3k-ft E Factor - 0.150 3 MEQ (bm) - 129k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 E) * Dl. + 0.5P. * PEQ P., 1785 k Beam Shear: (1.2 + Ev) * VOL + 0.5VU • p * VEQ = VA - 46.9 k Beam Moment: (1.2 + Ev) * MDL + 05MLI + p * MEQ - Mb - 327.0 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 F>b 50 ksi Fy. - 50 ksi Fub - 65 ksi Rw - 1.1 Ryb = 1.1 (min expected yield ratio) A 51.7 in2 A,, 24.7 in2 d - 25.2 in db - 24.1 in b11 - 119 in bg, 9.02 in tic = 134 in r,,, - 0.77 in <1.00 O.K. t = 0.75 in 0.47 in 450 in3 5,,,, 196 in3 Z - 511 in3 Zb 224 in3 kc 2.25 in - 1.95 in4 k1 - 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 - 5.86 (7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic gD1.11b (p.12) 45.90 c 5 O.K. C. - 0.00 A, - 59.00 Check Span/Depth: Pd,)/d, - 11.46 >7.0 O.K. AISC Spec 358 §5.3.1 (p. 9.2-12) Check Column: b1 /2t1 - 4.81 <7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic gD1.1 (p.13) - 28.70 54.79 O.K. C. - 0.08 .%,,, - 54.79 rwJc.I. lonis Conference Roof I Dy EDS I'tj] 1 Consulting Enginee evation G I Date 1/19 I San Diego. California job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.15) Maximum Spacing of braces: 0.086 *r . *(E/Fyb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4' or t. if >3/4' Weld access radius Weld access hole length 15 * Exnected moment at face of column M. = C, ZX RF b Vh (+) = 1.2VDL+0.5V11+2Mp1/L Vh (-) 1.2VDL+0.5VLL+2M f/L $M= *Zb* f Mr= Mpr 0.75 in 0.5 in 15 in 1,181 k-ft 123.3 k - 0.0 k 840 k-ft > Mub-326.96893k-ft D/C-39'3'o 1,181 k-ft MIN Expected shear at face of column vs. beam shear capacity Vu a 2Mpr IL + Vgr.i icy 123 k 4,V= AISC Specs G2.1 - 306 k V/($,V) 0.40 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h = db - 2(t1. weld access hole depth -.5*) - 22.06 in ç, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal t,,, - 1/16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN -WEAK BEAM CHECK (reqd for multi-story frames) * [Me, + My] - 1,310 k-ft h, - Oft bb - 7 f - E. * [Z(F - P/A)(h/(h-d15/2))] 2,314 k-ft 1M* PC / ZMb 1.77 1.0 O.K. Not required for rot, story MAX 0 Project: lonis Conference Roof By EDS "01 20 IElevation G I Date 1/19 I Consulting Engineers Revised San Diego, California Job #: 1800111 I COLUMN PANEL ZONE SHEAR CHECK PPyFA = 2585 k Pr <= 0.75Pc Rn =0.60Fy *dc *tw (1 + (3 *bcf*tcr2)/(db*dc 0 tw)) = 654 k Vpz=(#ofbeams) M1 [1/(dh - tf)- 1/(Ht below /2 + Ht above /2)] 439 k = 654 k ) 439k => OK! Panel Zone ThicknesslAlSC Seismic Provisions section E3.6e Doubler Plate Strength, F ouble. 50 ksi t 0.75 ksi treq 0.47 in db-2*tfb 22.56 in w., = d-2t1 = 2252 in tduubIeI,rvq (strength) (treq - t) * Fy / Fydoubler Not Reqd tdoublerpl,req (to avoid plug welds) [(d)+ (w:)] / 90 = 050 in use tdaublerpl Not Reqd 4Rfld = 654 k) Vu,pz Doubler Plate Weldine (AISC Seismic Provisions section 9.3c Use doubler plate against the column web Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor . = 0.75 Weld electrode strength FEvx = 70 ksi Weld strength @ plate = 0.6*t 1*F 1 V = Not Reqd Weld size required. teId = Vu / (D*0.6*FF *0.707*2) = tId Not Reqd Min weld size = 1/4 in Not Reqd Project: Elevation G I Date loms Conference Roof MOM BY Consulting Engineers San Diego, California 1800111 Revised WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) EDS SheBi 21 1/19 Beam - B421 Column - 039 Level - Roof Span, I - 25.1 ft # of Beams at Joint - 2 (max 2) Floor Hr (above) .0 ft II of Columns at Joint 1 (max 2) Floor Hr (below) - 14.0 ft 1 PDL (col) 71.0k 2 PLL (col) .3k 3 P5Q (col) - 2.0k p - 13 Redundancy Factor 1 VDL (bm) 24.3k 4) Flexure 0.9 2 VLL (bm) - .2k 4i Ruckling 0.85 3 V5Q (bm) 10.8k 4) Shm 0.9 1 MDL (bm) 116 k-ft 4) d 1 2 MLL (bm) 3k-ft E, Factor = 0.150 3 M5 (bm) 129k-ft Cr 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + ,) * PD1. + 0.5P11 + P * PEQ 98.6 k Beam Shear: (1.2 + Ev) * VDL + 05V. + p * VEQ = VUb 469 k Beam Moment: (1.2 + Ev) * MD 1. 05M1 + p * MFQ - Mb 327.0 k-ft I. BEAM SIZE: W24X84 Fyb = 50 ksi Fub - 65 ksi Rb .1.1 (min expected yield ratio) Ab - 24.7 in db = 24.1 in bg, - 9.02 in tfb 0.77 in c1.00 O.K. tub = 0.47 in 196 in3 Zb 224 in3 rVb - 1.95 in COLUMN SIZE: F',, - = & = b1 = tie - tut: - S. = Z1 - k = W24X176 50 ksi 1.1 51.7 in3 25.2 in 12.9 in 1.34 in 0.75 in 450 in3 511 in3 2.25 in 1.1875 in 5.86 (7.22-0.3 sqrt(Es/Fy) O.K. AISC Seismic SD1.lb (p.12) 45.90 (59 O.K. C. - 0.00 All - 59.00 11.46 ) 7.0 O.K. AISC Spec 358 95.3.1 (p. 9.2-12) 4.81 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.1 (p. 13) 28.70 (56.68 O.K. C. - 0.04 2,, 56.68 DUCTILITY REQUIREMENTS: Check Beam: bf/2t1 = - Check Span/Depth: (L-dj/db - Check Column: b1/2t1 - - Project: lonis Conference Roof By EDS ISheB122 Elevation G I Date 1/19 Consulting Engineers San Diego, California job #: 1800111 i I Revised BEAM LATERAL BRACING: AISC Seismic DI.2b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/F,b) = 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4' or r. if t3/4' 0.75 in Weld access radius 0.5 in Weld access hole length > 15 * 15 in MIN Expected moment at face of column Mpr Cpr Z RyFyi,, 1,181 k-ft Vh (+) 1.2VDL+05VLL+2MjL 123.3 k "h () - I.2VDL+0.5VLL+2MPIJL -64.8 k 4M 4*Zb* f 840 k-ft > Mub - 326.96893 k-ft D/C 39% M Mpr 1,181 k-ft Exnected shear at face of column vs. beam shear capacity V 2*Mpr / L + Vgrwicy 123 k 4V- AISC Specs G2.1 306 k V5/(4V) - 0.40 <1.0 O.K. Shear Plate Determination Plate Strength 50 ksi hp - db - 2e(tf + weld access hole depth - 5') - 22.06 in t (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal ç, - 1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) [Mpr + My] = 2,559 k-ft h, = Oft hb . - 7 f * [Z(F. - Pu /A)(h/(hdb/2))] 2,391 k-ft EM C / !M b = 0.93 <1.0 N.G. Not required for top story S MAX Project: I By I I 1/19 I Job ii: loms Conference Roof I EDS IsheBi 23 Elevation G Date Revised I Consulting Engineers San Diego, California 1800111 Re I I COLUMN PANEL ZONE SHEAR CHECK P=Py=FA = 2585 Ic Pr <= 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf 0 tcr2) / (db * dc * tw)) 654 k = (# of beams) * M*[1/ (db - t1) - 1/( Ht below /2 • Ht above / 2)1 878 k = 654k ( V1,pz = 878 Ic = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F oubIer 50 ksi t w 0.75 ksi trq 1.05 in d_ = db-2-tfb 2256 in W = d,?2tf 2252 in tdoubkrpl.rcq (strength) = (trq - tw.) * F), / Fydoubkr = 0.30 in tdoubkrpl.req (to avoid plug welds) [(d)+(w)] / 90 = 050 in use tdoUb!eI 5/8 in 1126 k ) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web tdb!l 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength Frxx = 70 ksi Weld strength @ plate = 0.6*t.?I*Fy.,l V = 1875 Win Weld size required, ttId Vu / ((D*0.6*FE,*0.707*2) = tv Id 7/16 in Min weld size 1/4 in Weld OK S 0 Project: loms Conference Roof I By I EDS 1 1e81 24 I Elevation G I Date 1/19 Consulting Engineers San Diego, California I Job ii: 1800111 I Revised I I Beam a B413 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column C137 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Roof Span, L 22.7 ft II of Beams at Joint I (max 2) Floor Ht (above) .0 ft # of Columns at Joint - 1 (max 2) Floor Hr (below) 14.0 ft 1 PD1 (col) - 55.7k 2 PLL col) .4k 3 P5Q (col) - 12.7k p = 13 Redundancy Factor 1 VDL(bm) - 11.9k 4' Flexure 0.9 2 VLL (bm) .4k 4' Buckling 0.85 3 V5Q (lam) - 12.7k 4 Shear = 0.9 1 MDL (bm) - 45k-ft lil d 1 2 M11 (bin) - 5k-fr 1E Factor - 0.150 3 M Q (bm) - 137 k4t Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + ) * DI. + 051L + P EQ = 91.9k Beam Shear: (1.2 • Ev) * vDI + 0.5\' + p * VFQ = VU,, - 32.9k Beam Moment: (1.2 + Ev) * MDL + OSMLL + p * MFQ - 240.6 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 F,b - 50 ksi F,u - 50 ksi Fub - 65 ksi R, 1.1 Rb = ii (min expected yield ratio) & 51.7 in A,, 24.7 in d - 25.2 in db = 24.1 in bL - 12.9 in bm 9.02 in tic 1.34 in tpO - 0.77 in (1.00 O.K. tr. 0.75 in tub - ' 0.47 in S. 450 in SXb 196 in Z 511 in Zb 224 in' k = 2.25 in 1.95 in k, 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2t1 = 5.86 <7.22-0.3 * sqrt(EsIFy) O.K. AISC Seismic gD1.1b (p.12) hlt~= 45.90 <590.K. C. 0.00 ,%,,, - 59.00 Check Span/Depth: (L - d) 1db - 10.25 >7.0 O.K. AISC Spec 358 65.3.1 (p. 9.2-12) Check Column: b1/2t1 = 4.81 <7.22 = 0.3 * sqrt(EsIFy) O.K. AISC Seismic 01.1 (p. 13) Wt,,. 28.70 <56.84 O.K. C. 0.04 2p - 56.84 0 Project: EDS I 1/19 Job ii: Revised San Diego, California lonis Conference Roof I By "e61e61 25 Elevation G Date Consulting Engineers 1800111 BEAM LATERAL BRACING: AISC Seismic 6131.2b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/ F,b) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or r., if r.)3/4' Weld access radius Weld access hole length 15 * Exnected moment at face of column Mpr Cpr Zx RF 1, Vh (+) 1.2VDL+0.5VLL+2MdL "h () 1.2V01+0.5V1+2M1/L M- 4*Zb* f M"Mpr 0.75 in 05 in 15 in MIN 1,181 k-ft 118.6 k 0.0 k 840 k-ft Mub = 240.6431 k-ft DIC - 29% 1,181 k-ft Exr,ected shear at face of column vs. beam shear capacity V2*Mp /L *Vgr1vjy 119k 4,V- AISC Specs G2.1 = 306 k V/(QV) 0.39 1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi h - db - 2*(tf + weld access hole depth - 5') 22.06 in t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal ç, -1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) - * [Mr, + My] - 1,305 k-ft h, - Oft bb - 7 f EM. = Z, * [Z(F - P./A)h/(h-db/2))] = 2,397 k-ft T.M*pr / EM b - 1.84 '1.0 O.K. Not required for top story MAX S 0 Elevation G Date 1/19 I Job Revised lonis Conference Roof By EDS IBl 26 Project: Consulting Engineers I San Diego, California 1800111 I COLUMN PANEL ZONE SHEAR CHECK P=PyFA 2585 k Pr0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 654 k Vp (# of beams) * M1*[ 1/ (db - tf) - 1/( Ht below / 2+ Ht above/ 2)1 439 k CR.= 654k V..Pz = 439k =' OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubter 50 ksi tmt:= 0.75 ksi treq 0.47 in d db=2*t% 22.56 in w dc=2*tk = 2252 in tdaublerpt.req (strength) = (treq - tw.) * FYL. / Fydoubter = Not Req'd tdoublerpt,req (to avoid plug welds) = [(d)+(w] / 90 = 050 in use tdoub!erpt = Not Req'd 654 k Vu,pz Doubler Plate Welding (AESC Seismic Provisions section 9.30 Use doubler plate against the column web tdbl.,,I Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength FDcx = 70 ksi Weld strength @ plate 0.6*t t*F i V = Not Req'd Weld size required, tId = Vu / (b*0.6*FE,*0.707*2) = td = Not Req'd Min weld size = 1/4 in Not Req'd EDS SheBi 27 1/19 Beam - B421 Column = C146 Level = Level-2 (mix 2) (max 2) Redundancy Factor WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 25.1 ft # of Beams at Joint - Floor Ht (above) 14.0 ft # of Columns at Joint 2 Floor Ht (below) 195 ft 5 PDL (col) - 211.4k 6 Pii (col) - 80.0k 7 PEQ (col) 28.4 k p 13 5 VOL (bm) - 19.8k 4)Flexure - 0.9 6 VII (bm) - 18.4k 4) Ruekhng 0.85 7 V Q (bm) - Wk 4) Shear - 0.9 5 MDL (bm) 91k-ft 4) d = 1 6 MIL (bm) - 89k-ft E, Factor 0.150 7 M5Q (bm) 220k-ft Cpr - 1.15 Panel Zone Deformation Yes considered in frame stability? lonis Conference Roof By Elevation G Date Consulting Engineers San Diego, California 1800111 Col Axial Load: (1.2 + Es.) * DL + 0.5P11 + p * EQ - P - 3613 k Beam Shear: (1.2 + Ev) * V01 + 05V + p * VEQ VUb = 59.8 k Beam Moment: (1.2 + Ev) * M01 + OSMII + p * MFQ - Mub - 453.0 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fyb - 50 ksi Fw = 50 ksi Fub 65 ksi Rye 1.1 Ryb - Li (min expected yield ratio) &. 51.7 in2 Ab 303 in2 d,., - 25.2 in db 245 in bf, - 119 in - 9 i tfc 1.34 112 tfb = 0.98 in 1.00 O.K. t - 0.75 in tub - 0.55 in Sac 450 in Sxb 245 in' ZV. 511 in Zb 280in3 k - 2.25 in rYb 1.99 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: bj/2t1 - 459 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SD1.1b (p.12) - 39.20 <590.K. Ca 0.00 2 59.00 Check Span/Depth: (I. - d) 1db - 11.27 '7.0 O.K. AISC Spec 358 53.1 (p. 9.2-12) Check Column: b1 /2t1 = 4.81 <7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic ODU (p.13) = 28.70 <51.45 O.K. Ca 0.16 AP - 51.45 Project: lonis Conference Roof BY EDS SheBi 28 32 Elevation G Dare 1/19 Consulting Engineers San Diego, California job # 1800111 Revised BEAM LATERAL BRACING: AISC Seismic DL2b (p.15) Maximum Spacing of braces: 0.086 *r *(E/ F,,,) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t,, if r,)3/4* 0.75 in Weld access radius 0.5 in Weld access hole length '15 * 15 in MIN Exnected moment at face of column Mpr = Cpr Z. RYFb 1,476 k-ft Vh (+) = 1.2VDL+0.5VLi +2M,/L 1.50.6 k \'h (-) = l.2V+0.5 V,1 +2M,/L 0.0 k W. - 4*Zb* f - 1,050 k-ft ' Mub 452.985455 k-ft D/C - 43% M1- M. = 1,476 k-ft Exnected shear at face of column vs. beam shear canacitv V5 2*Mp /L + Vgr.wny 151 k kVn - AISC Specs G2.1 - 364 k 0.41 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h = db - 2*(tr + weld access hole depth -.5*) - 22.04 in MAX t,, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - hp*tp*(.6*Ry*F).p) (Column Face) - 454.6 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t,, -1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] EM Pb = Xb 1,634 k-ft h, 7 f h,, 9.75 ft * [Zc(F), - PucMc)*(1/(thi,/2))] . 4,188 k-ft EM. / EM,, = 2.56 1.0 O.K. 0 Project: tonis Conference Roof E By EDS SheBi 29 Elevation G 1/19 Consulting Date Engineers San Diego, California Job //: 1800111 Revised COLUMN PANEL ZONE SHEAR CHECK PPyFA 2585 k Pr (= 0.75Pc Rn 0.60Fy *dc * tw (1 + (3 * bcf tcf2) I (db * dc * tw)) 652 k R- 789 k V Note: V = R 18558 k-in V M/H = 110.5 k M. a (V5 Vu )*(dti) 21156 k-in Ff. z MUI(d-tf) 899 k "u,PZ (#ofbeams) * MI[1/(db - ti) - 1/( Ht below /2 + Ht above /2)] - 665 k =653k Vp =665k => Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F,OUb!. - 50 ksi tmr. - 0.75 ksi treq 0.77 in d = db-2tth = 2254 in w - &-2tr 2252 in tdoublerpl,req (strength) - (tq - * Fy.: / FyJoubIer - 0.02 in tdoub!erpl,rgq (to avoid plug welds) - [(dJ+(w)] /90 - 0.50 in use t.jubIeI . - 5/8 in C,Rndp = 1125 k Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdbI,I' 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 1 - 0.75 Weld electrode strength Frxx - 70 ksi Weld strength® plate - 0.6*ç,i*F i V = I&75 Win Weld size required, tJd = Vu I (cb*0.6*Fx*0.707*2) = t,d 7/16 in Min weld size - 1/4 in Weld OK 0 Beam = B421 Column C139 Level Level 2 (max 2) (max 2) Project: lonis Conference Roof By EDS She ll 30 I Elevation G Date 1/19 I I Consulting Engineers San Diego, California 16 : 1800111 Revised J WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 25.1 ft # of Beams at joint - 2 Floor Ht (above) 14.0 ft # of Columns atJoinr 2 Floor Ht (below) 195 ft 5 P01 (col) 129.1k 6 PLL (col) 42.0k 7 P Q (col) 53821< p - 1.3 5 V,1 (bm) 19.8k 4) Flexure 0.9 6 VLL (bm) 18.4 1< 4) Buckling 0.85 7 VgQ (bm) - 183 k 41 Shear 0.9 5 M01 (m) . 91k-ft 4) d 6 MLL (bm) - 89k-ft E Factor - 0.150 7 MQ (bm) 220 kft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 + E) * PDI. + 0.5P + * EQ = Pue 202.2 k Beam Shear: (1.2 + Ev) * V01 + O.SVIL + p * VEQ - Vb = 59.8 k Beam Moment: (1.2 + Ev) * M01 + 05M11+ p * MFQ = Mub 453.0 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fyb 50 ksi F 50 ksi Fub 65 ksi RYC 1.1 'yb = 1.1 (min expected yield ratio) A. = 51.7 in - 25.2 in Ak 30.3 in d db - 24.5 in b - 12.9 in bg, 9 i 0.98 in <1.00 O.K. tic = 1.34 in rib t r. 0.75 in r~b = 055 in S 450 in Sxb 245 in Z< 511 in Zb - 280 in k 2.25 in r, - 1.99 in k1 1.1875 in 0 DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - h/t - Check Span/Depth: (L - dj/d,, - Check Column: b1 /2t1 - 4.59 <7.22 = 0.3 * sqrt(Es/Fy) O.K. 39.20 <59 O.K. C. - 0.00 Aw - 59.00 11.27 >7.0 O.K. 4.81 '7.22- 0.3 * sqrt(Es/Fy) O.K. 28.70 <54.23 O.K. C. - 0.09 2ps - 54.23 AISC Seismic gD1.lb (p.12) AISC Spec 358 g5.3.1 (p. 9.2-12) AISC Seismic SDU (p.13) Project: lonis Conference Roof By EDS "e61 31 ffmo Elevation G I Date 1/19 I Consulting Engineers Revised San Diego, California Job 4: 1800111 BEAM LATERAL BRACING: AISC Seismic %DI.2b (p.15) Maximum Spacing of braces: 0.086 r, (E/ FYb) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t. if t '3/4' Weld access radius Weld access hole length '15 Exnected moment at face of column Mpr= Cpr Z RF 1, "h () 1.2V01+0.5\111+2M 1/L Vh (-) = 1.2V01+0.5V+2MJL W. = 4*Zb* f M1 Mpr - = 0.75 in - 0.5 in = 1.5 in MIN 1,476 k-ft 150.6 k -84.6 k 1,050 k-ft ' Mub - 452.985455 k-ft D/C - 43% 1,476 k-ft ExDected shear at face of column vs. beam shear car>acity Vu 2*Mpr /L Vgr.wity 151 k - AISC Specs G2.1 364 Ic V/(4 ,V) - 0.41 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi h - db - 2*(tr + weld access hole depth -T) - 22.04 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 454.6 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EMb = * [Mpr + Mi.] 3,199 k-ft Ii, - 7 f bb = 9.75 ft * [Z(F - P./A)(h/(h-db/2))] - 4,490 k-ft !M. / EM b . - 1.40 >1.0 O.K. 0 Project: lonis Conference Roof By EDS SheBi 32 Elevation G I Date 1/19 I I .F Lb I Consulting Engineers San Diego, California : 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK PPy=FA = 2585 k Pr <= 0.75Pc Rn - 0.60Fy *dc * tw (1 + (3 * bcf 0 tcf2) / (db * dc * tw)) = 652 k Rne - = 789 it V. *(db..tr) Note: Vue 18558 k-in V M/H = 110.5 k M. = (V + VU )(db-tf) = 21156 k-in - Mj(d-tr) - 899 it "u.PZ - (# of beams) * M1*[ 1/ (db - t1) - 1/( Ht below / 2 + Ht above / 2)] = 1330 k =653k VU.Pz = 1330k - Doubler Plate Required Panel Zone Thickness (ALSC Seismic Provisions section E3.6e Doubler Plate Strength, Fd0 bI. = 50 ksi t~lc - 0.75 ksi treq 1.65 in cl_ = d1.,2*t., = 2254 in w d.-2t = 22.52 in tdoubterp!.req (strength) = (treq - tw...) * F) / Fydouber 0.90 in tduublerpl,req (to avoid plug welds) - [(d)+(w] / 90 = 050 in use tdoub e I = i/i in C,Rndp = 1408 k Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web t€IbI,I 1/.1 in Use fillet weld on top and bottom and at the sides Strength reduction factor - 0.75 Weld electrode strength Frxx - 70 ksi Weld strength @ plate = y_pl V - 30.00 Win Weld size required, tId = Vu / (b*0.6*Fp *0.707*2) tweld 11/16 in Min weld size =1/4 in Weld OK 0 Elevation G I Dare project. lonis Conference Roof I BY Consulting Engineers I San Diego, California Jdl /1. 1800111 ReAs WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 22.7 ft ft of Beams at Joint - Floor Hr (above) 14.0 ft ft of Columns at Joint 2 Floor Hr (below) 193 ft 5 'DL (col) 107.2k 6 PLL (col) - 283k 7 PEQ (col) - 34.4k p 13 5 V J (bm) - 9.1k 4) Flexure 0.9 6 VLL (bm) - 7.8k 4) Ruvkling 0.85 7 VEQ 21.8k Shew 0.9 5 M0 (bm) - 29k-ft 4) d 6 M11 (bm) 30k-ft E. Factor 0.150 7 MEQ (bm) - 233 k-ft C, = 1.15 Panel Zone Deformation - Yes considered in frame stability! EDS She61 33 1/19 Beam = B413 Column C137 Level = Level 2 (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 • E) * PDL + °5LL + P * PQ - P. = 203.6 k Beam Shear: (1.2 + Ev) * VOL + O.SVLL + p V - V,b 445k Beam Moment: (1.2 + Ev) * MDL + O.MIL + p * MEQ Mub - 357.9 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24Xl76 Fb = 50 ksi F - 50 ksi Rib 65 ksi Ry. 1.1 RYb - 1.1 (min expected yield ratio) A, 51.7 in A1, - 30.3 in' d, - 25.2 in db - 245 in b 12.9 in b - 9 i tfr - 1.341n tFb 0.98 in <1.00 O.K. t1ft 0.75 in t~b = 055 in S. 450 in3 5xb 245 in3 Z 511 in3 Zb 280 in3 k - 2.25 in 1.99 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2t1 = 459 <7.22=0.3 * sqrt(Es/Fy) O.K. AISC Seismic OD1.1b (p.12) - 39.20 <59 O.K. C. - 0.00 A,, - 59.00 Check Span/Depth: (L-dj/db - 10.09 '7.0 O.K. AISC Spec 358 55.3.1 (p. 9.2-12) Check Column: b1/21 = 4.81 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.1 (p. 13) hit,. - 28.70 <54.2 O.K. C,- 0.09 2,,. 54.20 Project: lonis Conference Roof By EDS "131 34 IàIII!IIII Elevation G Date 1/19 Consulting Engineers San Diego, California job # 1800111 Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 *r, (E/ Fb) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t. if t >3/4 0.75 in Weld access radius 0.5 in Weld access hole length 15 * 1.5 in MIN Expected moment at face of column Mpr Cpr Z5 RYFb 1,476 k-ft '1h () = 1.2VD1+0.5V1L+2Mpr/L - 144.9 k Vh () = l.2VD1 +0.5Vii+2MP /L 0.0 k W. •*Zb* f = 1,050 k-ft ' Mub - 357.948435 k-ft D/C - 3491, M Mpr 1,476 k-ft Expected shear at face of column vs. beam shear capacity V 2*Mpr/L Vgrty 145 k V= AISC Specs G2.1 - 364 It VU/01Y.) = 0.40 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi db - 2*(tf + weld access hole depth -.5*) - - 22.04 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*t *(.6*R*F,.) (Column Face) - 454.6 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) = 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Mpr M] 1,628 k-ft h, = 7 f hb - 9.75 ft IM, PC = E * [Z(F - Pse/Ae)(h/(hd1,/2))] 4,487 k-ft EM PC / EM h = 2.76 >1.0 O.K. 0 Project: lonis Conference Roof I I By EDS 161 35 Elevation G Date 1119 Consulting Engineers San Diego, California Job #: 18001.11 Revised COLUMN PANEL ZONE SHEAR CHECK P=Py=FA 2585 It Pr (= 0.75Pc Rn0.60Fy*dc *tw(1+(3*bcf*tcf2)/(db*dc*tw)) - 652 k Rne 1.1-R-R = 789 k usVue (db-tf) Note: V. - Rue - 18558 k-in Vus Mu5/H 110.5 It M. (V 5 + Vse)(db'tf) - 21156 k-in Fr. - Mse/(dtt) 899 k Vp = (// of beams) * M1*[ 1/ (d - t1) -1/( Ht below / 2 + Ht above / 2)1 = 665 k 4R 653k C V..Pz = 665k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F ubl5r = 50 ksi t = 0.75 ksi treq = 0.77 in cL dI.2tth - 2254 in W.. = d2t5 = 2252 in tdoublerpl.req (strength) = (treq - tse) * F / F)ub!er = 0.02 in (to avoid plug welds) [(d)+(w)i /90 - 050 in use tdoublerpl = 5/8 in kRndp = 1125 k) Vu,pz Doubler Plate WeIdin(AISC Seismic Provisions section 9.3c Use doubler plate against the column web 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength FEXX = 70 ksi Weld strength @ plate = 0.6*t t*Fy_pi V0 = 1975 Win Weld size required, tJd - Vu / ((D*0.6*Fty*0.707*2) seId 7/16 in Min weld size a 1/4 in Weld OK 0 Project: lonis Conference Roof By I EDS `9136- I Elevation H Date 1/19 I I ob I I Consulting Engineers San Diego, California : 1800111 I I Beam- B420 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C145 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level - Roof Span, L 25.1 ft # of Beams atJoint I (max 2) Floor I-It (above) .0 ft # of Columns at Joint - 1 (max 2) Floor Ht (below) 14.0 ft 1 PDL (col) 70.0950 2 PLL (col) - 0.2940 3 PEQ (col) - 12.4k p 13 Redundancy Factor 1 V01 (bm) - 11.2k 4)Flexure 0.9 2 VLL (bm) .3k 4) Rukling 0.85 3 VFQ (bm) - 12.4k 4) Sh. 0.9 1 MDL (bm) - 44k-ft 4) d = 1 2 MLI (,m) - 4k-ft E. Factor = 0.150 3 MEQ 152k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? * PEQ P Col Axial Load: (1.2 + ,) * DL + 05P11+ P = 111.0 It Beam Shear: (1.2 + Ev) * V01 + 0.5 V11 + p * VEQ - VUb 31.4 k Beam Moment: (1.2 + Ev) * M01 0.5M1 + p * MEQ Mb - 258.8 k4t BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fb = 50 ksi Fy. 50 ksi Fub 65 ksi R 1.1 Ryb 1.1 (min expected yield ratio) &. - 51.7 in' Ab 30.3 in' d 25.2 in db = 245 in b, 12.9 in b5, - 9 i tic 1.34 in r1b 0.98 in <1.00 O.K. tvw 0.75 in tsb - 055 in S. 450 in3 - 245 in3 Zc 511 in3 Zb - 280 in3 lc - 2.25 in rb - 1.99 in4 k,= 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2r1 = 4.59 7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic D1.1b (p.12) - 39.20 59 O.K. C 0.00 2M - 59.00 Check Span/Depth: (L - d) /d,, - 11.27 ) 7.0 O.K. AISC Spec 3585.3.l (p. 9.2-12) Check Column: b1 /2t1 - 4.81 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p.13) - 28.70 (56.39 O.K. C= 0.05 2,- 56.39 S Elevation H Date 1119 Project: Job lonis Conference Roof By EDS I'B1 37 Consulting Engineers San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 er *(E/ F,,,) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4" or r. if >314" Weld access radius Weld access hole length 1.5 * Exiected moment at face of column Mpr = Cpr Z5 Vh (+) = 1.2VDL+05V11+2MP IL Vh (-) = l.2V01+05V11+2M,1L 4M= 4*Zb* f MiMpr 0.75 in 05 in - 1.5 in 1,476 k-ft 131.1 k 0.0 k 1,050 k-ft Mub - 25&81457 k-ft D/C' 25% 1,476 k-ft MIN Expected shear at face of column vs. beam shear capacity Vu 2*Mpr / L + 131 It 4.V,,- AISC Specs G2.1 - 364 It V5/(4,V) - 0.36 (1.0 O.K. Shear Plate Determination Plate Strength 50 ksi h = d,, - 2(t, • weld access hole depth -.5") 22.04 in t,, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 454.6 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t - 1/16" (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) = * [Mpr * My 1,614 k-ft 11, - Oft bb - 7 f * [Z(F - Puc/c)(1/(h4lb/2))] 2,386 k-ft EM S. / !M b - 1.48 >1.0 O.K. Not required for rOD star,' MAX I 0 Project: lonis Conference Roof By EDS ShB1 38 IElevation H Date 1/19 I Consulting Engineers San Diego, California Job Revised 1800111 I COLUMN PANEL ZONE SHEAR CHECK PPyFA 2585 k Pr < 0.75Pc Rn = 0.60Fy *dc * tw (1 • (3 * bcf * tcr2) / (db * dc * tw)) 652 k (#ofbeams) * M1*[1/ (db - t1) - 1/( Ht below /2 + Ht above /2 )i 543 k = 653k , V..Pz =543k -> OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F ubI r 50 ksi t 0.75 ksi treq 0.61 in d= db-2*tfb 22.54 in w. = d,2tk 2252 in tdoubrpl.rq (strength) = (treq - tw.) * / Fydoubler = Not Reqd tdoublerplj.eq (to avoid plug welds) [(d)+(w)] /90 050 in use tdoublerpl Not Req'd 652 Ic > Vu,pz Doubler Plate WeidiniAlSC Seismic Provisions section 9.3c Use doubler plate against the column web tdbI Not Rcq'cl in Use Fillet weld on top and bottom and at the sides Strength reduction Factor 0 = 0.75 Weld electrode strength FFvx = 70 ksi Weld strength @ plate = y_pl V = Not Reqd Weld size required, td - Vu / (D*0.6*Fpxx*0.707*2) = t.ld Not Reqd Min weld size = 1/4 in Not Req'd 0 Project: I By Elevation H I Date Lb # lonis Conference Roof I Consulting Engineers San 1800111 RCVIS< Diego. California WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequahfied Beams of SMFs per AISC 358-2010) EDS SheBi 39 1/19 Beam = B410 Column - C140 Level = Roof Span, L 22.7 ft # of Beams at joint 2 (max 2) Floor Hr (above) .0 ft # of Columns at joint - I (max 2) Floor Hr (below) 14.0 ft 1 PDL (col) 55.7k 2 PLL(col) - .1k 3 PEQ (col) 2.2k p = 13 Redundancy Factor I V01 (,m) 9.4k 4) Flexure 0.9 2 V11 (bm) .3k 4) Ruc.kllng = 0.85 3 VQ (bm) 14.7k 4) Shear 0.9 1 M01 (bm) 29 k-ft 4) d - 2 M11 (bm) - 4k-ft E. Factor = 0.150 3 MpQ (bm) 160 k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability' Col Axial Load: (1.2 • Es.) *PDL + 05P + p * PEQ 78.1 k Beam Shear: (1.2 + Ev) * V01 + 0.5Vu. + p * VQ = VUb 31.9 k Beam Moment: (1.2 + Ev) * M01 • 05MLL + p * MrQ= MUb 2481 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fb - 50 ksi Fy. = 50 ksi Fub = 65 ksi = LI 'yb = .1.1 (min expected yield ratio) A, = 51.7 in A,, = 303 in d, - 25.2 in db - 245 in b, 12.9 in b 9in tf, 1.34 111 tfb = 0.98 in (1.00 O.K. t 0.75 in tsb - 055 in S 450 in' 5xb - 245 in3 Z, 511 in Zb = 280 in 3 k, = 2.25 in rb 1.99 in k1 = 1.1875 in DUCTILITY REOUIREMENTS: [T Check Beam: b1/2t1 - hit,. = Check Span/Depth: (L - d,) 1db - Check Column: b1 /2t1 - kit,, = 459 <7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic %D1.1b (p. 12) 39.20 <59 O.K. C. - 0.00 Aw = 59.00 10.08 >7.0 O.K. AISC Spec 358 65.3.1 (p. 9.2-12) 4.81 <7.22=0.3 sqrt(EsIFy) O.K. AISC Seismic OD1.1 (p.13) 28.70 <57.16 O.K. C. - 0.03 AM - 57.16 Project: lonis Conference Roof By EDS sheBi 40 Elevation H Date 1119 Consulting Engineers San Diego. California job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 #r, (E/F,b) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 314 or t. if t'3/4' 0.75 in Weld access radius 05 in Weld access hole length '15 * 1.5 in MIN Expected moment at face of column Mpr Cpr Z. RyFyb 1.476 kft Vh (+) - 1.2V01+0.5VLL+2Mpr/L 141.5 k Vh (-) - 1.2VDL+O5VLL+2M)L -118.7 k *Zb* f - 1,050 k-ft ' Mub - 24&103645 k-ft D/C - 24% Mf= Mpr 1,476 k-ft Exnected shear at face of column vs. beam shear capacity V. 2Mpr /L + Vgity 142 k 4V1 - AISC Specs G2.1 - 364 k V/(4,V) - 0.39 (1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi TIP - db - 2*(tf + weld access hole depth -.5') - 22.04 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F13) (Column Face) - 454.6 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16 (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + Mj 3,225 k-ft - Oft hb = 7 f EMC - * [ZC(F).. - Puc/Ac)*(h/(h=db/2))] - 2,417 k-ft - 0.75 (1.0 N.G. Not required for top story 0 Project: I By I I 1/19 Job ii: loms Conference Roof I EDS 1sI 91 41 Elevation H Date Revised Consulting Engineers San Diego, California 1800111 Re I COLUMN PANEL ZONE SHEAR CHECK PPyFA 2585 k Pr 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf tcr2) / (db * dc * tw)) 652 k Vupz (#of beams) *Mr [1/(d,t).1/(Ht below /2+Ht above /2)] 1085 k kRn 653k Vp = 1085k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F oubler 50 ksi tuc 0.75 ksi trcq 1.32 in d = db-2*tfb 2254 in 2252 in tdoubkrpl.req (strength) = (treq tvc) *Fyc / Fy jsub!er = 0.57 in tdoubterpl q (to avoid plug welds) [(d)+(w)] / 90 0.50 in use tdcublerpI 5/8 in kRndp = 1125 k)Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.30 Use doubler plate against the column web td j(jb!,p 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength FEXX 70 ksi Weld strength @ plate = 0.6*t,,,1*F 1 V = 1&75 Win Weld size required. td = Vu / ((b*0.6*FE,*0.707*2) t trd 7/16 in Min weld size = 1/4 in Weld OK nj r 0 Project: EDS "e81 42 Elevation H Date I 1/19 I job Conference Roof I By consulting Engineers I San Diego, California 1800111 Revised I I WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam = B410 Column- C92 Level - Roof Span.L - 22.7 ft #of Beams atjoint - 1 (max 2) Floor Ht (above) - .0 ft II of Columns atJoinr 2 (max 2) Floor Mt (below) - 14.0 ft 1 PDI. (col) 30.0k 2 P11 (col) - .3k 3 PFQ (col) - 14.7k p - 13 Redundancy Factor 1 V01 (bm) 9.4k 41 Flexure 0.9 2 V11 (bm) .3k 4> Ruckling 0.85 3 V5Q (bm) 14.71 4) Shear - 0.9 1 M01 (bm) - 29k-ft 4) d = 2 M11 (bm) - 4k-ft Ev Factor - 0.150 3 M Q (bm) - 160 k-ft C - 1.15 Panel Zone Deformation - Yes considered in frame stability! Col Axial Load: (1.2 + Es) * DL + 0.5P11 + p * PEQ = P - 59.7 1 Beam Shear: (1.2 + Ev) * Vol. + 05Vu + p * VEQ = VUb 31.9 k Beam Moment: (1.2 + Ev) * M01 + 05MLL + p * MEQ - MUb 248.1 k-ft BEAM SIZE: W24X103 COLUMN SIZE: W24X176 Fyb 50 ksi F = 50 ksi Fub 65 ksi R - 11 Ryb - 1.1 (min expected yield ratio) &. - 51.7 in3 Ab - 30.3 in2 d. - 25.2 in db - 245 in bk = 12.9 in bffi - 9 i tfC 1.34 in tp, = 0.98 in <1.00 O.K. tut: - 0.75 in tub - 055 in Sxc - 450 in3 245 in3 ze 511 in3 Zb - - 280 iW k = 2.25 in Fyb 1.99 in4 k1 - 1.1875 in S DUCTILITY REQUIREMENTS: Check Beam: - Check Span/Depth: (L-dj/d,, = Check Column: b1/2e1 = = 4.59 (7.22- 0.3 * sqrt(Es/Fy) O.K. 39.20 <59 O.K. = 0.00 A, - 59.00 10.08 >7.0 O.K. 4.81 <7.22- 0.3 esqrt(Es/Fy) O.K. 28.70 <57.59 O.K. C. 0.03 Aps - 57.59 AISC Seismic 01.11b (p.12) AISC Spec 358 05.3.1 (p. 9.2-12) AISC Seismic 01.1 (p.13) Project: lonis Conference Roof By EDS She6 143 Elevation H I Date 1/19 I Consulting Engineers San Diego, California job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic SDI.2b (p.15) Maximum Spacing of braces: 0.086 *r, *(E/ F,,,) 8.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4" or r. if t'3/4" 0.75 in Weld access radius 0.5 in Weld access hole length '1.5 * 1.5 in MIN Exnected moment at face of column Mpr = Cpr Z. Vh (+) = l.2VDL+0.5VU+2M,/L V,, (-) 1.2VDL+0.5VLL+2MP /L M= 4*Zb* f MiMpr 1,476 k-ft 1415 k 0.0 k 1,050 k-ft ' Mub - 248.103645 k-ft 0/C - 24% 1,476 k-ft Expected shear at face of column vs. beam shear capacity V0 2*Mpr /L Vgravtcy 142 k - AISC Specs G2.1 = 364 k V0/(4.V) 0.39 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hP - db - 2*(t + weld access hole depth - .5") - 22.04 in MAX t,, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 454.6 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t,,, - 1/16" (AISC Seismic Provision 8.63) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [M pr + Mi . 1,624 k-ft = Oft bb 7 f EM. = E... * [Z(F. - PuLJAà(h/(h-db/2))1 = 2,435 k-ft / EMb = 1.50 '1.0 O.K. C S 0 Project: I lonis Conference Roof By EDS 1eB1 44 Elevation H Dace 1/19 I I • I I Consulting Engineers I San Diego, California job Revised 1800111 I I COLUMN PANEL ZONE SHEAR CHECK PPyFA 2585 k Pr (= 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 652 k Vpz = (# of beams) * M1*[1/ (db - t1) - 1/( Ht below /2 + Ht above /2 )i 543 k 653k 543k = OK' Panel Zone (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F},,oubIer = 50 ksi = 0.75 ksi treq 0.61 in db-2tm 2254 in w2 d,=2*t, 2252 in tdoublerpLreq (strength) a (treq - tw) * / Frjoubkr Not Req'd tdoub!erpl.req (to avoid plug welds) [(d-)- (w-)] / 90 • 050 in use tdoub!e l Not Req'd 652 k ) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.30 Use doubler plate against the column web tdo.JblpI = Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength Ftxx = 70 ksi Weld strength @ plate = 0.6*t1*F 1,, V Not Req'd Weld size required, t..,d = Vu / ((D*0.6*Fp x*0.707*2) t.Id Not Req'd Min weld size = 1/4 in Not Req'd 0 EDS 1She61 45 1/19 1 Beam- B420 Column = C145 Level = Level-2 (max 2) (max 2) Redundancy Factor WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 25.1 ft # of Beams at Joint I Floor Ht (above) 14.0 ft # of Columns at Joint - 2 Floor Ht (below) 195 ft 5 P01 (col) 157.2k 6 P11 (col) 61.4k 7 P5Q (col) - 28.4k p 1.3 5 VDL (bm) - 13.8k 4' Flexure = 0.9 6 V11 (bm) 83k 4i Buckling = 0.85 7 VEQ - 16.2k 4)Shear = 0.9 5 M (bin) - 51k-ft 4) d 6 M11(bm) - 27k-Ft F_ Factor = 0.150 7 MQ (bm) - 192 k-ft C, 1.15 Panel Zone Deformation - Yes considered in frame stability? Consulting Engineers San Diego, California lonis Conference Roof Elevation H 1800111 Date Revised Col Axial Load: (1.2 + Es,) * DL + 05P11+ p EQ = P. - 279.8 1< Beam Shear: (1.2 + Ev) * VDL + 0.5\LL p * VEQ -Xrub 43.9 k Beam Moment: (1.2 + Ev) * MDL + 0.5M11 + p * MEQ Me,, - 331.8 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 F - 50 ksi F, = 50 ksi Fub 65 ksi R,,, = 1.1 Ryb - .1.1 (min expected yield ratio) A, - 51.7 in A,, - 24.7 in I d, = 25.2 in d,, - 24.1 in b,, - . 12.9 in b,,, 9.02 in tic - 1.34 in Efb - 0.77 in (1.00 O.K. t = 0.75 in tub - 0.47 in S,, 450 in S,,b - 196 in Z1 511 in Zb - 224 in k, - 2.25 in ryb 1.95 in k1 1.1875 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2t1 = 5.86 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.lb (p. 12) hit,, = 45.90 (59 O.K. C,, 0.00 AW - 59.00 Check Span/Depth: (L-dj/d,, = 11.45 ) 7.0 O.K. AISC Spec 3585.3.l (p. 9.2-12) Check Column: bf 12t, = 4.81 (7.22- 0.3 * sqrt(EsIFy) O.K. AISC Seismic SDI.i (p.13) hit,,, = 28.70 <52.4 O.K. C. - 0.12 52.40 I Projett: I By Shc Elevation H Date 1/19 I Job #: lonis Conference Roof I EDS 1B146 Consulting Engineers San Diego, California 1800111 Revised ' BEAM LATERAL BRACING: AISC Seismic SDI.2b (p.15) Maximum Spacing of braces: 0.086 r *(E/ Feb) 8.1 ft. Beam 'Weld Access Hole Size Configuration Weld access hole height - 3/4' or tifr. '3/4' Weld access radius Weld access hole length ) 15 * Expected moment at face of column Mpr Z RYFb Vh () l.2VDI +0.5VLL+2Mpr/L Vh (-) l.2VDI +05 V1 L 2M IL M- $*Zb* f Mr'Mp. 0.75 in 05 in 1.5 in MIN 1,181 k-ft 114.8 k 0.0 k 840 k-ft ' Mub - 331.81596 k-ft D/C - 40% 1,181 k-ft Expected shear at face of column vs. beam shear capacity Vu 2Mpr / L + Vgravity . 115 k 4.V" AISC Specs G2.1 = 306 k V/(V) 0.38 < 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h db - 2(r1+ weld access hole depth -.5") - 22.06 in MAX t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EM Pb = Eb * [M + My] - 1,301 k-ft - 7 f hb = 9.75 ft - * [Z(F - PjA)*(h/h-d/2))] - 4,333 k-ft ZM. / EM b 3.33 >1.0 O.K. 0 Project: lonis Conference Roof By EDS IShe6147 W40M I Elevation H Date 1/19 I I I Consulting Engineers San Diego, California job #: 1800111 RevisedI I I COLUMN PANEL ZONE SHEAR CHECK PPy=FA 2585 k Pr = 0.75Pc Rn - 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 654 k R g = 791 k *Mue (db.tf) Note: V - - 18448 k-in MUjH = 109.8 k (Vue + VU )(db-tf) 21010 k-in = MI(d-t1) = 901 k VUPZ = (# of beams) * M1*[1/ (db - t) - 1/( Ht below l2 + Mt above/2)] = 537 k 654k V..Pz = 537k OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F UbJ 50 ksi t - 0.75 ksi treq = 0.60 in d db-2*tfb 2256 in w: = d-2tf. - 22.52 in tdoub!rpl.rcq (strength) = (treq - t) * / Fyiuubler - Not Req'd tdoub!erpl.rcq (to avoid plug welds) [(d)+(w)i / 90 050 in use tdoublerpl Not Req'd 4 vRndp 654 k)Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdcwbpl Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor 40 = 0.75 Weld electrode strength Ftx 70 ksi Weld strength @ plate 0.6*tpi*Fy ,i V Not Req'd Weld size required. td - Vu / ((b*0.6*F x*0.707*2) = tld Not Req'd Min weld size = 1/4 in Not Req'd 0 Project: lords Conference Roof By EDS "191 48 Elevation H I Date 1/19 I Consulting Engineers job San Diego, California : 1800111 Revised Beam - B410 WUF - W - Welded Unreinforced FIane - Welded Web Moment Connection Column = C140 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level - Level 2 Span,L 22.71t #of Beams atJoinr - 2 (max 2) Floor Ht (above) - 14.0 ft #of Columns atjoint 2 (max 2) Floor Hr (below) 195 ft 5 '2D1. (col) - 106.3k 6 P11 (col) 2651< 7 P Q (col) 5.279k p - 13 Redundancy Factor 5 V (bm) - a9 k 4) - 0.9 6 VLL (bm) - 35k 4) Ruekhng 0.85 7 V5Q (bm) 19.3k 4 Shear - 0.9 5 M12 (bm) - 30k-ft 4) d 6 M11 (bm) - 11 k-ft E. Factor - 0.150 7 ME (bin) 204 k-ft Cp, 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + ,) * DL + 03P + P * 'EQ = l'uc 163.6 k Beam Shear: (1.2 + Ev) * VDI + 0.5 V11 + p * VEQ - VUb = 38.9 k Beam Moment: (1.2 • Ev) * MDI + 05M11+ p * MEQ - Mb - 311.4 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X176 Fb - 50 ksi F11 - 50 ksi Fub = 65 ksi Rye 1.1 Ryb - U. (min expected yield ratio) & - 51.7 in2 = 24.7 in2 d, - 25.2 in db - 24.1 in b1. - 12.9 in b5, 9.02 in tic = 1.34 in tp, - 0.77 in <1.00 O.K. t., = 0.75 in - 0.47 in S,, - 450 in3 SA 196 in3 Zr. 511 in3 Zb 224 in3 Ic - 2.25 in 1.95 in4 k 1.1875 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - 5.86 <7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.11b (p.12) 45.90 59 O.K. C. - 0.00 Aw - 59.00 Check Span/Depth: (L-dj/db = 10.25 '7.0 O.K. AISC Spec 358 §5.3.1 (p. 9.2-12) Check Column: b1 /2r1 - 4.81 (7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p.13) - 28.70 <55.14 O.K. C, - 0.07 AP, - 55.14 0 Project: I By I Job ii: lonis Conference Roof I EDS S'191 49 Elevation H Date 1/19 Consulting Engineers San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic BD1.2b (p.15) Maximum Spacing of braces: 0.086 r *(E/ FYb) 8.1 ft. Beam Weld Access Hole Size Configuration S Weld access hole height 3/4 or t. if t'3/4' Weld access radius Weld access hole length ) 15 * Exnected moment at face of column M, = Cpr ZX RF b Vh (+) 1.2VDL+0.5VLL+2MP /L Vh (-) 1.2VDL+0.5VU +2MP)L M- *Zb* f Mr-M pr 0.75 in 0.5 in = 1.5 in MIN 1.181 k-ft 116.6 k -91.6 k 840 k-ft > Mub - 311.437605 k-ft DIC - 37% 1,181 k-ft Exnected shear at face of column vs. beam shear capacity Vu = 2*Mpr /L Vgruvity 117 It 4,V,= AISC Specs G2.1 = 306 k V/(4 ,V) - 0.38 1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi = db - 2*(tf • weld access hole depth - .5') - 22.06 in MAX ç, (Min thickness is beam web thickness) 0.500 in Design shear strength of weld h*t *(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal t, -1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN -WEAK BEAM CHECK (reqd for multi-story frames) EMb = Eb * [Mpr + Mv] 2,580 k-ft - 7 f bb = 9.75 ft ZM C = E * [Z(F - Pec/Ac)*(h/(hdb/2))I 4,552 k-ft EM. / EM Pb 1.76 >1.0 O.K. Project: EDS Elevation H Date 1/19 I lonis Conference Roof I By She8150 ffmfp Consulting Engineers San Diego, California job #: 1800111 Revised I COLUMN PANEL ZONE SHEAR CHECK P1,PyFA 2585 k Pr < 0.75Pc Rn a 0.60Fy dctw (1+ (3 *bcf*tcr2)/(dbedc *tw)) = 654 k Rne 1.1*R*R = 791 k *Mue = VLIC *(d,..t) Note: V e 18448 k-in MJH = 109.8 k Mue = (V + Vuc)*(&_tt) = 21010 k-in Fr M/(d-t1) 901 k V0p = (# of beams) * M1*[ 1/ (db - tO -1/( Ht below / 2 • Ht above /2)] = 1074 k 654k V,pz = 1074k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubler = 50 ksi tmu 0.75 ksi treq 1.31 in db-2*tfb 2256 in d,-2*tfv. 2252 in tøubIerpl eq (strength) = (treq - tw) * Fyc /F )doubler 0.56 in tdouble p q (to avoid plug welds) [(dj+(w)i / 90 = 050 in use tdoublerpl 5/8 in 1126 k ) Vu,pz Doubler Plate We1din (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdb!I - 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor (b = 0.75 Weld electrode strength FEXX o 70 ksi Weld strength @ plate = V = 1875 Win Weld size required, teId = Vu / (4)*0.6*F x*0.707*2) tvmld = 7/16 in Min weld size = 1/4 in Weld OK 0 EDS She6151 1/19 Beam- B410 Column - C92 Level - Level-2 (max 2) (max 2) Redundancy Factor WUF - W - Welded Unreinforced FIane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 217 ft # of Beams at Joint - Floor Fit (above) - 14.0 ft # of Columns at Joint - 2 Floor Mt (below) - 195 ft 5 'DL (col) - 58.9 k 6 P (col) 12.2k 7 P5Q (col) 33.9k p 1.3 5 VOL (bm) - 8.9k Flexure - 0.9 6 VLL (bm) 35k $ Buckling 0.85 7 V Q (bm) 193k Shear - 0.9 5 MDL (bm) - 30 k-ft 0 d = 6 MLL NO - 11k-ft E, Factor 0.150 7 M (bm) - 204 k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? loms Conference Roof Elevation H Date Consulting Engineers San Diego, California 1800111 Col Axial Load: (1.2 + ,) * DL • 0.5P. + p 0 Pr Q = 129.6 1< Beam Shear: (1.2 + Ev) * VOL + OSVLL + p * VEQ = Va,, 38.9 k Beam Moment: (1.2 + Ev) M01 + 05M,. • p * MEQ = Me,, 311.4 k-ft BEAM SIZE: W24X84 Fb 50 ksi Fub - 65 ksi Ryb 1.1 (min expected yield ratio) A,, 24.7 in2 ci,, - 24.1 in bp, - 9.02 in tfb - 0.77 in 1.00 O.K. tb 0.47 in 5xb 196 in3 Zb - 224 in3 r - 1.95 in4 COLUMN SIZE: = R = A = ci. b = tic - = tw = Syc zc ke = = k1 = W24X176 50 ksi 1.1 51.7 in2 25.2 in 12.9 in 1.34 in 0.75 in 450 in3 511 in3 2.25 in 1.1875 in 5.86 7.22 -0.3 * sqrt(EsIFy) O.K. AISC Seismic gD1.lb (p.12) 45.90 59 O.K. C. = 0.00 Aw - 59.00 10.25 '7.0 O.K. AISC Spec 358 g53.1 (p. 9.2-12) 4.81 <7.22- 0.3 * sqrt(EsIFy) O.K. AISC Seismic ODIJ (p.13) 28.70 55.95 O.K. C, - 0.06 2,,, - 55.95 DUCTILITY REOUIREMENTS: Check Beam: b1/2c1 - hfc, = Check SpanlDepth: (L - dj/d,, = Check Column: b1/2t1 = h/c,, - - Proje.t. lonis Conference Roof By EDS She81 52 IàII?II&If Elevation H Date 1/19 Consulting Engineers San Diego, California job //: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic BDL2b (p.15) Maximum Spacing of braces: 0.086 *r 'E /F) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t,, if t 8/4' 0.75 in Weld access radius 0.5 in Weld access hole lengths 15 * 1.5 in MIN Expected moment at face of column Mpr Cpr Z RFi., 1,181 k-ft "h () 1.2VDL+05Vij +2M 1JL = 116.6 k Vh (-) l.2V01+0.5V11+2MIL 0.0 k 4i.Zb f 840 k-ft Mub - 311.437605 k-ft D/C 37% M1 = Mpr 1,181 k-ft Expected shear at face of column vs. beam shear capacity "u 2*Mpr /L + Vgruvity 117 k AISC Specs G2.1 = 306 k - 0.38 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi h d1, - 2*(tr + weld access hole depth - .5) - 22.06 in MAX t (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = hp*rp*(.6*Ry*F)..,,) (Column Face) - 364.0. kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] 1,303 k-ft h, = 7 f hb = 9.75 ft * [Z(F - Puc/Aà*h/h=db/2))} = 4,616 k-ft EM C / EM b = 3.54 1.0 O.K. Project: lonis Conference Roof By EDS SheBi 53 Elevation H Date 1/19 Engineers San Diego, California Job 1800111 I IConsulting Revised COLUMN PANEL ZONE SHEAR CHECK P1 Py'FA = 2585 k Pr C- 0.75Pc Rn - 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 654 k = - 791 k V. Note: V - Rng = 18448 k-in V = Mj!-1 109.8 k Mug - (V + V g)*(d1çt1) - 21010 k-in Ff. - MU /(d-tf) - 901 k "u.PZ= (#ofbeams) * Mr[l/(db - t1) - 1/( Ht below /2 + Ht above /2)] - 537 k = 654k = 537k => OK! Panel Zone ThicknesslAlSC Seismic Provisions section E3.6e Doubler Plate Strength, F ublgr - 50 ksi t - 0.75 ksi t = 0.60 in d_ = di 2*t - 2256 in Wdg 2t - 2252 in tdoublerpLreq (strength) = (trgq - * F,. / Fydoubler - Not Req'd tdoublerpl.req (to avoid plug welds) - [(dj+(w] / 90 = 050 in use tdouberpI - Not Req'd YRfldp - 654 k Vu,pz Doubler Plate Welding (ALSCSeismic Provisions section 9.3c Use doubler plate against the column web td bW = Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength FF.YX = 70 ksi Weld strength @ plate - 0.6*t*F,1 V = Not Req'd Weld size required, tgld - Vu / (4D*0.6*F (*0.707*2) - tId = Not Req'd Min weld size = 1/4 in Not Req'd 0 wMe Consulting Engineers San Diego, California WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span. L - 32.0 ft # of Beams at Joint 1 Floor Ht (above) .0 ft # of Columns atJoint - Floor Ht (below) - 14.0 ft 1 PDI. (col) 85.1400 2 P11 (col) 0.1570 3 P 1 (col) - 11.3k p = 13 1 VDL bm) - 30.1k 4)Flewre 0.9 2 V11 (bm) - .2k 4) RukIing = 0.85 3 V Q (bm) - 113k 4) Shear 0.9 1 MDL (bm) - 176 k-ft 4) d 1 2 M11 (bm) - 4k-ft E Factor 0.150 3 M5 (bm) 174k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? lonis Conference Roof By Elevation J Date 1800111 EDS D13% 1/19 Beam B454 Column = C159 Level = Roof (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + ,) * DI. + 0.5P11 + p * PFQ = 129.7 k Beam Shear: (1.2 + Ev) * VOL • 0.5VLL + p * VFQ = VUb - 555k Beam Moment: (1.2 + Ev) * M01 + 05M11 + p MFQ - Mb = 466.2 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X146 Fyb - 50 ksi F. - 50 ksi Fub - 65 ksi Ry. 1.1 Ryb U. (min expected yield ratio) A,. 43 in2 24.7 in2 cl - 24.7 in db - 24.1 in bf, 12.9 in bf, 9.02 in tk - 1.09 in tn, - 0.77 in (1.00 O.K. t 1 0.65 in r"b - 0.47 in Sxc 371 in3 = 196 in3 Z - 418 in3 Zb 224 in3 k 2 i r), - 1.95 in4 k1 1.125 in 0 DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - h/ t,, - Check Span/Depth: (L-dj/db = Check Column: b1 /2t1 = kit,, = 5.86 (7.22- 0.3 * sqrt(EsIFy) O.K. 45.90 59 O.K. C. = 0.00 A, - 59.00 14.91 ) 7.0 O.K. 5.92 (7.22 0.3 * sqrt(EsfFy) O.K. 33.20 (55.32 O.K. Ca = 0.07 2p 55.32 AISC Seismic §DIJb (p.12) AISC Spec 358 553.1 (p. 9.2-12) AISC Seismic SDI.1 (p.13) Project: lonis Conference Roof By EDS Sh 55 ElevationJ Date 1119 Consulting Engineers San Diego, California Job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 *r, (E/ F,b) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 314 or t, if t'3I4 0.75 in Weld access radius 05 in Weld access hole length 1.5 * - 1.5 in MIN Exnected moment at face of column Mpr = Cpr Z. RyFt 1,181 k-ft Vh (+) = 1.2VDL+05VL,+2M/I. 110.0 k "h (=) = 1.2VDL+0.5VU +2Mpr/L 0.0 k 4M= *Zb* f 840 k-ft Mub - 466.19991k-ft D/C - 55% MiMpr 1,181 k-ft Exuected shear at face of column vs. beam shear capacity Vu a 2*Mpr IL + Vgruytcy 110 It 4.V- AISC Specs G2.1 - . 306 k V/(kV) - 0.36 1.0 O.K. Shear Plate Determination Plate Strength 50 ksi hp - - 2(t1+ weld access hole depth -Y) - 22.06 in t, (Min thickness is beam web thickness) 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t. - 1/16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [M + M] = 1,294 k-ft h, = Oft bb - 7 f !M F - Z.. * [Z(F - PUJA)(h/(h-db/2))1 . = 1,911 k-ft EM. I EMb - 1.48 >1.0 O.K. Not required for top story MAX fl I IProject: I lonis Conference Roof I By EDS PhB1 56 Elevation J Date 1/19 Consulting Engineers San Diego, California jith # iSOOffi Revised COLUMN PANEL ZONE SHEAR CHECK P=PyFA 21.50 k Pr 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 539 k "u.PZ (# of beams) * M1 [ 1/ (db - tf) - 1/( Ht below / 2 + Fit above / 2)] = 439 k =539k 439k =' OK' Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, FyJoub!r = 50 ksi tuu 0.65 ksi treq 052 in db-2*tfb 2256 in 22.52 in tdoubIerpI.r q (strength) = (trcq - t) * F / FrJ,ubIer . Not Req'd tduub!erpl.req (to avoid plug welds) [(d)+(w:)] / 90 050 in use tdoubIl = Not Req'd = 539 k Vu,pz Doubter Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web Not Req'd in Use fillet weld on top and bottom and at the sides - Strength reduction factor 0.75 Weld electrode strength FExx = 70 ksi Weld strength @ plate = 0.6*t,*F 4,, V = Not Req'd Weld size required, tld = Vu / (4b0.6FF 0.7072) tId Not Req'd Min weld size 1/4 in Not Req'd 13 0 COLUMN SIZE: F y. Rw A = d b, tf tIM. = S. 4 k1 W24X207 50 ksi 1.1 60.7 in 25.7 in 13 in 1.57 in 0.87 in 531 in3 606 in3 25 in 1.25 in S Consulting Engineers San Diego, California lonis Conference Roof Elevation K 1800111 By She EDS B157 Date 1/19 I Revised Beam B454 Column- C158 Level = Roof (max 2) (max 2) Redundancy Factor WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 32.0 ft # of Beams at Joint - 2 Floor Hr (above) - .0 ft # of Columns at Joint - I Floor Hr (below) 14.0 ft I P01 (col) 91.6k 2 P11 col) .2k 3 P5Q (col) .7k p - 13 1 V01 (bm) 30.1k Flexure 0.9 2 VII (bm) .2k 4 Ruekling 0.85 3 VEQ 11.3k Sher - 0.9 I MD1. (bm) - 176 k-ft d 1 2 M11 (bm) 4k-ft E Factor 0.150 3 M0 (bm) 174 k-ft Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + Es,) * 2 + 05 + p * EQ uc 124.7 k Beam Shear: (1.2 + Ev) * vDL + 05V + p * VEQ = VUb 555 k Beam Moment: (1.2 + Ev) * M01 + 0.5M11 + p * MEQ = Mb 466.2 k-ft BEAM SIZE: W2084 Fyb - 50 ksi Fub 65 ksi Ryb LI (min expected yield ratio) Ab 24.7 in - 24.1 in = 9.02 in tfb 0.77 in <1.00 O.K. t, - 0.47 in Sb = 196 in3 Zb - 224jn3 r1, - 1.95 in DUCTILITY REOUIREMENTS: Check Beam: bf 12tf - - Check Span/Depth: (L - d) /4 - Check Column: b1 /2t1 = 5.86 <7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.lb (p.12) 45.90 <59 O.K. C. - 0.00 Am - 59.00 14.87 >7.0 O.K. AISC Spec 358 553.1 (p. 9.2-12) 4.14 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 5D1.1 (p.13) 24.80 <56.5 O.K. C. - 0.05 A 56.50 Project: lonis Conference Roof By EDS sheBi 58 am Elevation K Date 1/19 Consulting Engineers San Diego, California job 4: 1800111 Revised I BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.15) Maximum Spacing of braces: 0.086*r. (E/Fyb) 8.1 ft. Beam Weld Access Hole Size Configurtion Weld access hole height 3/4' or t, if t,)3/4' 0.75 in Weld access radius 0.5 in Weld access hole length '1.5 * 1.5 in MIN Expected moment at face of column Mpr a Cpr Z RF b 1,181 k-ft Vh (+) = 1.2Voi+0.5V+2MpT/L - 110.0 k \,Ii () = 1.2VD1+0.5V11+2MPF/L -375 k W. rZb* f 840 k-ft ' Mub 466.19991 k-ft D/C - 55% M1 Mpr 1,181 k-ft Expected shear at face of column vs. beam shear capacity Vu - 2Mpr / L + VF,,iy 110 k V1 = AISC Specs G2.1 306 k V/(4 ,V) = 0.36 1.0 O.K. Shear Plate Determination Plate Strength 50 ksi 4= 2(t1 + weld access hole depth -.5') - 22.06 in MAX t (Min thickness is beam web thickness) 0.500 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal ç, - 1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr M] = 2,519 k-ft h, - Oft hb - 7 f - * [Z(F - PjA)(h/(h-di,/2))] - 2,827 k-ft T.M*pc / ZM b - 1.12 '1.0 O.K. Not required for top story 0 Project: I By I Elevation K Date 1119 I I lonis Conference Roof i EDS 1Bl 59 Revised I Consulting Engineers San Diego, California Job #: 1800111 I I COLUMN PANEL ZONE SHEAR CHECK P"PyFA 3035 k Pr < 0.75Pc Rn 0.60Fy *dc * tw (J + (3 *bcf * tcr2) / (db * dc * tw)) 790 k VUPZ = (# of beams) * M *[ 1/ (db - tf) -1I( Hr below / 2 + Ht above / 2)] 878 k 791k ( Vu,p 878k => Doubler Plate Required Panel Zone Thickness (ALSC Seismic Provisions section E3.6e Doubler Plate Strength, Fy ubIer 50 ksi t~w = 0.87 ksi treq 0.98 in 2256 in W=dc=2tk 2256 in tdoubkrpl.req (strength) = (treq - tw.) * / Frioubler 0.11 in tdoublerpl,req (to avoid plug welds) [(d,J.(w)] / 90 050 in use tcjoub!erpl 5/8 in 4.Rfld = 1272 k > Vu,pz Doubler Plate Welding (AC Seismic Provisions section 9.3c) Use doubler plate against the column web tdb!l 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 40 = 0.75 Weld electrode strength 70 ksi Weld strength® plate = 0.6*t i*F i V = 18.75 Win Weld size required, td = Vu / (4)*0.6*F x*0.707*2) = 7/16 in Min weld size = 1/4 in Weld OK L S 0 Project: lonis Conference Roof By EDS SheBi 60 Elevation K I Date 1/19 I 17me Lb I I Consulting Engineers San Diego, California : 1800111 JRevised I I 'WUF - W - Welded Unreinforced FIan2e - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam - B455 Column- C158 Level = Roof Span, L - 32.0 ft # of Beams atJoint - 2 (max 2) Floor Mt (above) - .0 ft # of Columns at Joint 1 (max 2) Floor Ht (below) - 14.0 ft 1 PDL (col) - 91.6k 2 PLL(col) .2k 3 PQ (col) .71 p = 13 Redundancy Factor 1 VDL (bm) 325k 4)Flexure 0.9 2 VLL (bm) .1 k 4) Ruckling - 0.85 3 VEQ (bm) - 10.6k 4) Shear = 0.9 1 M01 (bm) 192k-ft 4) d 2 MIL (bm) - 2k-ft E Factor = 0.150 3 MEQ - 159k-ft Cpr - 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + Es.) *PDL 05LL + p * FQ - P - 124.7 k Beam Shear: (1.2 + Ev) * V0, + O.VLL + P * VQ = VUb = 57.8 k Beam Moment: (1.2 + Ev) * M01 + 05M11 + p * MFQ = Mb - 465.9 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X207 Fyb 50 ksi FY. = 50 ksi Fub = 65 ksi 111. 1.1 Ryb - 1.1 (min expected yield ratio) A, 60.7 in2 Ab 24.7 in c1 25.7 in db = 24.1 in b1 = 13 in b - 9.02 in tfc 1.57 in tf1, - 0.77 in <1.00 O.K. t - 0.87 in tj, 0.47 in S. - 531 in3 $xb 196 in3 Z = 606 in3 Zb = 224 in3 k 25 in tyb 1.95 in k1 1.25 in DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 = 5.86 <7.22 0.3 * sqrt(Es/Fy) O.K. AISC Seismic gDl.lb (p.12) = 45.90 <59 O.K. C. - 0.00 A, - 59.00 Check Span/Depth: (L - d,) 1db - 14.88 >7.0 O.K. AISC Spec 358 65.3.1 (p. 9.2-12) Check Column: bf /2t1 - 4.14 <7.22 0.3 * sqrt(EsIFy) O.K. AISC Seismic 01.1 (p.13) h/ t,, - 24.80 <565 O.K. C. - 0.05 a, - 56.50 0 - 22.06 in MAX - 0.500 in = 364.0 kips = 3/4 in MIN - 0.4375 in S Project: Job ii: lonis Conference Roof I By EDS SheE1 61 Elevation K Date 1119 Consulting Engineers San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 r, (E/ Fyb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or t. if t '3/4' Weld access radius Weld access hole length ' 1.5 * Exnected moment at face of column Mpr ' Cpr Zx RYFb '1h () 1.2V01+0.5V+2M 11L Vh (-) = I.2VDL+05VLL+2M/L W. - 4*Zb* F Mt'Mpr 0.75 in = 05 in - 1.5 in MIN 1,181 k-ft 112.8 k -34.7 k 840 k-ft ' Mub 465.91334 k-ft 0/C - 55% 1,181 k-ft Expected shear at face of column vs. beam shear canacitv Vu = 2*Mpr / L + V9,11ity 113 k 4k\'= AISC Specs G2.1 - 306 k V/(4 ,V) = 0.37 <1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi hp = db - 2(t + weld access hole depth '.5. t,, (Min thickness is beam web thickness) Design shear strength of weld - h*t*(.6*R*F) (Column Face) Weld thickness plate to column flange Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) STRONG COLUMN - WEAK BEAM CHECK (reqd For multi-story frames) * [Mpr + M] = Oft = 7 f * [Ze(Fyr - EM P. / EMb 2,519 k-ft = 2,827 k-ft - 1.12 '1.0 O.K. Not required for top story 0 I 1rwj. lonis Conference Roof EDS Ptb152 Elevation K I Date 1/19 I I Consulting Engineers I I • I San Diego, California IJ0b 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK PPy=FA = 3035 k Pr 0.75Pc Rn = 0.60Fy dc * + (3 * bcf * tcf2) I (db * dc * tw)) 790 k 1u.PZ (# of beams) * M1*[l/ (db - t1) - 1/( Ht below /2 + Ht above/2 )i = 878 k 791k 'u.PZ = 878k = Doubler Plate Required Panel Zone ThicknesslAlSC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubter 50 ksi t = 0.87 ksi treq 0.98 in 22.56 in w d,-2t1 = 2256 in tdoublerpl,req (strength) = (t - tuv) * F>... / Fydaubler 0.11 in tdnublerpteq (to avoid plug welds) [(d)+ (w)} /90 = 0.50 in use tdoubIe I 5/8 in k,Rndp = 1272 k ) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web t 1 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength FI!xx = 70 ksi Weld strength @ plate Vu. 1815 Win Weld size required, t,d = Vu / ((b*0.6*Fy,*0.707*2) = tJd 7/16 in Min weld size = 114 in Weld OK 0 Project: Elevation K I Lb # lonis Conference Roof I By Consulting Engineers San Diego, California . 1800111 Rei WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 32.0 ft # of Beams at Joint 2 Floor Ht (above) .0 ft # of Columns at Joint 1 Floor Ht (below) 14.0 ft 1 PDL (col) 96.2k 2 P11 (CO') .1k 3 PQ (col) .7k p = 1.3 1 V01 (bm) 33.9k Flexure 0.9 2 V11 (bm) - .2k Buckling 0.85 3 VEQ - 11.3k she..0.9 1M01(bm) - 207k-ft d 1 2 M11 OM) 5k-ft E Factor - 0.150 3 MEQ (bm) . - 174 k-ft C r - 1.15 Panel Zone Deformation Yes considered in frame stability! EDS She81 63 1/19 Beam- B456 Column - C157 is Level= Roof (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + ) * PD1. + 0.5P11 + P "EQ - Puc 130.8 k Beam Shear: (1.2 + Ev) * VDL + 0.5 V11 + p * VEQ VUb - 60.7 k Beam Moment: (1.2 + Ev) * MDI + 05M11+ p * MEQ - Mb - 5085 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X207 F3b - 50 ksi F 50 ksi Fub 65 ksi Ryc = 1.1 I.I.Ryb (min expected yield ratio) A,. 60.7 in' A1, 24.7 in' cIt. 25.7 in db - 24.1 in bk - 13 in bg, = 9.02 in tfc 1.57 in tp, 0.77 in <1.00 O.K. t 0.87 in t, - 0.47 in S.. - 531 in 5xb 196 in Z = 606 in Zb - 224 in3 kc. 25 in rYb 1.95 in k1 1.25 in DUCTILITY REOUIREMENTS: Check Beam: b1/2t1 - 5.86 <7.22 0.3 * sqrt(Es/Fy) O.K. AISC Seismic gD1.1b (p.12) = 45.90 <59 O.K. C 0.00 A, - 59.00 Check Span/Depth: (L-dj/d,, - 14.87 ) 7.0 O.K. AISC Spec 358 g5.3.1 (p. 9.2-12). Check Column: b1 /2t1 - 4.14 <7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p.13) - 24.80 <56.38 O.K. C. - 0.05 Ain. 56.38 [I: Project: Elevation K I Date 1/19 Job lonis Conference Roof I ' EDS `81 64 Elmo Consulting Engineers I San Diego, California 1800111 Revised BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 er (E/ FYb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 314 ortif t'3/4' 0.75 in Weld access radius 0.5 in Weld access hole length 15 • t = 1.5 in MIN Exuected moment at face of column Mpr Cpr Z. RvFyb 1,181 k-ft Vh (+) 1.2\'01+0.5 V11 +I/f = 114.6 k Vh (-) - 1.2VDL+0.5ViL+2M/L -32.9 k OM. •*Zb* f - 840 k-ft ' Mub - 50&47814 k-ft D/C - 61% Mf = Mpr 1,181 k-ft Exi,ected shear at face of column vs. beam shear canacitv Vu 2*Mpr / I + 'gr.wIcy - 115 k 4.V- AISC Specs G2.1 = 306 k 0.37 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi db - 2(tf + weld access hole depth - 5') - 22.06 in c (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*t*(.6R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal t - 1/16' (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] - 2,519 k-ft h, - Oft hb = 7 f - . * [Z(F - P5 /A)(h/(h-d4j2))] 2,821 k-ft EM PC / EM Fb = 1.12 1.0 O.K. Not required for top story 0 MAX Project: EDS Elevation K Date 1/19 Jo Tanis Conference Roof By SheBi 65 Consulting Engineers b Revised San Diego, California 1800111 COLUMN PANEL ZONE SHEAR CHECK PC Py'FA 3035 k Pr (= 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * rcr2) / (db * dc * tw)) 790 k (# of beams) * M1 [1/ (db - tf) - 1/( Ht below /2 + Ht above/2)] 878 k 791k V,pz = 878k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F Ubl. 50 ksi twc = 0.87 ksi trcq 0.98 in = db.2*tp., 2256 in W- d-2t1. = 2256 in tdoubterpLreq (strength) (t - t) *Fyc / Fydoub er 0.11 in tdoublerpl,req (to avoid plug welds) [()+(w)] / 90 = 050 in use tdaub!el 5/8 in ikRndp = 1272 k) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c' Use doubler plate against the column web tdbII 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor (1) = 0.75 Weld electrode strength Frxx = 70 ksi Weld strength @ plate = 0.6*t 1*F,1 V1 a 1975 Win Weld size required, t.d = Vu / ((D*0.6*Ftx *0.707*2) t.Id 7/16 in Min weld size = 1/4 in Weld OK S 0 Project: Ionis Conference Roof By EDS `81 66 ffm Elevation K I Date 1/19 I Consulting Enginee job #: rs San Diego, California 1800111 IRevised I Beam B456 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C156 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Roof Span, L - 32.0 It # of Beams atjoinr - I (max 2) Floor Hr (above) .0 ft # of Columns at Joint I (max 2) Floor Hr (below) 14.0 ft 1 PDL (col) 92.8k 2 PLL(col) .2k 3 PEQ - 11.3k p - 1.3 Redundancy Factor 1 VOL (bm) - 33.9k 4) Flexure 0.9 2 V (bm) - .2k 4) Rucklhag = 0.85 3 VQ (bm) 113k 4) Shear 0.9 1 MDL (bm) 207k-ft 4)d - 2 MLL (bm) 5k-ft E Factor - 0.150 3 MEQ (bm) - 174 k-ft Cr 1.15 Panel Zone Deformation Yes considered in frame stability' Col Axial Load: (1.2 + Es.) * PDI. + 05LL + p * "EQ = P. - 140.0 k Beam Shear: (1.2 + Ev) * VOL + O.SVLL + p * 'TEQ - VUb = 60.7 k Beam Moment: (1.2 + Ev) MDL + 05M11+ p * MEQ o Mb - 508.5 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X146 Fb 50 ksi Fy. 50 ksi Fub 65 ksi 11, 1.1 'yb = 1.1 (min expected yield ratio) A. 43 in' Ab 24.7 in2 de - 24.7 in = 24.1 in bf, 12.9 in 9.02 in tic 1.09 in tfb = 0.77 in <1.00 O.K. t. - 0.65 in t, - 0.47 in S. 371 in3 SA 196 in3 Z 418 in3 Zb 224 in3 ke 2 i ryb 1.95 in4 1<1 = 1.125 in DUCTILITY REOUIREMENTS: Check Beam: b1/2t1 - 5.86 <7.22=03 * sqrt(EsIFy) O.K. AISC Seismic SDI.lb (p.12) = 45.90 <59 O.K. C. 0.00 59.00 Check Span/Depth: (L-dj/db = 14.91 '7.0 O.K. AISC Spec 358 05.3.1 (p. 9.2-12) Check Column: b1 /2t1 = 5.92 <7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p.13) = 33.20 <55.03 O.K. C. 0.07 Ap, . 55.03 0 Project: lonis Conference Roof By EDS She6167 IILLI Elevation K Date 1119 Consulting Engineers San Diego, California job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.15) Maximum Spacing of braces: 0.086 *r *(E/ Fb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 3/4' or t. if t'3/4' 0.75 in Weld access radius 05 in Weld access hole length '1.5 * t,, 1.5 in MIN Expected moment at face of column Mpr = Cpr Z. RyFyi., 1,181 kft Vh (+) - 1.2Vo1+0.5V+2M/L 114.6 k Vh (-) - 1.2VDL+05V+2Mp)L 0.0 k We 4*Zb* f = 840 k-It ' Mub - 508.47814 k-It D/C - 61% M Mpr . 1,181 kft Exnected shear at face of column vs. beam shear capacity Vu = 2*Mpr /L + Vgruyicy 115 k $V= AISC Specs G2.1 = 306 Ic V/(4 ,V) 0.37 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h - d1,- 2e(tf + weld access hole depth -.5") - 22.06 in MAX t (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t, - 1/16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Me, + My] 1,299 k-ft h, - Oft hb = 7k - 1. * [Z(F - Puc/Ac)*(h/(hd1.,/2))1 - 1,901 k-ft LM. / EM b 1.46 >1.0 O.K. Not required for rop story 0 Project: Tanis Conference Roof IBy EDS -'6168 IElevation K Dare 1/19 i I Consulting Engineers Revised San Diego, California Job 1800111 i COLUMN PANEL ZONE SHEAR CHECK Pc"PYFyA = 2150 k Pr '= 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf * rcr2) / (db * dc * tw)) 539 k Vpz (#ofbeams) * M1 [1/ (db - t) - 1/( Hr below / 2 + Ht above /2 )i 439 k 539k ) V..Pz =439k = OK' Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubler = 50 ksi tut = 0.65 ksi treq 052 in d db2tth = 22.56 in WI: d2t 2252 in tdoublerpl,rcq (strength) = (tr q - tvv) * / Fydoubler Not Req'd tdoublerpl.req (to avoid plug welds) = [(d-)- (w-)] /90 = 0.50 in use tdoublerpl = Not Req'd C,Rndp = 539 k'Vu,pz Doubler Plate Welding (AL SC Seismic Provisions section 9.3c) Use doubler plate against the column web Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor 40 = 0.75 Weld electrode strength FEXX = 70 ksi Weld strength® plates 0.6*t,*F, V = Not Req'd Weld size required, tId= Vu / ((D*0.6*F*0.707*2) = tvtd Not Req'd Min weld size =1/4 in Not Req'd 0 Pr lonis Conference Roof oject: I BY =0 Elevation K I Date Lb # I Consulting Engineers San Diego, California . 1800111 RevisI WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 32.0 ft # of Seams at Joint Floor Hr (above) 14.0 ft //of Columns at Joint -, 2 Floor Hr (below) 195 ft 5 PDL (col) - 172.7k 6 PLL (col) 63.3k 7 P5Q (col) 33.4k p a 1.3 5 VDI. (bm) 36.0k 4) Flexure 0.9 6 VLL (bm) 27.3k 4) Fluckling - 0.85 7 VEQ (bm) 22.7k 4) Shear = 0.9 5 M (bm) 193 k-ft 4) d = 1 6 M11 (bm) 155k-ft E Factor - 0.150 7 M 0 (bm) - 352k-ft CPI = 1.15 Panel Zone Deformation - Yes considered in frame stability? EDS She61 69 1/19 Beam B454 Column a C159 Level - Level 2 (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 + E,) * p0 + °'LL + P * EQ - l'uc 308.2 k Beam Shear: (1.2 + Ev) * V01+ 05VLL + p * VEQ = VUb = 91.8 k Beam Moment: (1.2 + Ev) * M01 • 05M11+ p * MFQ =MUb - 795.8 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 F>b - 50 ksi Fyc 50 ksi Fub - 65 ksi Ry. 1.1 R,b - 1.1 (min expected yield ratio) A 43 in' A1., - 35 in' tIc 24.7 in db = 24.5 in b. = 12.9 in bfb - 12.9 in tyc 1.09 in tp., - 0.96 in '1.00 O.K. t 0.65 in t,b - 0.605 in S. = 371 in Sxb 329 in' Z 418 in' Zb 370 in' k< 2 i tyb - 2.97 in k1 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 6.72 '7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SD1.lb (p.12) hit,, - 35.60 '59 O.K. C - 0.00 A, - 59.00 Check Span/Depth: (L - dj/d,, = 14.67 >7.0 O.K. AISC Spec 358 55.3.1 (p. 9.2-12) Check Column: b1 /2c1 5.92 <7.22 0.3 * sqrt(Es/Fy) O.K. AISC Seismic SDI.1 (p.13) hit,, - 33.20 <51.38 O.K. C. - 0.16 2,,, - 51.38 0 She I'roject: I lonis Conference Roof By EDS Bl7O Elevation K I Date 1/19 I I Consulting Engineers Revised San Diego, California job #: 1800111 BEAM LATERAL BRACING: AISC Seismic D1.2b (p.15) Maximum Spacing of braces: 0.086 *(E/Fyb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or r. if t >3/4' 0.75 in Weld access radius = 0.5 in Weld access hole length ' 15 * - 1.5 in MIN Exi,ected moment at face of column Mpr = Cpr Z RyFyb 1,950 k-ft 'h () l.2VDL+OSVLL+2Mpt/L 178.8 k Vh (-) 1.2VoLi0.5VL,+2Mpr/L 0.0 k W. *Zb* f 1,388 k-ft > Mub - 795.772565 k-ft D/C - 57% MiMpr 1,950 k-ft Expected shear at face of column vs. beam shear capacity V - / L Vgr.*y - 179 k 4%,Vfl- AISC Specs G2.1 400 k V/(4.V) = 0.45 <1.0 O.K. Shear Plate Determination Plate Strength 50 ksi TIP - db - 2*(t1+ weld access hole depth -.5') - 22.08 in t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*t *(.6*R!F>.) (Column Face) - 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal ç, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (req'd for multi-story frames) * [Me. + My] - 2,134 k-ft h, - 7 f hb - 9.75 ft - * [Z(F - P/A)*(h/(hdil2))] = 3,413 k-ft EMPC / EM b - 1.60 >1.0 O.K. MAX Use doubler plate against the column web Use fillet weld on top and bottom and at the sides Strength reduction factor Weld electrode strength Weld strength @ plate = 0.6*t,,/F,1 Weld size required, tld = Vu / ((D*0.6*F.x*0.707*2) Min weld size = 1/4 in t,k,uIyIeJVl 5/8 in cD= 0.75 Frxx = 70 ksi V= 18.75 Win t,wid = 7/16 in Weld OK Project: I By Elevation K Date 1/19 I Tanis Conference Roof EDS IS B171 I I Consulting Engineers San Diego, California job : 1800111 Revised I I COLUMN PANEL ZONE SHEAR CHECK P=Py=FA 2150 k Pr c= 0.75Pc Rn - 0.60Fy *dc * tw (1 • (3 * bcE * tcf2) / (db * dc * tw)) 538 k Rne 1.1*R*R 651 k Mue = Vue (db-rf) Note: Vu Rne 15323 k-in V1j - MjH - 91.2 k (Vue VUJ(db-tf) = 17470 k-in MI(dt) 742 k "u.PZ (#ofbeams) * M1*[1/ (db - t) - 1/( Ht below /2 + 1-It above /2)] - 878 k =538k V,pz = 878k - Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e' Doubler Plate Strength, Fydoubler - 50 ksi tc = 0.65 ksi tFeq 1.11 in 2258 in w: = d..2*tfr 2252 in tdgub!erpl.req (strength) = (t - t) * Fyr / F ydoubler - - 0.46 in tdoublerpleq (to avoid plug welds) = [(dJ+(w)] /90 = 050 in use tdoubIeI 5/8 in - 1001 k Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.30 S I Beam = B454 Column = C158 Level = Level 2 (max 2) (max 2) Project: lonis Conference Roof By EDS SheB 17MO Elevation K Date 1/19 I I L I i 72 I Consulting Engineers San Diego, California b : 1800ffl -Revised I I WUF - W - Welded Unreinforced FIane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 32.0 ft # of Beams atJoint - 2 Floor Ht (above) 14.0 ft # of Columns at joint 2 Floor 1-It (below) - 19.5 ft 5 POL (col) 187.4k 6 Pu (col) 70.6 Ic 7 PEQ 2.748k p - 13 5 VDL (bm) 36.0k 4) Flexure = 0.9 6 V11 (bm) 273 Ic 4) Ruckling - 0.85 7 VEQ (bm) - 22.7 Ic 4) Show - 0.9 5 MDL (bm) 193k-ft 4) d 6 MLL (bm) 155 k, ft E Factor - 0.150 7 MQ (bm) - 352 k-ft CP1 1.15 Panel Zone Deformation Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 + E1,) * PDL + 05P11+ p * EQ = P 291.9 Ic Beam Shear: (1.2 + Ev) * Vol. + 0.5 V11 + p * VFQ = VUb 91.8 Ic Beam Moment: (1.2 + Ev) * MDL + 0.5M1 + p * MEQ = Mb - 795.8 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X207 Fh 50 ksi F 50 ksi Fub - 65 ksi py,= Li Ryb 1.1 (min expected yield ratio) k. 60.7 in Ab - 385 in' d 25.7 in db 245 in bk 13 in b,b = 12.9 in tfc = 1.57 in tfb 0.96 in (1.00 O.K. t. 0.87 in tub 0.605 in S. 531 in SA 329 in Zc 606 in3 Zb - 370 in kc 2.5 in ryb 2.97 in k1 1.25 in 0 DUCTILITY REQUIREMENTS: Check Beam: bf/2t1 = = Check Span/Depth: (L - dj/d,, - Check Column: b1 /2t1 - h/tv 672 (7.22 = 03 * sqrt(Es/Fy) O.K. 35.60 <59 O.K. C. - 0.00 A, - 59.00 14.63 >7.0 O.K. 4.14 (7.22-0.3 esqrt(IFy) O.K. 24.80 (53.14 O.K. C. - 0.11 Aps - 53.14 AISC Seismic sDL1b (p.12) AISC Spec 358 55.3.1 (p. 92-12) AISC Seismic SDI.] (p. 13) Project: lonis Conference Roof By EDS SheBi 73 Elevation K Date 1/19 Consulting Engineers Revised San Diego, California Job ii: 1800111 BEAM LATERAL BRACING: AISC Seismic DL2b (p.15) Maximum Spacing of braces: 0.086 *(E/ FYb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height = 3/4' or tift'3/4' 0.75 in Weld access radius 05 in Weld access hole length '1.5 * t - 1.5 in MIN Exuected moment at face of column MP, = Cpr Z RF 1, Vh (+) - I.2VDL+05VL1.+2MFIL Vh (-) 1.2VDL+0SVLL+2MF1/L 4Mg- *Zb* 1 M1'Mpr 1,950 k-ft 178.8 k -65.0 k 1,388 k-ft ' Mub - 795.772565 k-ft D/C - 57% 1,950 k-ft Expected shear at face of column vs. beam shear canaciry V 2*Mpr / L + 179 k - AISC Specs G2.1 - 400 k V/(4.V) . - 0.45 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h - db - 2(t1 + weld access hole depth - .5') - 22.08 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - h*t*(.6*R*F,) (Column Face) - 455.4 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t -1/16' (AISC Seismic Provision 8.6.3) - 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) £M pb Eb * [Mpr + M] - 4,161 k-ft - 7 f bb = 9.75 ft * [Z(F - P/A)(h/(h-db/2))] - 5,221 k-ft MP': / EM b - 1.25 >1.0 O.K. S Project: EDS Elevation K Date 1/19 I I Lb # lonis Conference Roof I By B174 I San Diego, California : 1800111 I Revised I I I Consulting Engineers COLUMN PANEL ZONE SHEAR CHECK P- Py - FA 3035 It Pr '- 0.75Pc Rn - 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 788 1 Rne 1.1*Ry*R = 954 k V. (db-tr) Note: V.e. = Rn = 22459 k-in V - MJH - 133.7 It (Vue VU )(dbtf) 25606 k-in Ff. = Mj(d-t1) - 1088 k "u.PZ = (# of beams) * Mf *[1I(d - t1) - 1/( Htbelow/2 + Ht above /2)] - 1756 k - 789k Vp -1756k - Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, F ubIer - 50 ksi t = 0.87 ksi treq - 2.12 in db2t% - 2258 in w_ = d2t1 = 2256 in tdoub!erpl.req (strength) = (treq - tr.) * / Fy&jub r - 1.25 in tdoubterpl.req (to avoid plug welds) = [(d)+(w)] / 90 = 050 in use tdoubIe l 11/8 in - 1849 1 'Vu,pz Doubler Plate We1din (AISC Seismic Provisions section 9.3c Use doubler plate against the column web 11/8 in Use filler weld on top and bottom and at the sides Strength reduction factor cb = 0.75 Weld electrode strength FFxx - 70 ksi Weld strength @ plate = 0.6*t1*F, V = 41.25 Win Weld size required, t,d - Vu / (0*0.6*F*0.707*2) = t..d 15/16 in Min weld size - 1/4 in . Weld OK EDS SheB 175 1/19 Beam- B455 Column" C158 Level" Level-2 (max 2) (max 2) Redundancy Factor ffmdp Consulting Engineers Son Diego, California WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 32.0 ft # of Beams at Joint 2 Floor 1-It (above) 14.0 ft # of Columns at Joint - 2 Floor Ht (below) - 195 ft 5 P01 (col) - 187.4k 6 PLL (col) 70.6k 7 PEQ " 2.748k p - 1.3 5 V01 (bm) - 35.8k 4)Flexurc 0.9 6 V11 (bin) - 26.6k 4) Buckling 0.85 7 VQ (bm) 20.7k 4) Shear . - 0.9 5 M01(bin) " 198k-ft 6 M11(bin) - 147k-ft E, Factor 0.150 7 MEQ NO - 310 k-ft C,,, - 1.15 Panel Zone Deformation " Yes considered in frame stability? lonis Conference Roof Elevation K Date 1800111 Col Axial Load: (1.2 + Es,) * P01• + 0.5P,1 2)Q Pee - 291.9 k Beam Shear (1.2 + Ev) * v01 + 05V, + p * VEQ" VUb 885 IC Beam Moment: (1.2 + Ev) * M01 • 0.5M11 + p * MFQ = Mub - 743.1 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X207 Fyb = 50 ksi F,, = 50 ksi Fub = 65 ksi R,, - 1.1 Ryb = 1.1 (min expected yield ratio) &. = 60.7 in Ab 385 in d,. = 25.7 in db 24.5 in b, = 13 in bffi - 12.9 in tf. 1.57 in tlb = 0.96 in (1.00 O.K. t = 0.87 in tub - 0.605 in S. 531 in3 5xb - 329 in Z, - 606 in3 Zb 370 in kc 25 in r).b - 2.97 in k, - 1.25 in DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 = 6.72 <7.22- 0.3 sqrt(Es/Fy) O.K. AISC Seismic SDI.lb (p.12) hIt,, = 35.60 <590.K. C. - 0.00 2,, - 59.00 Check Span/Depth: (1..- dj/d,, - 14.63 >7.0 O.K. AISC Spec 358 5.3.1 (p. 9.2-12) Check Column: b1/2t1 - 4.14 <7.22" 0.3 • sqrt(Es/Fy) O.K. AISC Seismic 0I.1 (p. 13) hit,, - 24.80 <53.14 O.K. C. - 0.11 Al" 53.14 S nj I lonis Conference Roof I By EDS S'e61 76 Elevation K Date 1j19 Consulting Engineers San Diego, California Job II: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic SDI.2b (p.15) Maximum Spacing of braces: 0.086 *r., (E/F,b) = 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t. if r'3/4' Weld access radius Weld access hole length 1.5 * Exnected moment at face of column M. = C, Z5 RF b "h () l.2VDt +0.5VLi +2MjL Vh (-) l.2VDL+0.5Vtj+2MdL 4M= 4*Zb* f MfMpr 0.75 in = 0.5 in = 15 in MIN 1,950 k-ft 178.1 k -65.6 k 1,388 k-ft ' Mub - 743.05623 k-ft D/C - 54'h 1,950 k-ft Exiected shear at face of column vs. beam shear canacitv Vu = 2*Mpr / L + \'gravity - 178 k - AISC Specs G2.1 = 400 k VU /01Y.) = 0.44 <1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi hp = db - 2(t1+ weld access hole depth -.5') - 22.08 in t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = hp*tp*(.6*Ry*F),) (Column Face) - 455.4 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EMb - * [Mpr + = 4,161 k-ft h, = 7 f hb - 9.75 ft = E.. * [Z(F. - PjA)(h/(h-db/2))] = 5,221 k-ft EM. / EM b - 1.25 ) 1.0 O.K. n MAX 0 Use doubler plate against the column web Use fillet weld on top and bottom and at the sides Strength reduction factor Weld electrode strength Weld strength @ plate = Weld size required, te!d = Vu / ((b*0.6*FEv*0.707*2) Min weld size - 1/4 in tdoublupl - 11/8 in cb= 0.75 FEX = 70 ksi V= 41.25 Win tweld = 15/16 in Weld OK project. By lonis Conference Roof EDS 'he6I 77 Elevation K Fat-c 1/19 Consulting Engineers San Dieqo, California job #: 1800111 Pevised COLUMN PANEL ZONE SHEAR CHECK P- Py - FA - 3035 k Pr <= 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) = 788 k - 1.1*R*R = 954 k *Mue = Vue *(,..t1) Note: V =Rn, 22459 k-in V - MJH = 133.7 k (Vue + Vu )*(db tf) - 25606 k-in F = MUI(d-tf) = 1088 k VUPZ" (#ofbeams) * M1*[1/ (db - tf) - lI( Htbelow/ 2 + Ht above/2 )J - 1756 k kR.= 789k V.,Pz -1756k -> Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e' Doubler Plate Strength, FYUbI, = 50 ksi tau = 0.87 ksi treq = 2.12 in dz = db-2t% - 2258 in W: = d2*ti 2256 in tdoublerpl.req (strength) (treq - tw..) *Fyc / Fydoubler 1.25 in tdoublerpl,req (to avoid plug welds) = [(d)+(w] / 90 - 050 in use tdoub!eI 11/8 in C,Rndp = 1849 k VU,pZ Doubler Plate Welding (AISC Seismic Provisions section 9.3c' Beam- B456 Column - C157 Level- Level 2 (max 2) (max 2) Project: EDS Elevation K Date 1/19 1 Lb # lonis Conference Roof I By She81 78 Consulting Engineers San Diego, California : 1800111 Revised I WUF - W -Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 32.0 ft # of Beams at Joint - 2 Floor Ht (above) - 14.0 ft # of Columns atJoint - 2 Floor Ht (below) 19.5 ft 5 P0 (col) - 192.1k 6 P11 (cot) 70.7k 7 P5Q (col) - 2.7k p - 1.3 5 V01 (bm) 36.9k 4) Flexure 0.9 6 V11 (bm) - 27.0k 4) Ruckling 0.85 7 VFQ 22.7k She - 0.9 5 M01 (bm) - 207k-ft 4i d 6 M11 (bm) - 152 k-ft E Factor - 0.150 7 MEQ - 352k-ft Cpr 1.15 Panel Zone Deformation Yes considered in frame stability? Redundancy Factor Col Axial Load: (1.2 + E) * DI 05P11+ P * EQ = ue - 298.2 k Beam Shear: (1.2 + Ev) * V01 + 05V + p * VFQ = VUb - 92.8 k Beam Moment: (1.2 + Ev) * M01 + 0.5M11 + p * MEQ Mb - 812.6 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X207 Fb - 50 ksi Fw - 50 ksi Fub - 65 ksi Rye - 1.1 'yb - 1.1 (min expected yield ratio) A,. 60.7 in Ak = 385 in' d - 25.7 in db 24.5 in bf - 13 in b 12.9 in tk 1.57 in tfb = 0.96 in t - 0.87 in t, = 0.605 in S. - 531 in Sat, 329 in' Zc 606 in' Zt, 370 in kc 25 in ryb 2.97 in k1 1.25 in 0 DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 - hit,. - Check Span/Depth: (L-dj/d,, - Check Column: b1/2t1 - h/ t,, - 6.72 <7.22- 0.3 * sqrt(Es/Fy) O.K. 35.60 <59 O.K. C. - 0.00 Aw - 59.00 14.62 '7.0 O.K. 4.14 <7.22- 0.3 * sqrt(Es/Fy) O.K. 24.80 <53.01 O.K. C. - 0.11 l, - 53.01 AISC Seismic SDI.Ib (p.12) AISC Spec 358 55.3.1 (p. 9.2-12) AISC Seismic 5D1.1 (p.13) Shc Project: I lonis Conference Roof By EDS 6179 Elevation K I Date 1/19 I I Consulting Engineers San Diego, California Job#: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic SD1.2b (p.15) Maximum Spacing of braces: 0.086 *r., F vb) = 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t,, if r,)3/4' Weld access radius Weld access hole length '15 * r. Exnected moment at face of column Mpr ' Cpr Zx RFb Vh (+) = 1.2VDL+0.5VLL+2Mpr/L Vh (-) = 1.2VDL+0.5V11+2Mpr/L 4M5= *Zb* f Mt'Mpr = 0.75 in - 0.5 in = 1.5 in MIN 1,950 k-ft 179.6 It -64.1 It 1,388 k-ft ' Mub = 81255889 k-ft D/C 59% 1,950 k-ft Expected shear at face of column vs. beam shear canacitV 2Mpr / L + Vgt..wicy 180 k 4iV= AISC Specs G2.1 400 k V/(4V) = 0.45 c1.0 O.K. Shear Plate Determination Plate Strength 50 ksi - 2*(tr + weld access hole depth -.5') 22.08 in MAX t (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld h*t*(.6*R*F) (Column Face) 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal r, - 1/16' (AISC Seismic Provision 8.6.3) - 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] - 4,161 k-ft h, = 7 f bb = 9.75 ft * [Zc(Fyc - 1'U.M)(h/(db/2))] 5,209 k-ft EM. / EM b = 1.25 >1.0 O.K. fl Project: EDS 1/19 ffme 1 Lb lonis Conference Roof I By SheB 180 Elevation K Date San Diego. California : Boom I Consulting Engineers Revised COLUMN PANEL ZONE SHEAR CHECK P=PyFA = 3035 k Pr (= 0.75Pc Rn=0.60Fy *dc * tw (1+ (3*bcf*tcr2)/(db*dc *tw)) = 788 k Roe = 1.1*R*R0 954 k Vue *(dtf) Note: Vue = Roe - 22459 k-in V - MJH = 133.7 k M. (V + VU )0(db-tf) 25606 k-in Ff. = MUI(d-tf) = 1088 k Vu.pz (#of beams) *Ml*[l/(db _tf)..1/(Ht below /2+Ht above /2)} . - 1756 k 789k V,pz -1756k =' Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Frjoubr - 50 ksi = 0.87 ksi t - 2.12 in db=2*tth = 22.58 in w: = d2*tk = 22.56 in tdoublerpl.req (strength) = (treq or) - t ' * Fyr / F )'doubler 1.25 in tdoublerpl.req (to avoid plug welds) = [(d)+(w / 90 = 050 in use tdoublerpl - 11/8 in C,Rndp = 1849 k Vu,pz Doubler Plate We1dinQ(AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdbIl = 11/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor c'D = 0.75 Weld electrode strength FExx = 70 ksi Weld strength @ plate = 0.6*t1,,*F, V1 = 41.25 Win Weld size required, todd = Vu / (cl*0.6*F5,*0.707*2) = Lld 15/16 in Min weld size - 1/4 in Weld OK S EDS SheBi 81 1/19 Beam = B456 Column- C156 Level = Level-2 (max 2) (max 2) Redundancy Factor WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L 32.0 ft # of Beams at Joint Floor Hr (above) - 14.0 ft # of Columns at Joint - 2 Floor Ht (below) 19.5 ft 5 P01 (col) - 185.4k 6 P11 (col) - 88.0k 7 PEQ (cot) - 34.0k p - 1.3 5 V, (bm) - 36.9k 41Fk.U. 0.9 6 V11 (bm) 27.01 4) Rurkhng 0.85 7 VQ (bm) - 22.7k 4) Shear - 0.9 5 M01(bm) - 207k-ft = 1 6 M11(bm) - 152k-ft F_ Factor 0.150 7 M Q (bm) - 352 k-ft Cr = 1.15 Panel Zone Deformation - Yes considered in frame stability? lonis Conference Roof By Elevation K Consulting Engineers San Diego, California 1800111 Col Axial Load: (1.2 + ) * P01 + 05P,., + p *PEQ - P - 338.4 Ic Beam Shear: (1.2 + Ev) * V01 • 0.5 V11 + p * VEQ = VUb - 92.8 k Beam Moment: (1.2 + Ev) * MDL + 05Mb. + p * MFQ - Mb - 812.6 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 F,,,, - 50 ksi F,, 50 ksi Fub - 65 ksi 8.,,,, 1.1 R,,b - 1.1 (min expected yield ratio) A,, - 43 in' A1, 38.5 in d,, - 24.7 in db 245 in b,,, - 12.9 in b,,., - 12.9 in tfr - 1.09 in tp., 0.96 in t,,,,, 0.65 in t,,b 0.605 in S,,, 371 in3 S,,b 329 in Z,, 418 in Zb 370in3 k,, - 2 i rYb - 2.97 in k1 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1/2c1 - 6.72 '7.22-0.3 * sqrt(EsIFy) O.K. AISC Seismic D1.lb (p.12) = 35.60 59 O.K. C. - 0.00 2 = 59.00 Check Span/Depth: (L - d,,) Id,, = 14.67 >7.0 O.K. AISC Spec 358 §5.3.1 (p. 9.2-12) Check Column: b1/2t1 5.92 '7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p.13) h/ t,, = 33.20 (51.09 O.K. C. - 0.17 215 - 51.09 I 0 S'e Project: I lonis Conference Roof By EDS B182 Elevation K Date 1/19 I I Consulting Engineers San Diego, California job#: 1800111 Revised BEAM LATERAL BRACING: A!SC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 *r. *(E/ F,b) 12.3 ft. Beam Weld Access Hole Size Confieurarion Weld access hole height 3/4 or t. if t 3/4 Weld access radius Weld access hole length ) 15 * rw Exi,ected momentar face of column Mpr Cpr Zx Vh (+) I.2\'DL+O.5V1L+2MFJL Vh (-) 1.2V01+0.5 V11 +2M/L M= *Zb* F MMpr = 0.75 in 05 in = 1.5 in MIN 1,950 k-ft 179.6 k 0.0 k 1,388 k-ft Mub - 81255889 k-ft D/C - 59% 1,950 k-ft NI Exrected shear at face of column vs. beam shear capacity 2Mpr / L + Vgravity 180 k AISC Specs G2.1 - 400 k V/(V) = 0.45 (1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi h - d1, - 2(tf + weld access hole depth -.5') - 22.08 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld = h*t*(.6*R*F,.,1,) (Column Face) - 455.4 kips Weld thickness plate to column flange - 15116 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [M + M] 2,135 k-ft - 7 f bb = 9.75 ft * [Z#. - Puc/AJ*(h/(h-db/2))] - 3,357 k-ft EM PC / Mb 1.57 1.0 O.K. 0 Project: lonis Conference Roof I By u EDS I°8183 Elevation K Date 1119 Consulting Engineers San Diego. California 1800111 Revised COLUMN PANEL ZONE SHEAR CHECK P- Py - FA 2150 k Pr - 0.75Pc Rn - 0.60Fy edc * tw (1 + (3 * bcf * tcf2) / (db * dc * tw)) = 538 k 1.1R*R = 651 k UI:Vue *(&.r) Note: V - R = 15323 k-in VUI: =MUjH - 91.2 k M. (V + VuI:)*(db=tf) 17470 k-in Ff. - Mj(d-t) - 742 k V= (#ofbeams) * Mf [1/ (db -t1) - 1/( lit below /2 + Ht above /2)] = 878 k kRn -538k V ,pz = 878k = Doubler Plate Required Panel Zone Thickness (A!SC_Seismic Provisions section E3.6e Doubler Plate Strength, F}.oUb!er 50 ksi t = 0.65 ksi treq 1.11 in = db-2*tfb 2258 in W_ = d2t 2252 in tdoub!erpl.req (strength) = (treq tv) *Fyc / FyioUbIer 0.46 in tdoUblerpl,req (to avoid plug welds) = [(dJ+(w)] / 90 - 050 in use tdoub!eipl 5/8 in leRndp - 1001 k)Vu,pz Doubler Plate Weldin2 (AISC Seismic_Provisions section 9.3c Use doubler plate against the column web 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength Frxx = 70 ksi Weld strength @ plate = 0.6t 1*F V. = I75 Win Weld size required, teld = Vu / (cD*0.6*FF*0.707*2) = t.,eld 7/16 in Min weld size = 1/4 in Weld OK 0 WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per A!SC 358-2010) EDS ShB1 84 1/19 Beam- B3 Column- C90 Level = Roof lonis Conference Roof Elevation K Consulting Engineers San Diego, California 1800111 Span,L - 32.0 ft #0f Beams atJo1nt - I (max 2) Floor Ht(above) .01t #of Columns arJoint I (max 2) Floor Ht (below) - 14.0 ft 1 P01 (col) - 73.8710 2 PLL (col) - 0.0220 3 PEQ - 9.9k p - 1.3 Redundancy Factor 1 V01 (bm) - 28.5k 4)Flexure 0.9 2 V11 (bm) .0k 4) Ruiklmg 0.85 3 VQ (bm) 9.9k 4) Shear 0.9 1 M01 (bm) 170 k-ft 4) d 2 M11 (bm) 1k-ft E. Factor = 0.150 3 M5Q (bm) - 151 k-ft C..,r 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + E) * PDI. + 0.5P u_ p PQ o l'uc = 112.6 k Beam Shear: (1.2 + Ev) * "DL + 0.5\', + p * VEQ = "ub 5L3k Beam Moment: (1.2 + Ev) * MDL + 05M11 + p * MFQ - Mb - 426.4 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X146 Fb - 50 ksi F1, = 50 ksi Fub - 65 ksi R,,, = 1.1 R,b = .1.1 (min expected yield ratio) A, 43 in2 A1, - 24.7 in' d. 24.7 in db 24.1 in b1 - 12.9 in bib 9.02 in tie - 1.09 in tn, = 0.77 in c1.00 O.K. t... - 0.65 in 0.47 in S,, 371 in3 196 in3 Z = 418 in3 Zb 224 in3 k 2 i ryb 1.95 in4 k1 - 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1/2i1 = 5.86 < 7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1b (p.12) h/i,, = 45.90 590.K. C. = 0.00 A 59.00 Check Span/Depth: (L - dj/d,, - 14.92 '7.0 O.K. AISC Spec 358 953.I (p. 9.2-12) Check Column: b1/21 = 5.92 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic 0I.1 (p.13) h/i,, = 33.20 (55.81 O.K. C. - 0.06 21, - 55.81 Project: lonis Conference Roof IBy EDS 185 Elevation K I Date 1/19 I Consulting Engineers San Diego, California Job #: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic BDI.2b (p.15) Maximum Spacing of braces: 0.086 *r. (E/Fyb) 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 314 or t. if t,3/4 Weld access radius Weld access hole length 1.5 * Exrected moment at face of column Mpr = Cpr zx RyFyb Vh (+) - 1.2VDL+OSVLL+2Mpr/L Vh (-) - 1.2VDL+0.5VLL+2MjL W. = •*Zb* f Mf"Mpr 0.75 in 05 in = 1.5 in 1,181 k-ft 107.9 k 0.0 k 840 k-ft > Mub - 426.4256 k-ft D/C - 51% 1,181 k-ft MIN Expected shear at face of column vs. beam shear capacity \'u = 2Mpr IL. + Vgrayicy 108 k 4V,= AISC Specs G2.1 - 306 k 0.35 (1.0 O.K. Shear Plate Determination Plate Strength 50 ksi h = db - 2*(tr + weld access hole depth -Y) 22.06 in t, (Min thickness is beam web thickness) = 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange = 3/4 in MIN Weld thickness web to plate shall equal t, - V16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr My 1,292 k-ft Ii, = Oft bb 7 f * [Zc(F)c - PujAc)(h/(h=dJ2))] 1,927 k-ft 1M g. I EM pb 1.49 1.0 O.K. Nor rertuired for too story MAX 0 Project: EDS wmdp Elevation K Date 1/19 I Lb lonis Conference Roof I By ShB1 86 Consulting Engineers I San Diego, California : 1800111 1Revised I I COLUMN PANEL ZONE SHEAR CHECK 2150 k Pr 0.75Pc Rn a 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 539 k "u,PZ (# of beams) * M1 [1/ (db - t) - l/( Ht below /2 + Ht above /2)] = 439 k -539k V..Pz =439k = OK! Panel Zone Thickness (AESC Seismic Provisions section E3.6e Doubler Plate Strength, F1 ,0b!. = 50 ksi t. 0.65 ksi trcq 0.52 in db-2,ltfb 2256 in w_ = d-2t1 2252 in tdoub!erpI.rq (strength) = (treq - t) * F / Fydoubler = Not Req'd tdoub!erpl.req (to avoid plug welds) [(d+(w)i / 90 0.50 in use tdoub!pI Not Req'd kRndp 539 k > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdbl Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength Fcc< 70 ksi Weld strength @ plate = 0.6*t,,,1*F 1,1 V Not Req'd Weld size required, tued = Vu / (0*0.6*FF *0.707*2) = t.Id Not Req'd Min weld size = 1/4 in Not Req'd. Project: EDS Bl8l I D- 1/19 I I Lb ~ lonis Conference Roof I By Consulting Engineers Elevation K D San Diego, California : 1800ffl ReAsed I I WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Beam Column Level B3 C64 Roof .10 Span,L 32.0 ft #of Beams atjoint 2 (-ax 2) Moor Ht(above) Oft #of Columns atjoint - I (max 2) Floor Fit (below) - 14.0 ft 1 PDL (col) - 795k 2 PLL(col) .1k 3 'EQ (col) 15k p 1.3 Redundancy Factor I V (bm) - 28.5k Flexure 0.9 2 VLL (bm) .0k $ Ruckltng 0.85 3 V(bm) 9.9k She&i 0.9 1 MDL (bm) 170 k-Ft d 2 M11 (bm) - 1k-ft E Factor - 0.150 3 M Q (bm) 151 k-ft C,,, 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + Es,) * DL + 05P11+ ) * PFQ - P - 109.2 Ic Beam Shear: (1.2 + Ev) * V + 0.5VLL + p * VEQ = V, - 51.3 Ic Beam Moment: (1.2 + Ev) * MDL + 0.5M, • p * MEQ - M.b 426.4 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X207 Ff1, 50 ksi Fw 50 ksi Fub = 65 ksi RYC 1.1 Ryb - iLl (min expected yield ratio) A,. 60.7 in2 Ab - 24.7 in3 cI 25.7 in d1., - 24.1 in bf, 131n b = 9.02 in tk 1.57 in tfb = 0.77 in (1.00 O.K. t - 0.87 in t1lb - 0.47 in Sac - 531 in3 SA 196 in3 Z. 606 in3 Zb 224 in3 k - 25 in ryb = 1.95 in4 k1 - 1.25 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2c1 = - Check Span/Depth: (L-dj/d,, = Check Column: b1 /2t1 - Wt - 5.86 (7.22-0.3 * sqrt(Es/Fy) O.K. 45.90 59 O.K. C 0.00 2 - 59.00 14.88 ) 7.0 O.K. 4.14 (7.22- 0.3 0 sqrt(Es/iy) O.K. 24.80 (56.81 O.K. C - 0.04 Ala . 56.81 AISC Seismic SDI.lb (p. 12) AISC Spec 358 55.3.1 (p. 9.2-12) AISC Seismic 01.1 (p.13) 0 Project: I By job #: lonis Conference Roof I EDS sleS 88 Elevation K Date 1/19 Consulting Engineers San Diego, California 1800111 Revised ' BEAM LATERAL BRACING: AISC Seismic SDI.2b (p.15) Maximum Spacing of braces: 0.086 *r. *(E/ 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or t. if t'3/4' Weld access radius Weld access hole length '1.5 * Exuected moment at face of column Mpr Zx RyFyb Vh (+) = l.2V01+0.5VLL+2MP)L '1h () 1.2\'DL+0.5V11+2MpF/L M= *Zb* f M1= Mpr 0.75 in 05 in 1.5 in MIN 1,181 k-ft 107.9 k -39.6 k 840 k-ft ' Mub 426.4256 k-ft D/C - 51% 1,181 k-ft Expected shear at face of column vs. beam shear capacity V 2*Mpr/L Vgravicy 108 k 4i,V= AISC Specs G2.1 - 306 k V/(4 ,V) - 0.35 (1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi h - db - 2*(tr + weld access hole depth -.5*) t (Min thickness is beam web thickness) Design shear strength of weld - h*t*(.6*R*F) (Column Face) Weld thickness plate to column flange Weld thickness web to plate shall equal t, - 1/16 (AISC Seismic Provision 8.6.3) STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) - 1b * [Mpr + Mv] Oft bb = 7 f - !.. * [Z(F>.,., - PUjA)(h/(h-db/2))] T.M* / EM b 0 - 22.06 in MAX - 0.500 in - 364.0 kips - , 3/4 in MIN - 0.4375 in 2,519 k-ft = 2,842 k-ft = 1.13 >1.0 O.K. Not required for top story Project: I By Shc Elevation K Date1/19 I lonis Conference Roof I EDS IBl89 Revised Consulting Engineers San Diego, California Job 1800111 COLUMN PANEL ZONE SHEAR CHECK r PPyFA 3035 k Pr c= 0.75Pc Rn 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) I (db * dc * tw)) = 790 k = (# of beams) * Mf *[1/ (db - t1) - 1/( Ht below /2 + Ht above/2)] 878 k 791k ' Vpz = 878k => Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Frioubler 50 ksi tMIZ 0.87 ksi treq = 0.98 in db-2tth 2256 in w_d.-2tk = 2256 in tdoubterpl.ieq (strength) = (t - t) * F. / Fydoubler 0.11 in tdoublerpl,req (to avoid plug welds) [(d+ (w)] / 90 = 0.50 in use tdoub!e pl 5/8 in 4Rfld 1272 k ) Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web tdblI 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor cb = 0.75 Weld electrode strength Fry,,( 70 ksi Weld strength @ plate = 0.6*ç,1*F,1 V = 18.75 Win Weld size required, td = Vu I ((D*0.6*Fty*0.707*2) tweld 7/16 in Min weld size = 1/4 in Weld 01< I* 0 By Project: lonis Conference Roof EDS 1She81 90 I 1 El1=0 evation K Date 1/19 I I Consulting Engineers I I I San Diego, California IJ0b /1: 1800111 Revised I Beam = WUF - W - Welded Unreinforced F1ane - Welded Web Moment Connection Column C89 (Design for Prequahuied Beams of SMFs per AISC 358-2010) Level - Roof Span, L - 32.0 ft # of Beams atJoinr 2 (max 2) Floor Hr(above) - Oft llof Columns atJoinr - I (max 2) Floor Hr (below) - 14.0 ft 1 P,,, (col) - 79.0k 2 PLL(col) .2k 3 P5Q (col) - .9k p = 1.3 Redundancy Factor 1 V0, (bm) - 28.1 It Flexure - 0.9 2 VLL (bm) .3k Ruckling = 0.85 3 V5Q (bm) 9.4k Shear 0.9 1 MIX OM)- 168k-ft 2 M11 (bm) - 5k-fr E Factor - 0.150 3 MEQ (bm) - 146 k-ft Cpr - 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + E,.) * p01 + 05121L + * 'EQ 108.0 k * VQ = VU,, Beam Shear: (1.2 + Ev) * V + 05V11 + P 50.2 k Beam Moment: (1.2 + Ev) * M01 + 05M11+ p * MEQ - Me,, - 418.0 k-ft BEAM SIZE: W24X84 COLUMN SIZE: W24X207 I FVb = 50 ksi F,, - 50 ksi Fur, - 65 ksi R3 1.1 Ryb - 1.1 (min expected yield ratio) A. - 60.7 in2 A - 24.7 in d - 25.7 in - 24.1 in bk - 13 in hg, 9.02 in tic 1.57 in tp., - 0.77 in <1.00 O.K. t,,. - 0.87 in t,,,, - 0.47 in S. - 531 in SA 196 in3 Z 606 in' Z,, 224 in k - 2.5 in tyb 1.95 in k, 1.25 in DUCTILITY REQUIREMENTS: Check Beam: b1/2t1 - 5.86 (7.22-0.3 * sqrt(Es/Fy) O.K. AISC Seismic sDl.lb (p.12) li/i,, = 45.90 <59 O.K. C. - 0.00 2 w - 59.00 Check Span/Depth: (L - dj/d,, - 14.87 >7.0 O.K. AISC Spec 358 953.1 (p. 9.2-12) Check Column: bf /2t 4.14 <7.22 = 0.3 * sqrt(EsIFy) O.K. AISC Seismic 01.1 (p. 13) h/ t,, - 24.80 <56.84 O.K. C. = 0.04 2,,, - 56.84 0 Project: lonis Conference Roof LI1II Elevation K Consulting Engineers San Diego, California job II. 1800111 BEAM LATERAL BRACING: AISC Seismic 01.2b (p.15) Maximum Spacing of braces: 0.086 *r. (E/ F,b) = 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4 or t. if t '3/4 Weld access radius Weld access hole length ' 15 * Expected moment at face of column EDS 1/19 Revised 0.75 in 0.5 in 1.5 in 11191 91 MIN Z. Ryf5t 1,181 k-ft Vh (+) = 1.2VDL+05Vjj+2M T/L 107.6 k Vh () = 1.2 VDL+05 V1 2M jL 40.0 k We *Zb* ç 840 k-ft Mub - 417.980665 k-ft D/C - 50% M= M. = 1,181 k-ft Expected shear at face of column vs. beam shear capacity V 2*Mpr IL + Vgravity 108 k 4V,,= AISC Specs G2.1 - 306 k V/(V) - 0.35 1.0 O.K. Shear Plate Determination Plate Strength 50 ksi bp - - 2(t1+ weld access hole depth - .5") - 22.06 in t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld = h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange 3/4 in MIN Weld thickness web to plate shall equal r, - 1/16" (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EMb - * [Mpr + M] 2,519 k-ft - oft hb 7 f = F. * [Z(F - PdAJh/(hdiJ2))] 2,843 k-ft / EMb = 1.13 >1.0 O.K. Not required for top story MAX 0 Project: I By Elevation K Date 1/19 I I J ii: lonis Conference Roof I EDS IsBl 92 Consulting Engineers vised I San Diego, California job 1800111 Re I I COLUMN PANEL ZONE SHEAR CHECK PPy=FA = 3035 k Pr <= 0.75Pc Rn =0.60Fy dc * tw(l • (3 *bcf* tcr2)/(db* dc * tw)) = 790 k '1u,PZ (#ofbeams) * M*[1/ (db - t1) - 1/( Ht below /2 + Ht above /2)] = 878 k kR.= 791k < V..Pz = 878k =' Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e' Doubler Plate Strength, FJouber 50 ksi t = 0.87 ksi treq 0.98 in db-2*tfb 22.56 in = 2256 in tdoublerplreq (strength) a (treq - t) * / Fydubtr 0.11 in tdoublerpl.req (to avoid plug welds) = [(d)+(w] / 90 = 0.50 in use tdoub!erpl 5/8 in 4R d = 1272 k Vu,pz Doubler Plate Welding (AESC Seismic Provisions section 9.3c) Use doubler plate against the column web tdbtl = 5/8 in Use fillet weld on top and bottom and at the sides I Strength reduction factor = 0.75 Weld electrode strength FLxx = 70 ksi Weld strength® plate Vu = 18.75 Win Weld size required, t%wld = Vu / (b*0.6*Fev<*0.707*2) 7/16 in Min weld size - 1/4 in Weld OK 0 COLUMN SIZE: Fy.= = A d.= b1 = tic - tut Sc - Z = - k1 = W24X146 50 ksi 1.1 43 in' 24.7 in 12.9 in 1.09 in 0.65 in 371 in3 418 in3 2 in 1.125 in Project: 8)1 lonis Conference Roof Elevation K I Date Lb ~ I Consulting Engineers San Diego, California : 1800111 Revia WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) EDS `61 93 1/19 Beam- B5 Column C96 Level - Roof Span, L 32.0 ft # of Beams at Joint - 1 . (max 2) Floor Ht (above) - .0 ft # of Columns at Joint - I (max 2) Floor Ht (below) 14.0 ft 1 "DL (col) - 55.1k 2 PLL(col) - .3k 3 PEQ (col) 9.4k p = 1.3 Redundancy Factor 1 Vol. (bm) 2&1 k Flexure 0.9 2 VLL (bm) 3k $ Ruckling - 0.85 3 V Q (bm) - 9.4k 4l SC - 0.9 1 MDL (bm) - 168 k-ft $ d 2 M11 (bm) 5k-ft E Factor - 0.150 3 MQ (bm) - 146 k-ft Cpr 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + Es.) * PDl. + 0.5P11 + P * j)Q P. 86.7 k Beam Shear: (1.2 + Ev) * V + 0.5VLL + p * VEQ a V,b 50.2 k Beam Moment: (1.2 + Ev) * MDL + 0.5M + p * MEQ - MA 418.0 k-ft BEAM SIZE: W24X84 F3b = 50 ksi Fub - 65 ksi Ryb - 1.1 (min expected yield ratio) Ab - 24.7 in' db = 24.1 in b = 9.02 in tFb - 0.77 in 1.00 O.K. t sb - 0.47 in SA - 196 Zb = 224 in3 = 1.95 in DUCTILITY REOUIREMENTS: Check Beam: b1 /2t1 - - Check Span/Depth: (I. - dj/db Check Column: b1 /2r1 = 5.86 <7.22=0.3* sqrt(Es/Fy) O.K. AISC Seismic 8D1.lb (p.12) 45.90 (59 O.K. C,' 0.00 59.00 14.92 ) 7.0 O.K. AISC Spec 358 S53.1 (p. 9.2-12) 5.92 <7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 801.1 (p. 13) 33.20 <5654 O.K. C. - 0.04 ..1,,, - 5654 Project: lonis Conference Roof S'e 6194 By EDS Elevation K Date 1/19 Consulting Engineers San Diego, California job #: 1800111 Revised I BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.15) Maximum Spacing of braces: 0.086 r, *'E/ Fyb) = 8.1 ft. Beam Weld Access Hole Size Configuration Weld access hole height - 314 or t. if r,,)3/4' 0.75 in Weld access radius = 05 in Weld access hole length) 1.5 * t 1.5 in MIN Expected moment at face of column Mpr Z. RF i, 1.181 k-ft "h () I.2VDL+0.5V j+2M/L = 107.6 1 Vh () - 1.2VoI +0.5VLL+2Mp1/L 0.0 k *Zb* Fr - 840 k-ft ' Mub - 417.980665 k-ft D/C - 50% M1 Mpr - 1,181 k-ft Expected shear at face of column vs. beam shear capacity V5 2Mpr/L * Vgrcy - 108 1 kV.- AISC Specs G2.1 - 306 k V/(V5) - 0.35 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi hp - db - 2*(tr + weld access hole depth - .5') - 22.06 in MAX t, (Min thickness is beam web thickness) - 0.500 in Design shear strength of weld - h*t*(.6*R*F) (Column Face) - 364.0 kips Weld thickness plate to column flange - 3/4 in MIN Weld thickness web to plate shall equal t - 1/16 (AISC Seismic Provision 8.6.3) - 0.4375 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] - 1,291 k-ft h. Oft bb - 7 f EM. = Z * [Z(F - P5JA)(h/h-d1,/2))J = 1,951 k-ft I T.M*pb 1.51 1.0 O.K. Not required for cop story 0 Project: lonis Conference Roof BY EDS ShCBl95 =0 Elevation K Date 1/19 j Consulting Engineers San Diego, California job #: 1800ffl Revised COLUMN PANEL ZONE SHEAR CHECK Pe. =Py=FA 2150 k Pr 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcf2) I (db * dc * tw)) 539 k = (#ofbeams) * M1*[1/ (db - t) - 1/( Ht below /2 + Ht above /2)] 439 k 4lyRn 539k V..Pz =439k OK! Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fd05bt. 50 ksi 0.65 ksi t14 0.52 in db-2*trb 2256 in w_ = d-2t 22.52 in tdoubterpl.req (strength) = (treq - tw...) * F>v / Fydoubler Not Req'd taoubleq,t.req (to avoid plug welds) = [(d)+(w] /90 050 in use tdubl Not Req'd 4Rfld 539 k > Vu,pz Doubler Plate Welding (AESC Seismic Provisions section 9.3c) Use doubler plate against the column web tdl Not Req'd in Use fillet weld on top and bottom and at the sides Strength reduction factor CD = 0.75 Weld electrode strength FFXX = 70 ksi Weld strength @ plate = 0.6*c 1*F,1 V = Not Req'd Weld size required, teId = Vu / (4b*0.6*F*0.707*2) = tvid = Not Req'd Min weld size = 1/4 in Not Req'd F-j 0 Project: lonis Conference Roof BY EDS She61g6 I= Elevation K Date iii i I I Consulting Engineers job San Diego, California . 1800111 Revised I I WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection (Design for Prequalified Beams of SMFs per AISC 358-2010) Span, L - 32.0 ft # of Beams at Joint Floor He (above) 14.0 ft # of Columns at Joint 2 Floor Ht (below) - 195 ft 5 PDL (cot) - 139.0k 6 Pu. (col) 38.3k 7 P Q (col) 18.0k p 13 5 Vol. (bm) 30.6k nemum = 0.9 6 VIL (bm) 19.2k l RuikHng 0.85 7 VQ (bm) - 12.1 k Sh.= 0.9 5 MDL NO - 190 k-ft 0 d - 1 6 M11 (bm) - 124 k-ft E Factor - 0.150 7 M Q (bm) - 180 k-ft CPI 1.15 Panel Zone Deformation Yes considered in frame stability? Beam- B3 Column- C90 Level = Level 2 (max 2) (max 2) Redundancy Factor Col Axial Load: (1.2 Es.) * PDL + 0.51311 + p * EQ - 230.3 k Beam Shear: (1.2 + Ev) * VOL + 05'I.L • p * VFQ - Nub - 66.7k Beam Moment: (1.2 + Ev) * MDL + 0.5M1 + p * MEQ - Mub = 551.4 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 Fyb 50 ksi Fyc 50 ksi Fub 65 ksi R., 1.1 Pyb - 1.1 (min expected yield ratio) &. 43 in2 Ab = 385 in2 d - 24.7 in db = 24.5 in bf = 12.9 in b5, - 12.9 in tfc - 1.09 in C(b - 0.96 in <1.00 O.K. t - 0.65 in 0.605 in S - 371 in' SA 329 in3 Z 418 in3 Zb 370in3 lc = 21n r, 2.97 in4 k1 = 1.125 in DUCTILITY REOUIREMENTS: Check Beam: b1/21 - 6.72 (7.22=0.3 sqrt(Es/Fy) O.K. AISC Seismic D1.1b (p.12) 35.60 59 O.K. C. - 0.00 A, - 59.00 Check Span/Depth: (L - d) Id5 = 14.67 >7.0 O.K. AISC Spec 358 B5.3.1 (p. 9.2-12) Check Column: b1 /2c1 - 5.92 <7.22- 0.3 * sqrt(EsIFy) O.K. AlSC Seismic D1.1 (p.13) h/ t,, = 33.20 <52.47 O.K. C. - 0.12 Aps - 52.47 0 Project: I lonis Conference Roof By 8 197 EDS 1 Elevation K I Date 1/19 I I Consulting Engineers San Diego, California Job ii: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic SDI.2b (p.15) Maximum Spacing of braces: 0.086 r 0 (E/ FYb) 12.3 ft. Beam Weld Access Hole Size Configuration O Weld access hole height 3/4' or tif tW >3/4 Weld access radius Weld access hole length ' 1.5 * Exnected moment at face of column Mpr = Cpr Z. RFb Vh (+) 1.2V01+05Va+2Mpy/L Vh (-) = l2'DI.+O31I.L 2Mpr/L 4M= 4*Zb* F MfMpr 0.75 in - 0.5 in = 15 in MIN 1,950 k-ft - 168.2 k 0.0 k 1,388 k-ft Mub - 551.435235 k-ft D/C - 40% 1,950 k-ft Expected shear at face of column vs. beam shear capacity Vu 2*Mpr /L + Vgr,wity 168 k 4V= AlSC Specs G2.1 - 400 k V/(4 ,V) = 0.42 < 1.0 O.K. Shear Plate Determination Plate Strength 50 ksi h - db - 2*(t + weld access hole depth - .5) - 22.08 in MAX t, (Min thickness is beam web thickness) 0.625 in Design shear strength of weld= h*t*(.6*R*F1,) (Column Face) - 455.4 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AJSC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) EM b !b * [Mpr + Ms.] = 2,123 k-ft Ii, 7 f hb - 9.75 ft - E * [ZC(F)C - P/A)(h/(h-db/2))} 3,558 k-ft / EM b = 1.68 '1.0 O.K. 0 low Project: EDS J are 1/19 I I Lb lonis Conference Roof I By ShcB1 98 Elevation K D I Consulting Engineers San Diego, California : 1800111 ReAsed I I COLUMN PANEL ZONE SHEAR CHECK P1.-PrFA = 2150 k Pr <= 0.75Pc Rn = 0.60Fy dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 538 k Rne 1.1-R-R - 651 k *Mue \'ue (tt) Note: Vue = Rue 15323 k-in V- MJH = 91.2 k Mue - (Vue + V)*(db=tf) 17470 k-in Fr = Mue/(d't1) = 742 k VU PZ - (# ofbeams) * M1 [1/ (rib - tf) - 1/(Htbelow/2 + Ht above/2)] - 878 k kRn = 538 k '1u,PZ = 878k = Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, FdUbI = 50 ksi t . = 0.65 ksi tee4 1.11 in d_ d2tp, - 2258 in = 22.52 in tdoub!erpI,rq (strength) = (teeq - t) * / Fydoubter = 0.46 in tduubkrpl.req (to avoid plug welds) - [(d).(w)] / 90 = 050 in use tubIeI = 5/8 in CRndp = 1001 k Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c) Use doubler plate against the column web tcJ,jbjpI = 5/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor = 0.75 Weld electrode strength Ficx = 70 ksi Weld strength @ plate = y_pl V = 1&75 Win Weld size required, t.Id = Vu / (*0.6*FF_*0.707*2) - td = 7/16 in Min weld size = 1/4 in Weld OK Project: EDS I 99 lonis Conference Roof I By She51 Elevation K Date 1/19 Consulting Engineers San Diego, California : 1800111 Revised Beam = B3 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C64 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level - Level-2 Span, L 32.0 ft i11 of Beams atJoint - 2 (max 2) Floor Ht (above) - 14.0 ft #of Columns atjoint - 2 (max 2) Floor 1-It (below) - 195 ft 5 P01 (col) - 143.1k 6 P11 (col) - 39.1k 7 P (col) 1.924k p - 13 Redundancy Factor 5 V (bm) - 30.6k r1exure = 0.9 6 V11 (bm) - 19.2k $ Rudding 0.85 7 VEQ (bm) - 12.1k Shear 0.9 5 M01 (bm) - 190 k-ft d 6 M11 (bm) - 124 k-ft E. Factor - 0.150 7 MQ (bm) - 180 k-ft C,,, 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + Es.) * 1>01 + 03P1 P * EQ P 215.3 k Beam Shear: (1.2 + Ev) * \'DL + 0.V11 + p * VEQ - Vub - 66.7 k Beam Moment: (1.2 + Ev) * MDL + 0.5M11 + p * MEQ - Mb - 5514 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X207 Fvb - 50 ksi Fy. 50 ksi Fub = 65 ksi R. 1.1 Ryb - 1.1 (min expected yield ratio) &. - 60.7 in' Ab 385 in' d = 25.7 in db 245 in bk - 13 in bfb - 12.9 in rfe 157 in tfb = 0.96 in (1.00 O.K. t - 0.87 in 0.605 in S 531 in3 Sb 329 in3 Z 606 in3 Zb - 370 in3 kc 25 in r>.,, 2.97 in4 k1 - 1.25 in DUCTILITY REOUIREMENTS: Check Beam: b1/2t1 = 6.72 (7.22 -0.3 * sqrt(Es/Fy) O.K. AISC Seismic OD1.1b (p.12) - 35.60 (59 O.K. C. - 0.00 2M - 59.00 Check Span/Depth: (L - dj/d,, = 14.63 )7.0 O.K. AISC Spec 358 55.3.1 (p. 9.2-12) Check Column: b1 /2t1 = 4.14 (7.22- 0.3 * sqrt(EsIFy) O.K. AISC Seismic 501.1 (p. 13) - 24.80 (54.68 O.K. C. 0.08 A ps - 54.68 1.1 0 Project: I lonis Conference Roof By EDS B200 I Elevation K I Date 1/19 I I I Consulting Engineers I San Diego, California Job#: 1800111 Revised BEAM LATERAL BRACING: AISC Seismic ODI.2b (p.15) Maximum Spacing of braces: 0.086 * (El F Yb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or r. if t)3/4' Weld access radius Weld access hole length ' 1.5 * Exnected moment at face of column Mpr Cpr Z RYFYb Vh (+) 1.2VDJ +O.5VLt +2M F/L Vh (-) = 1.2\'DL+0.5V11+2MFIL 4M= 4*Zb* l Mr= M. 0.75 in 0.5 in 1.5 in MIN 1,950 k-ft 168.2 k -75.5 k 1,388 k-ft ' Mub -551.435235 k-ft D/C - 40% 1,950 k-ft Expected shear at face of column vs. beam shear capacity "u 2*Mpr/L 'gra4ty 168 k 4.V= A!SC Specs G2.1 - 400 k V/(kV) - 0.42 '1.0 O.K. Shear Plate Determination Plate Strength = 50 ksi - d1, - 2*(rf + weld access hole depth -.5') - 22.08 in MAX t, (Min thickness is beam web thickness) - 0.625 in Design shear strength of weld - hp*tp*(.6*Ry*F)) (Column Face) - 455.4 kips Weld thickness plate to column flange - 15/16 in MIN Weld thickness web to plate shall equal t - 1/16' (AISC Seismic Provision 8.6.3) - 0.5625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [M pr + My = 4,161 k-ft = 7 f = 9.75 ft = E. * [Z(F - PUcIAJ*(hI(hdb/2))] = 5,367 k-ft ZMPC / EMb . = 1.29 ) 1.0 O.K. S Project: lonis Conference Roof By EDS SheE201 - Elevation K Date 1/19 Consulting Engineers San Diego, California Job#: 1800111 Revised COLUMN PANEL ZONE SHEAR CHECK P=PyFA 3035 k Pr (= 0.75Pc Rn a 0.60Fy dc * tw (1 + (3 * bcf * tcf'2) / (db * dc * tw)) - 788 k R Re - 954 k uc VV.(db-tf) Note: Vue Rne - 22459 k-in Vse = Mse/H - 133.7 k M. (V5 • VU)(&-tf) - 25606 k-in Ff. = MJ(d-tr) . 1088 k "u.PZ (# ofbeams) * M1*[1/ (db - tf) - 1/( Ht below /2 + Ht above /2)] 1756 k = 789k C V..Pz = 1756k - Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e Doubler Plate Strength, Fydoubler - 50 ksi tIn - 0.87 ksi treq - 2.12 in dV2*tfb 2258 in W.. d2tk = 2256 in tdoublerpl,req (strength) - (t - tue) * Fye ' 'F ydoubler 1.25 in tdoublerpl.req (to avoid plug welds) = [(d)+(wJ / 90 050 in use t,,ubIe t - 11/8 in = 1849 k > Vu,pz Doubler Plate Welding (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdbI 11/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0.75 Weld electrode strength FFXX 70 ksi Weld strength @ plate- 0.6*t,*F,1 V 41.25 Win Weld size required. tld - Vu / (0*0.6*Ftyx*0.707*2) twtd 15/16 in Min weld size = 114 in Weld 01< I 0 Beam - B5 Column- C89 Level - Level 2 (max 2) (max2) Redundancy Factor Project: job : lonis Conference Roof I By EDS She8202 HIM* Elevation K Date 1/19 I Consulting Engineers San Diego, California 1800111 1 Revised I WUF - W - Welded Unreinforced Flange- Welded Web Moment Connection (Design for Prequahfied Beams of SMFs per AISC 358-2010) Span, L - 32.0 ft //of Beams at Joint - 2 Floor Ht (above) 14.0 ft 1/ of Columns at Joint - 2 Floor Ht (below) 195 ft 5 PDL (col) - 142.4k 6 P11 (col) - 39.0k 7 PEQ (col) - 1.3k p = 13 5 V 1 (bm) 29.9k 4) Flexure 0.9 6 V11 (bm) - 18.5k 4) Ruckling 0.85 7 V Q (bm) 12.0k 4) Shear 0.9 5 MI,L (bm) - 189 k-ft 4) d 1 6 M11 (bm) - 120 k-ft E Factor - 0.150 7 MEQ 175 k4t Cpr 1.15 Panel Zone Deformation - Yes considered in frame stability? Col Axial Load: (1.2 + ,) * DL + 0.5P11 + p * PFQ - P - 2135 k Beam Shear: (1.2 + Ev) * V01 + 05V + p * VEQ - '1ub - 65.3 k Beam Moment: (1.2 + Ev) * M01 + 0.5M + p * MEQ - Mb 5412 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X207 Fb - 50 ksi Fy.- 50 ksi Fub - 65 ksi RYC - 1.1 R,b - U. (min expected yield ratio) A.. 60.7 in A, - 38.5 in2 d,. - 25.7 in db - 24.5 in bfe 13 in bfb 12.9 in tf, 1.57 in tfb - 0.96 in (1.00 O.K. t 0.87 in tub 0.605 in S. = 531 in SA - 329 in Z - 606 in' Zb - 370 in k, 2.5 in r, 2.97 in4 It1 - 1.25 in DUCTILITY REQUIREMENTS: Check Beam: b112t1 - 6.72 (7.22- 0.3 * sqrt(EsIFy) O.K. AISC Seismic SDI.11b (p.12) Wt - 35.60 <59 O.K. C 0.00 59.00 Check Span/Depth: (L - d) 1db - 14.63 '7.0 O.K. AISC Spec 358 53.1 (p. 9.2-12) Check Column: b1/2t1 - 4.14 <7.22 = 0.3 * sqrt(Es/Fy) O.K. AISC Seismic §D1.1 (p.13) = 24.80 (54.72 O.K. C 0.08 54.72 Project: I lonis Conference Roof By EDS B2O3 Wme Elevation K I Date 1/19 I I Consulting Engineers Revised San Diego, California Job 1800111 BEAM LATERAL BRACING: AISC Seismic BDI.2b (p.15) Maximum Spacing of braces: 0.086 er '(E/ FYb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or r. if t '3/4' Weld access radius Weld access hole length 15 * Ext,ected moment at face of column Mpr = Cpr Z RFb Vh (+) = 1.2VDL+0.5V11+2MPJL '1h () = 1.2VDL+0.5V11 +2MP)L 4M= 4Zb f MrM pr 0.75 in = 0.5 in - 15 in MIN 1,950 k-ft 167.0 k -76.7 k 1,388 k-ft Mub - 542.20225 k-ft D/C - 39% 1,950 k-ft Exi,ected shear at face of column vs. beam shear capacity V 2*Mpr / L + Vgravity - 167 k iV= AISC Specs G2.1 - 400 k - 0.42 1.0 O.K. Shear Plate Determination Plate Strength - 50 ksi hp - db - 2*(tr + weld access hole depth -T) - 22.08 in MAX t, (Min thickness is beam web thickness) 0.625 in Design shear strength of weld = h*4*(.6*R*F) (Column Face) - 455.4 kips Weld thickness plate to column flange 15/16 in MIN Weld thickness web to plate shall equal t, - 1/16' (AISC Seismic Provision 8.6.3) - 05625 in STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) - * [Mr. + M] - 4,161 k-ft h, - 7 f bb = 9.75 ft EM C - * [Z(F. - PJA3(h/(h-d,J2))] = 5,370 k-ft ZM C / EM b = 1.29 '1.0 O.K. 11 0 Project: lonis Conference Roof I By I EDS I "B 204 K I Date 1/19 Consulting Engineers San Diego, California I Elevation Job #: 1800111 I Revised COLUMN PANEL ZONE SHEAR CHECK PPrFA = 3035 k Pr <= 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 bcf * tcr2) / (db * dc * tw)) = 788 k R 5 a 1.1*R*R = 954 k ue = V e() Note: Vse = Rne = 22459 k-in Vue =Mue/H 133.7 k Mue = (V + V)*(dt) 25606 k-in Fru = Mj(d-t1) 1088 k "1u,PZ - (# ofbeams) * Mf *[1/(d - tf) - l/( Htbelow/2 + Ht above /2)] 1756 k = 789k c VU.Pz = 1756k Doubler Plate Required Panel Zone ThicknesslAlSC Seismic Provisions section E3.6e Doubler Plate Strength, F5-doubl5r = 50 ksi 1:11t: = 0.87 ksi trq = 2.12 in d, db2tth = 2258 in w &_2*tr = 2256 in tdoublerpl,req (strength) = (t - tvv) * Fye ' ' F ydoubler 1.25 in tdoublcrpl.req (to avoid plug welds) = [(d)+(w)] / 90 = 050 in use tdoubterpl - 11/8 in C,Rndp - 1849 k Vu,pz Doubler Plate We1din (AISC Seismic Provisions section 9.3c Use doubler plate against the column web tdmblapl = 11/8 in Use fillet weld on top and bottom and at the sides Strength reduction factor 0 = 0.75 Weld electrode strength Fr..x = 70 ksi Weld strength @ plate = 0.6*t 1*F 1,1 V, - 41.25 k/in Weld size required, td = Vu / ((D*0.6*FEXX*0.707*2) = t 11 15/16 in Min weld size = 1/4 in Weld OK 0 Project: BY I I Lb ~ lonis Conference Roof I EDS 1Sh205 Elevation K Date 1/19 Consulting Engineers Revised I San Diego, California . 1800111 - beam 103 WUF - W - Welded Unreinforced Flange - Welded Web Moment Connection Column = C96 (Design for Prequalified Beams of SMFs per AISC 358-2010) Level = Level-2 Span,L 32.01t #of Beams atjoint - I (max 2) Floor Mt (above) 14.0 ft # of Columns at Joint 2 (max 2) Floor Mt (below) - 195 ft 5 PDL (col) - 101.7k 6 P11 (col) - 29.3k 7 PEQ (col) 16.2k p = 13 Redundancy Factor 5 VOL (bm) 29.9k 4)Flexure 0.9 6 V11 (bm) - taSk 4i Ruckling - 0.85 7 V Q (bm) - 12.0k 4) Shear 0.9 5 MDL (bm) 189k-ft 4) d = 1 6 M11 (bm) 120k-ft E Factor - 0.150 7 MEQ 175k-ft C r 1.15 Panel Zone Deformation Yes considered in frame stability? Col Axial Load: (1.2 + E) *PDL + 05P11+ p * EQ - P. - 173.0 k Beam Shear: (1.2 + Ev) * VOL + 0.5\' + p * V5Q = Vb = 65.3 k Beam Moment: (1.2 + Ev) * MDL + 0.5Mb. + p * MFQ - Mb 542.2 k-ft BEAM SIZE: W24X131 COLUMN SIZE: W24X146 F = 50 ksi FY. - 50 ksi Fub - 65 ksi Rye - 1.1 Ryb - U. (min expected yield ratio) A 43 in A4, - 38.5 in de 24.7 in db - 245 in b11 = 12.9 in bp, - 12.9 in tf, 1.09 in tIb - 0.96 in <1.00 O.K. t%%e 0.65 in tub - 0.605 in S., 371 in' Sb 329 in zc 418 in3 Zb - 370 in3 kc 21n tyb . 2.97 in k1 - 1.125 in DUCTILITY REQUIREMENTS: Check Beam: b1 /2t1 - 6.72 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic gD1.lb (p. 12) - 35.60 (59 O.K. C, - 0.00 A, - 59.00 Check Span/Depth: (L-dj/d,, - 14.67 ) 7.0 O.K. AISC Spec 358 65.3.1 (p. 9.2-12) Check Column: b1 /2e1 - 5.92 <7.22- 0.3 * sqrt(Es/Fy) O.K. AISC Seismic 01.1 (p. 13) hit,.. - 33.20 <54.1 O.K. C. - 0.09 2,,. - 54.10 0 0 Project: EDS Elevation K Date 1/19 I Lb lonis Conference Roof I By She8206 Consulting Engineers San Diego, California : 1800111 Itd1 I BEAM LATERAL BRACING: AISC Seismic SD1.2b (p.15) Maximum Spacing of braces: 0.086*rV *(E/F yb) 12.3 ft. Beam Weld Access Hole Size Configuration Weld access hole height 3/4' or t. if t'3/4' Weld access radius Weld access hole length '15 * t Exnected moment at face of column Mpr = Cpr Z RF1, "h () = 1.2\'DL+0.5Va+2Mpr/L "k () 1.2V j+0.5Vji+2Mpr/L $M= *Zb* fy M1-M. = 0.75 in 0.5 in 1.5 in - 1,950 k-ft = 167.0 Ic 0.0 k - 1,388 k-ft Mub - 542.20225 k-ft 0/C - 39% - 1,950 k-ft MIN Expected shear at face of column vs. beam shear cat,aci V0 2*Mpr /L + 167 k 4V1 - AISC Specs G2.1 - 400 k - 0.42 (1.0 O.K. Shear Plate Determination Plate Strength = 50 lcsi h - db - 2e(tf + weld access hole depth - 5) t, (Min thickness is beam web thickness) Design shear strength of weld = h*t*(.6*R*F) (Column Face) Weld thickness plate to column flange Weld thickness web to plate shall equal t - 1/16' (AISC Seismic Provision 8.6.3) STRONG COLUMN - WEAK BEAM CHECK (reqd for multi-story frames) * [Mpr + M] h, - 7 f hb - 9.75 ft = * (Z(F - P/A)(h/(h-db/2))] EMFC / ZM b 0 - 22.08 in MAX - 0.625 in - 455.4 kips - 15/16 in MIN - 05625 in = 2,122 k-ft - 3,664 k-ft - 1.73 1.0 O.K. 0 Use doubler plate against the column web Use fillet weld on top and bottom and at the sides Strength reduction factor Weld electrode strength Weld strength @ plate = 0.6*t i*F i Weld size required, tld Vu / ((b*0.6*Fp x*0.707*2) Min weld size - 1/4 in tdo.jb!J - 5/8 in D- 0.75 FF_XX - 70 ksi V - 8.75 Win wed = 7/16 in Weld 01< lonis Conference Roof BY EDS S'eB207 Me Elevation K Date 1/19 ears job #: I Revid San Diego, California 1800111 1 COLUMN PANEL ZONE SHEAR CHECK P=Py=FA 2150 k Pr 0.75Pc Rn = 0.60Fy *dc * tw (1 + (3 * bcf * tcr2) / (db * dc * tw)) 538 k Rne = 1.1RR - 651 k Mue = V *(db tf) Note: V = R = 15323 k-in V.= MUJ'H = 91.2 k Mue = (V + VU )(db-tf) 17470 k-in Ff. - MJ(d-rr) - 742 Ic VU PZ = (#ofbeams) * M1 [1/ (cib - tf) - 1/(Ht below /2 + Ht above /2 )i - 878 Ic =538k V.,Pz 878k - Doubler Plate Required Panel Zone Thickness (AISC Seismic Provisions section E3.6e' Doubler Plate Strength, FydoubI r - 50 ksi t%w = 0.65 ksi treq 1.11 in - db-2tth - 2258 in W_ = d.2tk - 22.52 in tdoublerpl.req (strength) - (treq * Fyr ' 'F ydoubler 0.46 in tdoub!erpl.rcq (to avoid plug welds) = [(dJ+(w] / 90 - 050 in use tdoubII = 5/8 in - 1001 k > Vu,pz Doubler Plate Welding (AESC Seismic Provisions section 9.3c' S B208 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Iqlff lonis Conference Center Frame Baseplates S 0 Compny Designer Job Number: lonis Base Plates X C 0 Anchor Bolt Diameter 2. in Anchor Bolt Material F1554-105 Anchor Bolt Fu 125. ksi Anchor Bolt Fy 105. ksi Anchor Bolt E 29000. ksi AB Stretch Length 8. in AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 1.5 in AB to Column Min Spacing 1.5 in AB to Edge Min Spacing 3 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB Length: 30. in Supp. Reinforcement Present Anchor Reinforcement Present Tension Anchor Reinf Bar Fy: 60. ksi Shear Anchor Reinf Bar Fy:60. ksi S B209 January 18, 2019 Checked By:_____ . Bolt X (in) Z (in) -23. -23. E E12. -23. -17. 23. 6 0. 23. 7 12. 23. 8 0. 17. 52 in Geometry and Materials Length 52. in Column Shape W24x146 Width 30. in Column eX 0. in Thickness 2. in Column eZ 0. in Base Plate Fy 50. ksi Column to Edge Mm (X) 1. in Base Plate E 29000. ksi Column to Edge Mm (Z) 1. in Bearing Fp 3.315 ksi WF Flanges welded Bearing Fc' 3. ksi WF Web welded Pedestal Length 120 in Stiffened Base Plate Connection Pedestal Width 120 in Vx Shear Lug NOT present Pedestal Height 30 in Vz Shear Lug NOT present Analyze Base Plate as Flexible Coarse Solution Selected Pp Based on AISC J8 Criteria Steel Code: AISC 14th:LRFD Concrete Code: ACI 318-11 (With IBC 2012 Amendments) AB Head: Heavy Hex NW Concrete Seismic Reduction %: 25. Concrete NOT Cracked ABs Welded to Base Plate Built-up Grout Pads are used Loads 1.2 1.: P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) DL 118. LL 48. OLI 86. 1916. Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. 1.2DL+1.6LL () 1.2DL+1.6LL+1OL1 67.5 1. .375 3.315 1. 4.892 DL+1.0LL+Omega (3) 1.2DL+ILL+I0LI 67.5 1. .389 3.315 1. 4.915 ?DL+1.0LL-0mega(4) 1.2DL+1LL-IOLI 67.5 1. .476 3.315 1. 4.941 0.9DL+Omega (5) .9DL+I0LI 67.5 1. .431 3.315 1. 4.953 0.9DL-Omega ()I .9DL-1OL1 67.5 1. .519 3.315 1. 4.93 RISABase Version 2.10 [tkpff-sd\shareProj\1 18\18001 ...... CenterEngFoundations\Base PlatesW24X146 MF.rbs] Page 1 W 16.219 si) 16.421 si) : 29.061 (ksi) 5.70653e-5 : 35.029 (ksi) 5.96776e-5 B210 Company January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ SBearing Contours 1.2DL+1.6LL+I01-I 1.2DL+ILL+1OL1 1.2DL+1 LL-1 OL1 Allowable : 3.315 ksi Allowable : 3.315 ksi Allowable :3.315 ksi U.C. :4.892 U.C. : 4.915 U.C. : 4.941 .9DL+IOLI .9DL-1 OL1 Allowable :3.315 ksi Allowable : 3.315 ksi U.C. : 4.953 U.C. :4.93 Base Plate Stress Contour $ 25.315 5.66905e5 , 1.2DL+1.6LL+IOLI 1.2DL+ILL+IOLI Allowable : 67.5 ksi Allowable : 67.5 ksi U.C. :.375 U.C. :.389 26.263 - 32.135 (ksi) (ksi) 5.66808e-5 6.14974e-5 1.2DL+1 LL-1 OLI Allowable :67.5 ksi U.C. :.476 .9DL+1OL1 .9DL-1 OL1 Allowable : 67.5 ksi Allowable : 67.5 ksi U.C. :.431 U.C. :.519 Version 2.10 [\\kpff-sd\share\Proj118\180O1 ...... Center\EngFoundationsBase PlatesW24X146 MF.rbsj Page 2 1.: B211 Company January 18, 2019 Designer Job Number lonis Base Plates Checked By:_____ Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Cnmhin2tinn Load Sets Rolt Tnsik Vx (k Vz (k Fnt (ksi) if fksil Fnv (ksi fv Iksil Unity 1.2DL+1.6LL () 1.2DL+1.6LL+IOLI 1 5.714 0. 0. 70.31 1.819 37.5 - N.A. .026 (1) 2 3.701 0. 0. 70.31 1.178 37.5 N.A. .017 (1) 3 5.714 0. 0. 70.31 1.819 37.5 N.A. .026 (T) 4 5.056 0. 1 0. 70.31 1.609 37.5 N.A. .023 5 75.629 1 0. 1 0. 70.31 1 24.07 37.5 N.A. .342 (T) 6 115.197 0. 1 0. 70.31 36.663 37.5 N.A. .521 (T) 7 75.629 0. 0. 70.31 24.07 37.5 N.A. .342 (1) 8 113.637 0. 0. 70.31 36.167 37.5 N.A. .514 (T) DL+1.OLL+Omega (3) 1.2DL+ILL+1OL1 1 1 5.651 0. 0. 70.31 1.798 37.5 N.A. .026 (T) 2 1 3.626 0. I 0. 70.31 1.154 37.5 N.A. .016 ([) 3 5.651 0. 0. 70.31 1 1.798 37.5 N.A. .026 (T) 4 5.749 0. 0. 70.31 1 1.83 37.5 N.A. .026 (T) 5 78.47 0. 0. 70.31 24.974 37.5 N.A. .355 (T) 6 119.499 0. 0. 70.31 38.033 37.5 N.A. .541 (T) 7 78.47 0. 0. 70.31 24.974 37.5 N.A. .355 (T) 8 118.028 0. 0. 70.31 37.565 37.5 N.A. .534 (T) ?DL+1.OLL-Omega (4) 1.2DL+ILL-IOLI T 96.074 0. 0. 70.31 30.577 37.5 N.A. .435 (T) 2 146.148 0. 0. 70.31 46.514 37.5 1 N.A. .662 (T) 1 3 96.074 1 0. 0. 70.31 30.577 37.5 N.A. .435 ) 4 145.3371 0. 0. 70.31 46.256 37.5 N.A. .658 (T) 5 5.057 0. 0. 70.31 1.61 37.5 N.A. .023 (T) 6 3.011 0. 0. 70.31 .958 37.5 N.A. .014(T) 7 5.057 0. 0. 70.31 1.61 37.5 N.A. .023 (T) 8 10.4 0. 0. 70.31 3.31 37.5 N.A. .047 (T) 0.9DL+Omega (5) .9DL+IOLI i 5.412 0. 0. 70.31 1.723 37.5 N.A. .025 (T) 2 3.367 0. 0. 70.31 1 1.072 37.5 N.A. .015( 3 5.412 0. 0. 70.31 1.723 37.5 N.A. .025( 4 7.884 0. 0. 70.31 2.509 37.5 N.A. .036 5 86.856 0. 1 0. 70.31 27.643 1 37.5 N.A. .393 (T) T 132.197 0. 0. 70.31 42.074 37.5 N.A. .598 (T) 7 86.856 0. 0. 70.31 27.643 37.5 N.A. .393 (T) 8 131.018 0. 0. 70.31 41.699 37.5 N.A. .593 (D 0.9DL-Omega (6) .9DL-I01-I 1 104.751 0. 0. 70.31 33.339 37.5 N.A. .474 (T) 2 159.279 0. 0. 70.31 50.694 37.5 N.A. .721 (T) 3 104.751 0. 0. 70.31 33.339 37.5 N.A. .474 (T) 4 158.8161 0. 0. 70.31 50.546 37.5 N.A. .719(j) 5 4.723 0. 0. 70.31 1.503 37.5 N.A. .021 (T) 6 2.676 0. 0. 70.31 .852 37.5 N.A. .012 (T) 7 4.723 0. 0. 70.31 1.503 37.5 N.A. .021 (T) 8 1 12.768 0. 0. 70.31 4.064 37.5 1 N.A. 1 .058 (T) Load Combinations LC Combination Load Sets I 2 1 1.2DL+1.6LL 1.20L+1.6LL+I0LI I AnchorBoltEmbed CanaciW Results Note: All capacities shown include phi factors. Single Bolt: Tension Capacity LC Bolt Tens.(k) Nsa(k) Ncb(k) Npn(k) Nsb(k) Unity Ductility Load(k) Steel(in2) RISABase Version 2.10 [kpff-sd\shareProj\118\18001 ...... Center\Eng\Foundations\Base PIatesW24X146 MF.rbs] Page 3 W B212 Company : January 18, 2019 Designer Job Number: lonis Base Plates Checked By: 40 _____ Single Bolt: Tension Capacity (continued) LC Bolt Tens.(k) Nsa(k) Ncb(k Nnn(k) Nsb(kI Unity Dutilitv Load(k) Stepl(in2) 2 1 5.714 234.375 0. 125.126 0. 1 .046 N.A. 5.714 .127 2 3.701 234.375 0. 125.126 0. .03 N.A. 3.701 .082 3 5.714 234.375 0. 125.126 0. .046 N.A. 5.714 .127 4 5.056 234.375 0. 125.126 0. .04 N.A. 5.056 .112 5 75.629 234.375 0. 125.126 0. .604 N.A. 75.629 1.681 6 115.197 234.375 0. 125.126 0. .921 N.A. 115.197 2.56 7 75.629 234.375 0. 125.126 0. .604 N.A. 75.629 1.681 8 113.637 234.375 0. 125.126 0. .908 N.A. 113.637 2.525 Single Bolt: Shear Capacity LC Bolt Vx fk Vz (k Vs(k) VthXx(k VchX2(k) Vth72(k' Vr.h7,dk Vrn (k V11nitv V7llnitv T 0. 0. 97.5 0. 0. 0. 0. 0. N.A.1 N.A. 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. 3 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. 4 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. 5 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. T 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 7 0. 0. 97.5 1 0. 0. 0. 0. 0. N.A. N.A. - 8 0. 0. 97.5 1 0. 0. 0. 0. 0. N.A. N.A. Single Bolt: Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx () Vz (!) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2)L 21 0. 0. 0. 0. N.A. 0. 0. L1 2 0. 0. 1 N.A. I N.A. I N.A. 0. 1 0. 1 N.A. 1 0. j 0. Ii 3 1 0. 0. 1 N.A. I NA NA (I 1 0 Nk i ft ft 4 0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. 5 0. 0. 1 N.A. N.A. N.A. 0. 0. N.A. 0. 0. 6 0. 0. 1 N.A. N.A. N.A. 0. 0. N.A. 0. 0. 7 0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. U. U. J_N.A. I N.A. I N.A. I U. I 0. I N.A. I 0. I 0. Single Bolt: Combined Tension and Shear Capacity LC Bolt Nn(k) Vnx(k) Vnz(k) SRSS Interaction 2 1 125.126 0. 0. .046 1 N.A. 2 125.126 0. 1 0. 1 .03 1 N.A. 3 125.126 0. 0. .046 N.A. 4 125.126 0. 0. .04 N.A. 5 125.126 0. 0. .604 1 N.A. b 11.1Zb U. U. .1 I'1. A. 7 125.126 0. 0. .604 N.A. _8 _125.126 0. 0. .908 N.A. I W RISABase Version 2.10 [\kpff-sd\share\Proj1 18\18001 ...... CenterEng\FoundationsBase PlatesW24X146 MF.rbs] Page 4 lonis Base Plates • 7 S 3 6 8 I • 42 • I B213 January 18, 2019 Checked By:_____ Bolt X (in) Z (in) 1 -12. -23. 2 0. -23. 3 12. -23. 4 0. -17. 5 -12. 23. 7 12. 23. _!_ 0. 17. Company Designer Job Number: 52 in - Geometry and Materials Length 52. in Column Shape W24x176 Width 30. in Column eX 0. in Thickness 2. in Column eZ 0. in Base Plate Fy 50. ksi Column to Edge Mm (X) 1. in Base Plate E 29000. ksi Column to Edge Mm (Z) 1. in Bearing Fp 3.315 ksi WF Flanges welded Bearing Fc' 3. ksi WF Web welded Pedestal Length 120 in Stiffened Base Plate Connection Pedestal Width 120 in Vx Shear Lug NOT present Pedestal Height 30 in Vz Shear Lug NOT present Analyze Base Plate as Flexible Coarse Solution Selected Pp Based on AISC J8 Criteria Steel Code: AISC 14th:LRFD Concrete Code: ACI 318-11 (With IBC 2012 Amendments) AS Head: Heavy Hex NW Concrete Seismic Reduction %: 25. Concrete NOT Cracked ABs NOT Welded to Base Plate Built-up Grout Pads are used Loads Anchor Bolt Diameter 2. in Anchor Bolt Material F1554-105 Anchor Bolt Fu 125. ksi Anchor Bolt Fy 105. ksi Anchor Bolt E 29000. ksi AS Stretch Length 8. in AS to AS Min Spacing 3 in AS to Stiffner Min Spacing 1.5 in AS to Column Min Spacing 1.5 in AB to Edge Min Spacing 3 in AS Row Min Spacing 3 in Priority is AS to Edge Spacing Include Threads for AB Design AS Fv, Ft based on AISC Criteria Total AS Length: 25. in NO Supp. Reinforcement NO Anchor Reinforcement Tension Anchor Reinf Bar Fy: N.A. Shear Anchor Reinf Bar Fy:N.A. P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) DL 243.6 LL 111.8 OLI 103.6 1800.3 1 Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.0 1.2DL+1.6LL () 1.2DL+1.6LL+1OL1 67.5 1. .219 3.315 1. 4.209 DL+1.0LL+Omeg(3) 1.2DL+1LL+1OL1 67.5 1. .247 3.315 1. 4.336 1.2DL+1LL-IOLI 67.5 1. .345 3.315 1. 4.58 EDL+I.OLL-Omega(4) L+Omega (5) .9DL+1OL1 67.5 1. .334 3.315 1. 4.555 L-Omega () .9DL-1OL1 67.5 1. .437 3.315 1. 1 4.644 RISABase Version 2.10 \\kpff-sdshare\Proj\118\18001 ...... Center\Eng\Foundations\Base PIatesW24X162 MF.rbs] Page 1 W 14.375 si) B214 Company : January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ Bearing Contours 1.2DL+1.6LL+I0LI 1.2DL+1 LL+1OL1 1.20L+1 LL-1 OLI Allowable : 3.315 ksi Allowable : 3.315 ksi Allowable :3.315 ksi U.C. : 4.209 U.C. : 4.336 U.C. :4.58 .9DL+IOLI .9DL-1 OLI Allowable :3.315 ksi Allowable :3.315 ksi U.C. :4.555 U.C. :4.644 Base Plate Stress Contour 44.788 i 5.61:03e.5 E 1.2DL+1.6LL+I0LI 1.2DL+1 LL+IOLI Allowable :67.5 ksi Allowable : 67.5 ksi U.C. :.219 U.C. :.247 ; 16.701 (ksi) 5.46525e-5 1.2DL+1 LL-1 OL1 Allowable : 67.5 ksi U.C. :.345 : 23.285 (ksi) 5.29619e-5 22.569 (ksi) 5.29946e-5 .9DL+1OL1 .9DL-1 OLI Allowable : 67.5 ksi Allowable :67.5 ksi U.C. :.334 U.C. :.437 : 29.515 - (ksi) 5.7503e-5 W RlSABase Version 2.10 [\\kpff-sd\shareProj\1 18\18001 ...... Center\Eng\FoundationsBase PlatesW24X162 MF.rbs] Page 2 1.: B215 Company January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Cnmhintinn Load Sets Rolt Tnsik Vx (k) V7 (k Fnt (ksi ft (ksfl Fm, (ksil fv (ksi) Unity 1.2DL+1.6LL () 1.2DL+1.6LL+I0Li 1 6.213 0. 0. 70.31 1.977 37.5 N.A. .028 (D 2 4.271 0. 0. 70.31 1.359 37.5 N.A. .019 (T) - 3 6.213 0. 0. 70.31 1.977 37.5 N.A. .028 (T) - 4 1.597 0. 0. 70.31 1 .508 37.5 N.A. .007 (T) 5 44.11 0. 0. 70.31 14.039 37.5 N.A. .2 (D 6 67.275 0. 0. 70.31 21.411 37.5 N.A. .305 (D 7 44.11 0. 0. 70.31 14.039 37.5 N.A. .2(1) 8 65.525 0. 0. 70.31 20.854 37.5 N.A. .297 (T) DL+1.01-1-+Omega (3) 1.2DL+ILL+1OL1 1 6.101 0. 0. 70.31 1.942 37.5 N.A. 2 4.184 0. 0. 70.31 1.332 37.5 N.A. .019 () 3 6.101 0. 0. 70.31 1.942 37.5 N.A. .028 (T) 4 1.919 0. 0. 70.31 .611 37.5 N.A. .009 (T) 511 49.841 0. 0. 70.31 15.863 37.5 N.A. .226 (T) 6T 75.952 0. 0. 70.31 24.173 37.5 N.A. .344 ([) 7 49.841 0. 0. 70.31 15.863 37.5 N.A. .226 (T) 8 74.363 0. 0. 70.31 23.667 37.5 N.A. .337 (T) 2DL+1.OLL-Omega () 1.2DL+1LL-IOLI 1 69.572 0. 0. 70.31 22.143 37.5 N.A. .315 (T) 2 105.8 0. 0. 70.31 33.673 37.5 N.A. .479 (T) 3 69.572 0. - 0. 70.31 22.143 37.5 N.A. .315 (I) 4 104.942 0. 0. 70.31 33.4 37.5 N.A. .475 (T) 5 5.356 0. 0. 70.31 37.5 N.A. .024 (T) 6 3.529 0. 0. 70.31 !1.705 .123 37.5 N.A. .016(T) 7 5.356 0. 0. 70.31 .705 37.5 N.A. .024 (I) 8 4.464 0. 0. 70.31 1.421 37.5 N.A. .02(1) 0.9DL+Omega (5) .9DL+1OL1 1 5.441 0. 0. 70.31 1.732 37.5 N.A. .025(T) 2 3.604 0. 0. 70.31 1.147 37.5 N.A. .016 - 3 5.441 0. 0. 70.31 1.732 37.5 N.A. .025 4 4.185 0. 0. 70.31 1.332 37.5 N.A. .019 ( 5 67.426 0. 0. 70.31 21.46 37.5 N.A. .305 (T) - 6 102.553 0. 0. 70.31 32.64 37.5 - N.A. .464( T) 7 67.426 0. 0. 70.31 21.46 37.5 N.A. .305 (T) 8 101.614 0. 0. 70.31 32.341 37.5 N.A. .46 (D AWL-Omega (6 .9DL-1OL1 1 88.252 0. 0. 70.31 28.088 37.5 N.A. .399 (T) 2 134.032 0. 0. 70.31 42.658 37.5 N.A. .607 (T) 3 88.252 0. 0. 70.31 28.088 37.5 N.A. .399 (T) 4 134.02 0. 0. 70.31 42.654 37.5 - N.A. .607 (T) 5 4.814 0. 0. 70.31 1.532 37.5 N.A. .022 (I) 6 2.927 0. 0. 70.31 .931 37.5 N.A. .013 (T) - 7 4.814 0. 0. 70.31 1.532 37.5 N.A. .022 (T) 8 9.239 0. 0. 70.31 2.941 37.5 N.A. .042 (1) Load Combinations LC Combination Load Sets 2 1.2DL+1.6LL 1.2DL+1.6LL+1OL1 Anchor Bolt Embed CaDacitv Results Note: All capacities shown include phi factors. Single Bolt: Tension Capacity LC Bolt Tens.(k) Nsa(k) Ncb(k) Npn(k) Nsb(k) Unity Ductility Load(k) Steel(1n2) RISABase Version 2.10 \kpff-sdshare\Proj\11818001 ...... CenteñEng\FoundationsBase Plates\W24X162 MF.rbs] Page 3 W B216 Company : January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ Single Bolt: Tension Capacity (continued) LC Bolt Tnns(k Ns(k) Nrhtkl Nnn(kI N-qh(kl IIriift, flijitiIitu I nad1k\ StIuin 2 1 6.213 234.375 80.622 125.126 0. .077 N.A. 0. 0.- 2 4.271 234.375 80.622 125.126 0. .053 N.A. 0. 0. 3 6.213 234.375 80.622 125.126 0. .077 N.A. 0. 0. - 4 1.597 234.375 80.622 125.126 0. .02 N.A. 0. 0. 5 44.11 234.375 80.622 125.126T 0. .547 N.A. 0. 0. 6 67.275 234.375 80.622 125.126 0. .834 N.A. 0. 0. 7 44.11 1234.375 80.622 125.1261 0. .547 N.A. 0. 0. 8 65.525 1234.375 1 80.622 125.1261 0. 1 .813 1 N.A. 1 0. 0. Single Bolt: Shear Capacity LC Bolt Vx (k Vz (k Vsa(k) Vth)((k VrhX7(k'I Vrh77(k Vr.h7yfkl Vrn Iki VvI Jnih, V71 mitt, 2 1 0. - 0. - 97.5 67.049 1149.071 71.514 156.993 161.244 0. - 0. - 2 0. 0. 97.5 72.05 1 159.8731 79.937 172.8361 161.244 0. 0. - 3 0. 0. 97.5 72.05 j 149.0711 71.514 156.9931 161.244 0. 0. - 4 0. 0. 97.5 74.97 1 172.8361 86.418 172.8361 161.244 0. 0. 5 0. 0. 1 97.5 67.049 1 149.071 77.776 156.9931 161.244 0. 0. U 0. 0. 97.5 72.05 159.873 86.418 172.836 161.244 0. 0. - 7 0. 0. 1 97.5 72.05 149.071 77.776 156.993 161.244 0. 0. - 8 0. 0. 97.5 74.97 172.836 86.418 172.836 161.244 0. 0. Single Bolt: Seismic Ductility & Anchor Reinforcement Results LC Rnit Vy tkl V7 MI Vvllnih, VA mitt, /v_fliirt Iv_l (Vt !v_t(in I7..fl,u-t Vp_I (Vt 2 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 2 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. - . 3 4 5 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. N.A. N.A. N.A. 0. 0. 0. 0. 0. 0. I N.A. N.A. N.A. 0. 0. 0. 0. 0. 0. - 6 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 1 0. T 0. 0.1 0. 0. N.A. 0. 0. N.A. 0. 1 0. - 8 0. 1 0. 1 0. 0. N.A. 0. 0. N.A. 0.[ 0. Single Bolt: Combined Tension and Shear Capacity LC Bolt Nn(k Vnx(k Vn7(kl SRSS lntprrtinn 2 1 80.622 67.049 71.514 .077 N.A. - 2 80.622 72.05 79.937 .053 N.A. - 3 80.622 72.05 71.514 .077 N.A. 4 80.622 74.97 86.418 .02 N.A. 5 80.622 67.049 77.776 .547 N.A. - 6 80.622 72.05 86.418 .834 N.A. 7 80.622 72.05 77.776 .547 N.A. 8 80.622 74.97 86.418 .813 N.A. W RlSABase Version 2.10 (kpff-sd\share\Proj\1 1818001 ...... CenterEngFoundations\Base Plates\W24X162 MF.rbsj Page 4 Company Designer Job Number: lonis Base Plates X Anchor Bolt Diameter 2. in Anchor Bolt Material F1554-105 Anchor Bolt Fu 125. ksi Anchor Bolt Fy 105. ksi Anchor Bolt E 29000. ksi AB Stretch Length 8. in AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 1.5 in AB to Column Min Spacing 1.5 in AB to Edge Min Spacing 3 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB Length: 30. in Supp. Reinforcement Present Anchor Reinforcement Present Tension Anchor Reinf Bar Fy: 60. ksi Shear Anchor Reinf Bar Fy:60. ksi Ll B217 January 18, 2019 Checked By:_____ Bolt X (in) Z (in) ]i -12: -23: 2 0. -23. 3 12. -23. 4 0. -17. 5 -12. 23. 6 0. 23. 7 12. 23. _8_ 0. 17. 52 in Geometry and Materials Length 52. in Column Shape W24x207 Width 30. in Column eX 0. in Thickness 2. in Column eZ 0. in Base Plate Fy 50. ksi Column to Edge Mm (X) 1. in Base Plate E 29000. ksi Column to Edge Mm (Z) 1. in Bearing Fp 3.315 ksi WF Flanges welded Bearing Fc 3. ksi WF Web welded Pedestal Length 120 in Stiffened Base Plate Connection Pedestal Width 120 in Vx Shear Lug NOT present Pedestal Height 30 in Vz Shear Lug NOT present Analyze Base Plate as Flexible Coarse Solution Selected Pp Based on AISC J8 Criteria Steel Code: AISC 14th:LRFD Concrete Code: ACI 318-11 (With IBC 2012 Amendments) AB Head: Heavy Hex NW Concrete Seismic Reduction %: 25. Concrete NOT Cracked ABs Welded to Base Plate Built-up Grout Pads are used Loads 1.2 1.; P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) DL 250. LL 105. CLI 45.275 1 1 2342. 1 Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. I.2DL+I.6LL () I 1.2DL+1.6LL+I0L1 67.5 1. .392 3.315 1. 5.816 DL+1.OLL+0meg4(3) I.2DL+ILL+1OL1 67.5 1. .422 3.315 1. 5.883 DL+I.OLL-Omega I.2DL+ILL-10L1 67.5 1. .465 3.315 1. 5.976 0.9DL+Omega () .9DL+10L1 67.5 1. .509 3.315 1. 6.04 0.9DL-Omega (4) .9DL-I0L1 67.5 1. .555 3.315 1. 6.045 RISABase Version 2.10 (\kpff-sdshareProj118\1800l ...... Center\Eng\FoundationsBase Plates\W24X176 MF.rbsJ Page 1 W Company Designer B218 January 18, 2019 Job Number: lonis Base Plates Checked By: O _____ Bearing Contours 19.281 19.504 ksi) (ksi) 1.20L+1.6LL+1OL1 1.2DL+1 LL+1OL1 Allowable : 3.315 ksi Allowable :3.315 ksi U.C. : 5.816 U.C. :5.883 1.2DL+1 LL-IOLI Allowable : 3.315 ksi U.C. :5.976 : 20.022 20.04 - (ksi) (ksi) 0. I 0. .9DL+1OL1 .9DL-101-1 Allowable :3.315 ksi Allowable : 3.315 ksi U.C. : 6.04 U.C. :6.045 Base Plate Stress Contour B si) M L89424e.5 ) 1.2DL+1.6LL+I01-I 1.2DL+1 LL+1OL1 Allowable : 67.5 ksi Allowable : 67.5 ksi U.C. :.392 U.C. :.422 ; 28.476 (ksi) 6.86666e-5 1.2DL+1 LL-1 OLI Allowable : 67.5 ksi U.C. :.465 : 31.408 (ksi) 6.85118e-5 : 34.37 (ksi) 6.8687e-5 : 37.478 (ksi) 7.10945e-5 .9DL+1OL1 .9DL-IOLI Allowable : 67.5 ksi Allowable :67.5 ksi U.C. :.509 U.C. :.555 Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Combination Load Sets Bolt Tens.(k) Vx (k) Vz (k Fnt (ksi) ft (ksil Fnv (ksi) f'., (ksfl Unity I 2DL+1 6LL (2) 1 20L+1 6LL+IOLI 1 7.25 0 0 70.31 2.307 37.5 N.A.033 (1) 2 5.27 0. 0. 70.31 1.677 37.5 N.A. .024 (1) 3 7.25 0. 0. 70.31 2.307 37.5 N.A. .033 (T) 4 4.332 0. 0. 70.31 1.379 37.5 N.A. .02 (I) 5 79.237 0. 0. 70.31 25.219 37.5 N.A. .359 [) T 118.4 0. 0. 70.31 1 37.683 37.5 N.A. .536 (T) 7 1 79.237 0. 0. 1 70.31 1 25.219 37.5 N.A. .359 (1) 8 118.228 0. 0. 70.31 37.628 37.5 N.A. .535 (T) W RISABase Version 2.10 [\\kpff-sd\share\Proj\1 1818001 ...... Center\Eng\Foundations\Base PlatesW24X176 MF.rbsj Page 2 1. B21 9 Company : January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ Anchor Bolt Results (continued) Combination Load Sets Bolt Tens.(k) Vx (ki Vz (k Fnt (ksi) ft (ksi) Fnv Mil Iv (ksi) Unity DL+1.0LL+Omega (3) 1.2DL+1LL+1OL1 1 7.014 0. 0. 70.31 2.232 37.5 N.A. .032 T) 2 5.052 0. 0. 70.31 1.608 37.5 N.A. .023(12) 3 7.014 0. 1 0. 70.31 2.232 37.5 N.A. .032 CD 4 5.159 th 0. 70.31 1.642 37.5 N.A. .023(1) 5 85.352 0. 0. 70.31 27.165 37.5 N.A. .386 (T) 6 127.479 0. 0. 70.31 40.573 37.5 N.A. .577(12) 17 85.352 0. 0. 70.31 27.165 37.5 N.A. .386 (T) W 127.649 0. 0. 70.31 40.627 37.5 N.A. fl• DL+1.0LL-Omega[(4) 1.2DL+1LL-1OL1 1 94.17 0. 0. 70.31 29.971 37.5 N.A. - .426(1) Load Combinations LC Combination Load Sets I 2 I 1.21)1-+1.61-L I 1.2DL+1.6LL+IOLI Anchor Bolt Embed Capacity Results Note: All capacities shown include phi factors. Single Bolt: Tension Capacity LC Rolt Tensik Ni(k Nrh(k) Nnn(kI Nh(k' tlnih, fliirtilitt, I nr4(k\ StooI(in r i 7.25 234.3751 0. 125.126 0. .058 N.A. 7.25 .161 2 5.27 234.375 0. 125.126 0. 1 .042 N.A. 5.27 .117 3 7.25 234.375 0. 125.126 0. .058 N.A. 7.25 .161 4 4.332 234.375 0. 125.126 0. .035 N.A. 4.332 .096 5 79.237 234.375 0. 125.126 0. .633 - N.A. 79.237 1.761 I 118.4 234.375 0. 125.126 0. .946 N.A. 118.4 2.631 7 8 79.237 118.228 234.375 0. 234.375 0. 125.126 125.126 0. 0. .633 .945 N.A. N.A. 79.237 118.228 1.761 2.627 RISABase Version 2.10 (\kpff-sd\share\Proj\1 1818001 ...... CenterEngFoundations\Base Plates\W24X176 MF.rbs] Page 3 W B220 Company : January 18, 2019 Designer Job Number : lonis Base Plates Checked By:_____ 0 Single Bolt: Shear Capacity LC Bolt Vx (k 'Jz (k) Vs(k Vrh)(x(k) VhY(k Vrh77(k /rh7v1k Vt-n 1kI /vI Inih, 'tl,I Inih, 2 1 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 2 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 3 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 4 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 5 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 6 0. 1 0. 1 97.5 0. 1 0. 0. 0. 0. N.A. N.A. 7 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. 8 0. 0. 97.5 0. 0. 0. 0. 0. N.A. I N.A. Single Bolt: Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx (k) '/ (k) VxUnitv V2Unitv Vy-Mint Vy-I IkI Vy-St(n V,-flhlt-t Vp-I (k /7St(in9 2 1 0 0 N.A.N.A.N.A.0 0 N.A.0 0 - 2 0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. - 3 0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. - 4 0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. - 5 0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. 6 0. 0. NA. N.A. N.A. 0. 0. N.A. 0. 0. - 7 0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. C. - T 0. 0. N.A. N.A. N.A. 0. 0. 1 N.A. 0. 0. Single Bolt: Combined Tension and Shear Capacity LC Bolt Nn(k) Vnx(k) Vn7tkl SRSS Intprartinn 2 1 125.126 0. 0. .058 N.A. - 2 125.126 0. 0. .042 N.A. - - 3 125.126 0. 0. .058 N.A. - 4 125.126 0. 0. .035 N.A. - 5 125.126 0. 0. .633 N.A. - 6 125.126 0. 0. .946 N.A. 7 1 25.126 0. 0. .633 N.A. 8 1125.1261 0. 1 0. 1 .945 1 N.A. W RISABase Version 2.10 [kpff-sd\shareProj1 1818001 ...... CenterEngFoundations\Base PlatesW24X176 MF.rbsj Page 4 Bolt X (in) Z (in) -12. -23. 2 0. -23. 3 12. -23. 4 0. -17. 5 -12. 23. 6 0. 23. 7 12. 23. J_ 0. 17. X S B221 Company January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ 52 in Geometry and Materials Length 52. in Column Shape W24x207 Width 30. in Column eX 0. in Thickness 2. in Column eZ 0. in Base Plate Fy 50. ksi Column to Edge Mm (X) 1. in Base Plate E 29000. ksi Column to Edge Mm (Z) 1. in Bearing Fp 3.315 ksi WF Flanges welded Bearing Fc' 3. ksi WF Web welded Pedestal Length 120 in Stiffened Base Plate Connection Pedestal Width 120 in Vx Shear Lug NOT present Pedestal Height 30 in Vz Shear Lug NOT present Analyze Base Plate as Flexible Coarse Solution Selected Pp Based on AISC J8 Criteria Steel Code: AISC 14th:LRFD Concrete Code: ACI 318-11 (With IBC 2012 Amendments) AB Head: Heavy Hex NW Concrete Seismic Reduction %: 25. Concrete NOT Cracked ABs Welded to Base Plate Built-up Grout Pads are used Loads Anchor Bolt Diameter 2. in Anchor Bolt Material F1554-105 Anchor Bolt Fu 125. ksi Anchor Bolt Fy 105. ksi Anchor Bolt E 29000. ksi AB Stretch Length 8. in AB to AB Min Spacing 3 in AB to Stifiner Min Spacing 1.5 in AB to Column Min Spacing 1.5 in AB to Edge Min Spacing 3 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB Length: 30. in Supp. Reinforcement Present Anchor Reinforcement Present Tension Anchor Reinf Bar Fy: 60. ksi Shear Anchor Reinf Bar Fy:60. ksi 1.2 P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) DL 216.045 LL 122.616 OLI 10. 2584. Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. 1.2DL+1.6LL () I 1.2DL+1.6LL+1OL1 67.5 1. .48 3.315 1. 6.525 DL+1.0LL+Omeg(3) 1.2DL+ILL+IOLI 67.5 1. .516 3.315 1. 6.597 DL+1.0LL-Omega 1.2DL+1LL-1OL1 67.5 1. .526 3.315 1. 6.611 9DL+Omega (5) .9DL+10L1 67.5 1. .609 3.315 1. 6.671 rC. (6) .9DL-I01-I 67.5 1. .62 3.315 1. 6.667 RISABase Version 2.10 [kpff-sdshare\Proj1 1818001 ...... CenteñEngFoundationsBase Plates\W24X207 MF.rbs] Page 1 W 21.869 (ksi) : 41.136 - (ksi) 7.80025e-5 : 41.833 - (ksi) 7.97249e-5 B222 Company January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ Bearing Contours 1.2DL+1.6LL+1OL1 1.2DL+1 LL+1OL1 1.2DL+1 LL-1 OLI Allowable : 3.315 ksi Allowable :3.315 ksi Allowable : 3.315 ksi U.C. : 6.525 U.C. : 6.597 U.C. : 6.611 22.115 si) .9DL+ lOLl .9DL-1 OL1 Allowable : 3.315 ksi Allowable : 3.315 ksi U.C. : 6.671 U.C. :6.667 Base Plate Stress Contour J 32.431 7.567920.5 I 1.2DL+1.6LL+IOLI 1.20L+ILL+10L1 Allowable :67.5 ksi Allowable : 67.5 ksi U.C. :.48 U.C. :.516 34.82 35.482 (ksi) (ksi) 7.55877e-5 7.55844e-5 1.2DL+ILL-1 aLl Allowable : 67.5 ksi U.C. :.526 .9DL+ lOLl .9DL-1 OLI Allowable :67.5 ksi Allowable :67.5 ksi U.C. :.609 U.C. : .62 W RISABase Version 2.10 [kpff-sd\share\Proj\1 1818001 ...... Center\EngFoundations\Base PlatesW24X207 MF.rbs] Page 2 1.: B223 Company January 18, 2019 Designer Job Number lonis Base Plates Checked By:_____ Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Cnmbinatinn Lnr1 Sets Rnit Tns(k) Vx (k V7 (k) Fnt (ksil ft NMI Fnv (ksil fv (ksi't Unity 1.2DL+1.6LL () 1.2DL+1.6LL+10L1 ii 7.621 0. 0. 1 70.31 2.426 37.5 - N.A. .034 (B 2 5.466 0. 0. 1 70.31 1.74 37.5 N.A. .025 (T) 3 7.621 0. 0. 70.31 2.426 37.5 N.A. .034 (T) 4 6.105 0. 0. 70.31 1.943 37.5 N.A. .028 (T) 5 97.216 0. 0. 70.31 30.941 37.5 N.A. .44 (]) 6 145.172 0. 0. 70.31 46.204 37.5 N.A. .657 (B 7 97.216 1 0. 0. 70.31 1 30.941 37.5 N.A. .44 (T) 8 145.5291 0. 0. 70.31 46.317 37.5 N.A. .659 (T) !DL+1.OLL+Omega (3) 1.2DL+1LL+IOLI 1 7.386 0. 0. 70.31 2.351 37.5 N.A. .033 (T) 2 5.217 0. 0. 70.31 1.661 37.5 N.A. .024 ([) 3 7.386 0. 0. 70.31 2.351 37.5 N.A. .033 (T) 4 7.211 0. 0. 70.31 2.295 37.5 N.A. .033(1) 1 5 104.402 0. 0. 70.31 33.228 37.5 N.A. .473 (T) 6] 155.841 0. 0. 70.31 49.599 37.5 N.A. f_.705 (fl 7 104.4021 0. 1 0. 70.31 33.228 37.5 N.A. 1 .473 (T) 8 1 156.6051 0. 1 0. 1 70.31 49.842 37.5 N.A. .709 (T) ?DL+1.OLL-Omega (4) 1.2DL+ILL-IOLI 1 106.394 0. 0. 70.31 33.862 37.5 N.A. .482 (B 2 158.7981 0. 1 0. 70.31 1 50.54 37.5 N.A. .719 (B 3 106.3941 0. 0. 70.31 33.862 37.5 N.A. .482 (T) 4 159.679 0. 0. 70.31 50.821 37.5 N.A. .723 (T) 5 7.345 0. 0. 70.31 2.338 37.5 N.A. .033 (T) 6 1 5.165 0. 0. 70.31 1.644 37.5 N.A. .023( T) 7 7.345 0. 0. 70.31 2.338 37.5 N.A. .033 (T) U 7.71 0. 0. 70.31 2.454 37.5 N.A. .035 (T) 0.9DL+Omega (5 .9DL+IOLI 1 6.891 0. 0. 70.31 2.193 37.5 N.A. .031 (T) 2 4.634 0. 0. 70.31 1.475 37.5 N.A. .021 3 6.891 0. 0. 70.31 2.193 37.5 N.A. .031 .055 kol 4 12.166 0. 0. 70.31 3.872 37.5 N.A. 5 123.404 0. 0. 70.31 39.276 37.5 N.A. .559 (T) 184.036 0. 0. 70.31 58.573 37.5 N.A. .833 () 7 123.404 0. 0. 70.31 39.276 37.5 N.A. .559 (T) 8 185.984 0. 0. 70.31 59.193 37.5 N.A. .842 (T) 0.9DL-Omega (6) .9131--I01-I 1 125.5 0. 0. 70.31 39.943 37.5 N.A. .568 (T) 2 187.145 0. 0. 70.31 59.562 37.5 N.A. .847 (T) 3 125.5 0. 0. 70.31 39.943 37.5 N.A. .568 (T) 189.234 0. 0. 70.31 60.227 37.5 N.A. .857 (T) 5 6.816 0. 0. 70.31 2.169 37.5 N.A. .031(j) 6 4.553 1 0. 0. 70.31 1.449 37.5 N.A. .021 (T) 7 6.816 0. 0. 70.31 2.169 37.5 N.A. .031 (T) -r 12.753__I__0. 1 0. 70.31 4.059 1 37.5 1 N.A. 1 .058 (T) Load Combinations LC Combination Load Sets 2 1 1.2DL+1.6LL I 1.2DL+1.6LL+IOLI I Anchor Bolt Embed Canacitv Results Note: All capacities shown include phi factors. Single Bolt: Tension Capacity LC Bolt Tens.(k) Nsa(k) Ncb(k) Npn(k) Nsb(k) Unity Ductility Load(k) Steel(in2) RISABase Version 2.10 [kpff-sdshare\Proj\1 1818001 ...... CenterEng\Foundations\Base PlatesW24X207 MF.rbsj Page 3 W B224 Company : January 18, 2019 Designer Job Number: lonis Base Plates Checked By:_____ Single Bolt: Tension Capacity (continued) LC Bolt Tens.(k Ns(k) Nch(k) Nnn(k) Nsb(k) llnih, flimtilitu Inid(kI Stpp(fin7 1 7.621 1 234.375 0; 125.126 0. .061 N.A. 7.621 .169 2 5.466 234.375 0. 125.126 0. .044 N.A. 5.466 .121 - 3 7.621 234.375 0. 125.126 0. .061 N.A. 7.621 .169 4 6.105 234.375 0. 125.126 0. .049 N.A. 6.105 .136 5 97.216 234.375 0. 125.126 0. .777 N.A. 97.216 2.16 6 145.172 234.375 0. 125.126 0. 1.16 N.A. 145.172 3.226 7 97.216 234.375 0. 125.1261 0. .777 N.A. 97.216 1 2.16 - 145.529 234.375 j 0. 1 125.1261 0. - 1.163 N.A. 145.529 1 3.234 Single Bolt: Shear Capacity LC Bolt VY (k V, (k'i V-qa(kl Vrth)(y(k'I Vrh)(,fk Vrh77(ki Vrh7y(kl Vtn (ki Vyllnih, V,llnitv 21 0. 1 0. 97.5 0. 0. 0. O. 0. N.A. N.A. - 2 0. 1 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 3 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. - 4 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. 5 0. 0. 97.5 0.- 0. 0. 1 0. 0. N.A. N.A. 6 0. 0. 97.5 0. 0. 1 0. 0. 1 0. N.A. N.A. - 7 0. 0. 97.5 0. 0. 0. 0. 1 0. N.A. N.A. - 8 0. 0. 97.5 0. 0. 0. 0. 0. N.A. N.A. Single Bolt: Seismic Ductility & Anchor Reinforcement Results LC BoltVx(k) Vz(k) VxUnity VzUnity Vx-Duct Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2) 2 1 _0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. 2 _0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. 3 _0. 4 _0. 5 _0. 0. N.A. 0. N.A. 0. N.A. N.A. N.A. N.A. N.A. N.A. N.A. 0. 0. 0. 0. 0. 0. N.A. N.A. N.A. 0. 0. 0. 0. 0. 0. 6 _0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. 7 _0. 0. N.A. N.A. N.A. 0. 0. N.A. 0. 0. - 8 _0. 0. N.A. N.A. j N.A. 0. O. N.A. 0. 0. Single Bolt: Combined Tension and Shear Capacity LC Bolt Nn(k Vnx(k) Vn7(kI SRS lnterrtinn 2 11125.126 0. 0. .061 N.A. 2 125.126 0. 0. .044 N.A. - 3 125.126 0. 0. .061 N.A. 4 125.126 0. 0. .049 N.A. 5 125.126 0. 0. .777 N.A. 6 125.126 0. 0. 1.16 N.A. 7 125.126 0. 0. 1 .777 N.A. 8 125.1261 0. 1 0. 1 1.163 1N.A. W RISABase Version 2.10 [\kpff-sd\share\Proj\1 18\18001 ...... CenterEng\Foundations\Base PIatesW24X207 MF.rbsj Page 4 B225 619.521.8500 kpff.com I<Pff 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 lonis Conference Center Diaphragms 0 I sheet no. 3131 Camino Del Rio N project lonis by AP IqJC i.'t Suite 1080 - San Diego, CA 92108 location Calrsbad, CA date 1/19 Cl p (619) 521 8500 onsulting 1 (619) 521-8591 client DGA job no. 1800111 Engineers www.kpff.com Diaphragm Overview Diaphragm Overview The building has a highly irregular shape from a diaphragm perspective. The building is essentially laid out into two nearly independent building masses. As such, a more comprehensive review and analysis of the diaphragm than usual was required. A brief overview of the diaphragm system: 2nd floor - A seismic joint is provided at the interface between the two wings. Because of the large open lobby space it was infeasible to hard tie the two wings over such a narrow diaphragm. A 5" seismic joint is provided at the bridge end. The diaphragms at this level are designed with traditional diaphragm design loads as if they are completely independent. Roof - At this level there was enough diaphragm extent to tie the two wings together. However, the two wings may still try to effectively act as two separate masses potentially out of phase with one another. As such, and enveloped analysis of the diaphragm was performed. The steel at the intersection between the two wings is laid out to form an effective steel strut and tie. - Traditional analysis: Standard diaphragm loads are applied and assumed to distribute to each wings frames independently. Diaphragm shears and collector requirements are checked based on diaphragm stiffness. - Enveloped analysis: We conservatively assume the diaphragm has NO stiffness and apply diaphragm loads to each wing in equal and opposite directions and observe the largest forces developed in the steel framing "strut and tie". These minimum diaphragm loads are multiplied by omega to remain elastic. See the next page for an illustration of load path. This enveloped analysis is quite conservative and ensures that neither the diaphragm nor the steel strut and tie can be overstressed. 0 ROOF FRAMING PLAN- OVERALL i.. NIlL ............. -. FIR 7' .L1E xez TTJ:1 @1 , — ' 'V' \ \ 6- 0- NOS ... ,- Green line shows strut \ and tie load path dragging - ; transferring loads across the intersection to the 12 moment frame lines LEGEMO ATFp1 FRAkW12 PLAN N(TTP ROOF FRAMING PLAN- OVERALL S ARRAIC, ME h1111111 OGA pIan.,g Ianclitectre I hterims PAOUI!YSUE*IA,SOOAII3 ,amt LnmSCn VIORES NERRAgwJ UtI -an un.Jlsnmnns.aantmt AIR -al—I :41 RP 11: SO's11TICQI ISivie CESONCEASCRIENT INiIiS - JSTRflJOC&RTN. !YW!L. ImiO's 4- S- PHARMACEUTICALS \\ () \\ c•) ,S.—cS. \ \ \• \\ \ •\ S 66.4 S •\ \•\ \ \ I S LEVEL 2 FRAMING PLAN. OVERALL — ... WA WA TLTITiII." — . . --€-- —I 0 0 Lam kkL11111 OGA planning I arthhect I interiors !!!NLWJ Is,nlm,,I Imft.s.mtMsAS.oaA1EtgS Nft SPTTh DAIt UaewIcaA lIttlE — ItORIt — JUTRMJOCSSETTL ollrhj2.. ION IS VHS RHACEUTIC ALA ffiUACTI WAR ASEItTI m's LEVEL 2 FRAMING PLAN, OVERALL 0 sheet no. kpff project by C5 location date 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 ClIent job no. (619) 521-8500 Fax (619) 521-8591 TRADITIONAL DIAPHRAGM ANALYSI 3frV LwT jmv ovz- : : • (-it? -: _- ''i4' kQPttL'OC - st-37j3a>) Td74 ____ ____ L Y DIM, f—VIctc Ain" kV.LAA Pit *tscI:1 -.c(5- UcWOi 24 kpff prolect by location date 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 client job no. (619) 521-8500 Fax (619) 521-8591 TRADITIONAL DIAPHRAGM ANALYSIS sheet no. C6 (fr Mfl&V1I r/\1 ta kfi - L't me tlls,9- -- F v -v r- - 67 - c I ., .-D*- = '— W'1€i Lti Vt, (14#1 ic'D.A1 sheet no. 1qpff orolect by location date 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 client job no. (619) 521-8500 Fax (619) 521-8591 RADITIONAL DIAPHRAGM ANALYSIS Wts'l DYA Li(,v E/ir, LID, 00 Ofit)(~4-&-es ci- 31 ic 0 S5 - - --- -- I - - Vk C. LAAlt— Vkl • • - t)lc 7f - - • - Loa Dia +1-1 S psf THE SAME MINIMUM DIAPRHAGM LOADS ARE APPLIED TO THE C8 FLOORS IN ETABS WITH EFFECTIVELY NO DIAPHRAGM STIFFNESS, ONLY THE STEEL STRUT AND TIE. THE DIAPHRAGM LOADS ARE APPLIED IN A TOTAL OF 8 DIFFERENT LOAD COMBINATIONS, WITH WINGS LOADED IN THE SAME DIRECTION AND IN OPPOSING DIRECTIONS. 111 STRUT AND TIE LOADING 0 S C9 DiaY_W = +1-1 9.45psf 0 S S Load Combinations conservatively cover loadings where diaphragms could be completely out of phase with one another, ie West Wing with Positive V diaphragm loading and East Wing with Negative V Loading (shown above) All Load combinations: Dial = DiaX_W + DiaX_E Dia2= DiaY_W+DiaY_E Dia3 = DiaY_W - DiaY_E Dia4 = DiaX_W - DiaX_E Dia5 = -DiaX_W - DiaX_E Dia6 = -DiaY_W - DiaY_E Dia7 = -DiaY_W + DiaY_E Dia8 = -DiaX_W + DiaX_E S 0 0 -n ii I, ii 1 Ej. p_______I Plan -ROOF - Z= 34.5 (ft) Axial Force I- Ct N ____19 _____ - C13 .6.7491 • .... Ii ,e 4.. .-. L .. 11.369 ELi4I1 .32. 6.89 0 e . View -ROOF z=! (ft; Axial Force C14 iii lull I'll" 11111111 P!LJ C15 w w jPIan View - ROOF -Z34.5(ft) Axial Force Diagram (Dia5)Ikip) View - ROOF - Z= - •_____ -- -__j _ ,a- ~Diafi)jtiRl_j cc fli tn L C16 -4.62 - ---74. a— b 0. Lam .7 0 V .. • 4, 2SJ.,Ln7 ! 9 .92_97 •jj_ 1.083 -p 0 - . -- 529 - -o .oa. £&I 1.454 275 - b 2. • - 0.236 .661 0.60 158 -- Plan Vi -ROOF - Z= 34.5(ft) Axial Force Diagram(DialHkipjl 1 0 b 0 'O 9 C17 0 0 0 4.162 -7 F MW 5.91 PIiiVZROOF.Z34.5(ft)WAiiáI F C18 M=l 37kft Mc385kft DCRQ.74 P_O=171k Pn=670k P_c=i 25k Pn=472k M=l 20kft M n=386kft DCR=0.54 Diaphragm Beam Axial & Flexural Demand DCR calculated with AISC equations Hi -la and Hi -lb Pj)=306k Pn=670k M=l 98kft Mn=591.8kft DCR=0.75 Pn 6k\ n= .54kft P_U=l 25k Pn=228.5k M=7kft Mn=180.54kft DCR=O.58 P_O=94k Pn=228.5k M=6kft Mn=l 80.54kft DCR=0.44 C19 P_O=i 25k Pn=228.5k M=6k1t Mn=1 80.54kft DCR=0.58 P)=94.5k Pn=472k KTh- M=266kft DC 92 Mn =450 kft DCR=0.73 P_O=l 32k Pn=406k M=270kft Mn=385kft DCR=0.95 P_O=29k Pn=406k M=167kft Mn=385.7kft DCR=0.47 P_c=52k Pn=228.5k M=l 3kft Mn=l 80.54kft DCR=0.3 P_O=1 9k Pn=l 90.4k M =0. 5kft Mn=142.9 DCR=.l P_)=l 20k Pn=228.5k M=46kft Mn=262.54kft DCR=0.69 P_Q=91 k Pn=406k M=l7kft Mn=262.54 DCR=0.28 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com ITff 0 lonis Conference Center Exterior Cladding Support Typical Exterior Stud Design [1 3131 Camino Del Rio N projeCt lonis by NA . sheet no. Suite 1080 San Diego, CA 92108 location date 1-16-19 Iq)C.nr..l,!n.g P (619) 521-8500 (619) 521-8591 client job no. 1800111 Engineers www.kpff.com Exterior Stud Joint Labels and Boundary Conditions N18 Top of i7 N16 Parapet 3111, NB N15 Connections @ Roof- Deck connection 14 113 Bottom flange N5 connection 4 N12 l3 Slip Joint N2 -11 1N10 kPinned at I ground Member Section RISA3D Model Member Labels Member Length (ft) j ~ Is 0 14 U, 0 C%1 C') 0 0 Co 3131 Camino Del Rio N project lonis by NA sheet no. Suite 1080 SanDiego, CA 92108 location date 1-16-19 uIting p (619) 521-8500 1 (619) 521-8591 client job no. 1800111 Engineers www.kpff.com Exterior Stud _-___-• RISA3D Loads Dead Load Wind Load -.05k/I - .07k/ft V O5k/ 05k/I ' .07k/ft -. .07k/ft 05k! -. 05k/I .07k/ft -.07k/ft O5k/ 07k/ft Cladding DL = 37.5psf V -.05k C&C WL = 52.5psf 05k/f' -.05k/ft Studs @ 16" - 50 Of Studs @ 16" - 70 plf Load Combos Description Solve PDelta SRSS BLC Factor BLC Factor DEAD Y DL I WIND Y WL 1 Deflection 3 Y DL I WL .42 Deflection 4 2) V DL 1 WL -.42 IBC 16-3 (b) (a) 21 V DL 1.2 WL .5 IBC 15-3(b) (b) 21 V DL 1.2 WL -.5 IBC 16-4 (a) (a) 2 Y DL 1.2 WL 1 IBC 16-4(a)(b) 21 V DL 1.2 WL -1 IBC 16-6 (a) 2) V DL .9 WL I IBC 16-6(b) 2) V DL .9 WL -1 Iq* 3131 Camino Del Rio N project lonis by NA sheet no. Suite 1080 SanDiego. CA 92108 location date 1-16-19 p (619) 521-8500 c. Co f (619) 521-8591 client job no. 1800111 Engineers www.kpff.com Exterior Stud RISA3D Results Enveloped Unity Check Results Enveloped Shear Check Results (0 IN 0) 0 CD Enveloped Moment Diagram (k-ft) I1.2 .9 9 Enveloped Axial Diagram (k) 410.2 .3 .9 9 .9 S 4 6 ci Iq3C.f.s.fitin. Engineers 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521.8500 (619) 521-8591 www.kpif.com lonis location client Exterior Stud by NA sheet no. date 1-16-19 job no. 1800111 RISA3D Results Enveloped Deflection Check Results D+0.42W__\; D-0.42W —\ [] Beam - Design Rule Span Dell [in) Ratio LC Dell [in) Ratio L 1 Typical 1 -.2176 1103 3(DL+WL) .2176 1103 4(DL+WL) 2 M2 Typical 1 .5098 376 3(DL+WL) -.5098 376 4(DL+WL) 3 2 .0247 2912 3(DL+WL) -.0247 2912 4(DL+WL) 4 M3 Typical 1 .0944 3050 3(DL+WL) -.0944 3050 4(DL+WL) 5 2 -.000333 NC 3(DL+WL) .000333 NC 4(DL+WL) [U M4 Typical 1 .1563 1074 3(DL+WL) -.1563 1074 4(DL+WL) M5 Typical 1 -.2176 1103 3(DL+WL) .2176 1103 4(DL+WL) 18 M6 Typical I .4899 392 3(DL+WL) -.4899 392 4(DL+WL) 2 -.0355 6757 3(DL+WL) .0355 6757 4(DL+WL) roJ M7 Typical 1 .0679 1768 3(DL+WL) -.0679 1768 11 2 2.263e-5 NC 3(DL+WL) -2.263e-5 NC 4(DL+WL) L/360 ... OKY >LI360 ... OK 0 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com ITff 0 lonis Conference Center Exterior Cladding Support Wing Wall Calculations C ®ELEVATION 140414*42 - --i 3131 Camino Del Rio N project lonis Suite 1080 by IE5 sheetno. San Diego, CA 92108 location p (619) 521-8500 1q*date Consulting f (619) 521-8591 client job no. 1800111 Engineers www.kpff.com Wing Wall Design is Wing Wall Sections --4°-s NOVIUM 'IF.7. -aZ-- }s --5r--s i ®ELEVATION SCM 114.1, b ROOPS14EEN -- --91l - ®ELEVATION See R15A3D Report on following pages for tube steel frame design See HlLlTl output for HSS anchorage to pile See spreadsheet for HSS to base plate weld See spreadsheets for pile design See Enercalc for base plate check ASCE 7-10 Ref.: Figures 26.5-lA, 26.5-11 26.7.3 26.9.4 26.6 & Table 26.6.1 27.3.1 & Table27.3-1 Table 26.9-1 Table 26.9.1 Figure 26.8-1 26.8.2 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 B SOUDSIGNOR f FREESTANDING Is IN GROUND SURFACE ELEVATION VIEW CROSS-SECTION VIEW 29.3.2 Fl W.4 .:,t CASE A PANGE CASE B weD t-. p.-.. WIND RENGE E6 Project I Ilonis Conference Center I By NA I Sheet I I Date I I 1/19 1cjff ,6,g$un sI9g,, I I I Job 10o. I1800111 IRevised I I I ANDING WALLS AND SOLID SIGNS ASCE 7-10, Chapter 29.4 Analysis Variables: Basic Wind Speed Exposure Category Width of Sign/Wall Height of Sign/Wall Vertical Loclion of Sign/Wall Gust Effect Factor Area of Sign/Wall Percent Solid Wind Directionality Factor Velocity Pressure Exposure Coefficient Topographic Effects, $26.8: Hill Shape Building Location Height of Hill Halt-Length of Hill Distance from Crest of Hill Topographic Factor at Mean Roof Height Velocity Pressure. 829.3.2 Velocity Pressure Force Coefficient, C, Figure 29.4.1 Bla 0.79 s/h 1.00 Case A & B Case C V= 110 mph C B= 26.08 5= 33.08 h 33.08 0= 0.85 A. a 658 at = 100.00% K, = 0.85 Kh = 1.00 cC 9.5 C= 900 None Downwind of Crest NC 0 L. 0 X. 0 K= 1.00 H./Lh = 0.00 K, = 0.00 K, = 1.00 C 1.00 = 26.4 pat Cf p/psi) F(klp) 1.49 33.5 psf 28.7 kip 0.211 = 5.28 Return Corner? No Lr 0.08 Li/s 0 Reduction factor = 1.00 Cf p (Pat) F (kip) C, I = 0.00 0.00 0.00 C, 2 C 0.00 0.00 0.00 C, 3 = 0.00 0.00 0.00 Cf 4- 0.00 0.00 0.00 C,5= C, 6- C,7= F,,,,, = 0.00 S S auewn PLAN VIEWOFWALLOR SIG N WITH A RETURN CORNER =(Liji -t-' B F1I P2 4 WIND CASE C F4t P31 -I I Fl PLAN VIEWS Case C, Wind Pressure 0.0 it 10.0 ft 20.0 ft 300 it 40.0 ft 50.0 ft 60.0 ft 70.0 ft -------------------------- \_Does not govern for B/s < 1.0 0.00 -Wind Pressure (psf) -- - Sign Extent El Page 1 lonis - Exterior Wall: E8 (Global) Model Settings Display Sections for Member Caics - Max Internal Sections for Member CalcsL Include Shear Deformation? Increase Nailing Capacity for Wind?______ Include Warping? Trans Load Btwn Intersecting Wood WaIl? Area Load Mesh (in "2)_________________ Merge Tolerance (in)' P-Delta Analysis Tolerance_____________ Include P-Delta for Walls?. - Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness_________ Gravity Acceleration (ft/secA2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis_________________________ Global Member Orientation Plane Static Solver— Dynamic Solver_____________________ Hot Rolled Steel Code Adjust Stiffness?______________________ RlSAConnection Code Cold Formed Steel Code______________ • Wood Code Wood Temperature1___________________ Concrete Code_______________________ Masonry Code'— Aluminum Code Stainless Steel Code__________________ Adjust Stiffness?_______________________ Number of Shear Regions Region Spacing Increment (in)'__________ Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections?._ Use Cracked Sections Slab?____________ Bad Framing Warnings? Unused Force Warnings? - - Min I Bar Diam. Spacing?______________ Concrete Rebar Set Mm % Steel for Column'______________ Max % Steel for Column 71 es es es es. 44 2 .50% es es 2.2 L Z parse Accelerated ccelerated Solver_________________ Al SC 14th(360-10): LRFD Yes(lterative)E Al SC 14th(360-I0): LRFD___________ AISI SI00-16: LRFD AWC NDS-15: ASD <IOOFL.._______________________ ACI 318-14 ACI 530-13: Strength' AA ADM 1-15: ASD - Building________ Al SC 14th(360-10):ASD Yes(lterative)_______________________ xact_Integration 5L11 - ectangular________________________ IV es 'es Io 'es Io EBAR_SET_ASTMA6 15 RISA-313 Version 17.0.2 [P:\...\...\...\...\Wing Wall\lonis - Exterior Wall Wind Design.r3d] Page 2 E9 KPFF lonis - Exterior Wall: Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .02 CtZ .02 T X (sec) - Not Entered T Z (sec) Not Entered 1 3 , R R 13 Ct Exp. X .75 Ct Exp. Z .75 SD1 I_____________________ SOS I___________________________ 51 1 TL (sec) 5 Risk Cat lorli Drift Cat Other OmZ I_________________ OmX I d 4 CdX 4 Rho RhoX I - - Hot Rolled Steel Properties I hI C n,;i i ri,i ki,, Th.- Al v;4rI,.n I A992 29000 11154 .3 .65 .49 50 _11_ 65 _11_ 2 A36Gr.36 29000 11154 .3 .65 .49 36 _1_ 58 1.2 3 A572 Gr.50 29000 _11154 .3 .65 .49 50 _1j_ 65 1.1 4 A500 Gr B RND 29000 11154 3 65 527 42 _14_ 58 1.3 5 A500Gr.BRect 29000 _11154 .3 .65 .527 46 _14_ 58 _1. 6 A53Gr.B 29000 11154 .3 .65 .49 35 _1_ 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 _1:4_ 65 1.3 Concrete Properties I hl = fl,fl r rI,n Pd,. It n......,rt. 4'..rI,.1 I .I..M .IrLd1 I Conc3000NW 3156 13721 .15 .6 .145 3 1 60 60 21Conc3500NW 3409 1482 1_.15 .6 .145 3.5 1_ 60 60 3 Conc4000NW 3644 1584 .15 .6 .145 4 _1_ 60 60 4 Conc3000LW 2085 907 .15 .6 .11 3 .75 60 60 5 Conc3500LW 2252 1 979 .15 .6 .11 3.5 .75 60 60 6 Conc4000LW 1 2408 1 1047 .15 .6 .11 4 .75 60 60 Ll RISA-30 Version 17.0.2 [P:\...\...\...\...\Wing WalI\Ionis- Exterior Wall Wind Design.r3d] Page 3 E10 V CO !: I U) I U) I ItOo S.- -S. I I -S. 17 0 z C-, Z7 Z7 1 kPFF SK-2 NA lonis - Exterior Wall 1800111 Member Sections lonis - Exterior Wall Wind Design.r3d tage ;i Eli Page 4 E12 KPFF lonis - Exterior Wall: 0 Member Primary Data Label I Joint J Joint K Joint Rotat.. Section/Shaoe TvDe Des ion List Material Dasirin I Ml N10 N3 10 HSS12X10X8 Column SquareTube1 A500 Gr.B Rect TypçI 2 M2 N4 N6 HSSIOXIOX6 Column SquareTube A500 Gr.B Rect Typical 3 M3 N2 N5 - HSSI2X6X6 Beam Tube A500 Gr.B Rect Typical 4 M5 N3 N6 HSS6X6X6 Beam Tube A500 Gr.B Rect Typical 5 M6 I N6 N9 HSS6X6X6 Beam _Tube A500 Gr.B Rect Typical 6 M7 N13 N15 - HSSIOXIOX6 Column _Tube A500 Gr.B Rect Typ!ggl 7 M8 N31 N16 - HSSI2X6X6 Beam Tube A500 Gr.B Rect Ty cal 8 M9 N15 N14 - HSS6X6X6 Beam Tube A500 Gr.B Rect jYPc? 9_ M11 N19 N21 - - HSSI2X6X6 Beam RECT A500 Gr.B Rect ITYPIc? 10 MI3A N24A N25 HSS6X6X6 Beam Tube A500 Gr.B Rect —Typical .lj_ M14 I N26 N9 - HSS6X6X6 Column SquareTube A500 Gr.B Rect Typical 12 M15 N29 N30 HSSI2X6X6 Beam Tube A500 Gr.B Rect Typical 13 M14A N32 N3IA - - CRND30 Column Round Conc3000NW Typç 14 MI5A N32 N33A - - HSSIOXIOX6 Column SquareTube A500 Gr.B Rect Typical 15 M16 N33A N34A - - HSSI2X6X6 Beam - RECT A500 Gr.B Rect _Typical 16 MI6A I N20 IN34AI- - W24X176 Column SMF Wide Fla ... 1 A992 Typical S RISA-30 Version 17.0.2 [P:\...\...\......\Wing Walllonis- Exterior Wall Wind Design.r3d] Page 5 E13 E14 KPFF lonis - Exterior Wall: 0 Member Distributed Loads (BLC 1: Dead) Member Label Direction Start Maunifljdelk/lLFksfl End Maanitud1k/ftStart LnrtinnFff%1 Fnd I cv'itinnFft O/ I M6 Y -.28 -.28 0 0 M5 IY1 145I '-45 0 0 3 M3 V -.66 -.66 0 0 '4 M15 -1 38 '-1 38 0 15 5 Mil V -.65 -.65 0 0 - Member Distributed Loads (BLC 2: Wind) Member Label Direction Start MaanitudeFk/lt.F.ksfl End Maanitudelklft.... Start LocatianFlL%1 End Loca1inn1ft%1 I M6 Z .2345 .2345 0 0 1 121' 'MS' 1.348 1348 0 0 3 M3 Z .871 .871 0 0 ;M9 1.261 1.261: 0 0 5 M8 X .375 .375 0 0 1M15 1.23 1.23' 0 0 7 M16 Z I .36 .36 0 0 M11 1.36 L361 101 9 MI5A Z .08 .08 0 0 RISA-313 Version 17.0.2 [P:\......\...\...\Wing WalI\Ionis - Exterior Wall Wind Design.r3d] Page 6 EIS z 'a X -.45k/It -.66k/I -1.38k/ft -4 - 77 77377 Loads: BLC 1, Dead KPFF SK-4 NA lonis - Exterior Wall 1800111 Dead Load lonis - Exterior Wall Wind Design.r3d Page 6 E16 X .348k1ft wt .261k/fy5'' '36k/ft .375k/ft< >36k/ft '.4- -'.4 .08k/ft 7717 7; .7 7; ,'7 PLoads: BLC 2, Wind cPFF SK-5 NA lonis - Exterior Wall 1800111 Wind Load lonis - Exterior Wall Wind Design.r3d Page 7 E17 KPFF lonis - Exterior Wall: Basic Load Cases BLC Description Categy X Gr ... Y Gr...Z Gr... Joint Point DistributedArea(Mem... Sur1cPlateiWall)_ I Dead I DL -1 5 I Wind I - WL 9 Load Combinations DAsrrintirIn SnIvAPflA --- S.. RLC F RI..0 Fc.. BLC Ftor BLC ______ ___ - — ••ii•ii ___-__---__aauus••uiuuu _____ - — _'T _____ kfltIU!U - - - — rIri&i•In._-ii — uuuu•ui•i••• —_- III .. S RISA-31D Version 17.0.2 [P:...\...\...\...\Wing Wall\lonis - Exterior Wall Wind Design.r3dJ Page 8 S E18 E19 1 N2 max 0 3 0 3 1.27 112 8.94903 12 1 3.837e-03 121 0 1 3 2 mm 0 2 -.005 2 0 2 1 0 1 2 1 0 2 -3.342e-04 1 2 3 1 N3 max .015 12 0 3 1 3.069 12 11.06e-02112 3.962e-03 121 0 4 1 min 1 0 3 -.006 77 0 2 0 2 .0 2 -4.513e-04 2 5 1 N4 maxI 0 13 0 13 0 13 0 4 9.385e-03 12 0 3 _L mm 0 2 0 2 -1 0 2 -3.672e-03 12 0 2 -1.82 le-04 2 7 1 - N5 maxI 0 13 0 3 1 0 13 7.42803 112 9.385e-03 12 684 12 8 mm 0 2 -008 2 0 2 0 2 0 2 0 3 N6 max .014 12 0 3 2.242 12 1.445e-02 12 5.497e-03 12 1.699e-04 12 10 mm 0 3 -012 2 0 2 0 2 0 2 0 3 _11 N7 max 0 131 0 13 0 13 0 13 0 13 0 13 _11 _____ min 0 2 0 2 0 2 0 12 0 2 0 2 13 N9 max .014 12 0 3 1.784 12 1.208e-02 12 2.056e-03 13 5.527e-04 12 m 0 3 -002 2 0 2 0 2 0 2 0 3 151 NI0 max o 13 o 13 0 13 0 13 0 13 0 1 13 _16 min 0 2 02 .0 2 0 2 0 2 0 2 17 Nil max 0 130 130 130 13 0 130 13 18 min 0 2 a 2 0 12 02 0 2 1 0 }2 19 N12 max .014 12 0 3 0 12 4.794e-05 121 4.691e-04 12 0 4 20 mm 0 2 0 2 0 3 0 3 0 21505e-0312 21 1 N13 maxI 0 130 130 130 13 0 130 13 12. mm 0 2 0 2 0 2 0 2 0 2 0 23 N14 max 0 13 0 1131 0 13 3.159e-04 12 2.442e-02 112 0 4 24 min 0 2 1 0 12 1 0 2 0 3 0 j2 -1.002e-02 12 25 I N15 ImaxI 3.265 121 0 1 3 1 0 3 1 0 1 3 l.1 39e-02 1121 0 j.. 26 1 min a 2 -.003 2 1 0 2 -8.25e-05 2 1 .0 2 -1 .002e-02 12 27 N 16 max 0 13 0 113 0 13 7.866e-05 121 9.101 e-03 12 0 4 28 mm 0 2 0 2 0 2 0 3 0 9_177e-03 12 29 N19 max 0 3 0 3 .544 12 5.182e-03 12 0 4 3.50le-04 12 30 min 0 2 -.003 2 0 2 0 2 -2.488e-03 12 0 3 31 N20 max 0 13 0 13 0 13 0 13 0 113 0 13 32 min 1 0102.0102. 0 102. 33 N21 max 0 3 0 3 0 4 3.956e-04 121 0 4 1 0 3 34 min 0 2 -.003 2 -.029 12 0 2 .-5.062e-03 12 -2.277e-05 2 35 N24A max .015 12 0 3 1.505 12 1.417e-02 12 5.815e-03 12 0 3 36 mm 0 1 -_011 2 0 2 0 2 0 2 1 .342e-04 2 37 N25 max .016 12 0 3 1.191 12 1.098e-02 12 1.011e-03 13 0 3 38 mm 0 3 -.002 2 0 2 0 2 0 2 -6.41e-05 2 39 N26 Imax, 0 131 0 13 0 13 7.761e-03 121 1.0111le-03 131 0 3 40 min 1 0 11 0 2 0 1. 0 2. .0 1. --° 2. 41 2/S322 maxI 0 13 0 13 0 13 0 131 0 131 0 13 42 mO I 02 0202 0 102. 43 l/S322 0 13 0 13 0 13 0 13 0 13 0 13 44 Am$ax 0 2 0 2. 0 2 0 2. 0 2 0 2 45 3/S322 m0 13 0 13 0 13 0 13 0 13 0 13 .46 min 02020202 0 _1 0 2 47 N29 max 0 I 131 0 131 0 13 1 1.252e-03 12 5.003e-03 12 0 14 48 r!ta 0 1. 0 2. 0 1. 0 3 ,o 2 -8.209e-0 12 49 N30 max .722 12 0 3 0 12 0 3 3.831 e-03 12 0 4 50 min 0 2 -.002 2 0 3 -2.439e-04 2 .0 2 8.209e-03 12 51 N31 max 1.249 12 0 3 0 3 2.819e-05 12 5.635e-03 12 0 4 52 mm__a_1 -.002 2 { 0 2 0 3 0 2 1-9.177e-03 Iii I I 0 C CO LIA C 0 1 C) a) '4- a) E20 KPFF Ioriis - Exterior Wall: 0 Envelope Joint Displacements .Inint Y lini U, V Eni If, 7 rfr1 I ( V PMthinri I ( V Pnttinn rrvu 1(' 7 DMfinn RISA-31) Version 17.0.2 [P:\...\...\...\... Ming Wall\lonis- Exterior Wall Wind Design.r3d] Page 10 - Envelope Beam Deflection Checks - Beam Design Rule Span Defi Fini Ratio LC Defi lini Ratio LC Defl in Ratio LC 0 I M3 Typical N/A N/A N/A -.0318 4901 2(p 0 NC 3(L L) _1_ 2 M5 Tvpcal I N/A N/A N/A -.0791 1971 2( 0 NC-T-3(LL) 3 M6 Typical _1_ N/A N/A N/A -.0386 3729 2( 0 NC 3(LL) - 4 M8 _Typical _1_ N/A N/A N/A 1 0 NC 2() 0 NC 3(LL)_ 5 M9 Typical _1_ N/A N/A N/A 0 1 NC 2()0 NC 3(LL)_ 6 M11 _Typical _1_ N/A N/A N/A -.0239 6405 2(!_ 0 NC 3(LL)_ 7 MI3A _Typical _1 N/A N/A N/A 0 NC 2() 0 NC 3(L_) 8 M15 _Typical _1_ N/A N/A N/A -.0475 3538 2() 0 NC 3(LL) 9 M16 _Typical _1_ N/A N/A N/A 0 NC 2() 0 NC E21 KPFF lonis - Exterior Wall: Envelope Joint Displacements (Continued) Am innt V flnl I f V rini I ( 7 rj,,1 I ( V Pnttini, I C V Rntht,nn rrd1 I C 7 Rnttinn 53 N3IA Imax Ol31Ol3O13 0 13 0 13 0 13 4. min 0 2 0 2 1 0 2 0 2 0 2 0 2 55 N32 max .006 12 0 3 1 .076 12 7.368e-04 12 0 4 0 3 56 min 0 3 0 2 0 1 2 0 2 -1.086e-04 12 -5.059e5 2 57 N33 max 0 3 0 3 .829 112 5.887e-03 12 0 4 5.435e-05 12 58 mm -.01 2 -.003 2 0 2 0 1 2 -3.401e-03 12 0 3 59 N33A maxI 0 3 0 . 1.591 H2 1 5.821e-03 112 1 0 ..j.1 0 1 60 min 0 2 -.004 2 0 2 0 2 -5.657e-03 12 -5.01e-05 2 61 N34A max 0 3 0 3 .285 12 2.75e-03 121 0 4 4.327e-06 12 62 min 0 2 -.003 2 0 2 0 2 -1.024e-02 12 0 3 63 N35 max 0 131 0 3 0 13 1.07e-03 121 0 4 0 3 64 1 minO 2-.003 2 0 2 0 2 -6.292e-03 12-8.859e-062 65 1 N37 maxI 0 13 0 3 1 0 1131 0 4 1 0 4 7.392O6 1 12 mm 0 2 -.002 2 1 0 1 2 1-3.125e-04 12 -3.081 e-03 1121 0 1 3 Beam Deflection Check OK' RISA-30 Version 17.0.2 [P:\...\...\...\... Wing Wallloriis - Exterior Wall Wind Design.r3d] Page 11 fl Joint Label X(kj ZN MX(k-ttj MY [k-ft] MZ (k-ifj N10 .351 14.166 0 0 0 -2.27 6 N13 0 6.062 -.44 -1.786 0 0 - 6 N31A -.405 22.73 0 0 0 6.482 6 COG (It): X: 54.844 Y 20.632 1.822 7 Nb .301 12.142 0 1 0 0 -1.945 7 N13 0 5.196 -.377 -1.531 0 0 7 N31A -.347 19.483 0 0 0 5.554 7 COG (ft): )C 54.844 Y 20.632 Z:.822 8 N10 .301 12.142 -2.165 -56.788 -9.951 -1.945 8 N13 -2.378 5.196 -.377 -1.531 -9.251 40.733 8 N31A -.347 19.483 -2.709 1 -70.074 7.154 5.554 8 COG (if): )C 54.844 Y 20.632 Z:.822 9 N10 .301 12.142 -4.331 -113.576 -19.902 -1.945 N13 -4.756 5.196 -.377 -1.531 -18.501 81.467 9 N31A -.347 19.483 -5.417 -140.149 14.307 5.554 9 COG (It): X 54.844 Y 20.632 Z .822 10 N10 .226 9.107 -4.361 -112.932 -19.713 -1.459 10 N13 -4.757 3.897 -.283 -1.148 -18.434 81.237 10 N31A -.26 14.612 -5.418 -139.962 14.273 4.164 10 COG (It): )C 54.844 Y 20.632 1.822 2 5 6 7 8 9 13 14 15 16 [I S 3131 Camino Del Rio N project lonis Suite 1080 by Iq*p(619) 521-8500 122 heat no. SanDiego, CA 92108 location date Consulting f (619) 521-8591 client job no. 1800111 Engineers www.kpff.com Wing Wall Design HSS to Pile Anchorage H 13 C 0 Joint Reactions (By Combination) [Ii '-Governs anchorage design www.hilti.us t'roTis Ancnor i.o.0 Company: KPFF Page: 1 Specifier: NA Project: lonis Address: 3131 Camino del Rio N, Ste 1080 Sub-Project I Pos. No.: 1800111 Phone I Fax: 619-521-8500 I Date: 1/16/2019 E-Mail: Specifie?s comments: I Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1112 Effective embedment depth: her = 14.000 in. Material: ASTM F 1554 Proof: Design method ACl 318-Ill CIP Stand-off installation: without damping (anchor); restraint level (anchor plate): 2.00; eb = 1.000 in.; t = 1.250 in. Hilti Grout: CB-G EG, epoxy, fc,Gmul = 14,939 psi Anchor plate: l x l, x t = 20.000 in. x 20.000 in. x 1.250 in.; (Recommended plate thickness: not calculated Profile: Rectangular HSS (AISC); (Lx W x T) = 12.000 in. x 10.000 in. x 0.500 in. Base material: cracked concrete, 4000, f,= 4,000 psi; h = 48.000 in. Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: >= No. 4 bar with stirrups Corner reinforcement acc. to ACl 318-11 Part D.6.2.3 (c) present R - The anchor calculation is based on a rigid baseplate assumption. Geometry & Loading [kip, ft.kip] 0.9 S3 44S ~ A7, — - - ~_"4 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG. Schaan www.hilti.us Company: KPFF Specifier: NA Address: 3131 Camino del Rio N, Ste 1080 Phone I Fax: 619-521-85001 E-Mail: old I Profis Anchor 2.8.0 Page: 2 Project: lonis Sub-Project I Pos. No.: 1800111 Date: 1/16/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 8.050 3.749 0.000 3.749 2 0.000 4.104 2.611 3.167 3 0.000 3.241 3.193 0.556 4 0.000 3.322 2.611 -2.055 5 8.677 2.637 0.000 -2.637 6 24.155 3.322 -2.611 -2.055 7 27.363 3.241 -3.193 0.556 8 23.642 4.104 -2.611 3.167 max. concrete compressive strain: 0.39 [%o] max. concrete compressive stress: 1,679 [psi] resulting tension force in (x/y)=(-0.09115.785): 91.887 [kip] resulting compression force in (x/y)=(0.170/4.839): 106.087 [kip] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load 06 08 Ten ion 05 x 04 02 ComQsion S Load Nea [kip] Capacity $ N [kip] Utilization PM = NJ$ Nn Status Steel Strength' 27.363 61.335 45 OK Pullout Strength' 27.363 Concrete Breakout Strength"' N/A Concrete Side-Face Blowout, direction y+" 27.363 * anchor having the highest loading "anchor group (anchors in tension) Tension Anchor Reinforcement has been selected! 3.1 Steel Strength N [kip] $ $ N. [kip] N [kip] 81.780 0.750 61.335 27.363 69.843 40 OK N/A N/A N/A 71.027 39 OK 3.2 Pullout Strength N [kip] qi c.p a $ Np,, [kip] Nua [kip] 99.776 1.000 1 0.700 69.843 27.363 3.3 Concrete Side-Face Blowout, direction y+ Cal [in.] A [in.2] a Nab [kip] agroup s [in.] 5.300 0.00 1.000 94.703 1.000 Nsbg [kip] $ Nsbg [kip] N 3 [kip] 94.703 0.750 71.027 27.363 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 5chaan Hilti is a registered Trademark of Hill AG, 5chaan Capacity $ V [kip] Utilization iv = VJ$ Vn Status 25.515 17 OK 5.282 78 OK 9.736 43 OK N/A N/A N/A www.hiltl.us Profis Anchor 2.8.0 Company: KPFF Page: 3 Specifier: NA Project: lonis Address: 3131 Camino del Rio N, Ste 1080 Sub-Project I Pos. No.: 1800111 Phone I Fax: 619-521-8500 I Date: 1/16/2019 E-Mail: 4 Shear load Load V. [kip] Steel Strength' 4.104 Steel failure (with lever arm)' 4.104 Pryout Strength' 4.104 Concrete edge failure in direction " N/A 'anchor having the highest loading "anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength V. [kip] 4) 4) 4) V. [kip] Vua [kip) 49.068 0.650 0.800 25.515 4.104 4.2 Steel failure (with lever arm) I [in.] am 2.375 2.00 NjiI N, I - N/$ N. M [ft.kip] M. = M (1 - NU/$ N5) [ft.kip] 0.385 0.615 1.308 0.804 V = aM M. / 'b [kip] 4) 4, V [kip] Vu, [kip] 8.126 0.650 5.282 4.104 4.3 Pryout Strength A, [in.2] AN.0 [in.2] camin [in.] k, cac [in.] W c.N her [in.] 77.51 112.36 5.300 2 - 1.000 3.533 eci.v [in.] w ecly ev [in.] W ec2.V V ed.N k 0.000 1.000 0.000 1.000 1.000 24 X a Nb [kip] 4 4, Vq [kip] Vua [kip] 1.000 10.081 0.700 9.736 4.104 5 Combined tension and shear loads ON tv C Utilization lN.v [%] Status 0.446 0.777 5/3 92 OK PNV-l4I3<= I Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Ililti AG, FL-9494 Schaan Huh is a registered Trademark of Huh AG, Schaan S www.hilti.us • .EM Profis Anchor 2.8.0 Company: KPFF Page: 4 AftSpecifier: NA Project: lonis Address: 3131 Camino del Rio N, Ste 1080 Sub-Project I Pos. No.: 1800111 Phone I Fax: 619-521-8500 I Date: 1/16/2019 E-Mail: 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The cD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.5.2.9 for information about Anchor Reinforcement. The design of Anchor Reinforcement is beyond the sco e of PROFIS Anchor. Refer to ACI 318-11, Part D.6.2.9 for information about Anchor Reinforcement. V IV IV Anchor ReinforcF been selected as a design option, calculations should be compared with PROFIS Anchor ulations. Fastening meets the design criteria! 0 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan HiIIi is a registered Trademark of Hilti AG. Schasn S www.hilti.us Profis Anchor 2.8.0 Company: KPFF Page: 5 Specifier: NA Project: lonis Address: 3131 Camino del Rio N, Ste 1080 Sub-Project I Pos. No.: 1800111 Phone I Fax: 619-521-8500 I Date: 1/16/2019 E-Mail: 7 Installation data Anchor plate, steel: - Profile: Rectangular HSS (AlSC); 12.000 x 10.000 x 0.500 in. Hole diameter in the fixture: df = 1.563 in. Plate thickness (input): 1.250 in. Recommended plate thickness: not calculated Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 14.000 in. Minimum thickness of the base material: 15.500 in. Coordinates Anchor in. Anchor x y c. c 5 c. c.y 1 8.000 0.000 21.300 5.300 13.300 13.300 2 6.541 -6.541 19.841 6.759 6.759 19.841 3 0.000 -8.000 13.300 13.300 5.300 21.300 4 -6.541 -6.541 6.759 19.841 6.759 19.841 Anchor x y c. c•5 c, c.., 5 -8.000 0.000 5.300 21.300 13.300 13.300 6 -6.541 6.541 6.759 19.841 19.841 6.759 7 0.000 8.000 13.300 13.300 21.300 5.300 8 6.541 6.541 19.841 6.759 19.841 6.759 S Input data and results must be checked for agreement with the existing conditions and for plausibililyl PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 5chaan Hilti is a registered Trademark of Hilti AG, Schaan I 11ff 3l3lcamlnadel Rio N. Ste 1080 IP,oect ilonis lRevised BY 'NA E6t I San Diego. CA92108 p 6i9.S2L85 I I www.kpff.com JobNo. 1800111 I Location I Datef 619.521.8591 General Method: LRFD Shape: AISC Column: HSSI OXIOXI/2 Weld Type: Fillet D= 5/16 in Fybase = 46 ksi Check HSS Weld to base plate Manual Shape Overrides Deskin Forces Weld Shape: Rectangle Fx = k Mx = d = 10.00 in Fy = 4.4 k MY = b= 10.00 in Fz= k Mz= ase.min = in 113.0 k-ft k-ft 19.2 k-ft 1°-b —'a d2 lad . S=bd+j- x 1w: = (b +d)3 b2 = bd + Weld Shape: Rectangle d= 10.00 in b= 10.00 in tmin = 0.50 in L= 40.0 in S = 133.3 in SWV = 133.3 in Jz = 1333.3 in C = 7.1 in = 10.17 k/in f2 = 0.00 k/in f3 = 0.11 k/in f4 = 1.22 k/in f= 10.24 k/in 6= 83 degrees rn,weld = 10.40 kIm DCR= 98% tbasedev = 0:25 in C = fGb + Base Metal Thickness at Thinnest Point F M M F fi=±—+— 13=j fr jf1'7'+f+f32+f Weld Demand Weld Angle from Longitudinal Axis Weld Strength Base metal developed in tension by a single-sided weld M.. c f4 =-;--- 1w: Base metal can develop a single-sided weld. See Note 4. n Convention: X is in +3 Y is in Z is in and out of the page (+Z is tensile) This analysis considers welds as linear-elastic lines according to Design of Welded Structures by Omar W. Blodgett. Directly applied loads are assumed to act through the center of restraint of the weld group. "D" is a nominal weld size, "(E)" is an effective weld size. The enqineer is resoonsible for vedfvinQ the load oath and caøacitv the base metal. 0 project lonis by E29 sheet no. 3131 Camino Del Rio N location San Diego, CA 92 108 Iq ,1t Suite 1080 date client job no. 1800111 p (619) 521-8500 consulting Wing Wall Design Engineers www.kpff.com Pile Embedment Depth Pile embedment depth calculated as non-constrained pole footing per CBC. See calculations on following pages. Per geotech report, the top lu-oil of soil is neglected, therefore actual embedment depth is increased by a minimum of l,-O". NI .0 '•1110 I 0 - -- --- -- "N13 . I 0 N31A Allowable load combos for pile embedment Envelope Joint Reactions - ____ _X (k] L. Y(k) L ZN L. MX -L.MV(k-ftJL. MZft LC T itt max .251 18 10.119 18 -2.611 18 -67.378 19 -11.716 19 -.972 19 _________ mm .15 19 6.071 19 -2.635 19 -67.888 18 -11.865 18 -1.621 18 3 N13 max -2.854 18 4.33 18 -.188 19 -.765 19 -11.02 19 48.788 18 4 - mm -2.855 19 2.598 19 -.314 18 -1.276 18 -11.074 18 48.606 19 N3IA max -.193 19 16.244 18 -3.312 18 -85.902 19 7.838 18 5.359 18 6 ____ mm -.322 18 9.747 19 -3.313 19 -86.037 18 7.813 19 3.214 19 3l3l Camino del Rio N,StelosD jt lonis By Sheet E30 j?11TF 5anDiego.C492108 Location 1/S322 Date p 619.521.85X f 619.521.8591 Job No. 1800111 Revised www.kptf.com He Embedment M1 F Model Output Data io Column Shape M Soil Capacity Data LSCB 300 psf/ft Allowable Passive Pressure max 4000 psf maximum allowable passive pressure LDF1 1.0 Load Factor 1(1806.1) D LDF2 1.0 Load Factor 2 (1806.3.4) d 30 in Pier Diameter Load Data F 2600 lb Total shear force H 0 ft Pedestal height d M1 0 lb-ft Applied moment at column base Mg 67900 lb-ft Applied moment at grade Controlling Load Combination: Shear Force and Bending Moment het 26.12 ft distance of resultant lateral force Embedment Depth (1807.3.2.1) S1 976 psf allowable lateral passive pressure A 2.49 ft factor I Di 9.76 ft embedment depth required hef=abs(M..g/F) S_1 =min (P_max,L_sbcx min (D, 12 ft)/3)x(LDF]_1 x [LD9_2 A=2.34xabs(F)/(S_lxd) IL D_1=0.5A(1+[1+((4.36h/A)]y Ilonis By I Sheet E31 I I I I I Iq7ff 3131 Camino del Rio N, Ste 1Project 1Location Date San Olego, CA 92108 2/S322 p619.521.8500 f619.521.8591 I I I www.kpff.cøm Job No. I1800111 IRevised I S Wile Embedment Column Shape I (I LSCB 300 psf/ft Allowable Passive Pressure max 4000 psf maximum allowable passive pressure LDF1 1.0 Load Factor 1(1806.1) D LDF2 1.0 Load Factor 2 (1806.3.4) d 30 in Pier Diameter F 2850 lb Total shear force ____________ H 0 ft Pedestal height d M1 0 lb-ft Applied moment at column base Mg 48800 lb-ft Applied moment at grade Controlling Load Combination: h6f 17.12 ft distance of resultant lateral force Si 904 psf allowable lateral passive pressure A 2.95 ft factor D 9.04 ft embedment depth required hef=abs(M..g/F) S_1=min(P_max,L_sbcxmin(D, 12 ft)/3)xgLD9_1 4LD9_2 A=2.34xabs(F)/(S_1 xd) D_1=0.5Af1+[1+(((4.36h/A)]j '\'t( 0 313l Camino del Rio N. Ste 1080 Project lonis By Sheet E32 j rirr San Diego, CA92108 Location 31S322 Date p619522.85110 f 619.521.8591 Job No. 1800111 Revised Bigineem www.kpff.com iIe Embedment M1 F Model Output Data io Column Shape M Soil Capacity Data LSCB 300 psf/ft Allowable Passive Pressure P max 4000 psf maximum allowable passive pressure LDF1 1.0 Load Factor 1 (1806.1) D LDF2 1.0 Load Factor 2 (1806.3.4) d 30 in Pier Diameter Load Data / F 3313 lb Total shear force ___________ H 0 ft Pedestal height d M1 0 lb-ft Applied moment at column base M9 86000 lb-ft Applied moment at grade Controlling Load Combination: Shear Force and Bending Moment heti 25.96 ft distance of resultant lateral force Embedment Depth (1807.3.2.1 S1 1065 psf allowable lateral passive pressure A 2.91 ft factor A I Di 10.65 ft embedment depth required hef=abs(M..g/F) S_1=min(P_max,L_sbcxmin(D, 12 ft)/3)xLDF_1 x LD9_2 A=2.34xabs(F)/(S_1 xd) D_1=0.5A(1+[1+((4.36h/gA)])j)j 0 Applied Loads P-Y -. - - V-Z M-X Dead Load 10.120 k k 0.0 k-ft L: Live k k k-ft Lr: Roof Live k k k-ft S: Snow k k k-ft W: Wind k 5.40k 139.0 k-ft +Vz Earthquake k k k-ft H : Lateral Earth k k k-ft P ' = Gravity load, + sign is downward. "+" Moments create higher soil pressure at +Z edge. i" Shears push plate towards Q edge. Anchor Bolts Anchor Bolt or Rod Description 11/2" Max of Tension or Pullout Capacity k Shear Capacity k Edge distance: bolt to plate 1.50 in Number of Bolts in each Row 3.0 Number of Bolt Rows 1.0 Ix 3131 Camino del Rio N, Suite 1080 c'f KPFF Consulting Engineers, Inc. II Q San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Steel Base Plate Project Title: lonis E33 Engineer: Project ID: 1800111 Project Descr: Printed: 16 JAN 2019, 11:00AM He= P:1181800111 lonis Conference CentetEngExteriorCladdingWing WalNonis Wing Walls.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Description : Wing Wall HSS Base Plate Code References Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2015 General Information I Material Properties AISC Design Method Load Resistance Factor Design cD c : LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Supportfc = 4.0 ksi Assumed Bearing Area :Bearing Area = P I Fp Nominal Bearing Fp per J8 6.80 ksi Column & Plate Column Properties Steel Section: HSS1 2x10x3/8 Z Depth 121n Area 14.6 jnA2 ,.j Width 10 lOin lxx Flange Thickness 0.349 in lyy Web Thickness in InA4 ' Plate Dimensions N : Length 20.0 in B : Width 20.0 in Thickness 1.50 in Column assumed welded to base plate. 13 0 Support Dimensions Width along 26.0 in Length along 7 26.0 in KPFF Consulting Engineers, Inc. Project Title: lonis E34 3131 Camino del Rio N, Suite 1080 Engineer: San Diego, CA 92108 Project ID: 1800111 1q)ff (p) 619.521.8500 (f) 619.521.8591 Project Descr: www.kpff.com Printed: 16 JAN 2019, 11:00AM teel Base Plate - - File P:t1181800111 lonis Conference CenteriEnglExteviorCladdingtWing Waiftionis Wing Wails.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Lic. Licensee i.0 Description: Wing Wall HSS Base Plate OVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment 15.473 k-in Plate Design Summary Ib: Max. Bending Stress 27.507 ksi Design Method Load Resistance Factor Design Fb : Allowable: 32.400 ksi Governing Load Combination +1.20D+1.60Lr+0.50W+1.60H Fy * Phi Governing Load Case Type Axial + Moment, L12 < Eccentricity, Tension or Bending Stress Ratio 0.849 Governing STRESS RATIO 1.0 Bending Stress OK Design Plate Size V-8' x V-8" x -1I2 fu: Max. Plate Bearing Stress .... 2.652 ksi Pu : Axial 0.000 k Fp : Allowable: 2.652 ksi Mu: Moment 0.000 k-ft Bearing Stress Ratio 1.000 Bearing Stress OK Load Comb.: +1.40D+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial 14.168 k Fp : Allowable 4.080 ksi Design Plate Height 12.000 in Iii: Max. Bearing Pressure 0.108ksi Design Plate Width 10.000 in Stress Ratio 0.026 Will be different from entry if partial beating used. Plate Bending Stresses Al : Plate Area 120.000 in'2 Mmax = Fu * LA2 /2 0.005 k-in A2: Support Area 676.000 inA2 lb : Actual 0.006 ksi S sqrt( A2/Al) 2.000 Fb : Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation 0.300 in 0.250 in X 0.000 in'2 Lambda 0.000 0.000 in n" Lambda 0.000 in L = max(m, n, n°) 0.300 in Load Comb.: +1.20D+0.5OLr+1.60L+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial 12.144 k Fp : Allowable 4.080 ksi Design Plate Height 12.000 in fu : Max. Bearing Pressure 0.093 ksi Design Plate Width 10.000 in Stress Ratio 0.023 Will be different from entry if partial beating used. Plate Bending Stresses Al : Plate Area 120.000 in*2 Mmax = Fu *LA2 /2 0.004 k-in A2: Support Area 676.000 in'2 lb : Actual 0.005 ksi sqrt( A2/Al ) 2.000 Fb : Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation "rn' 0.300 in 0.250 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'* Lambda 0.000 in L = max(m, n, n°) 0.300 in S 1q)ff KPFF Consulting Engineers, Inc. Project Title: lonis 3131 Camino del Rio N, Suite 1080 Engineer: San Diego, CA 92108 Project ID: 1800111 (p) 619.521.8500 (f) 619.521.8591 Project Descr: www.kpff.com Steel Base Plate File= P:11818OO111 lonis Conference Cent E35 Printed: 16 JAN 2019, 11:00AM INC. 1983-2018, Build:10.18.12.13 Description: Wing Wall HSS Base Plate Load Comb.: +1.20D+1.60L+0.50S+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 12.144k Fp:Allowable 4.080 ksi Design Plate Height 12.000 in fu : Max. Bearing Pressure 0.093 ksi Design Plate Width 10.000 in Stress Ratio 0.023 Will be different from entry if partial bearing used Plate Bending Stresses Al : Plate Area 120.000 ine2 Mmax = Fu * LA2 /2 0.004 k-in A2: Support Area 676.000 ine2 lb : Actual 0.005 ksi sqrt( A2/A1) 2.000 Fb : Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation "rn" 0.300 in "fl" 0.250 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n' • Lambda 0.000 in L = max(m, n, n') 0.300 in Load Comb.: +1.20D+1.6OLr+0.50L+160H Loading Bearing Stresses Pu : Axial 12.144 k Fp : Allowable ............................... Design Plate Height 12.000 in fu: Max. Bearing Pressure Design Plate Width 10.000 in Stress Ratio....................... Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 120.000 ine2 Mmax = Fu • LA2 /2................... A2: Support Area 676.000 jflA2 lb : Actual................................ sqrt( A2/Al) 2.000 Fb : Allowable .............................. Stress Ratio..................... Distance for Moment Calculation "rn" 0.300 in 0.250 in X 0.000 ine2 Lambda 0.000 0.000 in n' • Lambda 0.000 in L = max(m, n, n") 0.300 in Load Comb.: +1.20D+1.60Lr+0.50W+1.60H Axial Load Only, No Moment 4.080 ksi 0.093 ksi 0.023 0.004 k-in 0.005 ksi 32.400 ksi 0.000 Axial Load + Moment, Ecc. > U2 Loading Calculate plate moment from bolt tension... Pu : Axial 12.144 k Tension per Bolt.......................... Mu: Moment 69.500 k-ft Tension: Allowable.................... Eccentricity 68.676 in Stress Ratio.................... Al : Plate Area 400.000 in'2 A2: Support Area 676.000 in'2 Dist. from Bolt to Col. Edge............. snrt( A2/A1 1.300 Effective Bolt Width for Bending..... Plate Moment from Bolt Tension....... Calculate olate moment from bearino.. 13.464k 0.000k 0.000 2.800 in 16.800 in 6.732 k-in max(m, n) 4.300 in Bearing Stresses "A': Bearing Length 1.981 in Fp : Allowable ............................... Mpl: Plate Moment 0.797 k-in fu : Max. Bearing Pressure Stress Ratio.................... Plate Bending Stresses Mmax.......................................... lb : Actual................................ Fb : Allowable................................ Stress Ratio.................... 2.652 ksi (set equal to Fp) 1.000 9.561 k-in 16.997 ksi 32.400 ksi 0.525 S cpff KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (I) 619.521.8591 www.kpff.com teeI Base Plate Project Title: lonis Engineer: Project ID: 1800111 Project Descr: E36 Printed: 16 JAN 2019, 11:00AM xteiiorCladdingWing Waliilonis Wing Walls.ec6 ENERCALC, INC. 1983-2018, Build:10.18.12.13 Description: Wing Wall HSS Base Plate Load Comb.: +1.20D+0.50L+160S+1.60H . Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial 12.144 k Fp : Allowable 4.080 ksi Design Plate Height 12.000 in Iii : Max. Bearing Pressure 0.093 ksi Design Plate Width 10.000 in Stress Ratio 0.023 Will be different from entry if partial bearing used - Plate Bending Stresses - Al: Plate Area 120.000 1nA2 Mmax = Fu * LA2 /2 0.004 k-in *2: Support Area 676.000 inA2 lb : Actual 0.005 ksi sqrt( *2/Al ) 2.000 Fb : Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation "rn 0.300 in n" 0.250 in X 0.000 ine2 Lambda 0.000 fl 0.000 in n • Lambda.................................. 0.000 in - L = max(m, n, fl') 0.300 in Load Comb.: +1.20D+1.60S+0.50W+1.60H Axial Load + Moment, Ecc. > U2 Calculate olate moment from bolt tension... 12.144k Tension per Bolt .......................... 69.500 k-ft Tension: Allowable.................... 68.676 in Stress Ratio.................... 400.000 1ne2 676.000 inA2 Dist. from Bolt to Cal. Edge............. Effective Bolt Width for Bending ..... 1.300 Plate Moment from Bolt Tension ....... 4.300 in Bearing Stresses 1.981 in Fp: Allowable .............................. 0.797 k-in fu: Max. Bearing Pressure Stress Ratio.................... Plate Bending Stresses Mmax ......................................... lb: Actual ................................ Fb : Allowable................................ StressRatio.................... Loading Pu : Axial......... Mu: Moment........ Eccentricity.... Al : Plate Area ......... S A2: Support Area ..... sqrt(A2IA1) Calculate elate moment from bearing... max(m, n) "A": Bearing Length Mpl : Plate Moment 13.464 k 0.000k 0.000 2.800 in 16.800 in 6.732 k-in 2.652 ksi set equal to Fp 1.000 9.561 k-in 16.997 ksi 32.400 ksi 0.525 Load Comb.: +1.20D+05OLr+0.50L+W+1.60H Axial Load + Moment, Ecc. > L/2 Calculate olate moment from bolt tension. 12.144 k Tension per Bolt .......................... 139.000 k-ft Tension: Allowable .................... 137.352 in Stress Ratio.................... 400.000 inA2 676.000 iflA2 Dist. from Bolt to Cal. Edge............. Effective Bolt Width for Bending ..... 1.300 Plate Moment from Bolt Tension....... 4.300 in Bearing Stresses 3.882 in Fp: Allowable ............................... 1.289 k-in fu : Max. Bearing Pressure Stress Ratio.................... Plate Bending Stresses Mmax .......................................... fb:Actual ................................ Fb : Allowable ................................ Stress Ratio.................... Loading Pu: Axial......... Mu : Moment........ Eccentricity........................ Al : Plate Area ......... A2: Support Area ..................... sqrt( *2/A1) Calculate olate moment from beanna max(m, n) W: Bearing Length Mpl : Plate Moment 30.266 k 0.000k 0.000 2.800 in 16.800 in 15.133 k-in 2.652 ksi (set equal to Fp) 1.000 15.473 k-in 27.507 ksi 32.400 ksi 0.849 KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 I<Pff San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Project Title: lonis Engineer: Project ID: 1800111 Project Descr: E37 Printed: 16 JAN 2019, 11:00AM Steel Base Plate File = P.11 1811800111 lonis Conference ENERCAIC, INC. 1983-2018, Build:10.18.12.13 Description: Wing Wall HSS Base Plate Load Comb.: +1.20D+0.50L+0.50S+W+1.60H Axial Load + Moment, Ecc. > L/2 Loading Calculate elate moment from bolt tension... Pu : Axial 12.144 k Tension per Bolt 30.266 k Mu: Moment 139.000 k-ft Tension: Allowable 0.000k Eccentricity 137.352 in Stress Ratio 0.000 Al :Plate Area 400.000 inA2 A2: Support Area 676.000 in*2 Dist. from Bolt to Cal. Edge 2.800 in sqrt( A2/AI) 1.300 Effective Bolt Width for Bending 16.800 in Plate Moment from Bolt Tension 15.133 k-in Calculate plate moment from bearing... max(m, n) 4.300 in Bearing Stresses 'A": Bearing Length 3.882 in Fp: Allowable 2.652 ksi Mpl: Plate Moment 1.289 k-in fu : Max. Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax ..........................................15.473 k-in lb : Actual ................................ 27.507 ksi Fb : Allowable 32.400 ksi Stress Ratio 0.849 Load Comb.: +1.20D+0.50L+0.70S+E+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu: Axial 12.144 k Fp : Allowable 4.080 ksi Design Plate Height 12.000 in Iii: Max. Bearing Pressure 0.093 ksi Design Plate Width Will be different from entry if partial bearing used. 10.000 in Stress Ratio Plate Bending Stresses 0.023 Al :Plate Area 120.000 inA2 Mmax = Fu * LA2 /2 0.004 k-in A2: Support Area 676.000 inA2 lb : Actual 0.005 ksi sqrt( A2/AI) 2.000 Fb : Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation 0.300 in 'n' 0.250 in X 0.000 in*2 Lambda 0.000 0.000 in n'* Lambda 0.000 in L = max(m, n, n") 0.300 in - Load Comb.: +0.90D+W+0.90H Axial Load + Moment, Ecc. > L12 Loading Calculate plate moment from bolt tension... Pu : Axial 9.108 k Tension per Bolt 30.738 k Mu: Moment 139.000 k-ft Tension: Allowable 0.000k Eccentricity 183.136 in Stress Ratio 0.000 Al : Plate Area 400.000 inA2 A2: Support Area 676.000 in'2 Dist. from Bolt to Cal. Edge 2.800 in sqrt( A2/Al ) 1.300 Effective Bolt Width for Bending 16.800 in Plate Moment from Bolt Tension 15.369 k-in Calculate plate moment from bearing... max(m, n) 4.300 in Bearing Stresses "A": Bearing Length 3.821 in Fp : Allowable 2.652 ksi Mpl: Plate Moment 1.278 k-in fu : Max. Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax ..........................................15.369 k-in lb : Actual Fb : Allowable 27.323 ksi 32.400 ksi is Stress Ratio 0.843 I 1q)ff ' tee' Base Plate Lic. KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p)619.521.8500 (f) 619.521.8591 Project Title: lonis Engineer: Project ID: 1800111 Project Descr: Printed: 16 JAN 2019. 11:00AM File = P:1181800111 lonis Conference CentenEngExteiiorCladdingWingWalRlonisWing Walls.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Licensee kpff Description: Wing Wall HSS Base Plate Load Comb.: +0.90D+E+0.90H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial 9.108 k Fp : Allowable 4.080 ksi Design Plate Height 12.000 in fu: Max. Bearing Pressure 0.069 ksi Design Plate Width 10.000 in Stress Ratio 0.017 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 120.000 ine2 Mmax = Fu * 1-112 /2 0.003 k-in A2: Support Area 676.000 ifle2 th : Actual 0.004 ksi sqrt( A2/Al ) 2.000 Fb : Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation "rn" 0.300 in 1. fl 0.250 in X 0.000 inA2 Lambda 0.000 0.000 in * Lambda 0.000 in L = max(rn, n, n') 0.300 in S S ri 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com IqPff 0 lonis Conference Center Exterior Cladding Support Lobby Glazing Support Frame S 0 S [I 'a sheet no. 3131 Camino Del Rio N project lonis by NA lq*p Suite 1080 SanDiego. CA 92108 location date 1-16-19 (619) 521-8500 f (619) 521-8591 client job no. 1800111 Engineers www.kpff.com Lobby Glazing RISA3D Model Reference Elevation 4/S-322 1 uir ®ELEVAON Member and node labels: R13 R14 R12 -1415 t45 N19 M7 M6 MS N? N20 N8 N21 N9 N22 rhO 42 43 4 N16 N17 N18 0 3131 Camino Del Rio N I project lonis Suite 1080 Cltinn SanDiego, CA 92108 location p (619) 521-8500 (619) 521-8591 client NA 440 sheet no. date 1-16-19 job no. 1800111 RISA3D Model Member Shapes HSSIOXOXG HSS1OX6X6 HSSIOXOX6 In U) U) I I Member Lengths 18.17 1.3 18.7 00 CV CO ('1 10 CI Dead Load: a C, -.42k! -.42k! -.42k/fl 3 OW 4 UIL, III liii IIIIIIIII III III Il II/I liii IIIIlIl, I jill liliiiIliIii iii iii iii, CO I U) I to I U U C U C, I >,/__.42k/ft distributed load -ft/ft .63k-ft/ft torsional moment on s—beams due to 1.5' eccentricity glazing 3131 Camino Del Rio N project Jul Il Suite 1080 San Diego, CA 92108 location Iq ~C. n r _ P (619) 521-8500 I (619)521-8591 I client Engineers www.kpfl.com Lobby Glazing RISA3D Model Wind +C&C Load by NA 41 sheet no. date 1-16-19 job no. 1800111 Wind -C&C Load Component and Cladding Load (Zone 4): Components and cladding receives even loading if Hc=60 Elevation above Grade Tributary Width Tributary Length Effective Area GC, (External Pressure Coefficient) p, Design Wind Pressures (psf) Element Positive Negative Positive Negative Label (ft) (ft) (ft) (ft2) Zone4&5 Zone4 zones Zone4&5 Zone Zones Lobby 16.5 16.5 18.5 305.3 0.664 -0.754 -0.788 22.5 -25.0-25.9 1/2 of full building height assumed as tributary width to beams: 1/2 * 33ft = 16.5ft = 16.5ft * 22.5psf = .371k1f -w = 16.5ft * -25.Opsf = .412k1f 0 Iq* Co Consu Engineers 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 1 (619) 521-8591 www.kpff.com project lonis by NA date 1-16-19 142 sheet no. location client job no. 1800111 Lobby Glazing RISA3D Model Load Combos: Imembers supporting glazing 0.6W applied for S Description Soh,e PDelta SRSS BLC Factor BLC Fact or [T Streng 0 2 IBC 16-1 0 V DL 1.4 IBC 16-2 (a) 0 V DL 1.2 LL 1.6 5 IBC 16-3(b) V DL 1.2 2 .5 IBC 16-4(a) 0 V DL 1.2 2 1 t 12 13 14 h IBC 16-6 0 V DL .9 2 1 -w 0 f - IBC 16-3(b) 0 V DL 1.2 3 .5 10 IBC 16-4(a) 0 V DL 1.2 3 1 11 IBC 16-6 0 V DL .9 3 1 Deflection 0 Deflection 1 () V DL 1 J15 1 16 IBC 16-12(a) V DL 1 2 .6 17 113C 16-15 V DL .6 2 .6 118 19 18C16-12(a) II V DL 1 3 .6 120 IBC 16-15 V DL .6 3 22. -23.6 -11.6 -54.4 -8.1 -55iii 22.7 -24.3 S 3131 Camino Del Rio N Project lonis by NA sheet no. Suite 1080 San Diego, CA 92108 location date 1-16-19 ff ulting p (619) 521-8500 1(619) 521-8591 client job no. 1800111 Engineers www.kpff.com Lobby Glazing RISA3D Results Enveloped Strength Unity DCR: .29 .28 .30 1 c.1 C•4 S Enveloped Shear DCR: .15 .14 .16 (f) 0 0 0 Enveloped Mzz Bending Moment: C E44 Company : KPFF Designer : NA Job Number : 1800111 Model Name : lonis Lobby Glazing Checked By:_____ Envelope Joint Displacements Ininf V Fin1 I t v Fin'! I 7 Fini I t' V PrItirirt I r V Pnfafinn FrrI1 I f' 7 PntIinn I ( 1 N2 max 0 201 0 20 0 20 2.504e-03 201 6.01e-03 16 6.205e-04 19 .L. mlti 0 14 0 14 0 14 -3.252e-03 i. -6.314e-03 20 3.719e-04 17 N3 max 0 20 0 20 0 20 6.439e-03 20 2.503e-04 16 -6.845e-05 20 min 0 14 0 14 0 14 -7.63e-03 i. -9.033e-05 20 -1.144e-04 14 N4 max 0 20 0 20 0 20 6.584e-03 20 4.303e-05 17 1.279e-04 19 _L rni!i 1 0 14 0 14 1 0 14 -7.787e-03 16 -1.996e-04 19 7.652e-05 17 7 N5 max 0 201 0 20 0 20 2.58e-03 20 6.685e-03 20 -4.094e-04 20 8 min 0 14 0 14 0 14 -3.347e-03 i. 1 -6.34e-03 16 -6.832e-04 14 _j. N7 max 0 1. -.002 20. .298 20 1.801e-03 16 1 6.01 e-03 16 -7.521e-04 20 10 min 0 17. -.003 14 -.34 16 -8.917e-04 201 -6.314e-03 20 -1.254e-03 14 II N8 max 0 19 -.004 20 .769 20 3.86e-03 161 2.503e-04 16 2.19e-04 19 12 min 0 17. -.007 14 -.824 j. -2.24e-03 201 -9.033e-05 20 1.312e-04 17 13 N9 max .001 19 -.004 20 .786 20 3.932e-03 16 4.303e-05 17 -1.621e-04 20 .14. min ü 17 -.007 14 -.842 16 -2.292e-03 20 -1.996e-04 19 -2.704e-04 14 15 NIO max .001 19 -.002 20 .307 20 1.85e-03 ii 6.685e-03 20 1.355e-03 19 16 min 0 17 -.003 14 -.35 16 -9.171e-04 .fl -6.34e-03 16 8.127e-04 17 17 N12 max 0 20 -.002 20 0 20 3.34e-03 ii 6.01e-03 16 6.182e-04 19 18 min 1 0 14 -.003 14 1 0 14 -3.253e-03 20 1 -6.314e-03 20 3.707e-04 17 19 N13 max 0 20 -.004 20 0 20 8.334e-03 16 2.503e-04 16 -5.849e-05 20 20 :jj 0 1.4. 1 -.007 14. 0 14 -8.435e-03 20 -9.033e-05 20 -9.753e-05 14 21 N14 max 0 20 -.004 20 0 20 8.515e-03 16 4.303e-05 17 1.445e-04 119 22 !flfl 0 14 -.007 14. 0 14 -8.624e-03 20 -1.996e-04 19 8.657e-05 17 23 N15 max 0 20 -.002 20 0 20 3.442e-03 16 6.685e-03 20 -3.871e-04 20 14... rnk' 1 0 14. -.003 14. 1 0 14 -3.354e-03 20 1 -6.34e-03 16 -6.454e-04 14 25 N16 max -.025 20 -.002 20 .307 20 5.036e-04 19 6.01e-03 16 -3.088e-04 20 26 min -.041 -.003 14 -.377 16 -2.478e-04 IL -6.314e-03 20. -5.154e-04 14 27 N17 max .008 19 -.003 20 .79 20 1.286e-03 19 2.503e-04 16 1 8.799e-05 19 28 rno .005 17 -.005 14 -.896 16 -7.72e-04 j -9.033e-05 20 5.261e-05 17 29 N18 max -.005 20 -.003 20 .808 20 1.314e-03 19 4.303e-05 17 -6.814e-05 20 30 min -.008 14 -.005 14. 1 -.914 16 -7.912e-04 17 1 -1.996e-04 19 -1.139e-04 14 31 N19 max .046 19 -.002 20 .316 20 5.196e-04 19 6.685e-03 20 5.52e-04 i 32 mm .028 17 1 -.003 14 -.388 16 -2.568e-04 17 -6.34e-03 16 3.307e-04 17 33 N20 max 0 19 -.071 20 .791 20 5.245e-03 16 1.778e-03 16 2.268e-04 19 34 min 0 17 -.119 14 -.818 16 -1.171e-04 20 -1.656e-03 20 1.36e-04 17. 35 N21 max 0 19 -.042 20 .866 120 6.345e-03 16 5.769e-05 16 1.17e-05 19 36 1 mini 0 .17 -.069 14 1 -.921 16 -7.964e-04 120 1 -5.422e-05 20 7.016e-06 17 37 1 N22 ImaxI .001 19 -.08 20 .837 20 1 5.449e-03 116 1 1.591e-03 20 -1.438e-04 20 min 1 0 117 1 -.133 141 -.862 16 1-6.996e-05120 I -1.712e-03 16 -2.398e-04 14 "-Max deflection < 0.93 OK Max deflection <0.61 OK Out of Plane: L I 360 (glazing) - 6 max = 0.931n Beam Deflection: L / 360 (glazing) - max = 0.61 in RISA-30 Version 17.0.2 [PA ... ... \Eng\Exterior Cladding\Lobby\Ionis Lobby Glazing.r3d] Page 1 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com ITff 0 lonis Conference Center Miscellaneous Calculations Exterior Stair Calculations 0 3131 Camino Del Rio N Suite 1080 SanDiego, CA 92108 P (619) 521-8500 1q)C.f.s.fti".g (619) 521-8591 Engineers www.kpff.com lonis no. location client Exterior Stair date job no. 1800111 pplied as load factor in RISA3D /I F,, 04aS W (1+22 1 0.36 Wp ns F (13.3-I) IP Fpcalc 0.36'Wp Fpmax 1.80 WP is notrequired to be taken as greater than Fpmin O.iwp F,= I .6S1W (13.3-2) and F,, shall not be taken as less than - - F,, = 0.3SO4W,, (133-3) . I Sds 0.75g where I ap 1.0 I F,, = seismic design force I Ip 1.51 Sp:,, =spectral acceleration, short period, as determined I Rp 2.5 from Section 11.4.4 I z 16.5 ft a,, = component amplification factor that varies from I h 33 ft 1.00 to 2.50 (select appropriate value hom I - Table 13.5-1 or (3.6-I) I 1,, = component importance factor that varies from 1.00 to 1.50 (see Section 13.1.3) 0 IV,= component operating weight = component response modification factor that varies from 1.00 to 12 (select appropriate value from Table 13.5-I or (3.6-1) z = height in structure of point of attachment of component with respect to the base. For items at or below the base. z shall be taken as 0. The value of z/h need not exceed 1.0 h = average roof height of structure with respect to the base Loading Criteria Dead Load: 50 psf Live Load: 100 psf Seismic: Fph Live Load (200p1f each striner Unbalanced Live Load (2O1,, S 3131 Camino Del Rio N Project lonis by IF2 sheet no. Suite 1080 SanDiego,CA92108 location I lting p (619) 521-8500 date 1 (619) 521-8591 client job no. 1800111 Engineers www.kpff.com . Exterior Stair I RISA3D Input Member Sections: Plate elements repr Dead Load (lOOpif each stringer) F3 sheet no. 3131 Camino Del Rio N proect lonis by Suite 1080 Iq*p SanDiego,CA92108 location date (619) 521-8500 f (619) S21-8591 client job no. 1800111 Exterior Stair Engineers www.kpff.com RISA3D EQ — Z Self weight for dead load and seismic cases is calculated by RlSA31) (-1 Gravity I O Basic Load Cases BLC Description -Cate gory X Gravity V Gravity Z Gra i ty Joint Point Distributed - Area(Mernber) - Dead DL -1 6 12 Live LI. 6 t3 EOX ELX -1 6 v Mnno 4 EOZ Eli -1 6 1 5 Live Unbalanced OL1 3 F4 Company : KPFF Designer : NA Job Number : 1800111 Checked By:_____ Model Name : Exterior Stair . Load Combinations r,-,in,inn onn Q 01 r' C. Dl (' C. DI f' ,.+... Mi r, D c D C D C D C D C D - — •••••••••••• - — IT — — — Eu ME ME INE IN MINE IN MEN — INE INE ..._._.... - - — __..._....... INK ri_.__• -_- — ___ (Global) Model Settings Desaw I Sokilon I Coda I Concrete RISA.31) Seismic Load Options Selsrnic Code Base Elevatlon;l 0 jft T(Z)I sec TQI sec CtcZJ.o2 CtOQI.02 CtEsp.(Z)I.75 ctEzp (I.75 R(Z)JS RQQIB OZ)I3 OXI3 CdZ)l4 CdOCkI4 P(z)11 p0011 RisleCatllorll _IJ DfffiCatJl4igflDiiftDesigJ S_01 .43 9 S_OS .75 Till) se S_1I.4 Add Base Weight Saveasoefsults x Seismic coefficient Fp = 0.36 applied here Sds = 0.75 entered in Model Settings O1Cannot Apoly I I RISA-3D Version 17.0.2 [P:118\1800111 lonis Conference Center\Eng\Stairs\Ionis - Stairs.r3d] Page 1 C Envelope Joint Displacements E3 M-10- IJ H ____ X(nJ L Y(in] L ZimI L XRotat L Y Rotation (radj L ZRotat L 1 [2 ________ max mm .052 -.004 31 34 0 33 .016 26 4.821e-03 6 7.345e-04 25 8.385e-04 35 -.068 6 -.055 25 5.191e-04 33 -2.183e-04 34-7.6188-0230 T N66A max .044 6 -.006 34 .017 26 -5.504e-O 34 7.289e-04 33 -9.461e-0 34 ________ rrun -.011 33 -.068 31 -.055 25 -4.821e-O 6 -2.231e-04 26 -1.14e-03 25 3131 Camino Del Rio N project lonis Suite 1080 by IF5 sheet no. San Diego, CA 92108 location date 1IPC.ff"5LIltiflg p (619) 521-8500 (619) 521-8591 client job no. 1800111 Engineers www.kpff.com Exterior Stair Am RISA3D Output Strength Design: Member unity check Deflection Check Stair Length: I = 33ft Allowable deflection L / 240 = 1.65in _....- / ,-N66A 77"- - N64A-''7 •NS4A SI Lateral deflection OK: Beam deflection check OK: Beam Design Rule Span Defi (inj Ratio LC Defi (in) Ratio LC Dell (in) Ratio LC Typical 1 -.0975 3740 4(DL) -.1615 2257 5(LL) -.2592 1407 6(DL+LL) M8A Typical 1 4069 8732 4(DL) -.0114 5265 5(LL) -.0182 3284 6(DL+LL) M9A Typical 1 -.1913 2205 4(DL) -.3168 1331 5(11) -.5078 830 6(DL+LL) MIOA Typical 1 .0975 3740 4(DL) .1615 2257 5(LL) .2592 1407 6(DL+LL) M1IA Typical 1 .0069 8732 4(DL) .0114 5265 5(LL) .0182 3284 6(DL+LL) M12A Typical 1 .1913 2205 4(DL) .3168 1331 5(11) .5078 830 6(DL+LL) M13 Typical 1 -.0224 2146 4(DL) -.0369 1300 5(LL) -.0593 809 6(DL+LL) - 2 -.0224 2146 4(DL) 4369 1300 5(LL) -.0593 809 6(DL+LL) DL> LL DL+LL S 3131 Camino Del Rio N I project lonis Suite 1080 San Diego,CA92108 location i ulting _ P (619) 521-8500 1 (619) 521-8591 I client Engineers www.kplf.com I i Exterior Stair FIS sheet no. by date job no. 1800111 Check F3 Footing: N67A Joint Reactions (By Combination) LULi Li 2- 2 3 3 4 3 4 17-6 4 7 5 8 5 Joint Label XLkJ Y ((ci Z (ki MX (k-RI MY [k-R] MZ (k-ft) N67A .116 -1.128 0 0 0 -.614 COG MY NC NC NC N67A 0 -.005 .967 5.11 -.896 -.006 COG CR): NC NC NC N67A -.1 5.768 0 0 0 .8 COG (ft): X: 116.328 Y: 8.584 Z: 32 N67A -.164 9.129 0 0 0 1.317 COG (ft): X 116.353 Y: 8.689 Z: 32 See Enercaic footing design on following page 0 Software INC. 1983.2018. Build:10.18.12.13 a ----a 3•4, I px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Pedestal dimensions... Reinforcing KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 1q)ff (p) 619.521.8500 (I) 619.521.8591 www.kpff.com General Footing Project Title: lonis Conference Center Engineer: Project ID: 1800111 Project Descr: Printed: 11 JAN 2019, 10:27AM F7 Description: Stair Column Footing Code References Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: IBC 2015 General Information - Material Properties Soil Design Values fc: Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy: Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec: Concrete Elastic Modulus = 3,155.92 ksi Soil Passive Resistance (for Sliding) 250.0 pd Concrete Density 145.0 pd Soil/Concrete Friction Coeff. 0.30 ( Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 2.250 ft Min Steel % Bending Reinf. Allow press. increase per foot of depth 0.50 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below 1.0 ft Min. Overturning Safety Factor 1.0 :1 Mm. Sliding Safety Factor 1.0 : I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes - 0.30 ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than - 1.0 ft Use Pedestal wt for stability, mom & shear : No Dimensions , Width parallel to X-X Axis = 3.0 It Length parallel to Z-Z Axis 3.0 It Footing Thickness = 15.0 in z # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load 5.840 9.110 -1.110 k OB: Overburden = ksf M-xx = 1.0 0.0 0.0 -0.80 k-ft M-zz = = 3.20 - 6.50 k-ft V-x = 0.10 - 0.160 k V-z = 1.280 1.160 k Bars parallel to X-X Axis - Number of Bars - 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars 4 Reinforcing Bar Size # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a kff KPFF Consulting Engineers, Inc. Project Title: lonis Conference Center F8 3131 Camino del Rio N, Suite 1080 Engineer: San Diego, CA 92108 Project ID: 1800111 (p) 619.521.8500 (f) 619.521.8591 Project Descr: www.kpff.com Printed 11 .IAN gniq 1fl7AM S3 eneral Footing g Software copyright ENERCALC, INC. 19832018, Build:10.18.12.13 l!t''fuI.IiIiIsEet. Description: Stair Column Footing DESIGN SUMMARY - - - Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.7410 Soil Bearing 2.964 ksf 4.0 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS 2.940 Overturning - X-X 2.781 k-ft 8.175 k-ft +0.60D+0.70E+0.60H PASS 1.284 Overturning - Z-Z 5.931 k-ft 7.615 k-ft +0.600+0.70E+0.60H PASS 16.357 Sliding - X-X 0.1720 k 2.813 k +0.600+0.70E+0.60H PASS 3.465 Sliding - Z-Z 0.8120 k 2.813 k +0.60D+0.70E+0.60H PASS 6.534 Uplift -0.7770 k 5.077 k +0.60D+0.70E+0.60H PASS 0.1658 Z Flexure (+X) 3.576 k-ft/ft 21.566 k-ft/ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.1166 Z Flexure (-X) 2.515 k-ft/ft 21.566 k-ft/ft +1.3500+0.50L+0.70S-E+1.60H PASS 0.1542 X Flexure (+Z) 3.325 k-ft/ft 21.566 k-ft/ft +1.20D+Q.50Lr+1.60L+1.60H PASS 0.09605 X Flexure (-Z) 2.071 k-ft/ft - 21.566 k-ft/ft +1.20D+0.50Lr+1.601+1.60H PASS 0.1453 1-way Shear (+X) 11.936 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1041 1-way Shear (-X) 8.553 psi 82.158 psi +1.350D+0.50L+0.70S-E+1.60H PASS 0.1333 1-way Shear (+Z) 10.950 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07349 1-way Shear (-Z) 6.038 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS . 0.2017 2-way Punching 33.140 psi 164.317 psi +1.20D+0.5OLr+1.60L+1.60H --b etailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... Gross Allowable (in) Bottom, -Z lop, +2 Left, -X Right, +X Ratio X-X.+D+H 3.906 n/a 1.418 0.7201 1.160 n/a n/a 0.297 -X, +D+L+H 3.906 n/a 1.776 1.380 2.524 n/a n/a 0.646 X-X, +D+Lr+H .X 3.906 n/a 1.418 0.7201 1.160 n/a n/a 0.297 X-X, +D+S+H 3.906 n/a 1.418 0.7201 1.160 n/a n/a 0.297 X-X, +D+0.750Lr+0.750L+H 3.906 n/a 1.726 1.215 2.183 n/a n/a 0.559 X-X, +D+0.750L+0.7505+H 3.906 n/a 1.726 1.215 2.183 n/a n/a 0.559 X-X, +D+060W+H 3.906 n/a 1.418 0.7201 1.160 n/a n/a 0.297 X-X, +D+.70+J 3.906 n/a 2.272 0.5337 1.174 n/a n/a 0.301 X-X, +D+0.750Lr+0.750L+0.450W+H 3.906 n/a 1.726 1.215 2.183 n/a n/a 0.559 X-X, +D+0.750L+0.750S+0.450W+H 3.906 n/a 1.726 1.215 2.183 n/a n/a 0.559 X-X, +D+0.750L+0.7505+0.5250E+H 4.0 n/a 2.073 1.075 2.194 n/a n/a 0.549 X-X. +0.600+0.60W+0.60H 3.906 n/a 1.418 0.4321 0.6961 n/a n/a 0.178 X-X, +0.600+0.70E+0.60H 4.0 n/a 2.944 0.2457 0.7099 n/a n/a 0.178 Z-Z, +D+H 3.906 0.1773 n/a n/a n/a 0.9126 0.9676 0.248 Z-Z, +D+L+H 3.906 2.271 n/a n/a n/a 1.221 2.684 0.687 Z-Z, +D+Lr+H 3.906 0.1773 n/a n/a n/a 0.9126 0.9676 0.248 Z-Z. +D+S+H 3.906 0.1773 n/a n/a n/a 0.9126 0.9676 0.248 Z-Z, +D+0.750Lr+0.750L+H 3.906 1.981 n/a n/a n/a 1.144 2.255 0.577 Z-Z, +D+0.750L+0.750S+H 3.906 1.981 n/a n/a n/a 1.144 2.255 0.577 Z-Z, +D+0.60W+H 3.906 0.1773 n/a n/a n/a 0.9126 0.9676 0.248 Z-Z, ++070+ 3.906 7.519 n/a n/a n/a 0.0 1.944 0.498 Z-Z, +D+0.750Lr+0.750L+0.450W+H 3.906 1.981 n/a n/a n/a 1.144 2.255 0.577 Z-Z, +D+0.750L+0.750S+0.450W+H 3.906 1.981 n/a n/a n/a 1.144 2.255 0.577 Z-Z, +D+0.750L+0.750S+0.5250E+H 4.0 4.929 n/a n/a n/a 0.3052 2.964 0.741 Z-Z, +0.60D+0.60W+0.60H 3.906 0.1773 n/a n/a n/a 0.5476 0.5806 0.149 Z-Z, +0.60D+0.70E+0.60H 4.0 13.298 n/a n/a n/a 0.0 2.408 0.602 Overturning Stability - Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X. +D+H 1.0 k-ft 12.692 k-ft 12.692 OK X-X. +D+L+H 2.60 k-ft 26.357 k-ft 10.137 OK X-X, +D+Lr+H 1.0 k-ft 12.692 k-ft 12.692 OK X-X, +D+S+H 1.0 k-ft 12.692 k-ft 12.692 OK •X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H 2.20 k-ft 2.20 k-ft 22.941k-ft 22.941k-ft 10.428 10.428 OK OK X-X, +D+0.60W+H 1.0 k-ft 12.692 k-ft 12.692 OK X-X. +D+0.70E+H 3.181 k-ft 13.252 k-ft 4.167 OK X-X, +D+0.750Lr+0.750L+0.450W+H 2.20 k-ft 22.941k-ft 10.428 OK X-X, +D+0.750L+0.7505+0.450W+H 2.20 k-ft 22.941 k-ft 10.428 OK 1q:yff General Footing KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Project Title: lonis Conference Center Engineer: Project ID: 1800111 Project Descr: Printed: 11 JAN 2019, 10:27AM Software copyright ENERCALC, INC. 1983-2018, Buiid:10.18.12.13 F9 Description: Stair Column Footing Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+0.750L+0.7505+0.5250E+H 3.835 k-ft 23.361 k-ft 6.091 OK X-X, +0.60D+0.60W+0.60H 0.60 k-ft 7.615 k-ft 12.692 OK X-X, +0.60D+0.70E+0.60H 2.781 k-ft 8.175 k-ft 2.940 OK Z-Z, +D+H 0.1250 k-ft 12.692 k-ft 101.535 OK Z-Z, +D+L+H 3.325 k-ft 26.357 k-ft 7.927 OK Z-Z, +D+Lr+H 0.1250 k-ft 12.692 k-ft 101.535 OK Z-Z, +D+S+H 0.1250 k-ft 12.692 k-ft 101.535 OK Z-Z, +D+0.750Lr+0.7501+H 2.525 k-ft 22.941 k-ft 9.085 OK Z-Z, +D+0.750L+0.750S+H 2.525 k-ft 22.941 k-ft 9.085 OK Z-Z, +D+Q..W+H 0.1250 k-ft 12.692 k-ft 101.535 OK Z-Z, +D+0.70E+H 5.981 k-ft 12.692 k-ft 2.122 OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.525 k-ft 22.941 k-ft 9.085 OK Z-Z, +D+0.750L+0.7505+0.450W+H 2.525 k-ft 22.941 k-ft 9.085 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 6.917 k-ft 22.941 k-ft 3.317 OK Z-Z, +0.60D+0.60W+0.60H 0.0750 k-ft 7.615 k-ft 101.535 OK Z-Z, +0.600+0.70E+0.60H 5.931 k-ft 7.615 k-ft 1.284 OK rslinbility - - -j All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, +D+H 0.10k 4.062 k 40.618 OK X-X, +D+L+H 0.10k 6.795k 67.948 OK X-X, +D+Lr+H 0.10k 4.062k 40.618 OK X-X, +D+S+H 0.10k 4.062k 40.618 OK X-X, +D+0.750Lr+0.750L+H 0.10k 6.112k 61.116 OK X-X, +D+0.750L+0.750S+H 0.10k 6.112k 61.116 OK X-X, +D+ØW+H 0.10 k 4.062 k 40.618 OK X-X. +D+0.70E+H 0.2120 k 3.829 k 18.060 OK X-X, +D+0.750Lr+0.750L+0.450W+H 0.10k 6.112k 61.116 OK X-X, +D+0.750L+0.7505+0.450W+H 0.10k 6.112k 61.116 OK X-X, +D+0.750L+0.7505+0.5250E+H 0.1840k 5.937k 32.265 OK X-X, +0.60D+0.60W+0.60H 0.060 k 3.046k 50.774 OK X-X, +0.60D+0.70E+0.60H . 0.1720k 2.813k 16.357 OK Z-Z, +D+H 0.0 k 4.062 k No Sliding OK Z-Z, +D+L+H 1.280 k 6.795 k 5.308 OK Z-Z, +D+Lr+H 0.0 k 4.062 k No Sliding OK Z-Z, +D+S+H 0.0 k 4.062 k No Sliding OK Z-Z, +D+0.750Lr+0.750L+H 0.960k 6.112 k 6.366 OK Z-Z, +D+0.750L+0.7505+H 0.960 k 6.112 k 6.366 OK Z-Z. +D+0.750L+0.750S+0.450W+H 0.960 k 6.112 k 6.366 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 1.569 k 5.937 k 3.784 OK Z-Z, +0.60D+0.60W+0.60H 0.0 k 3.046 k No Sliding OK Z-Z, +0.60D+0.70E+0.60H 0.8120 k 2.813 k 3.465 OK Z-Z, +D+0.60W+H . 0.0 k 4.062 k No Sliding OK Z-Z, +D+0.70+H 0.8120 k 3.829 k 4.715 OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 0.960 k . 6.112 k 6.366 OK rFooting Flexure - Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface in'2 in"2 InA2 k-ft -- X-X, +1.40D+1.60H 1.255 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X. +1.40D+1.60H 0.7887 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+0.50Lr+1.60L+1.60H 3.325 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+0.50Lr+1.60L+1.60H 2.071 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+1.60L+0.505+1.60H 3.325 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+1.60L+0.50S+1.60H 2.071 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+1.60Lr+0.50L+1.60H 1.779 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.20D+1.6QLr+0.50L+160H 1.112 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+1.60Lr+0.50W+1.60H 1.076 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+1.60Lr+0.50W+1.60H 0.6760, -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.20D+0.50L+1.605+1.60H 1.779 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.112 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK KPFF Consulting Engineers, Inc. Project Title: lonis Conference Center Fl 0 3131 Camino del Rio N, Suite 1080 Engineer: San Diego, CA 92108 Project ID: 1800111 1q:yff (p) 619.521.8500 (1) 619.521.8591 Project Descr: www.kpff.com Printed: 11 JAN 2019, 10:27AM reneral Footing - - - - - File P:t118t1800111Ion Conference CenteriEngStairstIonisStairs.e Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I Lic. Licensee kpff Description: Stair Column Footing ootingFiexure . 1 Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface in"2 in12 inA2 k-ft X-X, +1.20D+1.605+0.50W+1.60H 1.076 +Z Bottom - 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.6760 -z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+0.50Lr+0.50L+W+1.60H 1.779 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 1.112 -Z Bottom 0.3240 Min lemp% - 0.4133 21.566 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.779 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.200+0.50L+0.50S+W+1.60H 1.112 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.350D+0.50L+0.70S+E+1.60H 1.883 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.350D+0.50L+0.70S+E+1.60H 0.9495 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.350D+0.501+0.705-E+1.60H 1.944 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +1.3500+0.50L+0.70S-E+1.60H 1.444 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +0.900+W+0.90H 0.8070 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +0.90D+W+0.90H 0.5070 -Z Bottom ' 0.3240 Min Temp % 0.4133 21.566 OK X-X, +0.750D+E+0.90H 0.6421 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +0.750D+E+0.90H 0.1754 -Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X. +0.750-+090 0.7029 +Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK X-X, +0.750D-E+0.90H 0.6696 Z Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.400+1.60H 0.9928 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.40D+1.60H 1.051 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.820 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.576 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.820 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.200+1.60L+0.50S+1.60H 3.576 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.200+1.60Lr+0.50L+1.60H 1.154 -X Bottom 0.3240 Min Temp % 0.4133 21.566 Olk Z-Z. +1.200+1.60Lr+0.50L+1.60H 1.737 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK -Z, +1.200+1.60Lr+0.50W+1.60H 0.8510 -X Bottom 0.3240 Min Temp % 0.4133 21.566 , OK Z-Z, +1.200+1.60Lr+0.50W+1.60H •Z 0.9010 +X Bottom 0.3240 Min Temp% 0.4133 21.566 OK Z-Z, +1.200+0.50L+1.60S+1.60H 1.154 -X Bottom 0.3240 Min Temp% 0.4133 21.566 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.737 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.200+1.60S+0.50W+1.60H 0.8510 -X Bottom 0.3240 Min Temp% 0.4133 21.566 OK Z•Z, +1.20D+1.605+0.50W+1.60H 0.9010 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.154 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.737 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.154 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.737 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z. +1.350D+0.50L+0.705+E+1.60H 0.01423 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.350D+0.50L+0.705+E+1.60H 2.837 +X Bottom 0.3240 Min Temo % 0.4133 21.566 OK Z-Z, +1.350D+0.50L+0.70S-E+1.60H 2.515 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +1.3500+0.50L+0.70S-E+1.60H 0.8718 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +0.900+W+0.90H 0.6383 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +0.90D+W+090H 0.6757 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +0.7500+E+0.90H 0.2457 -X Top 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +0.7500+E+0.90H 2.018 +X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +0.750D-E+090H 1.966 -X Bottom 0.3240 Min Temp % 0.4133 21.566 OK Z-Z, +0.750D-E+0.90H 0.2360 +X Top 0.3240 Min Temp % 0.4133 21.566 OK One Way Shear 1 Load Combination... Vu @ -x - Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 3.10psi 3.33 psi 2.30 psi 4.13 psi 4.13 Psi 82.16 psi 0.05 OK +1.200+0.50Lr+1.60L+1.60H 5.05 psi 11.94 psi 6.04 psi 10.95 psi 11.94 psi 82.16 psi 0.15 OK +1.20D+1.60L+0.50S+1.60H 5.05 psi 11.94 psi 6.04 psi 10.95 psi 11.94 psi 82.16 psi 0.15 OK +1.200+1.60Lr+0.50L+1.60H 3.41 psi 5.69 psi 3.24 psi 5.86 psi 5.86 psi 82.16 psi 0.07 OK +1.20D+1.60Lr+0.50W+1.60H 2.66 psi 2.86 psi 1.97 psi 3.54 psi 3.54 psi 82.16 psi . 0.04 OK +1.20D+0.50L+1.60S+1.60H 3.41 psi 5.69 psi 3.24 psi 5.86 psi 5.86 psi 82.16 psi 0.07 OK +1.20D+1.60S+0.50W+1.60H 2.66 Psi 2.86 psi 1.97 psi 3.54 psi 3.54 psi 82.16 psi 0.04 OK +1.20D+0.5QLr+0.50L+W+1.60H 3.41 psi 5.69 psi 3.24 psi 5.86 psi 5.86 psi 82.16 psi 0.07 OK +1.200+0.50L+0.50S+W+1.60H 3.41 psi 5.69 psi 3.24 psi 5.86 psi 5.86 psi 82.16 psi 0.07 OK +1.3500+0.50L+0.70S+E+1.60H 0.99 psi 10.04 psi 2.63 psi 6.29 psi 10.04 psi 82.16 psi 0.12 OK *+1.350D+0.50L+0.70S-E+1.60H +0.900+W+0.90H 8.55 Psi 2.00ps1 . 2.11 psi 2.l4 psi 4.35 psi 1.48 psi 6.31 psi 2.66 psi . 8.55 Psi 2.66 psi 82.16 psi 82.l6 psi 0.10 0.03 OK OK +0.750D+E+0.90H 0•77 psi 11.04 psi 0.37 psi 2.20 psi 11.04 psi 82.16 psi 0.13 OK +0.750D-E+0.90H 7.46 psi 0.77 psi 2.10 psi 2.23 psi 7.46 psi 82.16 psi 0.09 OK 1q:yff General Footing KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Project Title: lonis Conference Center Engineer: Project ID: 1800111 Project Descr: Printed: 11 JAN 2019. 10:27AM Software INC. 1983-2018. Build:10.18.12.13 F11 Description: Stair Column Footing ' Two.WaPunching" Shear - - All units k Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.40D+1.60H 12.55 psi 164 32psi 0.0764 OK +1.20D+0.5QLr+1.60L+1.60H 33.14 I)Si 164.32 psi 0.2017 OK +1.20D+1.60L+0.505+1.60H 33.14 psi 164.32 psi 0.2017 OK +1.20D+1.6QLr+0.50L+1.60H 17.75 psi 164.32 psi 0.108 OK +1.200+1.60Lr+0.50W+1.60H 10.76 psi 164.32 psi 0.06548 OK +1.20D+0.50L+1.60S+1.60H 17.75 psi 164.32osi 0.108 OK +1.20D+1.60S+0.50W+1.60H 10.76 psi 164.32 psi 0.06548 OK +1.20D+0.50Lr+0.50L+W+1.60H 17.75 psi 164.32 psi 0.108 OK +1.200+0.50L+0.50S+W+1.60H 17.75 psi 164.32 psi 0.108 OK +1.350D+0.50L+0.70S+E+1.60H 17.41 psi 164.32ps1 0.106 OK +1.350D+0.50L+0.705-E+1.60H 20.80 psi 164.32psi 0.1266 OK +0.900+W+0.90H 8.07 psi 164.32 psi 0.04911 OK +0.7500+E+0.90H 6.07 psi 164.321)5i 0.03694 OK +0.750D-E+0.90H 8.98 psi 164.32 psi 0.05468 OK S Ol 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com lq)ff 0 lonis Conference Center Miscellaneous Calculations Roof Screen Wall Calculations Ft12 sheet no. 3131 Camino Del Rio N P1'0ICt lonis by NA Suite 1080 San Diego, CA 92108 1q* location date 1-6-19 I p (619) 521-8500 c. (619) 521-8591 Consu client job no. 1800111 Screen AFaII Engineers www.kpff.com Screen Wall Detail I & I h = 11.5' MAX PLATE l WEAThER ALL STEEL ENPOSED TO SHALL BE HOT GPPED GALVANIZED HSS6xG418 IS HEAOER III II4 114 CAf— IN1ERMEDW1ES BE1WEEN MAiN POSTS 5fl6 B 3ISPOST@1I.WOCMAX I 5116 114 EAEND I I \ I I I \ I HSS35050.313 \ I I SMEENWALL PER ARC IAL I \ I POST \ ViP I 114 \ WORK POINT I \ PLATE llrlllrxlr - SPUCEPL HSSAOEOIB BILL CO M.D PERPLAN II __ HSS6IS WF PER PLAN 114 TYP 114 ViP I I FULL DEPTH STIFFENER EA SIDE OF BEAM VIP PLATE llTo9'ABM WTH*Il2' ViP PER VIP Iq7ff uIting Engineers 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 1(619) 521-8591 www.kplf.com location Screen Wall job no. 1800111 3 sheet no. RISA3D Model Member shape Member material Member length Wind Load: Parapet C&C = 48.8 psf x 11'-0" oc = 536p1f sheet no. 3131 Camino Del RioN project lonis by NA 114 location Suite 1080 San Diego, CA 92108 Iq* date 1-6-19 client job no. 1800111 p (619) 521-8500 (619) 521-8591 c. Consu Screen Wall Engineers www.kpff.com RISA3D Analysis Wind Loading: Parapet Components and Cladding Loads Load Combos: T:;...sk%.ss4S.\S\S.5\%\> 8.9 9.6 -8.6 9. Ti 9.1 Enveloped Enveloped Moment Enveloped Axial Unity Check: Diagram (k-ft) Diagram (k): _________ Tributary Width Tributary Length Effective Area Combined GC (External Pressure Coefficient) p Design Wind Pressures (psi) Element Case Case Case Case Label (It) (ft) (&) Zone 4 Zone -S Zone 4 Zone 5 Zone 4 Zone 5 Zone 4 Zone S Screen 11 115 1265 1.825 1.825 1.540 1.635 48.8 488 41.1 43.7 [)[J n Solve PDelta SRSS BLC Factor BLC Factor I ri Descriptio 19 IBC 16-3 (d) (a) Y DL 1.2 WL .5 2 1BC16-3(d)(b) 10 V DL 1.2 WL -.5 il 3 IBC 16-4 (b) (a) I] V DL 1.2 WL 1 4 1BC16-4(b)(b) V - DL 1.2 WL -1 5 IBC 16-6 (a) V - DL .9 WL I 6 1BC16-6(b) V DL .9 WL -1 7 Deflection 1 I) V WL -.42 _8_ Deflection 2 V WL .42 Max = -.359m Allowed = 11.5ft * 2 * 12"/'/ 240 = 1.15in - OK S 9.28 8.96 1.: 466 3131 Camino Del Rio N I project lonis Suite 1080 San Diego, CA 92108 location Iq*p (619) 521-8500 (619) 521-8591 client Engineers www.kpff.com I i Screen Wall RISA3D Analysis Deflection: date 1-6-19 job no. 1800111 Enveloped Reactions: 5 sheet no. Check 1/4" fillet weld: Resultant force on weld from shear and tension = 10k 1/4" fillet weld, 6" long has capacity = 1.392 * 4 * 6 = 33.4k, fillet weld provided on (2) sides minimum, by inspection welds are OK S THE STRUCTURAL CALCULATIONS FOLLOWING THIS DIVIDER ARE TAKEN FROM THE ORIGINAL SET. fl 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com I<Pff lonis Conference Center Foundations 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 ( lonis Conference Center Gravity Footings IJILU ConsuWng Engineers Location lCarlsbad. CA San OIegu Catifumia lJob No. 1800111 QUARE FOOTING DESIGN jesedenACi 318.11 Allowable Soil Pressure o 2,500 psi Soil Pressure Increases: Maximum Soil Pressure= 4.000 psi Width Increasee 300 psi/ft Soil Overburden = I . It Mm. Width= 2 It 4,000 psi Depth Increase= 500 psi/ft = : 6o,ôoo : Mm. Depth= 2 It Equivalent Column Size = 20 in TOF Depth 1.5 It Gravity Load Factor = 1.4 . Top Reinf? No Seismic Load Factor = - 1.2 - mRAVITV FflflTINCS I Twir'icJem I EQUIV. COL. SIZE rT Lin OVERBURDEN THICKNESS FOOTING SIZE ASSLTIONS d = Thickness. 4 120-pd Soil Overburden Weight IS Subtracted From Allowable Load 50-pd Net Footing Weight IS Subtracted From Allowable Load Load Factor Is Effective Factor to Convert front ASD to LRFD Reinforcement Is based on the largest of the flexural and temperature requirements Dl f Footing Size (ft) lAllowable Load (kips) It mm. tune IA, Rq'd. (In2) A, mm. (in)(in2) A. top. A. bot. (In2) #4 BOTTOM REINFORCEMENT EACH WAY #5 #6 #7 #8 #9 #10 #11 CU. YDS. CONC. I (in) (in) 0.0 0.0 2.0 10.3 4.4 12 0.00 0.52 0.00 0.52 33 3 - 3 - 3- 3_ - 0.15 3.0 25.9 5.8 12 0.07 0.78 0.00 0.78 4_3 - 3_ - - 3_ - 0.33 4.0 50.9 7.5 12 0.34 1.04 0.00 1.04 6_4_ - 3- 3_ - 0.59 5.0 87.0 9.3 12 094 1.30 0.00 1.30 7 _5_ 3 3_ - 0.93 6.0 136.1 11.8 12 2.07 1.92 0.00 1.92 10 7 - 4 3 3- 3_ - 1.33 7.0 187.1 14.1 15 2.69 3.08 0.00 3.08 16 10 4 - - 2.27 8.0 243.5 16.5 18 3.39 4.48 0.00 4.48 23 15 11 a 6 5- 4 - 3.56 9.0 307.2 18.9 21 4.20 5.60 0.00 5.60 28 19 13 10 8 6 - 4 5.3 10.0 378.0 21.3 24 5.10 69a1 0.00 6.81 35 22 16 12 9 7 - - 7.4 11.0 23.8 24 7.04 8.80 0.00 8.80 44 29 20 15 12 9 - 7 - - 9.0 12.0 26.3 27 8.16 10.88 0.00 10.88 55 36 25 19 14 11 - - 12.0 13.0 28.8 30 9.38 12.50 0.00 12.50 63 41 29 21 16 13 10 9 15.6 14.0 31.3 33 10.69 14.25 0.00 14.25 72 46 33 24 19 15 12 10 20.0 15.0 ___________ 33.8 38 12.09 16.12 0.00 16.12 81 52 37 27 21 17 13 11 25.0 16.0 36.4 39 13.58 18.10 0.00 18.10 91 59 42 31 23 19 15 12 30.8 17.0 38.9 39 16.51 22.01 0.00 22.01 1 111 72 51 37 28 23 18 15 1 34.8 - 18.0 41.5 42 18.21 24.28 0.00 24.281 122 79 56 41 31 25 20 16 1 42.0 SEISMIC FODTINS I THICKNESS I Footing Size (ft) .1 lAllowable Load (kips) I t mm. tune lA, Rq'd. ] On 2)(in2) A. mm. A. top. (in2) A. bot. (in2) #4 BOTTOM REINFORCEMENT EACH WAY #5 #6 #7 #8 #9 #10 #11 CU. YDS. CONC. (in) (in) 0.0 0.0 4.0 68.7 7.9 12 0.39 1.04 0.00 1.04 6 4 '3 3 3 3 3 3- 0.59 - 5.0 117.4 9.9 12 1.09 1.45 0.00 1.45 8 5 4 3 3 3 3 -3 - - 0.93 6.0 185.4 12.7 15 1.76 2.340.002.34 1286 4 3 3 3 -3 - - 1.67 7.0 251.8 15.2 18 2.44 3.250.003.25 17118 6 - 4 3 -3 - 2.72 LO 328.9 17.7 18 3.934.480.004.48 231511 a - 5 4 - - 3.56 9.0 415.2 20.3 21 4.86 6.12 0.00 612 31 20 14 111 8 7 4 -5 - - 5.25 10.0 511.3 22.9 24 5.927.890.007.89 4026181410 8 - 7 6 - 7.41 11.0 611.2 25.6 27 7.089.450.009.45 483122161210 8 - - 10.1 12.0 732.7 28.3 30 8.3611.150.0011.15 563626191512 9 - - 13.3 13.0 857.8 31.0 33 9.7412.990.0012.99 65423022171311 9 17.2 14.0 992.4 33.7 36 11.2314.980.0014.98 7549352519151210 21.8 15.0 1136.4 36.4 39 '12.83 17.10 0.00 17.10 8656392922181411 27.1 16.0 1289.8 39.1 42 14.5319.370.0019.37 9763453325201613 33.2 17.0 1456.1 41.9 _42 17.66 23.55 0.00 2355 118 76 54 40 30 24 19 16 37.5 18.0 1628.4 44.6 45 19.62 26.16 0.00 26!16 1 1318560 4434 272117 45.0 19.0 1 1809.8 1 47.3 48 1 21.6828.910.0028.91 1 14594664937292319 53.5 20.0 1 2000.3 1 50.1 51 1 23.84 31.79 0.00 31.79 159103735341322621 63.0 uunu I, AsvLlMpl1rats d Thickness .4 120-pd Soil Overburden Weight IS Subtracted From Allowable Load 50-pd Net Footing Weight IS Subtracted From Allowable Load Load Factor Is Effective Factor to Convert from ASO to LRFD Reinforcement is based on the largest of the flexural and temperature requirements k:\struct\ioundatn\sq _footi\Square Footing Design_ESalsm 1/17/2019 f Consulting Engineers 5.0 DiegO. Wit 500I. Spread Footing Design Lading Gravity i3eipn Cnicmir flocion 1rauh., flocign - • • 1171 1207 1216 1226 1230 1249 2251 1265 1ILirii 7L .5 -fl- - -- ifl H8 1±i 10 Gravity Gravity 4 Seismic a Gravity 9 Gravity Gravity :rmavity Gravity 6 Gravity Seismic - - ___Wh -_ ___'_- 111 NOUN :ravity t. I _J-1.*__7 ~111 L i,j• t KT-TA -4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -___- - - - D2 DIC max 0.9 Location Lac Lot It ft -99.8186 -131.3028 -64.8186 -260.5528 -103.2353 -260.5528 -133.7353 -250.1646 -133.7353 -291.8811 -151.1595 -297.0894 -160.81 -269.1225 -265.7102 -202.6882 -256.1019 -195.9612 -237.7437 -222.183 -219.3965 -248.3891 -248.1315 -307.5699 -339.8957 -176.4993 -247.352 -228.91 -229.0049 -255.116 -210.6521 -281.33 -201.0437 -274.6031 -190.3832 -289.83 -168.0885 -303.0493 -184.5345 -310.2076 3131 Camino Del Rio North. Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com lonis Conference Center Grade Beams f D4 lonis -20181115.fdb SAFE 2016 06.0.2 - License #*IJSP52ZYPAY6ZCT 2. Model properties 17 Jauary 2019 Model properties This section provides model properties, including items such as material properties, section properties, and support properties. 2.1. Material properties Table 2: Material Properties 03 - Concrete Table 2: Material Properties 03- Concrete 4000Psi 3604.997 0.200000 5.5000E-06 1.5000E+02 4.000 No No Table 3: Material Properties 04 - Rebar _____-Table 3: Material Properties 04-Rebar IMjjeI7 ' ,fr - kip/in2 lblfi3 kip/in2.. kup/in2 A615Gr6O 29000.000 4.9000E+02 60.000 90.000 Table 4: Material Properties 05 - Tendon Table 4: Material Properties 05-Tendon c1 i -kip/in2 di.. lb/ft3 kiplin2 ' kiplin2 A416Gr270 28500.000 4.9000E+02 245.100 270.000 2.2. Section properties Table 5: Slab Properties 02 - Solid Slabs Table 5: Slab Properties 02- Solid Slabs SI- Ty' MitProp Footing_24 Slab 400013si 24.0000 No Footing_30 Slab 400013si 30.0000 No Footing_36 Slab 400013si 36.0000 No Table 6: Beam Properties 02 - Rectangular Beam Table 6: Beam Properties 02 - Rectangular Beam 13 —e g7W!iffff BEAMI • 4000Psi 24.0000 12.0000 12.0000 KPFF Consulting Engineers Page 7 of 150 D5 lonis -20181115.fdb SAFE 2016 v16.0.2 License #*IJSP52ZYPAY6ZCT 2. Model properties 17 January 2019 Table 7: Beam Properties 06 - Design Data Table 7: Beam Prooerties 06- BEAMI A615Gr60 A615Gr60 Analysis 3.0000 3.0000 No Property Table 8: Tendon Properties Table 8: Tendon Properties qn OP MraRaMe . .fr TENDON1 A416Gr270 0.15 Table 9: Column Properties 02 - Rectangular Table 9: Column Properties 02- Rectangular COL1 4000Psi 24.0000 12.0000 No No No 2.3. Support properties Table 10: Soil Properties Table 10: Soil Properties VIEW— —%wated"4 MOM SOILI 1.7280E+05 Compression Only Table 11: Spring Properties - Point Table 11: Spring Properties - PSPRI 0.0000 0.0000 0.0010 0.000 0.000 0.000 None (Linear) KPFF Consulting Engineers Page 8 of 150 D6 lonis -20181115 1/18/2019 10:47 AM f SAFE 2016 16.0.2 Point Loads (DEAD) [kip, kip-ft] kip - ft D7 lonis -20181115 1/18/2019 10:47 AM f SAFE 201616.0.2 Point Loads (LIVE) [kip, kip-ft] kip - ft a Ionis-20181115 1/18/2019 1:11 PM o -... . . . . .. . SAFE 2016 16.0.2 Analysis Loads (SDEAD) [kip, kip-ft] kip - ft sa a SAFE 2016 16.0.2 Analysis Loads (SDEAD) [kip, kip-ft] kip - ft a Ionis-20181115 1/18/2019 1:11 PM 6a DiO f lonis -20181115 1/18/2019 10:51 AM SAFE 2016 16.0.2 Point Loads (EXI) [kip, kip-ft] kip - ft Dli lonis -20181115 1/18/2019 10:51 AM f SAFE 2016 16.0.2 Point Loads (EY) [kip, kip-ft] kip - ft D12 lonis -20181115 1/18/2019 10:52 AM f S SAFE 2016 16.0.2 Point Loads (EYI) [kip, kip-ft] kip - ft f D13 lonis - 20181115 1/17/2019 8:57 PM . ............ ........ .......... --.- ....... ............ .... .... ........................................ E+3 MAX OBSERVED PRESSURE=3300PSF WHICH IS -025 LESS THAN ALLOWABLE 4000PSF 1IIø1IpIjjIIj,$ V -1.00 N -0.50 -0.75 -1.25 -1.50 _::: -2.75 ::: -3.50 SAFE 2016 16.0.2 Soil Pressure Diagram - (SERVICE) [lblft2] kip -ft D14 lonis -20181115 1/18/2019 11:11 AM .............. ........................ I..... .... .............. .------- .------- . ..:. . PROVIDE (2) ADDL #10 BARS . ti 41+ ........................... ................................. Nk \ .................................I..... 004. -+ ,' PROVIDE (9) #10 BARS T&B ALL GRADE BEAMS SAFE 2016SI1:09np Design - Layer A- Top and Bottom Reinforcement (Enveloping Flexural) kip - ft ENT .NEEDED NO ADD'L SHEAR REINFORCEM P.ROVIDE.MINIMUMREI.NFORbE f D15 lonis -20181115 1/18/2019 11:23 AM SAFE 2016 16.0.31ab Strip Design - Layers A, B Reinforcement Intensity (Shear) [in2lft] kip - ft Iqpff project . by 6 sheet no. location date 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 dit . job no. (619) 521-8500 Fax (619) 521-8591 4 %&w 1d 1 tf P-) 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com ITff Iônis Conference Center F Miscellaneous Calculations CMU Site Walls wa FIC Date: 19 JAN 2019 kpff Whis Wall in File: \kpff-sd Title lonis: Job #: Dsgnr: ES Description.... CMU Site Wall -10" KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92103 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com are\Proj\1 18\1 800111 lonis Conference Bottom Stem OK 0.00 Masonry LRFD 8.00 #5 24.00 Center Stem OK 17.50 Masonry LRFD 8.00 #5 24.00 Center 2nd 80.5 91.50 3.75 3.3 80.5 91.50 3.75 ,etainPro (C) 1987-2018, Build 11.18.07.31 License: KW-06058017 License To:KPFF CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Criteria • [_Soil Data Retained Height = 1.00 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 16.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psfIft . : •. .- Soil Density Heel = 11000 pcf Soil Density, Toe = 110.00 pcf : FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft NOT Used for Sliding & Overturning Load Type = Wind (W) I Axial Load Applied to Stem I (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load F, !W Weight Multiplier 111111111 0.0 psf Adjacent Footing Load Xiiinnii Adjacent Footing Load = 0.0111 Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 = 0.200 g Added seismic base force 191.1 lbs Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data tb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft4 = Shear.....Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data I'm psi Fy psi Solid Grouting = Modular Ratio 'n = Wall Weight psf= 0.000 0.987 298.6 2,397.3 2,427.9 2,427.9 2,000 2,000 60,000 60,000 Yes Yes 16.11 16.11 78.0 78.0 i Design Summary Stem Construction • - I Wall Stability Ratios Design Height Above Ftc ft= Overturning = 1.71 OK Wall Material Above 'Ht" = Slab Resists All Sliding! Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing 00ad Factors - Building Code Dead Load '-•' Live Load Earth, H Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in= 7.60 7.60 = Medium Weight = LRFD psi= psi = Total Bearing Load = 2,297 lbs ...resultant ecc. = 10.44 in Soil Pressure @ Toe = 2,432 psf 01< Soil Pressure @ Heel = 0 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,405 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 11.7 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 94.9 psi Sliding Caics Lateral Sliding Force = 291.1 lbs 1Tff KPFF Consulting Engineers, Inc. Title lonis: I1: 2 3131 Camino del Rio P4, Suite 1080 Job #: Dsgnr: ES Date: 19 JAN 2019 San Diego, CA 92108 Description.... (p) 619.521.8500 (f) 619.521.8591 CMU Site Wall -10" www.kptf.com 'his Wall in File: kpff-sdshare\Proj\1181800111 lonis Conference CenteñEngSite Package\site we .4etainPro (c) 1987-2018, Build 11.18.07.31 License: KW-06058017 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: KPFF CONSULTING ENGINEERS Footing Dimensions & Strengths • Toe Width = 1.20 It Heel Width = 1.80 Total Footing Width = 3.00 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ft = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm= 3.00 in Footing Design Results Toe Heel Factored Pressure = 3,405 0 psf Mu': Upward = 1.932 0 ft-# Mu': Downward = 370 334 ft-# Mu: Design = 1,562 334 ft-# Actual 1-Way Shear = 11.73 2.37 psi Allow 1-Way Shear = 50.60 50.60 psi Toe Reinforcing = #7 @ 16.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu c phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.17 in2 Min footing T&S reinf Area per foot 0.39 1n2 .'ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING M RESISTING • Force Distance oment Force Distance Moment Item - lbs ft ft-# lbs ft -_ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt 191.1 10.25 1,958.8 Total 291.1 O.T.M. 2,042.1 Resisting/Overturning Ratio = 1.71 Vertical Loads used for Soil Pressure = 2,296.7 lbs Total = 2,296.7 lbs R.M. 3,488.1 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure caiculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.394 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 100.0 0.83 83.3 Soil Over Heel = 124.7 2.43 303.4 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 132.0 0.60 79.2 Surcharge Over Toe = Stem Weight(s) = 1,365.0 1.53 2,093.0 Earth @ Stem Transitions = Footing Weight = 675.0 1.50 1,012.5 Key Weight = Vert. Component = [Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top 0.00 It ...Height to Bottom = 0.00 It Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf Criteria Retained Height = 1.00 ft Wall height above soil = 21.75 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft I Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load • F, I W Weight Multiplier a Adjacent i-ooting Load = u.0 ID Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil - 0.0 It - at Back of Wall Poisson's Ratio = 0.300 = 0.200 g Added seismic base force 312.1 lbs 1Tff KPFF Consulting Engineers, Inc. Title lonis: 3131 Camino del Rio Iti, Suite 1080 Job #: Dsgnr: ES San Diego, CA 92108 Description.... (p) 619.521.8500 (f) 619.521.8591 CMU Site Wall - 10" www.kpff.com Whis Wall in File: \kpff-sd\share\Proj\118\1800 111 lonis Conference CenteñEng\Site Package\site we AetalnPro (c) 1987-2018, Build 11.18.07.31 License: KW-06058017 Date: 19 JAN 2019 Cantilevered Retaining Wall Code: 1BC2012,ACl 318-11,ACI 530-11 I Design Summary Stem Construction • 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft = 21.75 0.00 Overturning = 1.21 Ratio < 1.51 Wall Material Masonry Masonry Slab Resists All Sliding! Design e RFD LRFD FS>1 .1 FOR Thickness 10.00 SEISMIC Total Bearing Load = 3,143 lbs Rebar Size = # 5 # 5 ... resultant ecc. = 14.71 in Rebar Spacing = 16.00 16.00 Rebar Placedat = Edge Edge Soil Pressure @ Toe = 7,642 psf NG Design Data Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa - = 0.001 0.709 Allowable = 4,000 psf Total Force @ Section Soil Pressure Exceeds Allowable! - Service Level lbs = ACl Factored @ Hee = 0 psf Strength Level lbs = 19.6 471.5 Footing Shear @ Toe = 20.1 psi OK Moment .... Actual Service Level ft-# = Footing Shear @ Heel = 2.0 psi OK Strength Level ft-# = 9.8 5,080.6 = Allowable 94.9 psi Sliding Calcs Moment.....Allowable ft-#= 7,163.0 7,163.0 Lateral Sliding Force = 412.1 lbs Shear ..... Actual Service Level psi = Strength Level psi= 0.2 4.1 RETAINPRO IS BUGGY - BEARING IS Shear.....Allowable psi= 80.5 80.5 OKAY. Anet (Masonry) in2= 115.50 115.50 1 OOPSF/FT*22.75F1=2275PSF>4000PSF Rebar Depth 'd' in= 7.25 7.25 Masonry Data fm psi = 2,000 2,000 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 16.11 16.11 NOT considered in the calculation of soil bearing Wall Weight psf = 98.0 98.0 .oad Factors - Building Code Dead Load '--- Live Load Earth, H Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in= 9.60 9.60 = Medium Weight = LRFD psi = psi = 1q)ff his Wall in File: \kpff-sd' etainPro fel 1987-2018. BL KPFF Consulting Engireers, Inc. 3131 Camino del Rio II, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com are\Proj118\18001 11 lonis Conference Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Title lonis: Job #: Dsgnr: ES Date: 19 JAN 2019 Description.... CMU Site Wall -10" we Footing Dimensions & Strengths • Toe Width = 1.20 ft Heel Width = 1.80 Total Footing Width = 3.00 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It ft = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Footing Design Results Toe li! Factored Pressure = 10,699 0 psf Mu': Upward = 4,074 0 ft-# Mu': Downward = 390 269 ft-# Mu: Design = 3,684 269 ft-# Actual 1-Way Shear = 20.13 2.02 psi Allow 1-Way Shear = 50.60 50.60 psi Toe Reinforcing = #7 @ 16.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not reqd: Mu cphi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.17 in2 Min footing T&S reinf Area per foot 0.39 in2 /It If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... •Force Distance Moment Force Distance Moment Item - lbs ft ft4 lbs ft ft-# 'Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt 312.1 12.88 4,018.7 Total 412.1 O.T.M. 4,102.0 Resisting/Overturning Ratio = 1.21 Vertical Loads used for Soil Pressure = 3,142.8 lbs Total = 3,142.8 lbs R.M.= 4,963.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 - resistance, but is included for soil pressure cafculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. ITilt I Horizontal Deflection at TOR of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci .Horizontal Defi © Top of Wall (approximate only) 1.610 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 100.0 0.83 83.3 Soil Over Heel = 106.3 2.52 267.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 132.0 0.60 79.2 Surcharge Over Toe = Stem Weight(s) = 2,229.5 1.62 3,604.4 Earth @ Stem Transitions = Footing Weight = 675.0 1.50 1,012.5 Key Weight = Vert. Component = ITff• 3131 Camino Del Rio North, Suite 1080 San Diego, CA 9108 619.521.8500 kpff.com lonis Conference Center Miscellaneous Calculations Bridge Support Calculations sheet no. 0 1 lt,ng 3131 Camino Del Rio N PIUJULA •ii uu Suite 1080 San Diego, CA 92108 location p (619) 521-8500 1 (619) 521-8591 client Engineers www.kpff.com Bridge Support HSS Bridge Hanger HSS6xO.250 L 15.75ft A=4.221n2 W = 15.4p1f Fy = 42ksi date 1-17-19 job no. 1800111 Trib area to Pipe hanger = 51sf DL=30psf LL = 100 psf —) Pu max = 10k Tensile design strength of HSS: cDPn = CD Fy Ag = 0.9 * 42ksi * 4.22in2 = 159.5k — DCR = 0.06 OK Check Weld: length of weld = C = it * 6in = 18.851n Strength of weld: cDRn = 1.392 * 18.85in * 5 (/16ths) * 1.5 (load transverse to orientation of weld) = 196.7k' Weld capacity> Pipe capacity -3 OK Check Plate: 3/4" x 13" x 5.5in (A36 plate) Consider as simply supported beam with point load Mu = PuL / 4 = (10k) * (10"/12) / 4 = 2.083 k-ft (DMn = Cl) Fy Z = 0.9 * 36ksi * (5.5in * .75in 2 / 4) = 2.09k-ft 4 DCR = 0.99 OK 10" yy Pu= sir STIFFS BEAM BESIDE // PER PLAN IUta W1b 2 IF? SO WBEH 1 It WIDTH MIN WI (4) PIWE 4325.19 BOLTS HSS PER PLNIS F7\BRIDGE HANGER Check Bolts: (4) 7/8"0 A325N Bolts Single bolt: (DRn = CD * Fn * Ab = 0.75 * 90ksi * 0.6011n2 = 40.59k (4) bolts: 162.3k Bolt capacity> Pipe capacity 4 OK SEE MORE STRUCTURAL CALCS IN REVISIONS . 1 Ir \ GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL. MATERIALS 7. Project No. 06442-32-30 January 22, 2019 CE1IED JAN 222019. lonis Pharmaceuticals, Inc. CITY OF 2855 Gazelle Court ItHLSBAD Carlsbad, California 92010 BUILDING DIVISION Attention: Mr. Wayne Sanders Subject: SUPPLEMENATL GEOTECHNICAL RECOMMENDATIONS IONIS PHARMACEUTICALS CONFERENCE CENTER CARLSBAD, CALIFORNIA Reference: Update Geotechnical Report, lonis Pharmaceuticals Conference Center (Carlsbad Oaks North Business Park - Lot 25), Carlsbad, California, dated July 19, 2018, prepared by Geocon Incorporated (Project No. 06442-32-30). Dear Mr. Sanders: In accordance with the request of Mr. Jon Ohlson with DGA Planning/Architecture/Interiors, we are providing supplemental geotechnical recommendations for the subject project. This report presents recommendations for pier foundations and concrete elements for the planned structure. Also, we are providing backfill recommendations for the Expanded Polystyrene (EPS) geofoam. The recommendations presented herein should be used in conjunction with geotechnical recommendations presented in the referenced report. We understand that Expanded Polystyrene (EPS) geofoam consisting of EPS 39 will be used to backfill the below grade east wall of the planned building. The geofoam is a lightweight backfill material that results in reduced lateral pressures on the below grade retaining wall. DPR Construction (the project general contractor) has subcontracted GeoFoam International, LLC to provide installation and technical guidance during placement of the geofoam. The following are supplemental recommendations for the subject project: The geofoam blocks should be installed in accordance with recommendations by GeoFoam International, LLC. The geofoam should be placed within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall. The blocks may be terminated 2 feet below design grade. The geofoam blocks should be placed such that no voids result within the backfill zone. Voids, if any, should be filled with pea gravel, 2-sack slurry or other approved alternative. The geofoam blocks should be capped with at least 2 feet of soil compacted to project requirements. 6960 Flanders Drive E San Diego, California 92121-2974 a Telephone 858.558.6900 0 Fax 858.558.6159 Prior to placing the geofoam, Mirafi 140N fabric should be placed along the geofoam backcut (at the block and soil/bedrock interface excluding the base). Also, Mirafi 140N fabric should be placed on top of the geofoam blocks prior to placing the soil backfill. Pier foundations should be at least 24 inch diameter and extend at least 5 feet into properly compacted fill. An allowable skin friction of 300 pound per square foot (psf) may be used in design. Earth pressures (end bearing and lateral) are presented in Sections 8.7 and 8.8, respectively, of the referenced report. Portland cement concrete (PCC) elements bearing on the onsite granular fill soils may. be evaluated for deflection using a modulus of subgrade reaction of 200 pound per cubic inch (pci). PCC elements constructed over import soils should be evaluated for deflection using a modulus of subgrade reaction of 100 pci. The modulus value should be adjusted using typical equations for foundation size. Should you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Emilio Alvarado RCE 66915 AL EA:cam . (e-mail) Addressee i Project No. 06442-32-30 -2- January 22, 2019 UPDATE GEOTECHNICAL REPORT IONIS PHARMACEUTICALS CONFERENCE CENTER (CARLSBAD OAKS NORTH BUSINESS PARK - LOT 25) CARLSBAD, CALIFORNIA PREPARED FOR IONIS PHARMACEUTICALS, INC. / CARLSBAD, CALIFORNIA JULY 199 2018 PROJECT NO. O6442-3-3O GEOCON INCORPORATED GEOTECHNICAL U ENVIRONMENTAL • MATE-RIALS (07)v Project No. 06442-32-30 July 19, 2018 lonis Pharmaceuticals, Inc. 2855 Gazelle Court Carlsbad, California 92010 Attention: Mr. Wayne Sanders Subject: UPDATE GEOTECHNICAL REPORT IONIS PHARMACEUTICALS CONFERENCE CENTER (CARLSBAD OAKS NORTH BUSINESS PARK - LOT 25) CARLSBAD, CALIFORNIA Dear Mr. Sanders: In accordance with your request and approval of our proposal (LG-1 7464, dated December 20, 2017), we have prepared this update geotechnical report for the proposed development of the subject project. The accompanying report presents the findings of our study and, our conclusions and recommendations pertaining to the geotechnical aspects of project development. Based on the results of this study, it is our opinion that the subject project can be developed as planned, provided the recommendations of this report are followed. If there are any questions regarding this update report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Emilio Alvarado IR AL RCE 66915 r fl EA:DBE:dmc ;rNO . j * IV (e-mail) Addressee David B. Evans CEG 1860 DAVID B. EVANS NO. 1860 CERTIFIED ENGINEERING GEOLOGIST 6960 Flanders Drive 0 San Diego, California 92121.2974 0 Telephone 858.558.6900 U Fax 858.558.6159 TABLE OF CONTENTS POSE AND SCOPE . 1 PREVIOUS SITE DEVELOPMENT..............................................................................................1 SITE AND PROJECT DESCRIPTION..........................................................................................2 SOIL AND GEOLOGIC CONDITIONS ..................................................................... . ................... 2 4.1 Compacted Fill (Qcf and Quc) ............................................................................................... 2 4.2 Granitic Rock (Kgr) ..............................................................................................................3 RIPPABILITY AND ROCK CONSIDERATIONS........................................................................3 GROUNDWATER..........................................................................................................................4 GEOLOGIC HAZARDS.................................................................................................................4 7.1 Faulting .................................................................................................................................4 7.2 Seismicity-Deterministic Analysis........................................................................................4 7.3 Seismicity-Probabilistic Analysis..........................................................................................5 7.4 Landslides..............................................................................................................................6 7.5 Liquefaction and Seismically Induced Settlement................................................................6 7.6 Tsunamis and Seiches...........................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS..........................................................................7 8.1 General..................................................................................................................................7 8.2 Soil Characteristics................................................................................................................8 8.3 Subdrains...............................................................................................................................9 8.4 Grading..................................................................................................................................9 8.5 Slopes..................................................................................................................................12 8.6 Seismic Design Criteria.......................................................................................................12 8.7 Foundation and Concrete Slab-On-Grade Recommendations ............................................14 8.8 Retaining Walls and Lateral Loads Recommendations ..... . ................................................. 16 8.9 Preliminary Pavement Recommendations - Flexible and Rigid.........................................18 8.10 Detention Basin and Bioswales Recommendations............................................................21 8.11 Site Drainage and Moisture Protection...............................................................................22 8.12 Slope Maintenance..............................................................................................................22 8.13 Grading, Foundation, and Retaining Wall Plan Review .....................................................23 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figure 3, Geologic Cross Sections Figure 4, Wall/Column Footing Dimension Detail Figure 5, Typical Retaining Wall Drain Detail APPENDIX A LABORATORY TESTING (Geocon Incorporated, 2007) APPENDIX B City of Carlsbad BMP Design Manual - Categorization of Infiltration Feasibility Condition (Form 1-8) APPENDIX C RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES UPDATE GEOTECHNICAL REPORT 1. PURPOSE AND SCOPE This report presents the results of an update geotechnical study for the proposed Jonis Pharmaceuticals Conference Center development (formerly Lot 25) located in the Carlsbad Oaks North Business Park in Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this report was to evaluate the soil and geologic conditions within the site and provide geotechnical recommendations pertaining to the development of the property as proposed. The scope of this preliminary update report included a review of: Final Report of Testing and Observation Services During Site Grading, Carlsbad Oaks North Business Park - Phase 2, (Phase 2—Lots 13 through 19; Phase 3—Lots 20 through 25 and 27), Carlsbad, California, prepared by Geocon Incorporated, dated December 11, 2007 (Project No. 06442-32-13). Update Geotechnical Investigation, Carlsbad Oaks North Business Park and Faraday Avenue Offsite, Carlsbad, California, prepared by Geocon Incorporated, dated October 21, 2004 (Project No. 06442-32-03). Preliminary Grading Plan for: lonis Pharmaceuticals Conference Center, Carlsbad, California, prepared by Pasco Laret Suiter & Associates, undated. The descriptions of the soil and geologic conditions and proposed development described herein is based on review of the referenced reports and plan, and observations made during previous mass grading operations for the overall Carlsbad Oaks North Business Park development. Additional references reviewed to prepare this report are provided in the List ofReferences. 2. PREVIOUS SITE DEVELOPMENT Mass grading of the property was performed in conjunction with the compaction testing and observation services of Geocon Incorporated. Canyon subdrains were placed during the grading across the lot and extend beyond the property boundary. Test results, as well as professional opinions pertaining to the grading, are summarized in Reference No. 1 (report dated December 11, 2007). Pertinent laboratory tests performed on selected soil samples collected during previous grading are presented in Appendix A. The numbering for several lots was changed during development of the overall Carlsbad Oaks North Business Park. Consequently, Lot 25 (subject project current lot designation) was formerly labeled Lot 27. Reference No. 1 uses the former lot numbering sequence. Project No. 06442-32-30 - 1 - July 19, 2018 SITE AND PROJECT DESCRIPTION The lot is bounded by Whiptail Loop to the north, Gazelle Court to the west and south, existing lonis Campus to the south and Lot 15 to the east. The property mostly consists of compacted fill at existing grade. A relatively minor area of granitic rock is in the slope located along the east margin of the lot. Ascending and descending 2:1 (horizontal:vertical) fill and composite (fill over cut) slopes are located along the perimeter of the lot with a maximum height of approximately 40 feet. Sparse low lying grass/weeds are spread across the property. The sheet-graded pad portion of the lot slopes from the east to west with elevations varying from approximately 436 feet above Mean Sea Level (MSL) to approximately 428 feet MSL. A temporary detention basin is located in the northwest margin of the pad. Existing improvements within the lot consist of a storm drain system that was constructed as part of the temporary detention basin. The slopes are landscaped with shrubs and trees with an active irrigation system. We understand that ultimate development includes grading the sheet-graded pad to support an approximately 74,000 square-foot, two-story conference center. Grading will also extend offsite into the existing lonis Pharmaceuticals campus. Additional improvements consist of underground utilities, surface parking/driveways, hardscape and Best Management Practices (BMPs) bio-retention systems for storm water. We anticipate that the building will consist of steel-framed construction supported by conventional continuous and isolated spread footings with slab-on-grade floor. The descriptions contained herein are based upon the observations made during mass grading operations and, a review of the referenced reports and plan. If project details vary significantly from those outlined herein, Geocon Incorporated should be notified for review and possible revisions to this report. SOIL AND GEOLOGIC CONDITIONS Compacted fill and granitic bedrock are exposed at finish grade. These units are described below and their approximate lateral extent is shown on the Geologic Map (Figure 2) and the Geologic Cross Sections (Figure3). 4.1 Compacted Fill (Qcf and Quc) Compacted fill was placed across the lot during previous grading operations. The fill generally consists of a 3-foot-thick cap of soil containing some 6-inch-minus rock. Fill below the soil cap contains rock fragments up to 12 inches in size. Rocks larger than 12 inches in length and, generally between 2 to 4 feet in maximum dimension, were placed at least 10 feet below finish sheet grade. In some instances, larger boulders were individually placed in the deeper fill areas. The outer Project No. 06442-32-30 -2- July 19, 2018 approximately 15 feet of embankment slopes consist of soil fill with 6-inch-minus rock and occasional 12-inch material. Although particular attention was given to restricting oversize rock placement as discussed herein, it is possible that some oversize rock ( 12 inches) may be present in the upper portions of fill areas. The presence of oversize rock should be considered during grading and where below-grade improvements (i.e., sewer, storm drain) are proposed in areas deeper than five feet below existing sheet grade. Fill materials placed during the mass grading operations generally consist of silty sands, and mixtures of angular gravel and boulders generated from excavations in granitic rock. Soils consisting of sandy clays were placed in deeper fill areas. Based on information presented in Reference No. 1, the fill is compacted to at least 90 percent of the laboratory maximum dry density at or slightly above the optimum moisture content in accordance with ASTM D 1557. Excluding the upper approximately one foot, the compacted fill is suitable for support of additional fill and/or structural loading. In areas of planned improvements, the upper one foot of existing fill will require processing as part of further development. 4.2 Granitic Rock (Kgr) Cretaceous-age, granitic basement rock of the Southern California Batholith underlies the compacted fill and is exposed in the slope area along the east portion of the lot. Based upon our observations during mass grading, the rock materials are highly to slightly weathered. Proposed excavations in this unit may encounter hard rock that will result in excavation difficulty and/or possible blasting to excavate. The granitic rock exhibits adequate bearing and slope stability characteristics. The soils derived from excavations within the decomposed granitic rock are expected to consist of very low to low expansive (Expansion Index [El] :s 50), silty, medium- to coarse-grained sands. Excavations within the bedrock will generate boulders and oversize materials (rocks >12 inches) that will require special handling and placement. Oversize rock fragments may also require exportation from the site since the available fill volume is limited. 5. RIPPABILITY AND ROCK CONSIDERATIONS Rock rippability is a function of natural weathering processes that can vary vertically and horizontally over short distances depending on jointing, fracturing, and/or mineralogic discontinuities within the bedrock. Excavations for the eastern portion of the building pad and proposed walkway extend into granitic rock. Consideration should be given to performing a subsurface exploration program that consists of excavating exploratory trenches across the granitic portions to evaluate rippability prior to the contractor bid process. The information from this study should be included in a supplemental geotechnical report. Project No. 06442-32-30 - 3 - July 19, 2018 Earthwork construction should be carefully planned to efficiently utilize available rock placement areas, if present. Oversize materials should be placed in accordance with the previously discussed criteria and rock placement procedures presented in Appendix C of this report and governing jurisdictions. ,.AMC] ;:I.1'J Z I 0111MIA 114 zi Groundwater was not observed during previous grading operations. Groundwater is not anticipated to impact proposed project development; however, perched water conditions may develop following periods of heavy precipitation or prolonged irrigation. In the event that surface seeps develop, shallow subdrains may be necessary to collect and convey the seepage to a suitable outlet facility. 7. GEOLOGIC HAZARDS 7.1 Faulting Based on field observations made during previous grading operations, review of published geologic maps, and previous geotechnical reports; the subject property is not located on any known active, potentially active, or inactive fault traces as defined by the California Geological Survey (CGS). 7.2 Seismicity-Deterministic Analysis We performed a deterministic seismic hazard analysis using the computer program EZ-FRISK, Version 7.65 (Risk Engineering, 2015) to locate known active faults within a search radius of 50 miles from the property. According to the results of the computer program, 10 known active faults are located within the search radius. We calculated peak ground acceleration (PGA) using Boore and Atkinson (2008), Campbell and Bozorgrna (2008), and Chiou and Youngs (2007) acceleration-attenuation relationships. The nearest known active faults are the Newport-Inglewood and Rose Canyon Fault Zone, located approximately eight miles west of the site and are the dominant sources of potential ground motion. Table 7.2 lists the estimated maximum earthquake magnitudes and PGA's for the most dominant faults in relation to the site location. Project No. 06442-32-30 -4- July 19, 2018 TABLE 7.2 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Distance from Site (miles) Maximum Earthquake Magnitude (Mw) Peak Ground Acceleration Boore- Atkinson 2008 (g) Campbell- Bozorgnia 2008 (g) Chiou- Youngs 2007 (g) Newport-Inglewood/Rose Canyon 8 7.5 0.29 0.24 0.32 Rose Canyon 8 6.9 0.24 0.23 0.25 Elsinore 20 7.85 0.21 0.15 0.19 Coronado Bank 24 7.4 0.16 0.11 0.13 Palos Verdes Connected 24 7.7 0.18 0.12 0.16 Earthquake Valley 39 6.8 0.08 0.06 0.05 Palos Verdes 40 7.3 0.10 0.07 0.07 San Joaquin Hills 40 7.1 0.09 0.09 0.08 San Jacinto 45 7.88 0.12 0.08 0.10 Chino 50 6.8 0.06 0.05 0.04 7.3 Seismicity-Probabilistic Analysis We performed a probabilistic seismic hazard analysis for the site using the computer program EZ- FRISK, Version 7.65 (Risk Engineering, 2015). The computer program operates under the assumption that the occurrence rate of earthquakes on each mapped Quaternary fault is proportional to the fault slip rate. The program accounts for earthquake magnitude as a function of rupture length. Site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore and Atkinson (2008), Campbell and Bozorgnia (2008), and Chiou and Youngs (2007) in the analysis. Table 7.3 presents the site-specific probabilistic seismic hazard parameters including acceleration- attenuation relationships and the probability of exceedance. Project No. 06442-32-30 - 5 - July 19, 2018 TABLE 7.3 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence Peak Ground Acceleration Boore-Atkinson, 2008 (g) Campbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2008 (g) 2% in a 50 Year Period 0.47 0.41 0.48 5% in a 50 Year Period 0.35 0.31 0.35 10% in a 50 Year Period 0.27 0.24 0.26 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including frequency and duration of motion and soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the California Building Code (CBC) or City of Carlsbad guidelines. 7.4 Landslides No landslides were encountered within the site or mapped within the immediate areas influencing the project development. The risk associated with landslide hazard is very low. 7.5 Liquefaction and Seismically Induced Settlement The risk associated with liquefaction and seismically induced settlement hazard at the subject project is very low due to the existing dense compacted fill and very dense nature of the granitic bedrock, construction of canyon subdrains, and the lack of a permanent, shallow groundwater table. 7.6 Tsunamis and Seiches The risk associated with tsunamis and seiches hazard at the project is low due to the property located at elevation of approximately 428 MSL and the absence of an upstream body of water. Project No. 06442-32-30 - 6 - July 19, 2018 8. CONCLUSIONS AND RECOMMENDATIONS 8.1 General 8.1.1 No soil or geologic conditions were encountered during this study that would preclude the ultimate development of the property as presently planned provided the recommendations of this report are followed. 8.1.2 Planned development will extend into granitic rock. A subsurface exploration program that consists of excavating exploratory trenches across the granitic portions to evaluate rippability should be considered prior to the contractor bid process. The information from this study would be included in a supplemental geotechnical report. 8.1.3 Planned grading will result in a cut-fill transition condition across the footprint of the proposed building. The cut portion (bedrock) should be undercut and replaced with properly compacted fill to facilitate excavation of the foundation systems and reduce the potential for differential settlement of structures bearing on both cut and fill. 8.1.4 Future grading and construction of utilities and foundations will likely encounter rock fragments greater than six inches. Excavations for improvements in fill areas that extend through the 6-inch-minus soil cap or into the granitic rock will encounter hard rock and/or rock fragments greater than 12 inches. Excavation difficulties should be anticipated for these conditions. 8.1.5 Blasting or rock breaking may be required for excavations that are planned in granitic rock areas. Core stones or oversize material may also be generated that will require special handling and fill placement procedures. The potential for these conditions should be taken into consideration when determining the type of equipment to utilize for future excavation operations. Due to the limited areas of available fill volume, it is unlikely that the oversize material could be placed as compacted fill during the grading operation; hence, the oversize material may need to be exported or crushed to an appropriate size for fill placement. 8.1.6 Depending on the time of year that grading is performed, wet to saturated soil conditions may be encountered, especially in the temporary detention basin. Wet soils, if encountered, will need to be dried or mixed with dryer soil to facilitate proper compaction. 8.1.7 It is not uncommon for groundwater or seepage conditions to develop where none previously existed, particularly after landscape irrigation is initiated or following precipitation. The occurrence of induced groundwater seepage from landscaping can be greatly reduced by implementing and monitoring a landscape program that limits irrigation Project No. 06442-32-30 - 7 - July 19, 2018 to that sufficient to support the vegetative cover without over watering. Shallow subdrains may be required in the future if seeps occur after rainy periods or after landscaping is installed. 8.2 Soil Characteristics 8.2.1 Laboratory testing performed on soil samples collected during mass grading operations indicate that the prevailing soils within approximately three feet of grade have an Expansion Index (El) less than 20 and are defined as "non-expansive" by 2016 California Building Code (CBC) Section 1803.5.3. Appendix A presents previously performed laboratory test results. Table 8.2.1 presents soil classifications based on the El per ASTM D 4829. We expect the majority of the on-site soils possess a very low expansion potential. Geocon Incorporated will perform additional expansion index testing after completion of grading operations to evaluate the expansion potential of material present within the upper approximately three feet of ultimate design finish elevation. TABLE 8.2.1 SOIL CLASSIFICATION BASED ON EXPANSION INDEX ASTM D 4829 Expansion Index (El) Soil Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Greater Than 130 Very High 8.2.2 Laboratory testing on soil samples collected during previous grading were tested to evaluate water-soluble sulfate content. Based on previous test results, we anticipate that the on-site soils possess a "SO" sulfate exposure class to concrete structures as defined by 2016 CBC Section 1904 and AC! 318-14. We recommend that guidelines presented in the CBC and ACI be followed in determining the type of concrete to be used. Table 8.2.2 presents a summary of concrete requirements set forth by the CBC and AC!. The presence of water- soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Geocon lnàorporated will perform additional water-soluble sulfate testing after completion of grading operations to evaluate the sulfate exposure of material present within the upper approximately three feet of ultimate design finish elevation. Project No. 06442-32-30 - 8 - July 19, 2018 TABLE 8.2.2 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble Maximum Sulfate Exposure Sulfate (SO4) Cement Water to Minimum Severity Class Percent by Type Cement Compressive Weight (ASTM C 150) Ratio by Strength (psi) Weight' Not Applicable SO SO4<0-10 No Type n/a 2,500Restriction Moderate Si 0-10<—SO4<0.2 II 0.50 4,000 0 Severe S2 0.20SO42.0 V 0.45 4,500 0 1 Very Severe S3 SO4>2.00 V+Pozzolan or Slag 0.45 4,500 'Maximum water to cement ratio limits do not apply to lightweight concrete. 8.2.3 Geocon Incorporated does not practice in the field of corrosion engineering. If improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. 8.3 Subdrains 8.3.1 No new subdrains are expected considering the limited fill depth that is planned for grading operations. 8.4 Grading 8.4.1 All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C. Where the recommendations of Appendix C conflict with this section of the report, the recommendations of this section take precedence. 8.4.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and the grading plans can be discussed at that time. 8.4.3 Grading should be performed in conjunction with the observation and compaction testing services of Geocon Incorporated. Fill placement should be observed on a full-time basis and tested to check in-place dry density and moisture content. Project No. 06442-32-30 - 9 - July 19, 2018 8.4.4 Site preparation should begin with the removal of all deleterious material and vegetation in areas of proposed grading. The depth of removal should be such that soil exposed in cut areas or soil to be used as fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 8.4.5 Loose or soft accumulated soils in the temporary detention basin will need to be removed and compacted prior to filling the basin. Abandoned utilities should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. 8.4.6 Areas to receive fill should be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted to at least 90 percent relative compaction prior to placing additional fill. In areas where proposed cuts into existing fills are less than 12 inches, the resulting finish-grade soils should be scarified, moisture conditioned as necessary, and compacted to at least 90 percent of the laboratory maximum dry density at or slightly above optimum moisture content. Near-surface soils may need to be processed to greater depths depending on the amount of drying or wetting that has occurred within the soils since the initial sheet grading of the pad. The actual extent of remedial grading should be determined in the field by the geotechnical engineer or engineering geologist. Overly wet surficial soils, if encountered, will need to be removed to expose existing dense, moist compacted fill or granitic rock. The wet soils will require drying and/or mixing with drier soils to facilitate proper compaction. 8.4.7 After site preparation and removal of unsuitable soils as described above is performed, the site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill provided vegetation, debris and other deleterious matter are removed. Layers of fill should be no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of laboratory maximum dry density as determined by ASTM D 1557, at or slightly above optimum moisture content. The project geotechnical engineer may consider fill materials• below the recommended minimum moisture content unacceptable and may require additional moisture conditioning prior to placing additional fill. 8.4.8 To reduce the potential for differential settlement, the bedrock portion of the cut-fill transition should be over-excavated (undercut) a minimum of five feet below finish pad grade or at least two foot below the lowest foundation element, whichever is deeper, and replaced with compacted low expansive (Expansion Index [El] 50) soil fill consisting of 6-inch-minus rock. The undercutting will also facilitate excavation of proposed shallow utilities beneath the building. The undercut should extend at least five feet horizontally Project No. 06442-32-30 _10- July 19, 2018 outside the limits of the building footprint area and isolated spread footings located outside the building limits. Overexcavations should be cut at a gradient toward the parking lot or toward the deepest fill area to provide drainage for moisture migration along the contact between the bedrock and compacted fill. 8.4.9 For exterior improvements (retaining walls, storm drain, sewer, water, etc.) that may be located in areas of exposed granitic rock at grade following planned grading, consideration should be given to performing exploratory excavations to evaluate the rippability characteristics of the bedrock. This work can be performed during grading operations or prior to construction. The need to undercut the underlying granitic rock within the utility corridors should be determined in the field by the owner's representative based on the findings of the exploratory trenching. The undercuts, if needed, should extend at least one foot below the deepest utility. 8.4.10 Consideration should be given to undercutting landscape areas, hardscape zones and driveways/parking areas located in areas of exposed granitic rock to facilitate construction of planned improvements. The need to undercut the underlying granitic rock within these zones should be determined by the owner's representative in the field based on the findings of the exploratory trenching discussed above. 8.4.11 For areas to receive fill and undercut areas, rock fragments greater than 6 inches in maximum dimension should not be placed within five feet of finish grade in the building pad area and three feet of subgrade in driveways/parking areas. Rock fragments greater than 12 inches in maximum dimension should be placed at least 10 feet below finish grade and least one foot below deepest planned utility. 8.4.12 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. 8.4.13 Imported soils (if required), should consist of granular very low to low expansive soils (El < 50). Prior to importing the soil, samples from proposed borrow areas should be obtained and subjected to laboratory testing to check if the material conforms to the recommended criteria. The import soil should be free of rock greater than six inches and construction debris. Laboratory testing typically takes up to four days to complete. The grading contractor needs to coordinate the laboratory testing into the schedule to provide sufficient time to allow for completion of testing prior to importing materials. Project No. 06442-32-30 - 11 - July 19, 2018 8.5 Slopes 8.5.1 Slope stability analyses were previously performed on the 2:1 slopes for the overall Carlsbad Oaks North Business Park development (see the referenced geotechnical reports). The deep-seated and surficial slope stability analyses where performed using the simplified Janbu analysis utilizing average drained direct shear strength parameters based on laboratory tests performed during our investigation. The results of the analysis indicate that cut and fill slopes have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the project slopes. 8.5.2 The preliminary grading plan shows fill slopes with inclination of 2:1 (horizontal:vertical) or flatter with maximum height of approximately 15 feet are planned for ultimate development. Based on the discussion above, the proposed fill slopes constructed with onsite granular soils and compacted to the recommendations presented in this report will have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the project slopes. 8.5.3 Fill slopes should be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed four feet and should be track-walked at the completion of each slope such that the fill soils are uniformly compacted to at least 90 percent relative compaction to the face of the finished slope. Alternatively, the fill slope may be over-built at least three feet and cut back to yield a properly compacted slope face. 8.5.4 All slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. 8.6 Seismic Design Criteria 8.6.1 We used the computer program US. Seismic Design Maps, provided by the USGS. Table 8.6.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7-10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 seconds. The values presented in Table 8.6.1 are for the risk-targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the proposed building should be designed using Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. Project No. 06442-32-30 -12- July 19, 2018 TABLE 8.6.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Site Class 2013 CBC Reference Site Class D Table 16 13.5.2 Spectral Response - Class B (0.2 sec), Ss 1.036 g Figure 1613.5(3) Spectral Response - Class B (1 sec), S i 0.402 g Figure 1613.5(4) Site Coefficient, Fa 1.086 Table 1613.5.3(l) Site Coefficient, F 1.598 Table 1613.5.3(2) Maximum Considered Earthquake 1124 g Section 1613.5.3 Spectral Response Acceleration (0.2 sec), SMS (Eqn 16-36) Maximum Considered Earthquake 0.643 g Section 1613.5.3 Spectral Response Acceleration (1 sec), SMI (Eqn 16-37) 5% Damped Design 0.750 g Section 16 13.5.4 Spectral Response Acceleration (0.2 sec), SDS (Eqn 16-38) 5% Damped Design 0.429 g Section 1613.5.4 Spectral Response Acceleration (1 sec), Si (Eqn 16-39) 8.6.2 Table 8.6.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCE0). TABLE 8.6.2 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Site Class D ASCE 7-10 Reference Mapped MCEG 0.393 g Figure 22-7 Peak Ground Acceleration, PGA Site Coefficient, FPOA 1.107 Table 11.8-1 Site Class Modified MCE0 0.435 g Section 11.8.3 (Eqn 11.8-1) Peak Ground Acceleration, PGAM 8.6.3 Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. Project No. 06442-32-30 - 13- July 19, 2018 8.7 Foundation and Concrete Slab-On-Grade Recommendations 8.7.1 The project is suitable for the use of continuous strip footings, isolated spread footings, or appropriate combinations thereof, provided the preceding grading recommendations are followed. The following recommendations are for the planned structure and assume that the foundation system for the structure will bear entirely on compacted fill. 8.7.2 Continuous footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade and be founded on properly compacted fill. Isolated spread footings should be at least two feet square, extend a minimum of 24 inches below lowest adjacent pad grade, and be founded on properly compacted fill. A typical footing dimension detail is presented on Figure 4. 8.7.3 The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, isolated footings should be connected to the building foundation system with grade beams. 8.7.4 The project structural engineer should design the reinforcement for the footings. For continuous footings, however, we recommend minimum reinforcement consisting of four No. 5 steel reinforcing bars, two placed near the top of the footing and two placed near the bottom. The project structural engineer should design reinforcement of isolated spread footings. 8.7.5 The recommended allowable bearing capacity for foundations designed as recommended above is 2,500 pounds per square foot (psf) for foundations in properly compacted fill soil. This soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing of 4,000 psf. 8.7.6 The allowable bearing pressures recommended above are for dead plus live loads only and may be increased by up to one-third when considering transient loads such as those due to wind or seismic forces. 8.7.7 The estimated maximum total and differential settlement for the planned structure due to foundation loads is 1 inch and % inch, respectively over a span of 40 feet. 8.7.8 Building interior concrete slabs-on-grade should be at least five inches in thickness. Slab reinforcement should consist of No. 3 steel reinforcing bars spaced 18 inches on center in Project No. 06442-32-30 -14- July 19, 2018 both directions placed at the middle of the slab. If the slabs will be subjected to heavy loads, consideration should be given to increasing the slab thickness and reinforcement. The project structural engineer should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas). Subgrade soils supporting heavy loaded slabs should be compacted to at least 95 percent relative compaction. 8.7.9 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACI 302.2R-06). In addition, the membrane should be installed in a manner that prevents puncture in accordance with manufacturer's recommendations and ASTM requirements. The project architect or developer should specify the type of vapor retarder used based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. 8.7.10 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the slab. Typically, 3 to 4 inches of sand bedding is used in the San Diego County area. Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. 8.7.11 Exterior slabs not subject to vehicle loads should be at least 4 inches thick and reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh or No. 3 reinforcing bars spaced at 24 inches on center in both directions to reduce the potential for cracking. The mesh should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least 90 percent of the laboratory maximum dry density in accordance with ASTM 1557. 8.7.12 To control the location and spread of concrete shrinkage and/or expansion cracks, it is recommended that crack-control joints be included in the design of concrete slabs. Crack- control joint spacing should not exceed, in feet, twice the recommended slab thickness in inches (e.g., 10 feet by 10 feet for a 5-inch-thick slab). Crack-control joints should be created while the concrete is still fresh using a grooving tool or shortly thereafter using saw cuts. The structural engineer should take criteria of the American Concrete Institute into consideration when establishing crack-control spacing patterns. Project No. 06442-32-30 -15 - July 19, 2018 8.7.13 The above foundation and slab-on-grade dimensions and minimum reinforcement recommendations are based upon soil conditions only, and are not intended to be used in lieu of those required for structural purposes. The project structural engineer should design actual concrete reinforcement. 8.7.14 No special subgrade presaturation is deemed necessary prior to placement of concrete. However, the slab and foundation subgrade should be moisture conditioned as necessary to maintain a moist condition as would be expected in any concrete placement. 8.7.15 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 8.7.16 A representative of Geocon Incorporated should observe the foundation excavations prior to the placement of reinforcing steel or concrete to check that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 8.7.17 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 8.8 Retaining Walls and Lateral Loads Recommendations 8.8.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pci). Where the backfill will be inclined at 2:1 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index 50. Geocon Incorporated should be consulted for additional recommendations if backfill materials have an El >50. Project No. 06442-32-30 -16- July 19, 2018 8.8.2 Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (total unit weight of soil should be taken as 130 pcf). 8.8.3 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil. for use as wall backfill if standard wall designs will be used. 8.8.4 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. 8.8.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (El S50) free-draining backfill material with no hydrostatic forces or imposed surcharge load. A typical retaining wall drainage detail is presented on Figure 5. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 8.8.6 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,500 psf, provided the soil within three feet below the base of the wall has an Expansion Index < 90. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. Project No. 06442-32-30 -17 - . July 19, 2018 8.8.7 The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. 8.8.8 The structural engineer should determine the seismic design category for the project in accordance with Section 1613 of the CBC. If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 18.3.5.12 of the 2013 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psi) exerted at the base of the wall and zero at the top of the wall. A seismic load of 21H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.435g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. 8.8.9 For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formation materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. Where walls are planned adjacent to and/or on descending slopes, a passive pressure of 150 pef should be used in design. 8.8.10 An ultimate friction coefficient of 0.40 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. 8.8.11 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. 8.9 Preliminary Pavement Recommendations - Flexible and Rigid 8.9.1 The following preliminary pavement design sections are based on our experience with soil conditions within the surrounding area and previous laboratory resistance value (R-Value) Project No. 06442-32-30 -'18 - July 19, 2018 testing performed throughout the Carlsbad Oaks North Business Park development. The civil engineer should provide traffic indices (TI) for use in final pavement design. The preliminary sections presented herein are for budgetary estimating purposes only and are not for construction. An R-Value of 35 has been assumed. The final pavement sections will be provided after the grading operations are completed, subgrade soils are exposed, laboratory R-Value testing is performed on the subgrade soils and traffic indices are provided for our use. 8.9.2 The preliminary pavement section recommendations are for areas that will be used as passenger vehicle parking and, car/light truck and heavy truck driveways. We evaluated the flexible pavement sections in accordance with State of California, Department of Transportation (Caltrans) Highway Design Manual (Topic 633). Rigid pavement sections consisting of Portland cement concrete (PCC) are based on metháds suggested by the American Concrete Institute Guide for Design and Construction of Concrete Parking Lots (ACI 330R-08). The structural sections presented herein are in accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 8.9 summarizes preliminary pavement sections. TABLE 8.9 PRELIMINARY PAVEMENT DESIGN SECTIONS Estimated Asphalt Class 2 PCC Location Traffic Concrete Aggregate Base Section Index ITI1* (inches)** beneath Asphalt (inches) Concrete (inches) Automobile Parking 4.5 4.0 4.0 5.0 Automobile/ 5.5 4.0 4.0 6.0 Light truck Driveways Heavy /Trash Truck 6.5 4.0 7.0 7.0 Driveways/Fire Lane Heavy Truck Loading Apron N/A N/A N/A 7.0 Trash enclosure apron N/A N/A N/A 7•5** *Civil engineer should provide TI for final pavement design. **city of Carlsbad minimums for Private Commercial/Industrial developments. Project No. 06442-32-30 -19- July 19, 2018 8.9.3 We used the following parameters in design of the PCC pavement: Modulus of subgrade reaction, k = 200 pci" Modulus of rupture for concrete, MR = 550 psi"'"' Traffic Category = A, B, and C Average daily truck traffic, ADU = 10 (Cat A) and 25 (Cat B), 700 (Cat C) Reinforcing: No. 3 bars placed 24 inches O.C. each way and placed at center of slab. *pci = pounds per cubic inch. = pounds per square inch. 8.9.4 Asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). Class 2 aggregate base should conform to Section 26-1.02B of Caltrans with a 34-inch maximum size aggregate. 8.9.5 Prior to placing base material and PCC pavement, subgrade soils should be scarified, moisture conditioned and compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content in accordance with ASTM D 1557. The depth of compaction should be at least 12 inches. Base material should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content. Asphalt concrete should be compacted to at least 95 percent of the laboratory Hveem density in accordance with ASTM D 2726. 8.9.6 Loading aprons such as trash bin enclosures and heavy truck areas should utilize Portland cement concrete as presented in Table 8.9 above. The concrete loading area should extend out such that both the front and rear wheels of the truck will be located on reinforced concrete pavement when loading and unloading. 8.9.7 The following recommendations are being provided for PCC pavement areas. A thickened edge or integral curb should be constructed on the outside of concrete (PCC) slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of 2 inches, whichever results in a thicker edge, at the slab edge and taper back to the recommended slab thickness 3 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 15 feet (e.g., a 7-inch-thick slab would have a 15-foot spacing pattern) and should be sealed with an appropriate sealant to prevent the Project No. 06442-32-30 -20- July 19, 2018 migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced AC! report. Construction joints should be provided at the interface between areas of concrete placed at different times during construction. Doweling is recommended between the joints in pavements subjected to heavy truck traffic. Dowels should meet the recommendations in the referenced AC! guide and should be provided by the project structural engineer. 8.9.8 The performance of pavement is highly dependent on providing surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for surface or irrigation water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. If planter islands are planned, the perimeter curb should extend at least six inches below the level of the base materials. 8.10 Detention Basin and Bioswales Recommendations 8.10.1 The lot is currently underlain by compacted fill and dense granitic. Planned grading will result with these units at grade. As previously discussed, the compacted fill consists of silty sands, and mixtures of angular gravel and boulders generated from blasting operations in granitic rock. Soils consisting of sandy clays were placed in deeper fill areas. Infiltrating into compacted fill generally results in settlement and distress to improvements placed over the compacted fill; as well as slope instability. It is our opinion the compacted fill is unsuitable for infiltration of storm water runoff due to the potential for adverse settlement and slope instability. The granitic bedrock is also sufficiently dense that infiltration water would be expected to perch on this unit. 8.10.2 Detention basins, bioswales and bio-remediation areas should be.designed by the project civil engineer and reviewed by Geocon Incorporated. Typically, bioswales consist of a surface layer of vegetation underlain by clean sand. A subdrain should be provided beneath the sand layer. Prior to discharging into the storm drain pipe, a seepage cutoff wall should be constructed at the interface between the subdrain and storm dram pipe. The concrete cut- off wall should extend at least 6-inches beyond the perimeter of the gravel-packed subdrain system. Project No. 06442-32-30 -21 - July 19, 2018 8.10.3 Distress may be caused to planned improvements and properties located hydrologically downgradient or adjacent to infiltration devices. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other factors. We have not performed a hydrogeology study at the site. Downstream and adjacent properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Due to site soil and geologic conditions, permanent bioswales and biô-remediation areas should be lined with an impermeable liner to prevent water infiltration in to the underlying compacted fill. Temporary detention basins in areas where improvements have not been constructed do not need to be lined. 8.10.4 Appendix B presents the form titled Categorization of Infiltration Feasibility Condition (Form 1-8) from the City of Carlsbad BMP Design Manual (February 16, 2016). 8.10.5 The landscape architect should be consulted to provide the appropriate plant recommendations. If drought resistant plants are not used, irrigation may be required. 8.11 Site Drainage and Moisture Protection 8.11.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2016 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 8.11.2 For basement walls or building walls retaining landscaping areas, a water-proofing system should be used on the wall and joints, and a Miradrain drainage panel (or similar) should be placed over the waterproofing. The project architect or civil engineer should provide detailed specifications on the plans for all waterproofing and drainage. 8.11.3 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. 8.12 Slope Maintenance 8.12.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. Project No. 06442-32-30 -22 - July 19, 2018 The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 8.13 Grading, Foundation, and Retaining Wall Plan Review 8.13.1 The geotechnical engineer and engineering geologist should review the grading, foundation and retaining wall plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. Project No. 06442-32-30 -23- July 19, 2018 LIMITATIONS AND UNIFORMITY OF CONDITIONS The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the fmdings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after 'a period of three years. Project No. 06442-32-30 July 19, 2018 THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH, SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS NOT INTENDED FOR CLIENTS USE OR RELIANCE AND SHALL NOT BE REPRODUCED BY CLIENT. CLIENT SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT OF SUCH USE OR RELIANCE BY CLIENT. VICINITY MAP N NO SCALE GEOCON INCORPORATED GEOTECHNICALU ENVIRONMENTAL. MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 EA I CW DSKIGTYPD IONIS PHARMACEUTICALS CONFERENCE CENTER CARLSBAD, CALIFORNIA I DATE 07-19-2018 I PROJECT NO. 06442 -32-30 I FIG. I PIotled:0711812018 3:27PM I By:JONATHAN WILKINS I File LocatIon:Y:%PROJECTS06442-32-30 Ionic Pharmaceuflcals Conference Cenle?iDETAILSO6442.32.30_VIcInIty Map.dwg CONCRETE SLAB 4. ............ -. .6 4. •. :6. PAD GRADE SAND AND VAPOR RETARDER IN ACCORDANCE WITH ACI .... 4 ow LL 6 C WIDTH :.:... 6r.:....,. : 64 4 46 4 4C4 C C a A. .0 •C .• C4 7 1 :.. C :. SAND AND VAPOR / 4 4 RETARDERIN-' a .4 .•. ..6. C C ACCORDANCE WITH ACI C 44 6 4C 4 a. OQ C: 4C I 4: 44 C44 FOOTING WIDTH* *SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSIONDETAIL I GEOCON INCORPORATED Cleo) GEOTECHNICAL• ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 EA / CW DSK/GTYPD IONIS PHARMACEUTICALS CONFERENCE CENTER CARLSBAD, CALIFORNIA DATE -19-2018 PROJECT NO. 06442 -32-30 FIG. 4 Piotted:0711812018 3:28PM I By.JONATHAN WILKINS I Ale LocalIon:Y:PROJECTSO6442-32-30 lasts Pharmaceuticals Conference Center'tDETAlLSWall-Column Fooling Dimension Detail (COLFOOT2).dwg CONCRETE BROWDITCH GROUND SURFACE PROPOSED RETAINING WALL $ ••. ' M..KHLL / _TEMPORARY BACKCUT WATER PROOFING I - / PER OSHA PER ARCHITECT 213 H - _MIRAFI 140N FILTER FABRIC - (OR EQUIVALENT) OPEN GRADED - :" ••: 1"MAX. AGGREGATE GROUND SURFACE _\ •z Li FOOTING 4 DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO I APPROVED OUTLET Wi CONCRETE BROWDITCH RETAINING WALL 213 H SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT) 12 3/4" CRUSHED ROCK (1 CU.FTJFT.) i—FILTER FABRIC xi ENVELOPE MIRAFI 140N OR EQUIVALENT 4" DIA. SCHEDULE 40 I PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET CONCRETE BROWDITCH 1 RETAINING WALL 2/3 H GROUND SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT) 4 DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET PROPOSED PROPOSED I FOOTING FOOTING NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE I TYPICAL RETAINING WALL DRAIN DETAIL I GEOCON INCORPORATED GEOTECHNICALU ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 EA/CW DSKIGTYPD IONIS PHARMACEUTICALS CONFERENCE CENTER CARLSBAD, CALIFORNIA DATE 07- 19- 2018 1 PROJECT NO. 06442-32-30 1 FIG. 5 Plotled:0711812018 3:28PM I By:JONATHAN WILKINS I File LocatIon:Y:PROJECTSO6442-32-30 lonls Pharmaceuticals Conference Cente,DETAILSVTypIcaI Retaining Wall Drainage Detail (RWDD7A).dwg APPENDIX APPENDIX A LABORATORY TESTING PERFORMED BY GEOCON INCORPORATED (2007) FOR IONIS PHARMACEUTICALS CONFERENCE CENTER (CARLSBAD OAKS NORTH BUSINESS PARK - LOT 25) CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-30 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Proctor Curve No. Source and Description Maximum Dry Density (pci) Optimum Moisture Content (%) 1 Grayish brown, Silty, fine to medium SAND, with trace gravel. 133.3 7.4 2 Dark reddish brown, Silty, fine to medium SAND. 134.9 7.4 3 Brown, Silty, fine to coarse SAND, with trace clay. 129.7 9.3 4 Dark brown, Silty, fine to coarse SAND, with trace gravel. 129.1 9.4 5 Dark brown, Silty, fine to medium SAND, with trace gravel. 132.8 8.8 6 Dark brown, Silty, fine to coarse SAND, with trace gravel. 132.2 8.4 TABLE III SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS AASHTO T-236 Sample No.* Dry Density (pcf) Moisture Content (%) Unit Cohesion (psi) Angle of Shear Resistance (degrees) 1 120.2 11.8 500 35 2 1 122.0 7.0 715 33 3 1 117.2 8.8 545 37 *Samples were remolded to approximately 90 percent of maximum dry density at near optimum moisture content. TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 El Sample No. (Location) Moisture Content (°"°) Dry Density (pci) Expansion Index Before Test After Test EI-16 (Lot 27 East)*7.5 12.5 118.8 0 El- 17 (Lot 27 Central) 7.5 12.6 118.6 0 El- 18 (Lot 27 West) 7.6 13.2 117.5 0 *Lot 2,5 (subject project current lot designation) was formerly labeled Lot 27 (Geocon Inc. report dated December 2007 uses the former lot numbering sequence). -A-I - TABLE V SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. (Lot No.) Water-Soluble Sulfate (%) Sulfate Exposure EI-16 (Lot 27 East) 0.012 Negligible El-li (Lot 27 Central) 0:009 Negligible EI-18 (Lot 27 West) 0.001 Negligible - A-2 - APPENDIX APPENDIX B CITY OF CARLSBAD BMP DESIGN MANUAL - CATEGORIZATION OF INFILTRATION FEASIBILITY CONDITION (FORM 1-8) FOR IONIS PHARMACEUTICALS CONFERENCE CENTER (CARLSBAD OAKS NORTH BUSINESS PARK - LOT 25) CARLSBAD, CALIFORNIA ol PROJECT NO. 06442-32-30 Appendix I: Forms and Checklists MUM 94 Part 1- Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response I to this Screening Question shall be based on a comprehensive X evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: As discussed in Sections 4 and 8.10 of the update geotechnical report, the lot consists of dense to very stiff compacted fill overlying hard granitic rock. The bedrock is also exposed at grade in the slope area. After planned grading, the compacted fill will be approximately 5 to 55 feet thick and bedrock will also be near or at grade. Previous infiltration testing performed on other lots within the Carlsbad Oaks North Business Park with similar soil conditions (see Geocon Inc., report titled Update Geotechnical Report, Carlsbad Oaks North Business Park - Lot 17, Carlsbad, California, dated March 25, 2016 (Proeject No. 06442-32-21) indicated a factored infiltration rate between 10 to 10-1 iph (after applying a feasibility factor of safety of 2). Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, 2 groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: The site is underlain by dense to very stiff compacted fill overlying hard granitic rock. After planned grading, the compacted fill will be approximately 5 to 55 feet thick and bedrock will also be near or at grade. Based on existing and ultimate geologic conditions, infiltration could not be incorporated without increasing the risk of geotechnical hazards including uncontrolled water lateral migration, shrinking and swelling, induced hydro-compression of the ill and water migration within pipe zone of underground utilities. 1-3 February 2016 Appendix I: Forms and Checklists Criteria Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot x be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Groundwater is not located within 10 feet of proposed BMP basins. The risk of storm water infiltration adversely impacting groundwater is considered negligible. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Researching downstream water rights and evaluating water balance issues to stream flows is beyond the scope of the geotechnical engineer. If all answers to rows I - 4 are "Yes" a full infiltration design is potentially feasible. Part 1 The feasibility screening category is Full Infiltration Result If any answer from row 1-4 is "No", infiltration may be possible to some extent but NO would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate fmdings. 1-4 February 2016 Appendix I: Forms and Checklists -- Form 1-8 Page 3 of 4 Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible withotit any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any 5 appreciable rate or volume? The response to this Screening x Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: The site is underlain by dense to very stiff compacted fill overlying hard granitic rock. After planned grading, the compacted fill will be approximately 5 to 55 feet thick. The bedrock is also exposed at grade in the slope area. Previous infiltration testing performed on other lots within the Carlsbad Oaks North Business Park with similar soil conditions (see Geocon Inc., report titled Update Geotechnical Report, Carlsbad Oaks North Business Park - Lot 17, Carlsbad, California, dated March 25, 2016 (Proeject No. 06442-32-2 1) indicated a factored infiltration rate between 10 to 10' iph (after applying a feasibility factor of safety of 2). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) X that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: The site is underlain by dense to very stiff compacted fill overlying hard granitic rock. After planned grading, the compacted fill will be approximately 5 to 55 feet thick and bedrock will also be near or at grade. Based on existing and ultimate geologic conditions, infiltration could not be incorporated without increasing the risk of geotechnical hazards including uncontrolled water lateral migration, shrinking and swelling, induced hydro- compression of the fill and water migration within pipe zone of underground utilities. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and -why it was not feasible to mitigate low infiltration rates. 1-5 February 2016 Appendix I: Fc)rms and Checklists Criteria Screening Question Yes No Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Groundwater is not located within 10 feet of proposed BUT basins. The risk of storm water infiltration adversely impacting groundwater is considered negligible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can infiltration be allowed without violating downstream 8 water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Researching downstream water rights and evaluating water balance issues to stream flows is beyond the scope of he geotechnical engineer. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. Part 2 The feasibility screening category is Partial Infiltration. No Result* If any answer from row 5-8 is no, then infiltration of any volume is considered to be Infiltration infeasible within the drainage area. The feasibility screening category is No Infiltration. 'To be completed using gathered site information and best professional judgment considering the definition of ?h'IEP in the iMS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. 1-6 February 2016 APPENDIX APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR IONIS PHARMACEUTICALS CONFERENCE CENTER (CARLSBAD OAKS NORTH BUSINESS PARK - LOT 25) CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-30 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced 'in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than % inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than % inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall- provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1 1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Grade .—OriQinal Ground /---Finish Slope Surface Remove All Unsuitable Material As Recommended By Consultant Slope To Be Su h That Sloughing OrSliding Does Not Occur Varies "B" See Note 1 See Note 2 No Scale DETAIL NOTES: (1) Key width RB" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having .a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GE rev. 07/2015 TYPICAL CANYON DRAIN DETAIL NATURALGIMUND ALLUVIUM M11 COW.MUM RMOVAL BEDROCK SEE DETAS. BELOW NOM FINAL 21r OF PIPE AT OURET SHALL BE NON-PERFORATED. IP DIA. PERFORMED StJBDRAIN PIPE -: _4 •\ 4 4 4. O CUBIC FEETIFOOTOFOPEN GRADED GRAVEL SURROUNDED BY MIRAFI I40NC(OR EQUrVALENV) FILTER FABRIC NOTES: 84NCH DIAMETER, SCHEDULE 80 PVC PERFORATED PIPE FOR FlUB IN EXCESS OF 100-FEET IN DEPTH ORA PIPE LENGTH OF LONGER THAN 500 FEET. 2.....6-INCH DIAMETER. SCHEDULE 40 PVC PERFORATED PIPE FOR FILLS LESS THAN 100-FEET IN DEPTH OR PIPE LENGTH SHORTER THAN 500 FEET. NO SCALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 TYPICAL STABILITY FILL DETAIL DE —/1;L I YMIIt BEE NOISE FORMAT?ONAL AMTERML NOTES: L..ENCAVAIE BACKCUT AT 1:1 INCLINATION (UNLESS OTHERWISE NOTED). 2..-BASE OF 8TA31LTV FILL TO BE FEET INTO FORMAflOMAl. MATERIAL. SLOPING A MINIMUM 5% INfO SLOPE. 3....STABIUTY FILL TO BE COMPOSED OF PROPERLY COMPACTED GRANULAR SOIL. 4....CHIMNEY DRAINS To BE APPROVED PREFABRICATED CHIMNEY DRAIN PANELS (MIRACRAIN G200N OR EQUIVALENT) SPACED APPROXIMATELY 20 FEET CENTER TO CENTER AND 4 FEET WIDE. CLOSER SPACING MAYBE REQUIRED IF SEEPAGE IS ENCOUNTERED. 5.....FILTER MATERIAL TO BE 314-(CH. OPEN.GRADED CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC (MIRAFI I40NC). 8....CCUECTOR PIPE TO BE 4INCH MINIMUM DIAMETER. PERFORATED. ThICKWAI.LED PVC SCHEDULE 40 OR EQUIVALENT. AND SLOPED TO DRAIN AT 1 PERCENT MINMUM TO APPROVED OUTLET. NO SCALE 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW NO SCALE SIDE VIEW NO SCALE 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL FRONT VIEW IBURAIN- 1•• 'l Ii -j- : [ NO SCALE SIDE V NOTE: HEADWALL SHOULD OUTLET AT TOE OF FILL SLOPE NO SCALE OR INTO CONTROLLED SURFACE DRAINAGE 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GE rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D .693 8, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location; The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 LIST OF REFERENCES Kennedy, M. P., and S. S. Tan, Geologic Map of the Oceanside 30 'x60' Quadrangle, California, USGS Regional Map Series Map No. 2, Scale 1:100,000, 2007. Risk Engineering (2015), EZ-FRISK (version 7.65), software package used to perform site- specific earthquake hazard analyses. USGS (2017), U.S. Seismic Design Maps; USGS Earthquake Hazards Program website, https://earthquake.usgs.gov/designmaps/us/application.php, accessed July 16, 2018. Project No. 06442-32-30 July 19, 2018 I 51 RI) - - 3 o 9 R 750. (0 59 47 A 0D25 — — — 71 77-7/r If 96, I JD RCE :4 -- i (A 7 FO Mb RCE7 \' / 4.9% — H 87 / •c \ ' 4CE 272 ON F421 CURB tit 2 C4 LID REII — 214 ,Z1. 75 BAN1 / ' CA ___ — \HIPTAIL LOOP (i 02E27214 N89'27'50' W 27169' (N 8928'01d 271,74' RI) - - RCE 27214 - RbI OCt 27244 ROPERTY BOUNDARY 7 1çv p M LO AP / \ WALL +O' \ _ \ 4/ A' - \ 0 378 — N — / ------ / N — --- \ 0 N N \ N N N N N Qcf/! N N oe MA&'CO62 0 N N N 0, N N ------ N - 0 - LOT 24 MAP 16145 1. .c4o N OCt 27214 LOT 15 MAP 15505 LOT 15 MAP 15505 Qcf/Kqr 14 U - - - L 0 T 14 AP 15505 0' 40' 80' 120' 160' SCALE 1"=40' (On 36x24) GEOCON LEGEND !EXISTh 11L -- / MPUS Qcf ........COMPACTED FILL QUC ........COMPACTED FILL IN UNDERCUT AREA Kgr ....GRANITIC ROCK (Dotted Where Buried) APPROX. LOCATION OF CANYON SUBDRAIN APPROX. ELEVATION OF SUBDRAIN - APPROX. BOTTOM ELEVATION OF FILL ,# APPROX. LOCATION OF GEOLOGIC CONTACT P GEOLOGIC CROSS-SECTIONS Plotted:07/18/2018 3:22PM I Gy:JONATHAW WILKU'4S I Pilo Localion:Y:\PROJECTS\08442-32-30 lonis Pharmaceuticals Conference Center\SHEETS\08442.32-30 Ceo9icMAP.dw — Kgr 360-1 Kgr —360 320 600 622 0 40 80 120 - - - - - - - -- - r 160 200 240 280 320 360 400 440 480 520 560 DISTANCE (FEET) GEOLOGIC CROSS-SECTION A-A' SCALE: 1" = 40' (Vert. = Horiz.) GEOCON LEGEND Qcf ........ COMPACTED FILL Q (IC........COMPACTED FILL IN UNDERCUT AREA Kgr........GRANITIC ROCK APPROX. LOCATION OF GEOLOGIC CONTACT DISTANCE (FEET) GEOLOGIC CROSS-SECTION B-B' SCALE: 1" = 40' (Vert. = Horiz.) Plotted:07118/2018 3:39PM I By:JONAThAN WILKINS 1 File Location:Y:\PROJECTS\06442-32-30 lonis Pharmaceuticals Conference Center\SHEETS\06442-32-30 SECTION.dwg I BUILDING ENERGY ANALYSIS REPORT I PROJECT: Conference Center Cold Shell 2850 Gazel13 COurt Carlsbad, CA 92010 Project Designer: DGA 2250 Fifth Avenue, Suite 115 San Diego, CA 92103 Report Prepared by: cl to tklsc 00) W r' b Cs1 0 LUS29 0 0 Job Number: Q V- Date: 2/21/2019 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software - www.energysoft.com. I TABLE OF CONTENTS I Cover Page • I Table of Contents 2 Form PRF-01-E Certificate of Compliance 3 Form ENV-MM Envelope Mandatory Measures 17 Project Name: lONIS NRCC-PRF-01-E Page 1 of 14 Project Address: 2850 Gaze113 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x A. PROJECT GENERAL INFORMATION 1. Project Location (city) Carlsbad 8. Standards Version Compliance2016 2. CA Zip Code 92010 9. Compliance Software (version) EnergyPro 7.2 3. Climate Zone 7 10. Weather File CARLSBAD_722927_CZ201O.epw 4. Total Conditioned Floor Area in Scope 70,100 ft2 Building Orientation (deg) (N) 0 deg S. Total Unconditioned Floor Area 0ft2 Permitted Scope of Work NewEnvelope 6. Total # of Stories (Habitable Above Grade) 2 13 Building Type(s) Nonresidential 7. Total # of dwelling units 0 14 Gas Type NaturalGas B. COMPLIANCE RESULTS FOR PERFORMANCE COMPONENTS (Annual TDV Energy Use, kBtu/ft 2-yr) § 140.1 BUILDING COMPLIES 1. Energy Component 2. Standard Design (TDV) 3. Proposed Design (TDV) 4. Compliance Margin (TDV) S. Percent Better than Standard Space Heating 10.04 5.50 4.54 45.2% Space Cooling 54.06 47.16 6.90 12.8% Indoor Fans 21.77 16.57 5.20 23.9% Heat Rejection - ---- Pumps & Misc. 0.57 0.33 0.24 42.1% Domestic Hot Water -- -- -- -- Indoor Lighting 42.30 42.30 -- 0.0% COMPLIANCE TOTAL 128.74 111.86 16.88 13.1% Receptacle 109.37 109.37 0.0 0.0% Process -- -- -- -- Other Ltg -- -- -- -- Process Motors -- -- -- -- TOTAL 238.11 221.23 16.9 7.1% CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 2 of 14 Project Address: • 2850 Gaze113 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS—Envelope Performance_FP2.cibdl6x C. PRIORITY PLAN CHECK/ INSPECTION ITEMS (in order of highest to lowest TDV energy savings) 1st Space Cooling: Check envelope and mechanical Compliance Margin By Energy Component (from Table I Space Cooling Indoor Fans Space Heating Pumps & Misc. i I I I Heat Rejection Domestic Hot Water I Indoor Lighting I lty B column 4) -•--- I gycredit 2nd Indoor Fans: Check envelope and mechanical 3rd Space Heating: Check envelope and mechanical 4th Pumps & Misc.: Check mechanical 5th Heat Rejection: Check envelope and mechanical 6th Domestic Hot Water: Check mechanical 7th Indoor Lighting: Check lighting EXCEPTIONAL CONDITIONS This project includes partial performance compliance scope options. The building must show compliance with all other applicable compliance scope options (performance or prescriptively) before occupying. The aged solar reflectance and aged thermal emittance must be listed in the Cool Roof Rating Council database of certified products. For projects where initial reflectance is used, the initial reflectance must be listed, and the aged reflectance is calculated by the software program and used in the compliance model. The building does not include service water heating. Verify that service water heating is not required and is not included in the design. This project uses the Simplified Geometry Performance Modeling Approach which is not capable of modeling daylighting controls and assumes the prescriptive Secondary Daylit Control requirements are met. PRESCRIPTIVE COMPLIANCE documentation (form NRCC-LTI-02-E) for the requirements of section 140.6(d) Automatic Daylighting Controls in Secondary Daylit Zones is required. The proposed building includes space(s) that are modeled with unknown HVAC system(s). Verify that the spaces modeled with unknown HVAC system(s) are either part of core and shell analysis which will be permitted for mechanical compliance in the future, or the spaces have an existing HVAC system not modeled for compliance, or the compliance scope does not include mechanical. HERS VERIFICATION This Section Does Not Apply ADDITIONAL REMARKS IONIS PHARMACEUTICALS CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 3 of 14 Project Address: 2850 GazeI13 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY Identify which building components use the performance or prescriptive path for compliance. "NA"= not in project For components that utilize the performance path, indicate the sheet number that includei mandatory notes on plans. Building Component Compliance Path Compliance Forms (required for submittal) Location of Mandatory Notes on Plans Envelope Performance NRCC-PRF-ENV-DETAILS (section of the NRCC-PRF-01-E) 0 Prescriptive NRCC-ENV-01 /02/03 / 04 / 05 / 06-E NA Mechanical• O Performance NRCC-PRF-MCH-DETAILS (section of the NRCC-PRF-01-E) 0 Prescriptive INA NRCC-MCH-01 / 02 / 03 / 04 / 05 / 06 / 07-E • Domestic Hot Water • 0 Performance NRCC-PRF-PLB-DETAILS (section of the NRCC-PRF-01-E) 0 Prescriptive NRCC-PLB-01-E ØNA Lighting (Indoor Conditioned) • O Performance NRCC-PRF-LTI-DETAILS (section of the NRCC-PRF-01-E) 0 Prescriptive IS2 NRCC-LTI-01 / 02/03 / 04 / 05-E ZNA Covered Process: Commercial Kitchens O Performance (section of the NRCC-PRF-01-E) 0 Prescriptive NRCC-PRC-01/ 03-E • NA Covered Process: Computer Rooms El Performance S3 (section of the NRCC-PRF-01-E) - 0 INA Prescriptive NRCC-PRC-01/ 04-E Covered Process: Laboratory Exhaust • O Performance S4 (section of the NRCC-PRF-01-E) - 0 Prescriptive NRCC-PRC-01/ 09-E NA CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 4 of 14 Project Address: 2850 Gaze113 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: lONIS_Envelope Performance_FP2.cibdl6x G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY The following building components are only eligible for prescriptive compliance. Indicate which are The following building components may have mandatory requirements per Part 6. Indicate relevant to the project. which are relevant to the project. Yes NA Prescriptive Requirement Compliance Forms Yes NA Mandatory Requirement Compliance Forms o Lighting (indoor NRCC-LTI-01/02/03/04/05-E 0 Commissioning: §120.8 Simple Systems NRCC-CXR-01/02/03/05-E Unconditioned) §140.6 0 Complex Systems NRCC-CXR-01 / 02/04 / 05-E El ER Lighting (Outdoor) §140.7 NRCC-LTO-01 / 02 / 03-E 0 to Electrical: §130.5 NRCC-ELC-01-E z Lighting (Sign) §140.8 NRCC-LTS-01-E 0 Solar Ready: §110.10 NRCC-SRA-01 / 02-E Covered Process: §120.6 NRCC-PRC-01-E 0 Parking Garage NRCC-PRC-02-E o Solar Thermal Water NRCC-STH-01-E 0 Commercial Refrigeration NRCC-PRC-05-E Heating: §140.5 0 N Warehouse Refrigeration NRCC-PRC-06/07/08-E 0 19 , Compressed Air NRCC-PRC-10-E Process Boilers NRCC-PRC-11-E CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 5 of 14 Project Address: 2850 Gaze113 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCl/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal) Pass Fail Envelope NRCI-ENV-01-E - For all buildings 0 D Z NRCA-ENV-02-F- NFRC label verification for fenestration 0 0 Mechanical 0 NRCI-MCH-01-E - For all buildings with Mechanical Systems 0 0 NRCA-MCH-02-A- Outdoor Air 0 0 El NRCA-MCH-03-A - Constant Volume Single Zone HVAC 0 0 NRCA-MCH-04-H- Air Distribution Duct Leakage 0 0 El NRCA-MCH-05-A- Air Economizer Controls 0 0 NRCA-MCH-06-A- Demand Control Ventilation 0 0 E-1 NRCA-MCH-07-A - Supply Fan Variable Flow Controls 0 0 NRCA-MCH-08-A- Valve Leakage Test 0 0 E3 NRCA-MCH-09-A - Supply Water Temp Reset Controls 0 0 0 NRCA-MCH-10-A- Hydronic System Variable Flow Controls 0 0 NRCA-MCH-11-A -Auto Demand Shed Controls 0 0 El NRCA-MCH-12-A- Packaged Direct Expansion Units . 0 0 0 NRCA-MCH-13-A- Air Handling Units and Zone Terminal Units 0 0 0 NRCA-MCH-14-A- Distributed Energy Storage 0 0 El NRCA-MCH-15-A - Thermal Energy Storage .0 0 El NRCA-MCH-16-A- Supply Air Temp Reset Controls 0 0 0 NRCA-MCH-17-A - Condensate Water Temp Reset Controls 0 0 0 NRCA-MCH-18-A- Energy Management Controls Systems . 0 0 0 NRCV-MCH-04-H- Duct Leakage Test 0 0 CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 6 of 14 Project Address: 2850 GazelI3 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCl/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in.field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms frequired for submittal) Pass Fail Plumbing El NRCI-PLB-01-E - For all buildings with Plumbing Systems 0 0 El NRCI-PLB-02-E - required on central systems in high-rise residential, hotel/motel application. 0 0 El NRCl-PLB-03-E - Single dwelling unit systems in high-rise residential, hotel/motel application. 0 0 NRCI-PLB-21-E - HERS verified central systems in high-rise residential, hotel/motel application. El 0 El NRCI-PLB-22-E - HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. El 0 El NRCV-PLB-21-H- HERS verified central systems in high-rise residential, hotel/motel application. 0 0 NRCV-PLB-22-H - HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. 0 El NRCI-STH-01-E - Any solar water heating 0 El Indoor Lighting NRCI-LTl-01-E - For all buildings 0 D El NRCI-LTI-02-E - Lighting control system, or for an Energy Management Control System (EMCS) El NRCI-LTI-03-E - Line-voltage track lighting integral current limiter, or for a supplementary overcurrent protection panel used to energize only line-voltage track lighting o o El NRCI-LTI-04-E -Two interlocked systems serving an auditorium, a convention center, a conference room, or. a theater El 0 El NRCI-LTI-05-E - Lighting Control Credit Power Adjustment Factor (PAF) El 0 El NRCI-LTI-06-E - Additional wattage installed in a video conferencing studio 0 El El NRCA-LTI-02-A - Occupancy sensors and automatic time switch controls. El El 0 NRCA-LTI-03-A - Automatic daylighting controls . 0 El El NRCA-LTI-04-A - Demand responsive lighting controls 0 0 Outdoor Lighting El NRCI-LTO-01-E - Outdoor Lighting El 0 0 NRCI-LTO-02-E- EMCS Lighting Control System El El El NRCA-LTO-02-A - Outdoor Lighting Control 0 0 Sign Lighting El NRCI-LTS-01-E —Sign Lighting El El Electrical El NRCI-ELC-01-E - Electrical Power Distribution 0 El Photovoltaic 0 NRCI-SPV-01-E Photovoltaic Systems 0 0 CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 7 of 14 Project Address: 2850 Gaze113 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCl/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (requiredforsubmittal) Pass Fail Covered Process Cl NRCI-PRC-01-E Covered Processes NRCA-PRC-01-F- Compressed Air Systems 0 0 C1 NRCA-PRC-02-F- Kitchen Exhaust 0 0 El NRCA-PRC-03-F- Garage Exhaust 0 0 0 NRCA-PRC-04-F- Refrigerated Warehouse- Evaporator Fan Motor Controls 0 0 NRCA-PRC-05-F- Refrigerated Warehouse- Evaporative Condenser Controls 0 0 El NRCA-PRC-06-F- Refrigerated Warehouse- Air Cooled Condenser Controls 0 0 El NRCA-PRC-07F- Refrigerated Warehouse- Variable Speed Compressor • F0 0 0 NRCA-PRC-08-F- Electrical Resistance Undersiab Heating System 0 0 I. ENVELOPE GENERAL INFORMATION (See NRCC-PRF-ENV-DETAILS for more information) Total Conditioned Floor Area 70,100 ft2 S. Number of Floors Above Grade 2 Confirmed Total Unconditioned Floor Area 0ft2 6. Number of Floors Below Grade 0 .n = Addition Conditioned Floor Area 0 ft2 Addition Unconditioned Floor Area Oft2 7. Opaque Surfaces & Orientation S. Total Gross Surface Area 9. Total Fenestration Area 10. Window to Wall Ratio North Wall 7,336 ft2 2,399 ft2 32.7% 0 0 East Wall 8,495 ft2 3,564 ft2 42.0% 0 0 South Wall 6,028 ft2 2,808 ft2 46.6% 0 0 West Wall 12,929 ft2 5,038 ft2 39.0% 0 0 Total 34,788 ft2 13,808 ft2 39.7% 0 0 Roof 35,050 ft2 0 ft2 00.0% 0 0 CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 8 of 14 Project Address: 2850 Gazel13 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x FENESTRATION ASSEMBLY SUMMARY § 110.6 Confirmed 1. 2. 3. 4. S. 6. 7. 8. 9. Fenestration Assembly Name / Fenestration Type / Product Type Overall Overall Overall Tag or I.D. / Frame Type Certification Method' Assembly Method Area ft2 U-factor SHGC VT C US VerticalFenestration VRE 2-46 NothermalBreak Fixed Window NFRC Rated SiteBuilt 12836 0.55 0.28 0.36 N 0 0 N/A VerticalFenestration Low Iron Clear Glass Fixed Window NFRC Rated SiteBuilt 973 1.05 0.66 0.83 N 0 0 N/A Newly installed fenestration shall have a certified NFRC Label Certificate or use the CEC default tables found in Table 110.6-A and Table 110.6-B. Center of Glass (COG) values are for the glass-only, determined by the manufacturer, and are shown for ease of verification. Site-built fenestration values are calculated per Nonresidential Appendix NAG and are used in the analysis. 2 Status: N - New, A -Altered, E - Existing Taking càmpliance credit for fenestration shading devices? (if "Yes", see NRCC-PRF-ENV-DETAILS for more information) No OPAQUE SURFACE ASSEMBLY SUMMARY § 120.7/ § 140.3 Confirmed 1. . 2. 3. 4. S. 6. 7. 8. SUrface Name Surface Type Area (ft2) Framing Type Cavity R-Value Continuous .R-Value U-Factor/F-Factor ul IC-Factor C Slab On Grade4 UndergroundFloor 35050 NA 0 NA F-Factor: 0.730 N 0 0 Exterior Wal16 ExteriorWall 21639 Metal 19 6 U-Factor: 0.061 N 0 0 SpandrelWaillO ExteriorWall 13148 NA 0 NA U-Factor: 0.233 N 0 0 Roof27 Roof . 35050 NA 0 18 U-Factor: 0.049 N 0 0 R-19 Floor CrawIspace50 ExteriorFloor 35050 Wood . 19 NA U-Factor: 0.047 N 0 0 £ Status: N - New, A -Altered, E - Existing ROOFING PRODUCT SUMMARY I § 140.3 Confirmed 1. 2. 3. 4. S. 6. 7. Product Type Product Density Aged Solar Thermal SRI• Cool Roof Roofing Product wall - (lb/ft') Reflectance Emittance Credit Description Roof27 - 77.196 0.63 0.75 Not Provided Yes CRRC Prod. ID: Roof 0 0 CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 9 of 14 Project Address: 2850 Gaze1I3 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Perf6rmance_FP2.cibdl6x N. ECONOMIZER & FAN SYSTEMS SUMMARY' I § 140.4 This Section Does Not Apply IPULJ JCS(WII 0. EQUIPMENT CONTROLS § 120.2 This Section Does Not Apply SYSTEM DISTRIBUTION SUMMARY 120.4/ § 140.4(i) This Section Does Not Apply Multifamily or Hotel/ Motel Occupancy? (if "Yes', see NRCC-PRF-MCH-DETAILS for DHW system information) No INDOOR CONDITIONED LIGHTING GENERAL INFO (see NRCC-PRF-LTI-DETAILS for more info) This Section Does Not Apply INDOOR CONDITIONED LIGHTING SCHEDULE (Adapted from NRCC-LTI-01-E)' § 130.0 This Section Does Not Apply pt#acl .ac,,.I.cJ we, clan, ,n,,,e LU,,,p,lU,,Lc r,luJMcl uuriunq IJCWWIEVICUI3 Will IICflJ II, L,lfl IC3LIILIVCJUfII3JUI LUriiflUflC .arlcuule UC1U113. 1. COVERED PROCESS SUMMARY — ENCLOSED PARKING GARAGES . § 140.9 This Section Does Not Apply COVERED PROCESS SUMMARY— COMMERCIAL KITCHENS § 140.9 This Section Does Not Apply COVERED PROCESS SUMMARY — COMPUTER ROOMS § 140.9 This Section Does Not Apply COVERED PROCESS SUMMARY — LABORATORY EXHAUSTS § 140.9 This Section Does Not Apply CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: lONIS NRCC-PRF-01-E Page 10 of 14 Project Address: 2850 Gaze113 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: lONIS_Envelope Performance_FP2.cibdl6x UNMET LOAD HOURS This Section Does Not Apply ENERGY USE SUMMARY EnergyCorn Component Standard Design Site (MWh) Proposed Design Site (MWh) Margin (MWh) Standard Design Site (MBtu) Proposed Design Site (MBtu) Margin (MBtu) Space Heating 0.0 0.0 -- 445.6 230.5 215.1 Space Cooling 91.3 77.4 13.9 -- -- -- IndoorFans 54.9 43.2 11.7 -- -- Heat Rejection -- -- -- -- -- -- Pumps & Misc. 2.3 1.3 1.0 -- -- -- Domestic Hot Water -- -- - -- -- -- -- Indoor Lighting 118.5 118.5 0.0 -- -- COMPLIANCE TOTAL - 267.0 240.4 26.6 445.6 230.5 215.1 Receptacle 300.3 300.3 0.0 -- -- -- Process -- -- -- -- -- -- Other Ltg -- -- -- -- -- -- Process Motors -- -- -- -- -- -- TOTAL 567.3 540.7 26.6 445.6 230.5 215.1 CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 11 of 14 Project Address: 2850 Gazel13 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x DOCUMENTATION AUTHOR'S DECLARATION STATEMENT § 10-103 I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Fabian Posadas - Company: tklsc Signature: Address: 4755 Eastgate Mall Signature Date: 02/21/2019 City/State/Zip: San Diego, CA 92121 CEA Identification (If applicable): Phone: 858-362-6800 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1 I hereby affirm that I am eligible under the provisions of Division 3 of the. Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer, mechanical engineer, electrical engineer, or I am a licensed architect. 2 I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuant to Business and Professions Code Sections 5537, 5538 and 6737.1. Responsible Envelope Designer Name: Company: DGA Signature: Address: 2250 Fifth Avenue, Suite 115 Date Signed: City/State/Zip: San Diego CA 92103 Declaration Statement Type: Phone: Title: J License #: Responsible Lighting Designer Name: Company: signature: NOT IN SCOPE Address: Date Signed: - City/State/Zip: Declaration Statement Type: Phone: Title: License #: Responsible Mechanical Designer Name: - specify - Company: signature: NOT IN SCOPE Address: Date Signed: city/State/Zip: Declaration Statement Type: Phone: Title: License #: CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 12 of 14 Project Address: 2850 GazeI13 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x N RCC-PRF-ENV-DETAI LS -SECTION START- A. OPAQUE SURFACE ASSEMBLY DETAILS . . Confirmed 1. 2. 3. 4. . FA Surface Name Surface Type Description of Assembly Layers Notes Slab Type = UnheatedSlabOnGrade Slab On Grade4 UndergroundFloor Insulation Orientation = None El . 0 Insulation _R-Value = RO Synthetic Stucco - EIFS finish - 1 in. Expanded Polystyrene - EPS - 11/2 in. R6.3 - Exterior WaII6 ExteriorWall Vapor seal - plastic film - 1/16 in. o o OSB - Oriented Strand Board - 1/2 in. Metal framed wall, 161n. OC, 5.5in., R-19 Gypsum Board- 1/2 in. SpandrelWalllO ExteriorWall Aluminum w/out Thrml Break - Double glass with no low e coatings - R4 Ins. 0 0 Built-up roofing - 3/8 in. - OSB - Oriented Strand Board - 5/8 in. Expanded Polystyrene - EPS - 1/2 in. R2.1 Roof27 Roof Cellular polyisocyan u rate (unfaced) - 2 1/2 in. R15 0 0 Cellular polyisocyanuratè (unfaced) - 1/4 in. 111.5 Concrete - 140 lb/ft3 -6 in. Metal Deck - 1/16 in. Air-Floor-3 1/2 in. R-19 Floor Crawlspace50 ExteriorFloor R-1951n 5 OC l6in , . , .., Wood framed floor, 0 0 Plywood - 1/2 in. Carpet - 3/4 in. OVERHANG DETAILS (Adapted from NRCC-ENV-02.E) This Section Does Not Apply [OPAQUE DOOR SUMMARY This Section Does Not Apply . . CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 . Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 13 of 14 Project Address: 2850 GazeI13 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: IONIS_Envelope Performance_FP2.cibdl6x N RCC-PRF-MCH-DETAI LS -SECTION START- . MECHANICAL VENTILATION-AND REHEAT (A dapted from 2016-NRCC-MCH-03-E) This Section Does Not Apply ZONAL SYSTEM AND TERMINAL UNIT SUMMARY This Section Does Not Apply EXHAUST FAN SUMMARY This Section Does Not Apply DHW EQUIPMENT SUMMARY - (Adapted from NRCC-PLB-01) This Section Does Not Apply MULTI-FAMILY CENTRAL DHW SYSTEM DETAILS This Section Does Not Apply SOLAR HOT WATER HEATING SUMMARY (Adapted from NRCC-STH-01) This Section Does Not Apply MECHANICAL HVAC ACCEPTANCE TESTS & FORMS (Adapted from 2016-NRCC-MCH-01-E) RA4 This Section Does Not Apply EVAPORATIVE COOLER SUMMARY This Section Does Not Apply N RCC-PRF-LTI-DETAI IS -SECTION START- . INDOOR CONDITIONED LIGHTING CONTROL CREDITS (Adapted from NRCC-LTI-02-E) § 140.6 This Section Does Not Apply CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 Project Name: IONIS NRCC-PRF-01-E Page 14 of 14 Project Address: 2850 Gaze113 COurt Carlsbad 92010 Calculation Date/Time: 16:28, Thu, Feb 21, 2019 Compliance Scope: NewEnvelope Input File Name: lONIS Envelope Performance_FP2.cibdl6x INDOOR CONDITIONED LIGHTING MANDATORY LIGHTING CONTROLS (Adapted from NRCC-LTI-02-E) § 130.1 This Section Does Not Apply TAILORED METHOD CONDITIONED LIGHTING POWER ALLOWANCE SUMMARY AND CHECKLIST (Adapted from NRCC-LTI-04-E) 7§140.6 This Sction Does Not Apply GENERAL LIGHTING POWER (Adapted from NRCC-LTI-04-E) § 140.6D This Section Does Not Apply GENERAL LIGHTING FROM SPECIAL FUNCTION AREAS (Adapted from NRCC-LTI-04-E) § 140.6(c) 3H This Section Does Not Apply ROOM CAVITY RATIO (Adapted from NRCC-LTI-04-E) This Section Does Not Apply ADDITIONAL "USE IT OR LOSE IT" (Adapted from NRCC-LTI-04-E) This Section Does Not Apply INDOOR & OUTDOOR LIGHTINGACCEPTANCE TESTS & FORMS (Adapted from NRCC-LTI-01-E and NRCC-LTO-01-E) § 130.4 This Section Does Not Apply CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-09132018-5583 Report Generated at: 2019-02-2116:28:26 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV-MM Project Name Date Conference Center Cold Shell 2/21/2019 DESCRIPTION Building Envelope Measures: 110 8'a' Installed insulating material shall have been certified by the manufacturer to comply with the California Quality ' Standards for insulating material, Title 20 Chapter 4, Article 3. §110 8'c' All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of ' Sections 2602 and 707 of Title 24, Part 2. §110.8(g): Heated slab floors shall be insulated according to the requirements in Table 110.8-A. 110 7'a' All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, '. weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §110.6(a): window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinging and sliding), and 1.0 cfm/ft.2 for nonresidential double doors (swinging). §110.6(a): Fenestration U-factor shall be rated in accordénce with NFRC 100, or the applicable default U-factor. §110.6(a): ia, . Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site-built fenestration, or the applicable default SHGC. 61b'.• Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). The opaque portions of the roof/ceiling that separates conditioned spaces from unconditioned spaces or ambient air shall meet the applicable U-Factor requirements as follows: §120.7(a): Metal Building- The weighted average U-factor of the roof assembly shall not exceed 0.098. Wood Framed and Others- The weighted average U-factor of the roof assembly shall not exceed 0.075. The opaque portions of walls that separate conditioned spaces from unconditioned spaces or ambient air shall meet the applicable U-factor as follows: Metal Building- The weighted average U-factor of the wall assembly shall not exceed 0.113. Metal Framed- The weighted average U-factor of the wall assembly shall not exceed 0.151. Light Mass Walls- A 6 inch or greater Hollow Core Concrete Masonry Unit shall have a U-factor not to exceed 0.440. §120.7(b):'Heavy Mass Walls- An 8 inch or greater Hollow Core Concrete Masonry Unit shall have a U-factor not to exceed 0.690. Wood Framed and Others- The weighted average U-factor of the wall assembly shall not exceed 0.110. Spandrel Panels and Opaque Curtain Wall- The weighted average U-factor of the spandrel panels and opaque curtain wall assembly shall not exceed 0.280. Demising Walls-. The opaque portions of framed demising walls shall meet the requirements of Item A or B below: Wood framed walls shall be insulated to meet a U-factor not greater than 0.099. Metal Framed walls shall be insulated t6 meet a U-factor not greater than 0.151. The opaque portions of floors and soffits that separate conditioned spaces from unconditioned spaces or ambient air shall meet the applicable U-Factor requirements as follows: §120.7(c). Raised Mass Floors- Shall have a minimum of 3 inches of lightweight concrete over a metal deck or the weighted average U-factor of the floor assembly shall not exceed 0.269. Other Floors-The weighted average U-factor of the floor assembly shall not exceed 0.071. C(cityof Carlsbad Building Permit Number: CBC2019-0026 Community & EconomiKeyfelZop-ment COMMUNITY FACILITIES DISTRICT MAR 15 20 19 NON-RESIDENTIAL CERTIFICATE: N NON-RESIDENTIAL CITY OF . on-residential land owner, please optIonD carefully and be sure you thoroughly understand before signing. The option you choose iwi!IN affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before permit issuance. Your signature confirms the accuracy of all information shown below. IONIS PHARMACEUTICALS INC - 2850 (760) 931-9200 Name of Owner Telephone 2855 Gazelle Ct 2850 Gazelle Ct Address Project Address Carlsbad, CA 92010-6670 CARLSBAD, CA 92010 City, State Zip City, State Zip 2091202700 Assessor Parcel Number (APN) NA INDUSTRIAL - COMMERCIAL BUSINESS PARK Lot Number Improvement Area Land Use Type 05/17/2004 $0338 69,000.00 2019 Annexation Date Factor Square Feet Fiscal Year As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initialing the appropriate line below: (1) I elect to oav the SPECIAL TAX - ONE TIME now. as a one-time oavment. Amount of One-Time Special Tax: $23,322.00 Owner's Initia 't' (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Special Tax: $3,220.77 Owners Initials I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Signature Property Owner Title Print Name Dat'e B-32 Page 1 of 1 CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. I SPECIAL DEVELOPMENT TAX- ONE-TIME (IMPROVEMENT AREA 1(4 PAGES). RECORL C IMPROVEMENT AREA I ACTUAL TAX RATE FOR FY 2018-19 ) (55% OF THE MAXIMUM FOR RESIDENTIAL - I FORMATION OR ANNEXATION DATE: I FY1998-99 I FY1999-00 I FY2000-01 FY2001-02 I FY2002-03 I FY2003-04 d FY2004-05 I IDENTIAL DEVELOPED LAND USE: PER DU. PER DU. PER DU. PER DU. PER DU. PER DU. J PER DU. NET DENSITY (0-1.5 DU/AC) $3,639.7718 03,681.1533 $3,740.9064 $3,796.1907 $3,833.7768 $3,867.9730 83,923.2570 NET DENSITY (1.51 TO 4.0 DU/AC) 03,639.7718 03.681.1533 $3.740.9064 03,796.1907 03.833.7768 03,867.9730 03.923.2570 NET DENSITY (4.1 TO 8.0 DU/AC) 02,297.3402 02,323.4593 02,361.1741 $2,396.0683 02,419.7917 $2,441.3756 02,476.2696 NET DENSITY (8.1 TO 15.0 DU/AC) 02,297.3402 02.323.4593 $2,361.1741 02,396.0683 $2,419.7917 $24413756 02,476.2696 NET DENSITY (15.1 TO 23.0 DU/AC) 02.297.3402 02,323.4593 02,361.1741 $2,396.0683 02,419.7917 $2,441.3756 02,476.2696 I-RESIDENTIAL LAND USE: PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT PER SQ.FT. AUTO-GASOLINE $1.2055 01.2192 01.2390 01.2573 01.2698 $1.2811 01.2994 AUTO - REPAIR&SALES 00.5069 $05126 00.5210 00.5287 00.5339 $0.5387 00.5464 AUTO CAR WASH 00.9380 $09486 00.9640 00.9783 00.9880 $0.9968 01.0110 BANK-WALK IN 01.9071 01.9288 01.9601 01.9891 02.0088 $2.0267 02.0557 BANK -WITH DRIVE THRU 02.6846 $27151 02.7592 02.7999 02.8277 - 02.8937 BOWLING ALLEY 00.9855 00.9967 01.0129 01.0279 01.0381 1.0473. 1.0623 CAMPGROUND 02.6028 02.6324 02.6751 02.7147 02.7415 $2.7660 02.8055 CHURCH 00.4445 00.4495 00.4568 $04636 00.4681 $0.4723 0.4791 COMMERCIAL SHOPS 00.4311 00.4360 00.4431 00.4496 00.4541 00.4581 00.4647 COMMUNITY SHOPPING CENTER 00.6303 00.6374 00.6478 00.6573 00.6639 00.6698 00.6794 CONVENIENCE MARKET 04.0596 04.1057 $41723 $42340 04.2759 04.3141 04.3757 DISCOUNT STORE 00.4786 00.4841 00.4919 00.4992 00.5042 00.5087 00.5159 GOLF COURSE 00.4549 00.4600 00.4675 0.47441 0.4791 1 00.4834 - 00.4903 GROCERY STORE $1.1565 01.1696 01.1886 81.2062 01.2181 01.2290 - HEALTH CLUB 00.4296 00.4345 00.4415 00.4481 00.4525 00.4565 - $0.4630 HELIPORTS 01.5801 01.5981 01.6240 01.6480 01.6643 01.6792 -$1.7032 HOSPITAL - CONVALESCENT 00.3463 00.3503 00.3560 $03612 00.3648 00.3681 - HOSPITAL-GENERAL 00.5768 00.5833 00.5928 00.6015 00.6075 00.6129 - 7 HOTEL - CONy. FAC/COMM. 00.5158 00.5217 00.5301 80.5380 00.5433 00.5481 $0.5560 INDOOR SPORTS ARENA 00.3463 00.3503 00.3560 00.3612 00.3648 00.3681 $0.3733 INDUSTRIAL -COMMERCIAL BUSINESS PARK (NOTE 1)_f 00.3181 00.3217 00.3269 00.3318 00.3351 w S0i3Sft ) 00.3429 JUNIOR COLLEGE 00.3255 00.3292 00.3346 00.3395 00.3429 00.3459 00.3509 LIBRARY $0.6332 00.6404 00.6508 00.6604 00.6670 00.6729 80.6826 LUMBER/HARDWARE STORE 00.3672 00.3713 00.3774 80.3829 80.3867 00.3902 00.3958 MARINA 02.2074 $2.23251 2.2687 02.3023 02.3251 02.3458 $2.3793 MOTEL 00.3999 00.4044 00.4110 $0.41701 0.4212 00.4249 80.4310 NEIGHBORHOOD SHOPPING CENTER 00.9603 00.9712 80.9869 01.0015 01.0114 01.0205 $10351 OFFICE - COMMERCIAL (c 100,000 SF) $03805 00.3849 80.3911 00.3969 00.4008 00.4044 $04102 OFFICE -GOVERNMENT 80.4355 00.4405 00.4476 00.4543 00.4588 80.4628 00.4695 OFFICE -HIGH RISE 00.3969 80.4014 $0.4079 80.4139 80.4180 00.4218 80.4278 OFFICE -MEDICAL 00.3597 00.3638 00.3697 $03752 00.3789 00.3823 80.3877 OUTDOOR TENNIS COURT 84.1829 04.2305 04.2992 84.3627 04.4059 04.4452 84.5087 RACE TRACK 00.7581 00.7667 00.7792 00.7907 00.7985 00.8056 00.8171 REGIONAL SHOPPING CENTER 00.4980 00.5036 1 00.5118 0.51941 80.5245 00.5292 80.5368 RESORT HOTEL 00.3419 00.3458 00.3514 80.3566 80.3601 00.3633 00.3685 RESTAURANT - FAST FOOD 04.2305 84.2786 04.3480 04.4123 04.4560 04.4957 84.5600 RESTAURANT - QUALITY 00.9766 00.9877 81.0037 01.0186 $1.0287 01.0378 01.0527 RESTAURANT - SIT DOWN 02.2550 02.2806 82.3176 02.3519 02.3752 02.3964 02.4306 S & L - WALK IN $08190 00.8284 80.8418 $08542 80.8627 00.8704 80.8828 S&L - WTHDRIVETHRU 81.1282 01.1411 $1.15961 01.1767 01.1884 01.1990 81.2161 UNIVERSITY 80.3359 00.3398 00.3453 00.3504 00.3538 00.3570 00.3621 ALL OTHER COMMERCIAL USES NOT IDENTIFIED ABOVE 80.3181 00.3217 00.3269 $03318 $03351 $0.33801 00.3429 ALL OTHER INDUSTRIAL USES NOT IDENTIFIED ABOVE (NOTE 2) 00.2586 00.2616 00.2658 00.2698 00.2724 00.2749 00.2788 F NOTE 1: THIS CATEGORY OF LAND USE CONTAINS PM AND CM ZONED PROPERTY. NOTE 2: THIS CATEGORY OF LAND USE CONTAINS M AND PU ZONED PROPERTY. AppendixE - Page 10ct16 Ell NOI Ii'(IWL LU FEB OUO19 ceity o.f [ FACILITIES DEPT Carlsbad CERTIFICATION OF SCHOOL FEES This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to Issuing a building permit. The City will not Issue any building permit without a completed school fee form. Project No. & Name: Plan Check No.: C8C2019-0026 Project Address: 2850 GAZELLE CT Assessors Parcel No.: 2091202700 Project Applicant: IONIS PHARMACEUTICALS INC -2850 (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 69,000 City Certification: City of Carlsbad Building Division Date: 02/05/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of pequry that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 FOR Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 WE San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) FOR San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) EI Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: ")(6C) 3?) 7a 6225 EL CAMINO REAL CARLSBAD, CA 92009 >c 16 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carisbadca.gov SAN DIEGO REGIONAL I OFFICE USE ONLY 8. HAZARDOUS MATERIALS RECORD IOU_______________________________ 'PLAN CHECK #__________________ 'OcCC" QUESTIONNAIRE I, BPDATE I I Business Name Business Contact lonis Pharmaceuticals Wayne Sanders Telephone # 760.603.2562 Prolect Address . City State Zip Code I APN# 250 Gazelle Court Carlsbad CA 92010 I 209.12027OQi1,t. Mailing Address CitIsbad Car State Zip Code I Plan Flle#1/1..}, i 2855 Gazelle Court CA 92010 I Pro Contact Applicant E-mii Wayne Sanders wsanders@ionisph.com Telephone # 760.603.2562 The following questions represent the facility's activities, NOT the specific project description. riorcaw oy circling me item, wnetner your ousuness will use, process, or store any or me toiiowing nazaraous matenais. it any OT inc items are must contact the Fire Protection Agency with jurisdiction prior to plan submittal., - Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents S. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases S. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorlcs 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids S. Unstable Reactives 12. Radioactives Call (858) 505.6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 IN Is your business listed on the reverse side of this form? (check all that apply). 0 IXI Will your business dispose of Hazardous Substances or Medical Waste In any amount? 0 IXI Will your business store or handle Hazardous Substances In quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 X Will your business store or handle carcinogens/reproductive toxins In any quantity? 0 IM Will your business use an existing or install an underground storage tank? 0 M Will your business store or handle Regulated Substances (CalARP)? 0 §0 Will your business use or Install a Hazardous Waste Tank System (Title 22, Article 10)? 0 (j Will your business store petroleum In tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (California's AbovégrOund Petroleum Stóràgà Act). If the answer to any of the Diego, CA 92123. CalARP Exempt I Date Initials CalARP Required Date Initials CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT IAPCD): Any YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 aocdcomotàlsdcountv.ca.aoy (858) 586-2650). (No stamp required if 01 Yes Ed Q3 Yes gg 04-06 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 burns; residences forming part of a larger project. ('Excludes garages & small outbuildings.] YES NO 0 (M Will the project disturb 160 square feet or more of existing building materials? 0 Il Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 31$ 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. 0 ad Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (vw.sdaocd.oraIlnfoIfactsipermits.pdf) for typical equipment requiring an APCD permit. 0 5a (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project Future conference center and offices , Construction of a cold shell two story buildinq I declare under penalty of perjury that to the best of my knowledge and Wie Wayne Sanders 7,W=_ ~T / r rein __________________________ are true and correct. iInFflwnprnrAuthnrizedAiipnt - Data Name of Owner or Authnri,ed Aapnt, FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: BY: - DATE:_J_I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO*APCD COUNTY-HMO APCO COUNTY-HMD APCO A stamp In this box OnIV exempts businesses trom completing or updating a Hazardous materials uustness Plan. Other permitting requirements may sari apply. HM-9171 (08115) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT %S1IWAUR AUUOUIY SCREENING SURVEY Date January 17, 2019 Business Name lonis Pharmaceuticals Conference Center Street Address 2850 Gazelle Court, Carlsbad, CA 92010 Email Address wsanders@ionisph.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling 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 / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching I Milling Research and Development Film/X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap! Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief description of business activities (Production! Manufacturing Operations):______________ Future conferencing center and offices Description of operations generating wastewater (discharged to sewer, hauled or evaporated): N/A Estimated volume of industrial wastewater to be discharged (gal / day): N/A List hazardous wastes generated (type /volume): N/A Date operation began/or will begin at this location: N/A Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes & If yes, when: Site Conta9jayne Sanders Title Executive Director - Facilities Signaty /jI2ü1 Phone No. 760.603.2562 ENCINA WA$7EWATERAFHORlTY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 0' 0 Carlsbad Municipal Water District WILL SERVE NOTICE - WATER/SEWER/ RECYCLED WATER AVAILABILITY Mail completed form to: CMWD 5950 El Camino Real Carlsbad, CA 92008 or Fax to: 760-431-1601 ______________________________________________________________________________________ Please type or use pen -. Owner's Name I Phone Company Name Phone. lords Pharmaceuticals 760-603-2562 lords Pharmaceuticals 760-603-2562 Owner's Mailing Address Street Company Mailing Address Street 2855 Gazelle Court 2855 Gazelle Court City State Zip City State Zip Carlsbad, CA 92010 Carlsbad, CA 92010 Email:wsanders@ionisph.com . Accounting: Project Address: 2850 Gazelle Court, Carlsbad, CA 92010 Project ID: Ctiulabad PC ltCBc2ot9002G Lot 25 Map No(s): 16145 Lot No(s): (Please attach vicinity map) APN(s): 209•I20-27•00 SECTION 1: PROJECT DESCRIPTION - . TO BE COMPLETED BY APPLICANT 0 Residential Total number of dwelling units 0 Apts/Condos No. or units ® Commercial Gross floor area CA200sf 0 Mobile Home No. of units 0 Industrial Gross floor area 0 Trailer Park No. of units Q Other Gross floor area 0 Hotel/Motel No. of units Total project acreage 4.52w0, Total number of lots Is the project proposing the use of reclaimed water? id Yes o No Purpose of request: PnvidoprW of water avallabl8typerCFC Section 507.4 This Will-Serve Letter applies only to the person(s) or organizaiton and for the use specified above. This property is subject to all CMWD policies, rates and fees in effect when fees are paid, including, but not limited to, connection fees, deferred conneciton fees, and This Will-Serve Letter will remain in ect I r two (2) years or until it is withdrawn, unless a shorter expiration date is otherwise noted Applicants Signature: Jon Ohison (Agent for owner) Date: Feb,uaiy5. 2019 Address: 2550 51h Ave. suite Its, an DleJa. C 92103 email: johIson(dga-mv.com Phone: 619-685.3990 / (On completion of above, present to the city to complete Sections 2, 3, and 4 below) SECTION 2: WATER AVAILABILITY TO BE COMPLETED BY CMWD 0 The project Is not located entirely within the district and potential boundary issue exists with (District/City). Q Facilities to serve the project oARE oARE NOT reasonably expected to be available within the next two (2) years based on the capital facility plans of the district. Explain in space below or on attached . (Number of sheets) 0 Project will not be served for the following reason(s): 0 Water capacity is available. District conditions are attached. Number of sheets attached: Water capacity Is avaliable.Bi.L,met oillsel. ..' aoiditieii__..t -Lte9-daw. SECTION 3: SEWER AVAILABILITY - TO BE COMPLETED BY CITY 0 The project is not located entirely within the city service area and potential boundary issue exists with 0 Facilities to serve the project OARED ARE NOT reasonably expected to be available within the next two (2) years based on the capital facility plans of the city. Explain in space below or on attached - . (Number of sheets) 0 Project will not be served for the following reason(s): 0 Sewer capacity is 'available. City conditions are attached. Number of sheets attached: (Sewer capacity is available. C4twi*bty*eeRditie(at4atepdute SECTION 4: RECYCLED WATER AVAILABILITY . - . TO BE COMPLETED BY CMWD 0 The project is not located entirely within the district and potential boundary issue exists with (District/City). 0 This project is located In an area expected to have recylced water in the future per the Carlsbad Recycled Master Plan. 0 Project will not be served for the following reason(s): 0 Recycled Water capacity is available. District conditions are attached. Number of sheets attached: Recycled Water capacity Is available. eistiwilLsubm' conitfans'arTtatardate. Authorized Signature: Date: W/(//-?______________ Title: Enlneerin Manar/District Engineer Phone: 760-438-2722 Rev 75/16 O&dIe U, P0102 ,rn.uQ 1.o 0I Doll..,.. .:i. 2/5/2019 2850 Gazelle CL - Google Maps Google Maps 2850 Gazelle ct DantcoLEUo.tfl . 'I .!a! .p!a.Cc.1 cuQ , .I ,' I,iM2.o oc9 - ..-....-. -.. Q a .•, W.CI Si 1121iF100rnx..AWotr.29 r.Q I 4. 0 I,4g.a.t.O4fl 01 1• 9. Google. Co&.!O I 2850 Gazelle Ct Carlsbad, CA 92010 c9 i 't.; oono.......o.o....9 / l I00•0 l.11IO Map data ©2019 Google 500 ft. Photos LI 111 (City of Carlsbad SPECIAL INSPECTION Rroeve0Pment Services Cuilding Division AGREEMENT 1635 Faraday Avenue B-45 JUL 0 2 2019 760-602-2719 CITY www.carlsbadca.gov 01 It, - In accordance with Chapter 17 of the California Building Code the following must be completed vhen wórleing performed requires special inspection, structural observation and construction material testing. Project/Permit: CBC 2019-0026 Project Address: 2850 Gazelle Court, Carlsbad, CA 92010 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERJAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (II you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Wayne Sanders (First) Mailing Address: 2855 Gazelle Court, Carlsbad, CA 92010 Email:_wsanders@ionisph.com Phone: 760 -603 - 2562 I am: l]Property Owner Wroperty Owner's Agent of Record UArchitect of Record DEngineer of Record State of California Registration Number N/A Expiration Date: N/A AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections n I d on the approved plans and, as required by the California Building Code. Signature: Date: 3,Lc/.Zry_t CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name: DPRConstruction Please check if you are Owner-Builder Cl Name: (Please print) Frank Brown (First) (Last) Mailing Address: 5010 ShorehamPlace,Suite100,SanDiego,CA 92122 Email: Frankjo@dpr.com Phone: 858.795.3243 State of California Contractor's License Number: 953749 Expiration Date: 10/31/2020 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. 1 m ,lm,J1dA a finnflan~0 / IHr in Iad#Ia FaDIa ha.. 41flA 4 1 rn.2 4 B-45 Page 1 of 1 Rev. 08111 q,".-City 0f Building Permit Finaled Carlsbad Revision Permit Print Date: 03/12/2021 Permit No: PREV2020-0113 Job Address: 2850 GAZELLE CT, CARLSBAD, CA 92010 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel #: 2091202700 Track #: Applied: 07/30/2020 Valuation: $0.00 Lot #: Issued: 08/18/2020 Occupancy Group: Project #: 09OJ Finaled Close Out: 03/12/2021 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #:c0190027 Inspector: PBurn Occupant Load: Plan Check #: Final Inspection: Code Edition: Sprinkled: Project Title: IONIS PHARMACEUTICALS Description: IONIS PHARMACEUTICALS: DEFERRED SUBMITTAL FOR HANDRAILS Property Owner: ION IS PHARMACEUTICALS INC - 2850 2855 GAZELLE CT CARLSBAD, CA 92010-6670 Contractor: DPR CONSTRUCTION A GENERAL PARTNERSHI 1450 VETERANS BLVD REDWOOD CITY, CA 94063-2617 (858) 597-7070 FEE • AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE • $35.00 MANUAL BLDG PLAN CHECK FEE $328.12 Total Fees: $363.12 Total Payments To Date: $363.12 Balance Due: $0.00 Building Division • Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-6022700 1 760-602-8560 f I www.carlsbadca.gov (clity PLAN CHECK REVISION OR Development Services pm of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B 1 5 www.carlsbadca.gov Original Plan Check Number CBC201 9-0026 ProjectAddress285° Gazelle Court General Scope of Revision/Deferred Submittal: Deferred submittal for Handrail. CONTACT INFORMATION: Namehim Seaman Phone 6199938846 Fax Address P0 Box 5955 City Chula Vista Zip91912 EmailAddressTim@ChampionPermits.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: M Plans W Calculations El Soils El Energy El Other 2. 3. Describe revisions in detail List page(s) where each revision is shown new sheets for the Deferred Submittal - no change in the previously issued sheets 1-30 Does this revision, in any way, alter the exterior of the project? El Yes Does this revision add ANY new floor area (s)? El Yes El No Does this revision affect any fire,5 'ated issues? El Yes It No Is this a complete 4' ElAs UI No No 07/29/20 1635 Faraday Avenue, CarlsbadA 92008 Efj: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov I www.carlsbadca.gov Plan Revision Number M-0 ZO - () lB VM EsGil A SAFEbui1t Company DATE: 8/11/2020 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0026.REV(PREV2020-01 13) PROJECT ADDRESS: 2850 Gazelle Court I 1 APPLICANT U JURIS. SET: I PROJECT NAME: Stairways Shop Drawing for Ionis Pharmaceutical Conference Center 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. III 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 staff did not advise the applicant that the plan check has been completed. (1=1 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: Email: Mail Telephone Fax In Pson REMARKS: The stairway plan and calculati@43uld be signed and sealed by Civil Engineer not Mechanical Engineer. By: David Yao Enclosures: approved plan EsGil 8/3/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2019-0026.REV(PREV2020-0113) 8/11/2020 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019- 0026. REV(PREV2O2O-0 113) PREPARED BY: David Yao DATE: 8/11/2020 BUILDING ADDRESS: 2850 Gazelle Court BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) stairways Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb 113y Ordinance wag. rermit ree uy Jiuuuwuuc Plan Check Fee by Ordinance Type of Review: Repetitive Fee I Repeats * Based on hourly rate IJ Complete Review U Other Hourly EsGil Fee Structural Only 2.5 Hrs.@ $105.00 I $262.501 Comments: Sheet of __ CONSTRUCTION Transmittal No. 00926 Ionia Pharmaceuticals, Inc. - Conferencing Center DPR Construction, A General Partnership 2850 Gazelle Court, Project #: Di-Al 8014-00 Carlsbad, CA 92010-6670 Tel: Fax: lTransmifiid To: I fTransmiitid By: South Bay Welding Jared Hill DPR Construction, A General Partnership Katie Gutzwiller 781 O'Connor St Tel: 619-401-2029 5010 Shoreham Place Tel: (858) 597-7070 El Cajon CA 92020 Fax: 619-401-2030 San Diego CA 92122 Fax (858) 597-7001 [ansmittidFor [Dilhiiid Via Approved As Submitted [ference I [!tus DüDãte 1 CS 057300-004-Guardrail and Handrail Deferred Approval Submitted [# Qtltem Date Ref Cycle Description - Comments Status I 1 1 Submittal 07/28/20 01319 1 Guardrail: Shop Drawings Approved 1 Submittal 07/28/20 01320 1 Handrail: Shop Drawings Approved I Submittal 07/28/20 01321 1 Guardrail and Handrail: Calculations Approved LCCompy Name Contact Name 1 [Remarks :• RECE") JUL 302020 P7 ___ CITY OF L,ML - Oft - BUILDING D!Vi .' Date Printed: 07/28/2020 09:18 AM Detailed, by Each Transmittal Page 1 of 1 ?KtV2a0ew0113 0' D pI CONSTRUCTION Submittal Package Approval Sheet lonis Pharmaceuticals, Inc. - Conferencing Center 2850 Gazelle Court Carlsbad, CA 92010-6670 DPR Construction, A General Partnership I DPR Construction, A General Partnership Project #: Di-Al 8014-00 Tel: Fax: Architect ('D P R CONS TRUCTION 2850 Gazelle Court Carlsbad, CA 92010-6670 Phone: Fax: Reviewed for general conformance to the contract documents. This review does not relieve the subcontractor of the responsibility of making the work conforrr to the contract requirements. The subcontractor is responsible for all dimensions, correct fabrication, and accurate fit with the work of other trades. Submittal No: 057300-004 DPR Project No: D1-A18014-00 Reviewed By: Katie Gutzwiller Date: 07-24-2020 Prepared: South Bay Welding SHOP DRAWING REVIEW BY j Ohison DATE 07/27/2020 PROJECT NO.18006 SUBMITTAL NO. 0573000-004 APPROVED FURNISH AS CORRECTED 0 REJECTED REVISE & RESUBMIT L1 REVIEWED/ACKNOWLEDGED RECEIPT This review was performed only for general conformance with the design concept of the project, and general compliance with the information given in the Contract Documnents. Modifications or comments made on the shop drawings during this review do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific Item does not include approval of this assembly of which the item is a component. The contractor is responsible for dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing all La 71 DGA planning I architecture I interiors Consultant Consultant THIS SUBMITTAl. NOT REQUIRED AND NOT REVIEWED CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN NON-CONFORMING. REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE CONTRACTOR. SUBCONTRACTOR OR FABRICATOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATiONS, ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS, MEANS AND METHODS OF CONSTRUCTION. AND COORDINATION OF THE WORK WITH THAT OF OTHER TRADES. I 7/27/20 I NA DATE PROJECT ENGINEER I 1800111 70 I 2 I JOB NUMBER 11,ff FILE NUMBER Date Printed:07/24/2020 11:12 AM Submittal Approval Sheet, by Submittal Package Page 1 of 1 CS 057300-004 Guardrail Handrail Deterred Approval Due 08.07 7/28/2020 Attendees Katie Gutzwiller (katiegu@dpr.com) jhenry (jhenry@dga-sd.com) johlson (johlson@dga-mv.com) nazaren (neil.azaren@kpff.com) Documents CS 057300-004 Guardrail and Handrail Deferred Approval Due 08.07.pdf Record RAIL CALCULATIONS Prepared For: ADS Steel Detailing, LLC lonis Conferencing Center Rails for Stairs 1, 2, 3&4 And Level 1 Guardrails Prepared By: Griffith Engineering Services,.LLC. December 4, 2019 No. M 26697 Exp. 912z4 0- Design Criteria I Codes: 2015 International Building Code AISC Steel Construction Manual 14th Edition ASCE Minimum Design Loads For Buildings Steel Plate Engineering Data Volume 2 Design Loads: Handrail Load: 200 lbs Concentrated, 50 pif Uniform Materials: Steel Sections: ASTM A36 Fy =36 ksi HSS Sections: ASTM A500E Fy =46 ksi Pipe Sections: ASTM A53B Fy =35 ksi Handrails Horizontal Forces Rails Type Allowable Stress (0.6*Yield Stress) ksi Uniform Loading (w) Bending Moment Constant (K)t lb/ft E psi = MUL = (wLA2)/K MUL =in-lbs Moment (Uniform Load) fuL = Mui/S fuu. = ksI Unit Stress Unit stress less than allowable bending stress Concentrated Load (F) Bending Moment Constant (K) Ibs _ Mci. = (FL)/K Ma. = 12AO( in-lbs Moment (Concentrated Load) fcu. = Mci/S fcL pSi = Unit Stress Unit stress less than allowable bending stress On Uniform Loads... On concentrated Loads... *f( should be 1 or 2 span K=8 One span .K=4 3 or more K=9.5 2 or more K=5 Posts I IY4i1 Section Modulus tS) Post Span (L) Height of Material in!13 in In Allowable Stress I' . Uniform uLoading TI - 1- Unit stress less than allowable bending stress Concentrated Load (Fh) Percent of force any one post must sustain (Pf)* Ibs Opsl= P=FhPf P= lbs MCL = P*h MCI.In-lbs fa d Mci/S fa. .2ksI Unit Stress Unit stress less than allowable bending stress Applies when post spacing is between 3 and 6feet and post height is between 30 and 42 inches A / End Posts Intermediate Posts •. *Pf can be estimated as--> 2 Spans Pf= 0.85 • 2 Spans Pf 0;65 3 or more P1=0.82 • 3 or more I= 0.60 End posts should be designed to withstand 0100% Pf if they differ from intermediate posts in:strength Add 3 percentage points if railing posts are reinforced I Deflection Posts Concentrated Load (F) Post Span (1) Height of Post (h) lbs in 1n Modulus of Elasticity (E) Moment of Inertia (I) ms1 inA4 Bending Moment Constant (K)* • _ A = (F*L3)/(K*E*1) A = in Deflection Amax = 1.196 Amax Min Max Allowable Deflection Deflection less than max deflection Bll Modulus of Elasticity (E) Moment of Inertia (I) rnsi jA4 Concentrated Load (F) 1bs ______ Ac (F*1A3)/(K*E*l) Act in Deflection Amax = 1/96 Amax =in Max Allowable Deflection Deflection less thari max deflection Uniform Load (w) Ibs/ft AUL = (5*w*1A4)/(384*E*l) in Amax =1/96 • Amax = I'•in Max Allowable Deflection Deflection less than max deflection • • *K should be • Simple span K=48 2 or more, load on end span K=66 3 or more, load on intermediate span K=87 Handrails 'bM Horizontal Forces Rails Type Allowable Stress (0.6*Yield Stress) ksi Uniform Loadirg (w) Bending Moment Constant lb/ft Mui = (wLA2)/K MUL = in-lbs Moment (Uniform Load) fUL=MUL/S fuL= Jpsi = J.Jksi. Unit Stress Unit stress less than allowable bending stress Concentrated Load (F) Bending Moment Constant (K) _lbs Epsi= Ma= (FL)/K Mci. = un-lbs Moment (Concentrated Load) fci.= Mci/S fci= Jksi Unit Stress Unit stress less than allowable bending stress On Uniform Loads.., On concentrated Loads... *K should be 1 or 2 span K=8 One span K=4 3 or more K=9;5 2 or more K=5 P=w*L P= JJibs MUL = P*h Mui. = in-lbs Moment (Uniform Load) fui.MuL/S fuL ksl .Unit stress less than allowable bending stress Concentrated Load (Fh) Percent of force any one post must sustain (Pf Iibs - P=Fh*Pf P= 4ibs Mci. = P*h Mci. = in-lbs fCL=Ma/S fci= psi= ,:1 ksi Unit Stress. Unit stress less than allowable bending stress Applies when post spacing is between 3 and 6 feet and post height•.• is between 30 and 42 inches A / End Posts • Intermediate Posts *pfcjj be estimated as--> 2 Spans P1= 0.85 • 2 Spans Pf= 0.65 3 or more Pf =0.82 • 3 or more Pf= 0.60 End posts should be designed to withstand a 100% PIll they differ from intermediate posts in strength • Add 3 percentage points if railing posts are reinforced Deflection Posts Concentrated Load (F) Post Span (1) Height of Post (h) lbs in in Modulus of Elasticity (E) Moment of Inertia (I) rnsi Bending Moment Constant (K)* = (F*1A3)/(K*E*l) t = in Deflection Amax = 1/96 Amax = in Max Allowable Deflection Deflection less than max deflection Rails Modulus of Elasticity (E) ms! Concentrated Load (F) lbs = (.F*If3)/(K*E*I) = Amax =L/96 Amax Moment of Inertia (I) inA4 in Deflection In Max Allowable Deflection Deflection less than max deflection Uniform Load (w) lbs/ft &I. = (5*w*LA4)/(384*E*l) in Amax = 1/96 Amax = in Deflection less than max deflection *K should be Simple span K=48 2 or more, load on end span K=66 3 or more, load on intermEdiate span K=87 Max Allowable Deflection Handrails LEv€.- Aut.P'%L Horizontal Forces Rails Type Post Span (1) Section Modulus (S) ._ Material Yield Stress - ksi Allowable Stress (0.6*Yield Stress) -ksl / Uniform Loading (w) Bending Moment Constant (K)* - lb/ft MUI. = (wLA2)/K MUL = Epsl= inlbsMoment (Uniform Load) fuL = MuL/S fuL = Eksi Unit Stress Unit stress less than allowable bending stress Concentrated Load (F) Bending Moment Constant (K) lbs Mci. = (FL)/K. Ma. = Epsl In-lbs Moment (Concentrated Load) &L = Ma/S fa = = 1ksl Unit Stress Unit stress less than allowable bending stress On Uniform Loads... On Concentrated Loads... *K should be 1 or 2 span K=8 One span K=4 3 or more K-95 2 or more K=5 Posts Type Section Modulus (S) Post Span (1) Height of Post (h) ____ in .•. in Material Yield Stress Allowable Stress (0.6*Yield Stress) ks1 ksi Uniform Loading (w) Is ksi lbs/ft P=w*L lbs MUL.P*h MUL= in-lbs Moment (Uniform Load) fUL=MUL/S fuL= Unit stress less than allowable bending stress Concentrated Load (Fh) Percent of force any one post must sustain (Pf)* lbs P=Fh*Pf P= ( 14Slbs MCL = P*h Ma McIn-Ibs fa = Mci/S fci. .1psi= ,'ksi Unit Stress Unit stress less than allowable bending stress Applies when post spacing is between 3 and 6feet and post height is between 30 and 42 Inches A I • • End Posts • • Intermediate Posts *Pf can be estimated as--> 2 Spans Pf = 0.85 • 2 Spans Pf= 0.65 3 or more Pf =0;82 • 3 or more Pf= 0.60 End posts should be designed to withstand a 100% P1 If they differ from intermediate posts in strength Add 3 percentage points if railing posts are reinforced Deflection Posts Concentrated Load (F) Post Span (L) Height of Post (h) lbs 1n in Modulus of Elasticity (E) Moment of Inertia(l) ms! lnA4 Bending Moment Constant (K)* = (F*LA3)/(K*E*l) 1 = in Deflection Amax = L/96 Amax = in Max Allowable -Deflection Deflection less than max deflection Rails Modulus of Elasticity (E) Moment of Inertia (I) msi inA4 Concentrated Load (F) lbs Am = (F*L3)/(K*E*I) &. Amax = L/96 max= Deflection less than max deflection Uniform Load (w). lbs/ft UL = (5*w*LA4)/(384*E*l) Amax =L/96 Amax= k Deflection less than max deflection *K should be • Simple span K=48 2 or more, load on end span K=66 3 or more, load on intermediate span K=87 In Deflection in • Max Allowable Deflection. In In Max Allowable Deflection ON w (City of Building Permit Finaled Carlsbad Revision Permit Print Date: 03/12/2021 Permit No: PREV2019-0242 Job Address: 2850 GAZELLE CT, CARLSBAD, CA 92010 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel #: 2091202700 Track #: Applied: 11/13/2019 Valuation: $0.00 Lot #: Issued: 12/03/2019 Occupancy Group: Project #: ED j04) Finaled Close Out: 03/12/2021 #of Dwelling Units: Plan #: Bedrooms: Type: Construction Bathrooms: Orig. Plan Check #:Oi9-O6' Inspector: PBurn Occupant Load: Plan Check #: Final Inspection: Code Edition: Sprinkled: Project Title: IONIS PHARMACEUTICALS Description: IONIS PHARMACEUTICALS: DEFERRED STRUCTURAL GLAZING WALL Property Owner: Contractor: IONIS PHARMACEUTICALS INC - 2850 DPR CONSTRUCTION A GENERAL PARTNERSHI 2855 GAZELLE CT 1450 VETERANS BLVD CARLSBAD, CA 92010-6670 REDWOOD CITY, CA 94063-2617 (858) 597-7070 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $393.75 Total Fees: $428.75 Total Payments To Date: $428.75 Balance Due: $0.00 - Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services ON of DEFERRED SUBMITTAL Building Division C( Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CJO ô/7 '2 C Plan Revision Number PRE )J 2,019-0242. Project Address General Scope Submittal: / CONTACT INFORMATION: Name __________ Phone 2f2V7 Address _____ City Zip 9205 Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans 0 Calculations El Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown '('(4 ic ,)- (!LA k. ,, J'-tu ko /C I / (1/CA r Does this revision, in any way, alter the exterior of the project? El Yes El No Does this revision add ANY new floor area(s)? El Yes fq No Does this revision affect any fire related issues? El Yes No ls this acomplete A5Signature--J-h Date ii/th(ii 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carJsbadca.gov EsGil A SAFEbuittCompany DATE: 11/25/2019 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0026.REV(PREV2019-0242) PROJECT ADDRESS: 2850 Gazelle Ct. O APPLICANT O JURIS. SET: I PROJECT NAME: lonis Pharmaceuticals Spider Fitting Glass Walls The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. EJ 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 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 staff did not advise the applicant that the plan check has been completed. LII EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: contacted: 25-tOJ(by:f7) Email: 94II Telephone Fax In Person EMARKS: By: David Yao Enclosures: aproved plan EsGil 11/15/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2019.0026.REV(PREV2019-0242) 11/25/2019 [DO NOT PAY * THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019- 0026.REV(PREV20 19-0242) PREPARED BY: David Yao DATE: 11/25/2019 BUILDING ADDRESS: 2850 Gazelle Ct. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) glass walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I I 3 1 .3 c Type of Review: Complete Review 0 Structural Only 0 Repetitive Fee 0 Other Repeats Hourly, 31 Hrs. @21 * EsGil Fee $105.00I I $315.00( Based on hourly rate Comments: Sheet of -J I- 0 a W w LL W a Cs1 U) C'1 w o o '— w_J o > < 10 W O IL Kry It) TZ -J 0. C'iQo (0 C." 0 C14 -0) 0'-0)0 0(N >0 uim 00 m1 METTEMEYER CE ENGINEERING Lo 2225W CHESTERFIELD BLVD, STE 300. SPRINGFIELD MO 417.89040021 www.mett-eflgr.com I PE: C8396 IONIS CONFERENCE CENTER CARLSBAD, CALIFORNIA Structural Calculations For Spider Fitting Glass Walls Shop Drawings: Approval Set with Calculation Applied 09/06/2019 Prepared by: Andrew Bakewell THIS SuBMITTAl. NOT REQUIRED AND NOT REVIEWED el CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN NON-CONFORMING. REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE CONTRACTOR, SUBCONTRACTOR OR FABRICATOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS. MEANS AND METHODS OF CONSTRUCTION, AND COORDINATION OF THE WORK WITH THAT OF OTHER TRADES. I 11/11/19 I E.Spencer DATE PROJECT ENGINEER I 1800111 I 39 I RO JOB NUMBER FILE NUMBER kpj EPCO ARCHITECTURAL HARDWARE 16004 KAPLAN AVE CITY OF INDUSTRY, CA 91744 Gi - 85" WIDE X 156" TALL X 3/4" FULLY TEMPERED LITE (teff = 0.719") G1 24.29 PSF WIND LOAD APPLIED TO SURFACE OF GLASS Plate Principal Stresses, Detailed Plate Result Case Location Plane Max.Prindpal (psi) Mm. Principal (psi) Tau Principal (psi) Von Mises (psi) P038 WL242O PSF , N078 Bottom Plane 1020413 28185365 13582476 27689264 P038 WL2429PSF N078 'Top Plane 28185365 1020413 13582476 27689264 P039 WL 2429 PSF N078 Bottom Plane 97 662 27976859 13500094 27501533 P039 WL229PSF N078 lbp Plane 27197.6359 976672 1350,0094 2750.1533 P116 WL2429 PSF N197 Bottom Plane -1081,3554 -3101:B890. 1,10102M 27270498 P115 W124.29PSF N197 "Too Plane 31018890 1081.3554 10102668 .2727.0498 STRESS AT SURFACE OF GLASS: O,act = 2768.9 PSI <O,all = 10600 PSI > OKAY DEFLECTION AT EDGE OF GLASS: D,act = 0.212 IN < D,aII = L/120 =0.708 IN > OKAY Plát. 0;02744. 0.07433. FR lb G2 - 84-1/2" WIDE X 81-1/2" TALL X 3/4" FULLY TEMPERED LITE (teff = 0.719"1 G2 24.29 PSF WIND LOAD APPLIED TO SURFACE OF GLASS ;Plate Local Stresses, Dtaijed I Plate Principal Stresse Detailed Plate Result Case Location pPlane Max Principal (psi) I Min Principal (psi)', Tau Principal (psi) Von Mises (psi) P0 L29PSfIN02 tBottom Plane, 17930337 * -103114 '901 5725' 782115 P040 WL2429PSF'N082 Top Plane t103114 I-17930337 _•j9016725 117982115 P6760;wL2429PsF.N6926 hop Plane 110.3115 -1793.336 90t6725 17982115 P6760WL 2429 PSF N6926 jttom Plahe 1793,0336 10,3115 901.6725 11798.2115 P039LWL2429PSFIN080 179733241 P039 WL24.29.PSF NOBO, tToD Plane T12.6991 1-1790:9492: L9(1.8242 t1797.3324 STRESS AT SURFACE OF GLASS: O,act = 1798.2 PSI <O,all = 10600 PSI > OKAY DEFLECTION AT EDGE OF GLASS: D,act = 0.333 IN < D,all = L / 120 = 0.705 IN > OKAY PIates. z (local) F2 O.2262 358 -O.O9473 FZ Hi lb G3 - 84-1/2" WIDE X 96" TALL X 3/4" FULLY TEMPERED LITE (teff = 0.7191 24.29 PSF WIND LOAD APPLIED TO SURFACE OF GLASS G3 Node Resuitsi PlateGlobat Forces, Detiled IPIate GlobaSfressesDetiled 1PIatetocalStressesPetail Plate Principal Strdssè, Petalled Plate Result Case Location Plane Max Principal (psi) 1,Min Principal (psi) Tau Principal (psi) Von Mises (psi) NOW WL24.29PSFiN1O78 'Bottom Plane' 1476.9785 14 6699 1731.15,46 1469.5987 P1008'W12429PSF1N1078 Top Plane 146693 - h476978j i7311546_ 14695987 - P1009.WL9PSF. N1030 24.2 Bottom Plane! 14,6693 j731.156 1469.6987 P1009jWL 24.29 PSFUJ1O3O I Top, Plane 14.6693 114769785 1731.1546 1459.6987 P1056L - 146693 14797847311545 1469698: - - - 010561WL2429 PSFN1O78 'Bottom Plane14769784 1146693 731 1545 t 14696986 ¶ STRESS AT SURFACE OF GLASS: O,act = 1469.7 PSI <O,all = 10600 PSI > OKAY DEFLECTION AT EDGE OF GLASS: D,act = 0.233 IN < D,all = L / 120 = 0.705 IN > OKAY G4 - 851/2" WIDE X 118-3/4" TALL X 3/4" FULLY TEMPERED LITE (teff = 0.719") 24.29 PSF WIND LOAD APPLIED TO SURFACE OF GLASS G4 Iiode RealtsI PlateGtóbaIFdresDetaikd 1 PláteGlobálStiessesDEtailed Plità Local ,Détailed PlatePrincipal Stresses, Dtailed Plate Result Case Location Plane Max Principal(psi) ,Min Principal (psi) 1 1iu Piindpal (psi) Von Mises (psi) P2489WL2429PSF1N2531 IBottórnPlaflet2213.9250 1793A450 1710,2400 1942.7792 17934450 22139250 7102400 19427792 P089 WL2429PSFiili52 IBottomPlane 22139249 7934450 - 7102400 19427792 -- POS9WL 24.29 PSF Ni 52 rop Plane 1-7934450 I 2213 9249 1710 2400 19427792 - P029. IWL 24.29 PSF N060 1 Bottom Plare1954.8543 71.0758 1945.8892 1930.2980 P029 WL2429PSF'N050 Too Plane I 710758 1954i.8543 r9468892 '19302980 STRESS AT SURFACE OF GLASS: O,act = 1942.8 PSI <O,all = 10600 PSI > OKAY DEFLECTION AT EDGE OF GLASS: D,act = 0.246 IN < D,aII = L /120=0.714 IN > OKAY lonis Conference Center GF1 Cbeain 2005 10/4/2019 8:31 File: GF1 GF1 - 24" depth 3/4 thick Glass Fin Support By: Beam Results Max. Span Deflection = -0.2554" (Span 2, 8 12.0011) Max. Positive Moment = 1839714 (Span 2, 8 4.80") Member Information Span Length(in) I(inA4) S(in'3) E(psi) 1 160.500 828.300 69.024 1.0e+007 2 96.000 828.300 69.024 1.0e+007 3 85.500 828.300 69.024 1.0e+007 Span Point Load NO Information X(in) 1 544.000 80.875 410.000 110.875 330.000 156.500 2 336.000 4.000 686.000 48.000 336.000 92.000 3 602.000 4.000 Joints Free to Displace I Free Joints - 2 3 Support Reactions Deflection Joint Pounds Dact 0.255" Dali = L/360 = 0.446" > okay 1 1545 4 1699 Strong-axis Flexure Mact = 183971 8-in Mail = 308021 8-in > okay Mall = S*Pb*(Fy/omega) = 69.094in'3 * 0.743 * (24000 psi/4.0) = 308021 8-in Pb = factor to reduce 8/1000 Probability of Breakage to 1/1000 1 Driven by Cbeam 0 V2005 Nt 602 # 686 # 336 # 410 # 544 # lonis Conference Center GF1 Cbeam 2005 10/4/2019 8:31 File: GF1 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 0.00 16.05 32.10 48.15 64.20 80.25 96.30 112.35 128.40 144.45 160.50 Shear 1544.98 1544.98 1544.98 1544.98 1544.98 1544.98 1000.98 590.98 590.98 590.98 260.98 Moment 0.0 24797.0 49594.0 74390.9 99187.9 123984.9 140390.7 155851.7 165337.0 174822.3 182987.6 Defl. 0.0000 -0.0370 -0.0732 -0.1080 -0.1405 -0.1701 -0.1960 -0.2177 -0.2348 -0.2469 -0.2538 Stress 0.0 359.3 718.5 1077.8 1437.0 1796.3 2033.9 2257.9 2395.4 2532.8 2651.1 Span No. 2 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 0.00 9.60 19.20 28.80 38.40 48.00 57.60 67.20 76.80 86.40 96.00 Shear 260.98 -75.02 -75.02 -75.02 -75.02 -75.02 -761.02 -761.02 -761.02 -761.02 -1097.02 Moment 182987.6 183611.4 182891.2 182171.1 181450.9 180730.7 173425.0 166119.2 158813.5 151507.7 142857.9 Defl. -0.2538 -0.2553 -0.2549 -0.2525 -0.2481 -0.2418 -0.2336 -0.2236 -0.2117 -0.1982 -0.1830 Stress 2651.1 2660.1 2649.7 2639.2 2628.8 2618.4 2512.5 2406.7 2300.8 2195.0 2069.7 Span No. 3 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 0.00 8.55 17.10 25.65 34.20 42.75 51.30 59.85 68.40 76.95 85.50 Shear -1097.02 -1699.02 -1699.02 -1699.02 -1699.02 -1699.02 -1699.02 -1699.02 -1699.02 -1699.02 -1699.02 Moment 142857.9 130739.3 116212.8 101686.2 87159.6 72633.0 58106.4 43579.8 29053.2 14526.6 -0.0 Defl. -0.1830 -0.1682 -0.1523 -0.1355 -0.1177 -0.0992 -0.0801 -0.0605 -0.0406 -0.0203 0.0000 Stress 2069.7 1894.1 1683.7 1473.2 1262.7 1052.3 841.8 631.4 420.9 210.5 -0.0 Check of 5/8" 115MB Splice Fasteners LOADS V,wl = 261* (worst case, see end of span 1) M,wl = 182988*-in (worst case, see end of span 1) V,dl = 1000* (mod * h,splice * 10 PSF) (rot)sum(dA2) = 6*(17.6875in/2)'2 + 4*(4.375in/2)A2 = 488.41 in"2 SHEAR ON BOLTS Sdir,V = 1000*11(2 sides)*(6 fasteners)) = 83* Sdir,H = 261* /((2 sides)*(6 fasteners)) = 22* Srot,V = ([(261* * 6.3125in) + 182988 in-#] * (17.6875in / 2)]/ (2 sides * 488.41 inA2) = 1672* Srot,H = (((261* * 6.3125in) + 182988 in-fl * (4.375in / 2)]/ (2 sides * 488.41 in'2) = 414* Sreq = ((Sdir,V + Srot,V)A2 + (Sdir,H + Srot,H)A2) A 1/2 = 1809* Sreq << Sall,fastener = 2690* (AAMA TIR A9-14 Table 20.7 Condition A) For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoft.com Ph (214) 217-2400 Fax (214) 217-2439 Email: software@mcalsoft.com 2 Driven by Cbeam ©V2005 lonis Conference Center GF2 Cbeain 2005 10/4/2019 8:27 File: GF2 GF2 — 10" depth 3/4" thick Glass Fin Support By: Beam Results Max. Span Deflection = -0.1918" (Span 1, 8 81.00") Max. Positive Moment = 46851"# (Span 1, 8 60.00") Member Information Span Length(in) I(in'4) S(in'3) E(psi) 1 120.000 59.917 11.983 1.0e+007 2 40.875 59.917 11.983 1.0e+007 Point Load Information Span P(#) X(in) 1 952.000 60.375 424.000 116.000 2 296.000 4.000 Joints Free to Displace Free Joints - 2 Support Reactions Joint Pounds 1 781 3 891 Deflection Dact = 0.192" Dali = L/360 = 0.333" > okay Strong-axis Flexure Mact = 46851 8-in Mali = 53420 8-in > okay Mall = S*Pb*(Fy/Omega) = 11.983 in'3 * 0.743 * (24000 psi/4.0) = 53420 8-in Pb = factor to reduce 8/1000 Probability of Breakage to 1/1000 1 Driven by Cbeam 0 V2005 296 # 424 # 952 # lonis Conference Center GF2 Cbeam2005 10/4/2019 8:27 File: GF2 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 0.00 12.00 24.00 36.00 48.00 60.00 72.00 84.00 96.00 108.00 120.00 Shear 780.84 780.84 780.84 780.84 780.84 780.84 -171.16 -171.16 -171.16 -171.16 -595.16 Moment -0.0 9370.1 18740.2 28110.3 37480.4 46850.5 45153.6 43099.8 41045.9 38992.0 35242.1 Defi. 0.0000 -0.0442 -0.0862 -0.1238 -0.1550 -0.1775 -0.1896 -0.1912 -0.1829 -0.1651 -0.1383 Stress -0.0 782.0 1563.9 2345.9 3127.8 3909.8 3768.1 3596.7 3425.3 3253.9 2941.0 Span No. 2 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 0.00 4.09 8.18 12.26 16.35 20.44 24.52 28.61 32.70 36.79 40.88 Shear -595.16 -891.16 -891.16 -891.16 -891.16 -891.16 -891.16 -891.16 -891.16 -891.16 -891.16 Moment 35242.1 32783.5 29140.9 25498.3 21855.6 18213.0 14570.4 10927.8 7285.2 3642.6 -0.0 Defi. -0.1383 -0.1273 -0.1153 -0.1026 -0.0892 -0.0753 -0.0608 -0.0459 -0.0308 -0.0154 0.0000 Stress 2941.0 2735.8 2431.8 2127.9 1823.9 1519.9 1215.9 911.9 608.0 304.0 -0.0 Check of 5/8" HHMB Splice Fasteners LOADS V,wl = 595* (worst case, see end of span 1) M,wl = 35242*-in (worst case, see end of span 1) V,dl = 225* (mod * h,splice * 10 PSF) (rot)sum(4A2) = 4*(45625in/2)A2 + 4*(2.1875in/2)A2 = 25.60 jnA2 SHEAR ON BOLTS Sdir,V = 225#/((2 sides)*(4 fasteners)) = 28* Sdir,H = 595* /((2 sides)*(4 fasteners)) = 74* Srot,V = [[(595* * 3.21875in) + 35242 in-fl * (2.28125in / 2)]/ (2 sides * 25.6 in"2) = 828* Srot,H = (((595* * 3.21875in) + 35242 in-It) * (1.09375in / 2)1/ (2 sides * 25.6 in'2) = 397* Sreq = L(Sdir,V + Srot,V)A2 + (Sdir,H + Srot,H)"2) A 1/2 = 977* Sreq << Sall,fastener = 2690* (AAMA TIR A9-14 Table 20.7 Condition A) For questions on Cbeam, a Windows-based program, contact: MCMSOFT LLC. www.mcalsoft.com Ph (214) 217-2400 Fax (214) 217-2439 Email: software@mcalsoft.com 2 Driven by Cbeam 0V2005 - - - - - y- - 10000 www.hilti.us Profis Anchor 2.8.4 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.03 Phone IFax: J Date: 10/7/2019 E-Mail: Specifier's comments: USE 3/8" DIAM 2-5/16° NOMINAL EMBEDMENT HILTI KWIK BOLT-TZ CS (ESR-1917). BASED ON F'c = 3,000 PSI (NW, CRACKED), 6" MIN CONCRETE THICKNESS, AND 3-1/2" MIN EDGE DISTANCE. FASTEN (2) PER MODIFIED M0995 BOTTOM FIN CHANNEL (4° APART) linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Kwik Bolt TZ - CS 3/8(2) her = 2.000 in., hnom = 2.313 in. Carbon Steel ESR-1917 5/l/201915/l/2021 Proof: Design method ACI 318 /AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: Ix x ç, x t = 10.000 in. x 1.750 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, f' = 3,000 psi; h = 6.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, 0, E, or F) no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.Ib] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Huh AG, FL-9494 Schaan Hild is a registered Trademark of Hilli AG, Schaan I . I 1!= www.hiiti.us Profis Anchor 2.8.4 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.03 Phone I Fax: I Date: 10/7/2019 E-Mail: Al 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions fib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 403 625 625 0 2 72 625 625 0 max. concrete compressive strain: 0.68 061 max. concrete compressive stress: 360 (psi) resulting tension force in (x/y)=(-0.77010.000): 475 [Ib] resulting compression force in (x/y)(4.49810.000): 475 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua fib] Capacity N0 [lb] Utilization ON = Nua/4t N0 Status Steel Strength* 403 4.875 9 OK Pullout Strength* 403 1,616 25 OK Concrete Breakout Strength 475 1,948 25 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N = ESR value refer to ICC-ES ESR-1917 $ NaNua ACI 318-08 Eq. (D-1) Variables r se.N Lin. 2 j cula tP5' 0.05 125,000 Calculations Nu [lb] 6,500 Results N [lb] $ steel $ Ns [ib] Nua [lb] 6,500 0.750 4,875 403 3.2 Pullout Strength = N ,2 0 refer to ICC-ES ESR-1917 2500 4t N00 Nua ACI 318.08 Eq. (D-1) Variables f [psi] N 20 [lb] 3,000 2,270 Calculations 2500 1.095 Results N,,,,j [lb] concrete $ N [lb] Nua [lb] 2,487 0.650 1,616 403 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Huh is a registered Trademark of Hitti AG, Schsan www.hiltlus Profis Anchor 2.8.4 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.03 Phone IFax: I Date: 10/7/2019 E-Mail: 3.3 Concrete Breakout Strength Ncig = (A) V ec.N V ed.N V c.N '1 cp,N Nb ACI 318-08 Eq. (0-5) Nco $ NCbg 2: Nua ACI 318-08 Eq. (0.1) ANC see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) ANco = 9 h 2 of ACI 318-08 Eq. (D-6) 'Vec,N :5 1.0 = (I ACI 318-08 Eq. (D-9) h/ V ed.N = 0.7 + 0.3 (f.) 5 1.0 ACI 318-08 Eq. (0-11) V cp.N = MAX(rnrn. 1.5h6r) S1.0 ACI 318-08 Eq. (D.13) Nb = ks ?. hj ACI 318-08 Eq. (0-7) Variables hat [in.] eC1.N [in.] ec2.N [in.] Ca.mn [in.] V c,N 2.000 1.395 0.000 3.500 1.000 Cac [in.] kc f [psi] 4.000 17 1 3,000 Calculations A [in.2] ANnO [in.2] V ecl.N V ec2,N V ed.N V CpN Nb [Ib] 60.00 36.00 0.683 1.000 1.000 1.000 2,634 Results N [lb] $ concrete $ Ncbg [lb] Nua [lb] 2,996 0.650 1.948 475 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIs Anchor (C) 2003-2009 Huh AG, FL-9494 Schaan Huh is a registered Trademark of Huh AG. Schaan www.hiltLus Profis Anchor 2.8.4 Company: . Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.03 Phone I Fax: I Date: 10/7/2019 E-Mail: Al 4 Shear load Load V,,0 [lb] Capacity 4, V,, [lb] Utilization Pv= VJ0 V Status Steel Strength* 625 2,337 27 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,250 3,073 41 OK Concrete edge failure in direction x+ 1,250 1,504 84 OK * anchor having the highest loading anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 V ei ~ Vua ACI 318-08 Eq. (D-2) Variables Ase.v [in.2] fuw [psi] 0.05 125,000 Calculations Vsa 3,595 Results V [lb] 4 steel 4, V [lb] Vua [lb] 3,595 0.650 2,337 625 4.2 Pryout Strength E( ' V59 = k5 ) V ec,N V ed,N V c.N V cp,N Nb] ACI 318-08 Eq. (D-31) 4, Vcpg 2: Vua ACI 318-08 Eq. (D-2) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANSI) =9h ACI 318-08 Eq. (D-6) Vect.t (1 1 ' = +2e l.° ACI 318-O8 Eq. (D-9) 5 her Ved,N =0.7+03(1.O ACI 318-08 Eq. (D.11) 1.5h MAX(E229, 1.0 ACI 318-08 Eq. (D-13) cac Nb = kcX 'Zfchelis ACI 318-08 Eq. (D-7) Variables k55 her [in.] eCl.N [in.] eC2.N [in.) ca.min [in.] 1 2.000 0.000 0.000 3.500 V C.N c0 [in.] kc X t [psi] 1.000 4.000 17 1 3,000 Calculations AN. [in.2] ANCO (in.2) V eel .N 4! ec2.N V ed,N V cp.N Nb IN 60.00 36.00 1.000 1.000 1.000 1.000 2,634 Results Vcpg (Ib) $concrete V [lb] Vua [lb] 4,389 0.700 3,073 1,250 Input data and results must be checked for agreement with the existing conditions and for piauxibilityi PROMS Anchor (c) 2003-2009 HiltI AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan www.hilti.us C111111 z= Profis Anchor 2.8.4 Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: E-Mail: 4.3 Concrete edge failure in direction xi 1/2.03 10/7/2019 - / A \ Vthg -Avco W ec.V 4' ed.V 91 c.V 91 h.V 9 parallel.v Vt, + Vct,g a Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avg =4.5c, =(1+..7772e 1.0 ). 3C 1 I 'Pd.v =O.7+0.3(j4t)~1.0 9'h.V =a 2:10 Vt, =(7()°2.g),. Iffc cp da ACI 318-08 Eq. (0-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) AC! 318-08 Eq. (D-29) ACI 318-08 Eq. (0-24) Variables cal [in.] Ca2 [in.] e0,, [in.] 91 cv he (in.] 3.500 - 0.000 1.000 6.000 Ic [in.] X de [in.] 6 [psi] 91 parsiiei.V 2.000 1.000 0.375 3,000 1.000 Calculations Av [in.2] Av [in.2] 91 ec.v 11 cdv 9' h.V Vt, [lb] 55.13 55.13 1.000 1.000 1.000 2,149 Results Vrkq [lb] 4) canciete 4) Vct,g [lb] Vua [lb] 2,149 0.700 1,504 1,250 5 Combined tension and shear loads IN I3v C Utilization PN.V 1%1 Status 0.249 0.831 5/3 84 OK F3NV = PI + A <= I 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schean Huh is registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.8.4 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.03 Phone I Fax: Date: 10/7/2019 E-Mail: Al 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) Torque wrench Hammer 5.000 5.000 3.625 4.000 2.375 Coordinates Anchor in. Anchor x y C.5 c*X C., C. 1 -1.375 0.000 - 7.500 - - 2 2.625 0.000 - 3.500 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Hilti AG, FL-9494 Schasn Hill is a registered Trademark of Hilti AG, 5chaan www.hilti.us Profis Anchor 2.8.4 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.03 Phone IFax: I Date: 10/7/2019 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PR0F15 Anchor (c) 2003-2009 Huh AG, FL-9494 5chaan Hilti tea registered Trademark of Hilti AG, Schaan Job Name: IIonis Conference Center Description: DET: 1/2.05 (SEE Elev 1/1.02) -USE 1/4"-20 ELCO DRIL-FLEX FH SELF-DRILLING SCREW GR 5 (ESR-3332), BASED ON 16 GA METAL STUD (Fu =65 KSI (MIN)), FASTEN (4) PER MODIFIED M0995 FIN CHANNEL (1-1/2" APART) I A2 Fastener Number X(in) Y(in) Ni = 0.875 2 N2 = 0.875 3.5 N3 = 0.875 5 N4 = 0.875 6.5 N5= N6 = N7 = N8= N9= NiO= Nii= Ni2= lbs X (in) V (in) I Z (in) f =_0.67 material reduction factor 4 Total # of Fasteners Nly = 1 Inline # of Fasteners (y-dir) on fastener pattern) in t2/t1 = 0.160 Tensile Strength (Ful) = 22000 PSI in Tensile Strength (Fu2) = 65000 PSI Aluminum Ultimate Shear(Fus) = PSI (for t2) in (shim between ti & t2) in in in (if anchor over hangs ("-" value) in (if anchor over hangs ("-" value) ____ NT = Fx =___________ 0.875 601~ 2 Fy =_891 Fz = ('-" if counteracting load, loads In contact with head (anchor) (tl)= Side Member Material (tl)= Not In Contact with head (steel/alum) (t2)= Main Member Material (t2) = Shim Thickness = 1= W= El = E2 = centered 0.375 6063-15 0.06 A606 0.25 10 1.75 3 -2 tb = in note: normally only occurs with SF members fastened through pocket Lb = in Fy' = mullion resistance to bending x + xl = in fb = in (assume double curvature bending) (EL) effective length = in (Left) DLO= in (mullion) Sxx = (EL * tb'2 )/ 6 = in"3 (Right) DLO= in (mullion) Fyb = psi xl = in (shim support) (mullion) Fy' = (Fyb * Sxx) / (Lb - (2*tb)) = lbs A= degree B(req) f'b = ((Fy - Fy')*(fb / 2)) / (NT*Zxx) = I_0IPSI >OKAY B(fastener, all) F'b = Fyb / 1.67 PSI SILL/HEAD SILL/HEAD MEMBER SILL/HEAD MEMBER Lb (In) F'.'... -- -I X XIFACE VIEV.XI th (in) f (in) & SHIM SUPPORT x Job Name:Ilonis Conference Center Description: DET: 1/2.05 (SEE Elev 1/1.02) -USE 1/4"-20 ELCO DRIL-FLEX FH SELF-DRILLING SCREW GR 5 (ESR-3332), BASED ON 16 GA METAL STUD (Fu = 65 KSI (MIN)), FASTEN (4) PER MODIFIED M0995 FIN CHANNEL (1-1/2" APART) I A2 Tension (Withdrawal) Calculation ______ dt(front)= MAX {(Y1,...,YN)}i-MIN(0, El) = 6.5 in dt(Ieft)=W-MIN{(X1,...,XN)}= 0.875 in dt (back) = {L + MIN(0, E2)1- MIN{(Y1,...,YN)} = ____ _6 in dt (right)_=_MAX{(X1,...,XN)} =_0.875 lin (front) (Pry)Sum d"2 = {Y1 + MIN(0, E1)}'2 +...+ {YN + MIN(0, E1)}"2 = 84 in"2 (back) (Pry)Sum d"2 = {L + MlN(0, E2) - Y1}"2 +...+ {L + MIN(0, E2) - YN}A2 = 68 in A2 (left) (Pry)Sum d'2 = (X1)'2 +.....+ (XN)"2 = 3 in A2 (right) (Pry)Sum d'2 = (WX1)Ft2 +.....+ (W-XN)"2 = 3 in A2 (Direct)T= Fz/NT (if Fz>0)or(Direct)T= Fz/Nly (if Fz<0)= 0 lbs Tpry (front) = (Fy * 2 / f)* (dt (front) / (front) (Pry) Sum d A 2 ) = 207 lbs Tpry (back) = (Fy * 2 / f)* (dt (back) / (back) (Pry) Sum d"2)= 236 lbs Tpry (left) = (Fx * Z / f)" (dt (left) / (left) (Pry) Sum d"2 ) = 0 lbs Tpry (right) = (Fx * Z / f)" (dt (right) / (right) (Pry) Sum d"2 ) = 0 Jibs I (req) = (Direct) T + MAX {Tpry (front), Tpry (back)) + MAX {Tpry (left), Tpry (right)} =1 236 llbs >OKAY (ti & t2) Tall= {MIN (Pullout, Pullover)) =1 276 llbs >OKAY (fastener) Tall = 1526 jibs Shear (Lateral) Calculation _________ Y(bar)=(Y1+ ... +YN)/NT=_4.25 in RMA(y) = ABS{Fx(y) - V (bar)}=_4.25 in ds(x) = MAX [ABS(Y1 - Y(bar)} +...+{ABS(YN - V(bar))] = _2.25 in X(bar) = (Xi +... + XN) / NT = 0.88 in RMA(x) = ABS{Fy(x) - X (bar)} = 0 in ds(y) = MAX [ABS(X1 - X(bar)) +...+{ABS(XN - X(bar)j] = _0.00 in (Rot) Sum d'2 = {ABS(X1 - X(bar))A2 +...+{ABS(XN - X(bar))"2 +_________ {ABS(Y1 - Y(bar))'2 +...+{ABS(VN - Y(bar))"2 =1 11 Iin'2 (Direct x)S=Fx/NT= 0 lbs (rotational-xl) S = {Fx * RMA(y) * ds(x)} / (Rot) Sum d"2 = 0 Jibs (rotational-x2) S = {Fy * RMA(x) * ds(x)} / (Rot) Sum d"2 =1 0 _lbs (Direct y) S = Fy / NT = 223 lbs (rotational-yl) S = {Fx * RMA(y) * ds(y)} / (Rot) Sum d"2 = 0 lbs (rotational-y2) S = {Fy * RMA(x) * ds(y)} / (Rot) Sum dA2=1 0 Jibs S (req) = SORT [ {S(dir x) + S(rot xl) + S(rot x2)}A2 + {S(dir y) + S(rot yl) + S(rot y2)}"2.] = 223 llbs >OKAY (ti & t2) Allowable Bearing Pns =1 669 llbs >OKAY (fastener) Sall = 776 llbs Combined Stress on Fastener (for Bending, Tension, & Shear) Combined Stress = (Sreq / Sall,f)'2 + (Treq / Tall,f + Breq / Ball,f)'2 = I 0.106 < 1.0 >OKAY Job Name:llonis Conference Center DEl: 1/2.05 (SEE Elev 1/1.02) -USE 1/4"-20 ELCO DRIL-FLEX FH SELF-DRILLING SCREW GR 5 (ESR-3332), BASED ON Description: 16 GA METAL STUD (Fu = 65 KSI (MIN)), FASTEN (4) PER MODIFIED M0995 FIN CHANNEL (1-1/2' APART) North American Cold Form Steel Manual Tension Design Strength Shear Design Strength note: interpolate between 1 & 2.5 (steel pullout) Pnot= 0.85*t2*D*Fu2/3 (t2=<.135 in) t2/tic=1.0, Pns(1) = 4.2*SQRT(t2I3*0)* Fu2/ 3.0 (t2=<.135 in) (steel pullover) Pnov=1.5*ti*dw*Fu1/3 (t2=<.135 in) t2/ti>=2.5, Pns(2) = 2.7*tl*ø*Fui/3.0 (t2=< .135 in) (steel pullout) Pnot= (t2(1/N))*0.4*(Fu2d/3A0.5)*TSAi*N : AAMATIR-A9 1991 t2/tl>=2.5, Pns(3) = 2.7*t2*D*Fu2/3.0 (t2=<.135 in) (aluminum pullout) Pnot= (t2_(i/N))*0.4*(Fus)*TSAi*N :AAMA TIR-A9 1991 Pns,b(1) =Fu1tt15cD : AAMA TlR-A9 1991 'Bearing on ti" unity = (Sreq /S(all,f))"2 + (Treq / T(all,f)A2 <= 1.0 (for all thicknesses) Pns,b(2) =Fu2*t2*cD : AAMA TIR-A9 1991 "Bearing on t2" MIN [Pns,b(1), Pns,b(2)] Allowable Allowable Allowable Allowable Allowable Allowable Req Bending Verify it Works Bearing Pns Shear Pullout Pnot Pullover Pnov Tension Bending Stress PSI for Tension, indicates FASTENER CALLOUT (mm) lbs (fastener) lbs lbs lbs (fastener) lbs Stress PSI Shear, Bending, Fastener & Combined Check Stress 418-18 (112 pts) 11W Buildex TEKS Hex Washer Head Sell- 542 458 181 1708 794 71856 0 FAILS Drilling Screw 41OSS (Climaseal) #8-18 (#2 pts) 11W Buildex TEKS Pan Self-Drilling Screw 542 458 181 1708 794 71856 0 FAILS 41OSS (Climaseal) #10-16 (#3 pts) 11W Buildex TEKS Hex Washer Head 583 562 210 1815 973 71856 0 FAILS Self-Drilling Screw 410S5 (Climaseal) #10-16 (#3 pts) 11W Bulldex TEKS Oval Self-Drilling 583 562 210 1815 973 71856 0 FAILS Screw 41OSS (Climaseal) #10-16 (# 3pts) ELCO Oril-Flex Hex Washer Head Self- 583 421 210 1815 730 55090 0 FAILS Drilling Screw Grade S #12-14 (113 pts) 11W Buildex TEKS Hex Washer Head 622 791 239 1922 1370 71856 0 OKAY Self-Drilling Screw 41OSS (Climaseal) #12-14 (#3 pts) ELCO Dril-Flex Hex Washer Head Self- 622 593 239 1922 1027 55090 0 OKAY Drilling Screw Grade 5 #12-14 (#3 pts) ELCO Drill-Flex Phillips Undercut Flat 622 593 239 1922 1027 55090 0 OKAY Head Self-Drilling Screw Grade 5 #12-14 (3 pts) FNL Hex Head Self-Drilling Screw Zn 622 366 239 1922 633 34132 0 OKAY Grade 2 #12-14(3 pts) FNL Flat Head Self-Drilling Screw Zn 622 366 239 1922 633 34132 0 OKAY Grade 2 1/4-14 (413 pts) ITW Buildex TEKS Hex Washer Head 669 1035 276 2063 1792 71856 0 OKAY Self-Drilling Screw 41OSS (Climaseal) 1/4"-14 (113 pts) ELCO Dril-Flex Hex Washer Head Self- 669 776 276 2063 1344 55090 0 OKAY Drilling Screw Grade 5 X 1/4'-20 (#4 pts) ELCO Dril-Flex Hex Washer Head Sell- 669 776 276 2063 1526 55090 0 OKAY Drilling Screw Grade 5 1/4"-20 (4 pts) Elco Dril-Flex Hex Head Self-Drilling 669 776 276 2063 1526 55090 0 OKAY Screw Grade 5 1/4-14 (3 pts) FNL Hex Head Self-Drilling Screw Zn 669 479 276 2063 829 34132 0 OKAY Grade 2 1/4-14 (3 pts) FNL Flat Head Self-Drilling Screw Zn 669 479 276 2063 829 34132 0 OKAY Grade 2 #N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A #N/A UN/A UN/A UN/A UN/A #N/A #N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A UN/A #N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A #N/A UN/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A w,.hiIti.us Profis Anchor 2.8.4 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.08 Phone I Fax: I Date: 10/7/2019 E-Mail: Specifiers comments: USE 3/8 DIAM 2-5/16" NOMINAL EMBEDMENT HILTI KWIK BOLT-TZ CS (ESR-1917). BASED ON Fc = 3,000 PSI (NW, CRACKED), 6" MIN CONCRETE THICKNESS, AND 6" MIN EDGE DISTANCE. FASTEN (3) PER MODIFIED M0995 BOTTOM FIN CHANNEL (6" APART) I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Kwik Bolt TZ - CS 318 (2) hei = 2.000 in., hn0m = 2.313 in. Carbon Steel ESR-1917 5/11/201915/1/2021 Design method ACI 318 /AC193 eb = 0.000 in. (no stand-off); It = 0.250 in. Ix x l, x t = 24.000 in. x 1.750 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f,= 3,000 psi; h = 6.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.) & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Huh AG, FL-9494 Schaen Huh is registered Trademark of Hilt! AG, Schaan www.hilti.us Profis Anchor 2.8.4 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.08 Phone I Fax: I Date: 1017/2019 E-Mail: 2 Load case/Resulting anchor forces A Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 205 824 824 0 2 121 824 824 0 3 37 824 824 0 max. concrete compressive strain: 0.03 [%o] max. concrete compressive stress: 130 [psi] resulting tension force in (x/y)=(-2.645/0.000): 364 [lb] resulting compression force in (x/y)=(10.930/0.000): 364 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Tension Compression Load Nsa [lb] Capacity 4t N [lb] Utilization PN = NuaI4t N5 Status Steel Strength 205 4,875 5 OK 13 OK 14 OK Pullout Strength* 205 1,616 Concrete Breakout Strength 364 2,670 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N = ESR value refer to ICC-ES ESR-1917 + Nsg Nua ACI 318-08 Eq. (0-1) Variables AN [in.2] futa [psi] 0.05 125,000 Calculations N. [lb] 6,500 Results N [lb] + steel • Ns [lb] Nua [lb] 6,500 0.750 4,875 205 3.2 Pullout Strength N 5 = N,20 refer to ICC-ES ESR-1917 4t N 5,2: Nua ACI 318-08 Eq. (0-1) Variables f, [psi] Np.2500 [Ib] 3,000 2,270 Calculations 1.U3 Results Nor,.(. [lb] commte + N [Ib] N 5 [lb] 2,487 0.650 1,616 205 Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROMS Anchor ( c ) 2003-2009 I-IiIti AG. FL-9494 Schaan Hild is registered Trademark of Hilti AG, Schssn www.hilti.us Profis Anchor 2.8.4 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.08 Phone I Fax: I Date: 10/7/2019 E-Mail: 3.3 Concrete Breakout Strength Nct g - ( ANC eoN V ed,N 41 c,N V cp,N Nb ,I AC! 318-08 Eq. (D-5) - ANCO 4i NCbg 2: Nua ACI 318-08 Eq. (D-I) kc see AC! 318-08, Part 0.5.2.1, Fig. RD.5.2.I(b) = 9 h ACI 318-08 Eq. (D-6) 'Iec,N 13 = +2 eN ) 5 I.O ( ACI 318-08 Eq. (D-9) haf V ed.N = 0.7 + 0.3 (fL. :) 1.0 AC! 318-08 Eq. (0-11) V cp.N = MAX(.23. i.tir) r.1.0 AC! 318-08 Eq. (0-13) c5 cac Nb = k0 ). h 5 AC! 318-08 Eq. (D-7) Variables het [in.] eCI.N [in.] e52,N [in.] Camin [in.] W c.N 2.000 2.770 0.000 6.000 1.000 ca. [in.] k0 I l[psi] 4.000 17 1 3.000 Calculations ANC [in.2] A1. [in.2) qi ecl.N V ec2.N V ed.N V eoN Nb [lb] 108.00 36.00 0.520 1.000 1.000 1.000 2,634 Results New [lb] $ concrete ili N [lb] N. [lb] 4,108 0.650 2,670 364 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (C) 2003-2009 Hilli AG, FL-9494 Schaan Huh is registered Trademark of Hilti AG, Schaan F!T www.hilti.us Profis Anchor 2.8.4 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.08 Phone I Fax: p Date: 10/7/2019 E-Mail: 4 Shear load Load Vua [lb] Capacity 4 Vn jib] Utilization pv = VUJ V Status Steel Strength* 824 2,337 36 OK Steel failure (with lever arm) N/A N/A N/A N/A Pryout Strength" 2,472 5,531 45 OK Concrete edge failure in direction x+" 2,472 2,756 90 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V = ESR value refer to ICC-ES ESR-1917 $ Vsteei a V 5 ACI 318-08 Eq. (0-2) Variables Ase v [in.] fwa [psi] 0.05 125,000 Calculations Vsa 3,595 Results V [lb] + steel 4t V. [lb] Vua [lb] 3,595 0.650 2,337 824 4.2 Pryout Strength v =kcp [(p) 'v ec. V ed,N V c.N V cp.N Nb] ACI 318-08 Eq. (D31) itt Vcpg ~! Vua ACI 318-08 Eq. (D-2) ANC see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) =9h ACI 318-08 Eq. (D-6) 13 'llec.N = ( J +2CN) S1.0 h.f ACI 318-08 Eq. (D-9) Ved,N = 0.7 + 0.3 OW 1.5h,f 1.0 ACI 318-08 Eq. (D-11) V cp,N = MAX(. i.t) 1.0 ACI 318-08 Eq. (D-13) Nb = k5 x ghj ACI 318-08 Eq. (D-7) Variables kcp het [in.] eCIN [in.] eC2N [in.] camin [in.] 1 2.000 0.000 0.000 6.000 V c,N cac [in.) kc I 4 [psi] 1.000 4.000 17 1 3,000 Calculations AN. [in.2] A,. [in.2] V ecl,N V ec2,N Ill ed.N qi cp,N Nb [Ib] 108.00 36.00 1.000 1.000 1.000 1.000 2,634 Results Vcpe [lb] + concrete + Vcpq [lb] Vua [lb] 7,901 0.700 5,531 2,472 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003-2009 Hilt) AG, FL-9494 Schaan Hilt) is a registered Trademark of Hilt! AG, Schsan www.hilti.us Company: Page: Specifier: Project: Address: Sub-Project I Pos. No. Phone I Fax: I Date: E-Mail: Profis Anchor 2.8.4 1/2.08 10/7/2019 4.3 Concrete edge failure in direction xi - f A \ Vcbg -Avco V ec,V V ed,V V c.V V h.V 'i' parallel,V '4 ifi Vthg 2! Vua Avc see ACI 318-08, Part 0.6.2.1, Fig. RD.6.2.1(b) AvcO 4.5c 1 wv (J 77 3c., %. 3CaiF ,v = 0.7 + 0.3(.-)5 1.0 'Vh.v he Vb =(7(.)°2.)x da ACI 318-08 Eq. (0-22) ACI 318-08 Eq. (0-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (0-29) ACI 318-08 Eq. (0-24) Variables cal [in.] Ca2 [in.] ecv [in.] u CV he [in.] 6.000 - 0.000 1.000 6.000 Ic [in.] de [in.] f [psi] 2.000 1.000 0.375 3,000 1.000 Calculations Av [in.2] Av [in .2] V ec.v V cdv V h.V Vb [lb] 108.00 162.00 1.000 1.000 1.225 4,823 Results Vthq [lb] concrete • V [lb] Vua fib] 3,938 0.700 2,756 2,472 5 Combined tension and shear loads ON Ov Utilization I3N.V [%] Status 0.136 0.897 1.000 87 OK 1NV (ON V)/12<— 1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with 'ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Huh AG, FL-9494 Schaan Hill is registered Trademark of Hilti AG. Schaan www.hilti.us Profis Anchor 2.8.4 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.08 Phone I Fax: I Date: 10/7/2019 E-Mail: 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d1 = 0.438 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) Torque wrench Hammer Coordinates Anchor in. Anchor x y c. c*X c.t, c. 1 -5.875 0.000 - 18.000 - - 2 0.125 0.000 - 12.000 - - 3 6.125 0.000 - 6.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Huh AG, FL-9494 Schaan Hild is registered Trademark of Hilti AG. Schaan www.hilti.us Profis Anchor 2.8.4 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos. No.: 1/2.08 Phone IFax: I Date: 10/7/2019 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of thedata to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility'. PROFIS Anchor (c) 2003-2009 Huh AG, FL-9494 Schaan Huh is a registered Trademark of Huh AG, 5chaan Job Name:Ilonis Conference Center Description: DET: 1/2.10 (SEE Elev 1/1.01) -USE 1/4"-20 ELCO DRIL-FLEX FH SELF-DRILLING SCREW GR 5 (ESR-3332), BASED ON 1/4' THICK A500 GR B HSS (Fu = 58 KSI (MIN)), FASTEN (5) PER MODIFIED M0995 FIN CHANNEL (4" APART) I A4 Fastener Number X(in) Y(in) N1= 0.875 4 N2 = 0.875 8 N3 = 0.875 12 N4 = 0.875 16 N5 = 0.875 20 N6= aN N12= lbs X (in) V (in) I Z (in) f =1 0.67 Imaterial reduction factor NT =1 'Total # of Fasteners Fy = .875 6 loads centered on fastener pattern) 1699 2 Nly=I I Ilnline#of Fasteners (V-dir) if counteracting load, In contact with head (anchor) (tl)= 0.375 in t2/t1 =1 0.667 I Side Member Material (tl)= 6063-15 Tensile Strength (Ful) = I 22000 I PSI Not In Contact with head (steel/alum) (t2)= 0.25 in Tensile Strength (Fu2) = I 58000 I PSI Main Member Material (t2) = A500 Aluminum Ultimate Shear(Fus) =1 I PSI (for t2) Shim Thickness = 0.25 in (shim between tl & t2) 1= 24 in W= 1.75 in El = 0 in (if anchor over hangs ("-" value) E2 = 0 in (if anchor over hangs ("-" value) tb = in note: normally only occurs with SF members fastened through pocket Lb = in Fy' = mullion resistance to bending x + xl = in fb = in (assume double curvature bending) (EL) effective length = in (Left) DLO= in (mullion) Sxx = (EL * tbA2 )/ 6 = in A3 (Right) DLO= in (mullion) Fyb = psi xl = in (shim support) (mullion) Fy' = (Fyb * Sxx) / (Lb - (2*tb)) = lbs degree B(req) f'b = ((Fy - Fy')*(fb / 2)) / (NT*Zxx) = I 0 IPSi >OKAY B(fastener, all) F'b = Fyb I 1.67 =1 55090 IPSI SILL/HEAD MEMBER b (in)-4— SILL/HEAD MEMBER SILL/HEAD MEMBER Lb (In) I SHIM SUPPORT SIDE VIEW X Xl. FACE VIEW xl X Job Name: Ilonis Conference Center Description: DET: 1/2.10 (SEE Elev 1/1.01) -USE 1/4'-20 ELCO DRIL-FLEX FH SELF-DRILLING SCREW GR 5 (ESR-3332), BASED ON 1/4' THICK A500 GR B HSS (Fu = 58 KSI (MIN)), FASTEN (5) PER MODIFIED M0995 FIN CHANNEL (4 APART) Tension (Withdrawal) Calculation dt (front) = MAX {(Y1,...,YN)} + MIN(0,E1) =_20 in dt (left) = W - MIN{(X1,...,XN)} =0.875 in dt (back) = {L + MIN(0, E2)} - MIN{(Y1,...,YN)} =_20 lin dt (right)_=_MAX{(X1,...,XN)} =_0.875 lin (front) (Pry)Sum d'2 = {Y1 + MlN(0, E1)}"2 +...+ {VN + MlN(0, Ei)}'2 = (back) (Pry)Sum d"2 = {L + MIN(0, E2) - V1}"2 +...+ {L + MIN(0, E2) - YN}"2 = (left) (Pry)Sum d'2 = (X1)'2 +.....+ (XN)"2 = (right) (Pry)Sum d"2 = (WX1)t2 +.....+ (W-XN)"2 =1 4 (Direct)T= Fz/NT (if Fz>0)or(Direct)T= Fz/Nly (if Fz<0)= Tpry (front) = (Fy * Z / f) (dt (front) / (front) (Pry) Sum d"2): Tpry (back) = (Fy * Z / f)' (dt (back) / (back) (Pry) Sum dA2): Tpry (left) = (Fx * 2 / f)" (dt (left) I (left) (Pry) Sum d"2): Tpry (right) = (Fx * 2 / f)' (dt (right) / (right) (Pry) Sum d'2): I (req) = (Direct) T + MAX {Tpry (front), Tpry (back)} + MAX {Tpry (left), Tpry (right)} = 115 llbs >OKAY (ti & t2) Tall= {MIN (Pullout, Pullover)} =1 1447 llbs >OKAY (fastener) Tall =1 1526 jibs Shear (Lateral) Calculation _________ V(bar) = (Vi + ... + YN) / NT = _12.00 in RMA(y) = ABS{Fx(y) - V (bar)}=_12.00 in ds(x) = MAX [ABS(Y1 - Y(bar)) +...+{ABS(VN - V(bar))] = _8.00 in X(bar)= (Xi + ... +XN)/NT=_0.88 in RMA(x) = ABS{Fy(x) - X (bar)} = 0 in ds(y) = MAX [ABS(X1 - X(bar)} +...+{ABS(XN - X(bar)}] =Min in (Rot) Sum d'2 = {ABS(Xi - X(bar))"2 +...+{ABS(XN - X(bar))"2 +_________ {ABS(Vi - V(bar))'2 +...+{ABS(YN - Y(bar)J'2 =1_160IinA2 (Direct x)S=Fx/NT= 0 lbs (rotational-xi) S = {Fx * RMA(y) * ds(x)} / (Rot) Sum dA2 = _0 lbs (rotational-x2) S = {Fy * RMA(x) * ds(x)} / (Rot) Sum d'2 = 0 lbs (Direct y) S = Fy / NT = 340 Jibs (rotational-yl) S = {Fx * RMA(y) * ds(y)} / (Rot) Sum d"2 = 0 jibs (rotational-y2) S = {Fy * RMA(x) * ds(y)} / (Rot) Sum d'2 = 0 jibs S (req) = SQRT [ {S(dir x) + S(rot xi) + S(rot x2)}"2 + {S(dir y) + S(rot yl) + S(rot y2)) A2 1 =1_340llbs >OKAY (ti & t2) Allowable Bearing Pns =1_2119llbs >OKAV (fastener) Sall = lbs CombinedStressonFastener(forBending,Tension,&Shear) Combined Stress = (Sreq / Sall,f)'2 + (Treq / Tall,f + Breq / Ball,f)"2 = I_0.197 1< 1.0 >OKAY 880 880 lin A2 880 in"2 4 inA2 in A2 0 lbs 115 lbs 115 lbs 0 lbs 0 lbs Job Name:Ilonis Conference Center I DET: 1/2.10 (SEE Elev 1/1.01) -USE 1/4"-20 ELCO DRIL-FLEX FH SELF-DRILLING SCREW GR 5 (ESR-3332), BASED ON A4 Description: 1/4" THICK A500 GR B HSS (Fu = 58 KSI (MIN)), FASTEN (5) PER MODIFIED M0995 FIN CHANNEL (4" APART) North American Cold Form Steel Manual Tension Design Strength Shear Design Strength note: interpolate between 1 & 2.5 (steel pullout) Pnot= 0.85*t2**Fu2/3 (t2=<.135 in) t2/tl<=1.0, Pns(1) =4.2*SQRT(t2A3*cD)* Fu2/3.0 (t2=<.135 in) (steel pullover) Pnov=1.5*tl*dw*Fu1/3 (t2=<.135 in) t2/tl>=2.5, Pns(2) = 2.7*tl*cD*Fu1/3.0 (t2=<.135 in) (steel pullout) Pnot= (t2(1/N))*0.4*(Fu2*/3I0.5)*TSAi*N : AAMA TlR-A9 1991 t2/tl>=2.5, Pns(3) = 2.7*t2*ø*Fu2/3.0 (t2=c .135 in) (aluminum pullout) Pnot= (t2_(1/N))*0.4*(Fus)*TSAi*N :AAMA TIR-A9 1991 Pns,b(1) =Fu1*tl*cD : AAMA TIR-A9 1991 "Bearing on ti' unity = (Sreq /S(all,f))"2 + (Treq / T(all,f)A2 <= 1.0 (for all thicknesses) Pns,b(2) =Fu25t25cD : AAMA TIR-A9 1991 "Bearing on t2" MIN [Pns,b(1), Pns,b(2)] Allowable Allowable Allowable Allowable Allowable Allowable Verify it Works Bearing Pns shear Pullout Prot Pullover Pnov Tension Bending Req Bending for Tension, Stress PSI indicates FASTENER CALLOUT (mm) lbs (fastener) lbs lbs lbs (fastener) lbs Stress PSI Shear, Bending, Fastener & Combined Check Stress #12-24 (115 pts) 11W Buildex TEKS Hex Washer Head Self-Drilling Screw 410SS (Climaseal) 1831 791 1272 1370 71856 0 OKAY 1/4"-20 04 pts) ELCO Dril-Flex Hex Washer Head Self- Drilling Screw Grade 5 2119 776 1447 1526 55090 0 OKAY 1/4'-20 (4 pts) Elco Dril-Flex Hex Head Self-Drilling X 2119 776 1447 1526 55090 0 OKAY Screw Grade 5 1/4-20 FNL Hex Head Thread Cutting Screw Type F Zn 2119 479 1447 941 34132 0 OKAY Grade 2 1/4"-20 FNL Hex Head Thread Rolling Screws Zn Grade 2119 479 1447 941 34132 0 OKAY 2 1/4'-20 FNL Hex Head Cap Screw 18-8 300SS 2119 550 1447 1081 29940 0 OKAY 1/4'-20 FNL Hex Head Cap Screw Zn Grade 2119 776 1447 1526 55090 0 OKAY 1/4-20 FNL Hex Head Cap Screw Zn Grade 2 2119 479 1447 941 34132 0 OKAY 5/16-24 (#4 pts) ELCO Dril-Flex Hex Washer Head Self- 2648 1300 2545 2515 55090 0 OKAY Drilling Screw Grade S 5/16-18 FNL Hex Head Thread Cutting Screw Type F 2648 802 1781 1551 34132 0 OKAY Zn Grade 2 5/16-18 FNL Hex Head Thread Rolling Screws Zn 2648 802 1781 1551 34132 0 OKAY Grade 2 5/16-18 FNL Hex Head Cap Screw Zn Grade 2 2648 802 1781 1551 34132 0 OKAY 3/8° -16 FNL Hex Head Thread Cutting Screw Type F Zn 3178 1195 2090 2294 34132 0 OKAY Grade 2 3/8" -16 FNL Hex Head Thread Rolling Screws Zn Grade 3178 1195 2090 2294 34132 0 OKAY 2 3/8-16 FNL Hex Head Cap Screw 18-8300S5 3178 1372 2090 2635 29940 0 OKAY 3/8-16 FNL Hex Head Cap Screw Zn Grade 3178 1937 2090 3720 55090 0 OKAY 3/8-16 FNL Hex Head Cap Screw Zn Grade 2 3178 1195 2090 2294 34132 0 OKAY 7/16'-14 FNL Hex Head Cap Screw 18-8 300SS 3708 1886 2344 3614 29940 0 OKAY 7/16-14 FNL Hex Head Cap Screw Zn Grade 3708 2663 2344 5102 55090 0 OKAY 7/16-14 FNL Hex Head Cap Screw Zn Grade 2 3708 1642 2344 3146 34132 0 OKAY 1/2-13 FNL Hex Head Cap Screw 18-8 300SS 4238 2536 2592 4825 29940 0 FAILS 1/2-13 FNL Hex Head Cap Screw Zn Grade 5 4238 3580 2592 6811 55090 0 FAILS 1/2-13 FNL Hex Head Cap Screw Zn Grade 2 4238 2208 2592 4200 34132 0 FAILS 9/16-12 FNL Hex Head Cap Screw 18-8 300SS 4767 3266 2840 6185 29940 0 FAlLS WELD CHECK W 1 Archon Weld Size Calculator 0 X files Qptions l:felp I Structural Member Data Base 1 1 Custom Weld Design Crick on block to select weld configuration IMEMM-1 VIEJ 11 =11 weld . b 12 FX jo (kips) MX Ia2l (inlups) d Ii I (in) FY 10041 I (kips) MV 10 I lo w io Ir" Allowable stress 121 I (ksi) act weld 10.1875 I (in) Required fillet Weld 4.13003 I Active Window Custom Weld Properties I__LCallateLi Transposed Section properties: Al SX a000 in3 SY1.333in3 lP2.333ir4 A 4.000 in2 FY = 6.7#/in * 6 in = 40.2#; MX = 40.2# * 3" = 120.6 #in tact = 0.1875" >> t,req therefore weld is okay WELD CHECK \AI 2 Archon Weld Size Calculator - 0 X Elias Qptions Ifdp I StiuckralMentherDataBase I Custom Weld Design Click on block to select weld configuration [ El [E] ED -0 _MT, -M I [d 01 weld El b 12 I t'° F)C 10.425 (kips) MX o [in-kips) d 1 (in) F? 10 MV 11.275 [in-kips) 1° (kips) HZ to (in-kips) Allowable stress 121 (ksi) act weld 10.1875 (in) Required fillet Weld 10.0848 I Active Window Custom Weld Properties I J3Li Transposed Section properties: A I SX 2.000 in3 1SY1.333in3 El lPZ333in4 A4.000in2 V FY = 1699# / 24" cut length * 6" cut length / 1 weld = 424.75# per weld; MX = 425# * 3" = 1275 #-in tact = 0.1875" >> t,req therefore weld is okay CHECK OF 304 STAINLESS SPLICE PLATE FFv = 31.2 KSI (MIN)1 FROM AISC DESIGN GUIDE 27— STRUCTURAL STAINLESS STEEL - CHAPTER 5 DESIGN OF MEMBERS FOR COMPRESSION aim FLEXURAL BUCKLING OF MEMBERS WITHOUT SLENDER ELEMENTS DETERMINE SLENDERNESS: K*L/r = (1.0 * 8.625 IN) / sqrt( Ivy / A) = 8.625 IN / [((2"x0.375 "A3)/12) / (0.375'*2)] = 79•7 3.77*sqrt(E/Fy) = 3.77 * (2.8X10"7 PSI / 31200 PSI)"1/2 = 112.9> K*L/r Therefore Fe = [(pi)A2 * E] / (K*L/r)I2 = 21680.5 PSI Fcr = (0.5(Fy/Fe))*Fy = 19274 PSI Pn = Fcr / C) * Ag = 19274 PSI / 1.67 * (2"*0.375") = 8656.4 PSI allowable (Spec. Eq. E3-1) Pc = 1000# / 2 plates + (261# * 6.3125" + 182988 IN-#) / (17.6875 * 2 plates) = 5512# compression required Pn > Pc therefore plate is okay at 2" x 0.375". GF2 is okay by comparison. CHECK GLASS BEARING AT BOLTS: Fb = 1809# / (0.719" * 0.75") = 3355 psi < 6000 PSI, okay CHECK GLASS SHEAR AT BOLTS: Fv = 1809# / (2.875" * 0.75") = 839 PSI <3000 PSI, okay M14 BOLT ASSEMBLY CHECK OF GLASS SPIDER SWIVEL HEAD WITH M14 THREADED ROD 1316 STAINLESS. Fy = 42.8 KSI (MINH IIIIL—W4'cLEARTEMPEREDGLASS . C2 At = 0.1789 in A2; An = 0.2386 in A2 SHEAR STRENGTH: Vn = 0.65*0.238in2*42.8 KSI = 6621# Tn = 0.75*0.1789inA2*71.2 KSI = 9553# SHEAR FAILURE OF SOCKET RIM: Vn = 0.85*42KSI*0.95*0.59'*(pi)*0.18'I = 11315# (will not control) DETERMINE ALLOWABLE LOADS: Mn = 0.9*9553#*0.55 = 4713# (TENSION COUPLE) Z = 0.55"3/6 = 0.02771N'3 Mn = 0.9*71.2KSI*0.02771NA3 = 1777#" Assume max eccentricity of 3/4" Pn = 1777#"/0.751n = 2369# WLact = 593#; DL = 220# (largest lite DL shared by 4 fittings) Pu = 1.6*593# + 1.2*220# = 1213# Mu = Pu * 0.625" = 758#" (Pu / Pn) + (Mu / Mn) = 0.939 < 1.0, OKAY CHECK FOR GLASS STRESS (3/4" GLASS): a = Pu / [Dbolt * tglass * Dhole * (pi)] a = 1213* / [0.5" * 0.719" * 1.4375" * (pi)] = 747 psi <3000 PSI, okay Overall B1 Depth in Width 1,75 in Perimeter 1458 in Weight 0.2636 lb/in Geometric Procerties Area 2.636 in' Ix 2.231 in' ly 1.122 in' Ixy 0 in* Ix 0.9201 in ry 0.6524 in Sx+ 1.322in3 Sx- 1.lin3 Sy. 1,282 in' Sy- 1.282 in Xc 01n Yc 01n CHECK WEAK-AXIS BENDING ON LEG OF MODIFIED 3" M0995 ALUM CHANNEL (6063-T52 ASSUMED) Notes: Eccentricity measured to center of glass contact area. (1) check weak-axis bending at V fastener nearest load (W, e = 12" effective width & t,w = 0.375 in) 6063-152 Aluminum; Fb, y = 12600 PSI (ADM 2010 Section F6.1) (Use Ftu / FS of 4.0 = 22 KSI / 4.0) M, act = 6.7#/IN * 12 IN * 2.5" = 201 in-# M, all = ((22 1(51 / 4.0)/6) * 12 in * (0.375 in) A 2 = 1547 in#> okay Job Name:Ilonis Conference Center- Carlsbad, CA I Date: ASCE 7-10 for Elements and Components on Walls Building Code Used: ASCE 7-10 D1 Mean Roof Height (h): 45 ft Ultimate Wind Speed (V): ___________ 110 mph (Fig 26.5-1A,B.C) (Specification) WL = PSF Exposure: C (Section 26.7) (Interior) WL= 5 PSF Risk Category: II (Table 1.5-1) Least Building Width: 400 ft Altitude (above sea level): ft Topographic Factor Kzt: 1.00 (Section 26.8) Wind Directionality Factor Kd: 0.85 (Section 26.6 & Table 26.6-1) Building Enclosure: enclosed Roof Slope: 0<0<10 Importance Factor I: N/A Ambient Air Density Constant: 0.00256 (Table C27.3-2) Velocity Pressure Exposure Coeff. Kz: 1.07 (Table 30.3-1) Velocity Pressure @ Max Hght qz=constant*Kz*Kzt*Kd*(V)12: 28.115 PSF (Equation 30.3-1) Internal Pressure Coeffients GCpi (+1-): 0.18 (Section 26.11 and Table 30.3-1) Design Windloads for Components and Cladding of Buildings: <60 ft Table 30.4.1 pall = 0.6*p(ultimate) = Design Wind Pressure o(ult) = ahF(GCo)-(GCoi)1 (h <60'. (30.4-111 & o(ult) = a(GCo)-ai(GCoi) (h > 60'. (30.6-111 Zone 4: Typical Zone 5: Corner Area(SF) GCp(+) PSF GCp(-) PSF GCp(+) PSF GCp(-) PSF 10 0.90 18.22 -0.99 -19.74 0.90 18.22 -1.26 -24.29 20 0.85 17.38 -0.94 -18.89 0.85 17.38 -1.16 -22.60 50 0.79 16.36 -0.88 -17.88 0.79 16.36 -1.04 -20.58 100 0.74 15.52 -0.83 -17.04 0.74 15.52 -0.94 -18.89 200 0.70 14.88 -0.77 -16.03 0.70 14.88 -0.86 -17.54 Pressure Coefficient Zones Moan Roof Height ii Greater Than 60 Feet Width of Pressure Coefficient Zone (a) = I_18 Ift ELEVATION Notes: If necessary use alternative loading 60'<h<90' (V/N) I_N I Plus (4-) and Minus (-) signs signify pressures acting toward and away from the surfaces, respectively. Each component shall be designed for maximum positive and negative pressures. Values of GCp for walls shall be reduced by 10% when 0<=10 deg. a= 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of least horizontal dimension or 3 ft. h= mean roof height in feet, except eave height shall be used for 0<=10 deg. 0 = Angle of plane of roof from horizontal, in degrees. ACCOMODA TE STORY DRIFT = Design story drift = 3.41 in. hSX = Story height (floor to floor spacing) = 336 in. b = Glass width = 79.00 in. = Glass height = 156.50 in. c1 = Side clearance of glass to frame = 0.250 in. CT = Top clearance of glass to frame = 0.375 in. t = Setting Block Thickness = 0.375 in. C2 = (CT + t)/2 = 0.375 in. = drift index .......................= 0.010 (per Table 12.12-1 max 0.025 0cc Cat II, or 0.020 0cc Cat Ill) D = Relative seismic design displacement applied over the height of the glass: D = (h)(&h) = 1.588 in. (based on Eq. 13.3-6) Dciear = Displacement that glass can accomodate: Dcar = 2c1(1+hc2/bc1) = 1.986 in. Check that glass has sufficient clearances so contact will not occur at design displacement. Dciear -> 1.25Dpl (Eq. 13.5-2) 1.25Dpl = 1.985 in. 1.9861n. > 1.985 in. OK 5.9 SI Note: Lateral story drift limited to L/99 by system joint sizes. I I MdowduanalOGYRUmclaftchhft cenfrrforArtailwi &Space Technekgy Q.4 & TESTING/INSPECFIO.V 1-4RO&4 TORY T2002042A3 Test Report : 3 of 5 Test l:,n Specimen Name Material Lot No. Quantity Tensile Test GWPFA-4 316 NA (Negative Wind Load) Test Results Applied Load Leg I Defeeeiatioe(mm) Leg Dcfom ioeuivnI Leg 3 fleEwntatioi4mm) 1 Leg Dennaticn(m) CENTER Dcfnnatiee(min) 0.000 0.000 0.000 0.000 1 0.000 0.000 1.318 0.000 0.000 0.000 1 0.000 0.010 3.009 0.000 0.000 0.000 0.000 0.060 4.542 1 0.000 0.000 0.000 0.000 0.130 6.012 1 0.000 0.000 0.000 0.000 0.210 7.509 0.000 0.000 0.000 0.000 0.320 9.025 0.000 0.000 0.000 0.000 0.460 10.548 0.000 0.000 0.000 0.000 0.610 12.018 0.000 0.000 0.000 0.000 0.800 13.554 0.000 0.000 ).000 0.000 1.020 15.033 0.000 0.000 0.000 0.000 1320 13.535 0.000 0.000 0.000 0.000 1.320 12,026 0.000 0.000 0.000 0.000 1.240 10.516 0,000 0.000 0.000 0.000 1.160 9.004 0.000 0.000 0.000 I 0.000 1.090 7.510 0.000 0.000 0.000 0.000 1.010 6.027 0.000 0.000 0.000 0.000 0.930 4.530 0.000 0.000 0.000 0.000 0.860 3.005 0.000 0.000 1 .000 0.000 0.780 1.500 0.000 0.000 1 0.000 0.000 0.700 0.000 0.000 0.000 1 0.000 I 0.000 0.620 to 2 Center o 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.3 Deformation(mm) - -- 0.1 0.2 0.3 0.4 0.3 Deftrjus,1.n(jui,n) I I T.thgyRN.th Centcfe,.4eIaIk,n 4 Space Thckiofegy QA & TESTING/INSPECTION LARORA TORY Test Report AjpIkvi1e No. T2002042A3 Page 4 of 5 Test Item Specimen Name Material Lot No. Quantity Compression Test GWPFA-4 316 NA (Positive Wind Load) Test Results Applied Load (kN) Lag! °*") Lcg2 rn.iioii(nie) Les DcIonmiiac0ma) US oc(mm) CENt ER Detacicr(mm) 0.000 - - - 0.000 1.500 -• - . - 0.065 3.000 - - * 0.115 4.500 - - - -- 0.162 6.000 - - - I 0.205 7.500 - -. - - - 0.247 9.000 10.500 - ._ - - 0.331 ILOOO - - - 0.378 13.500 - - - * 0.422 15.000 - - - 0.474 13,500 - .- - 0.448 12.000 - - - 0.417 10.500 - - - .- 0.380 0.340 0.301 6.000 -. - - - 0.262 4.500 - - - -- I 0.221 3.000 .- - - ... I 0.175 1.500 - - - -.. 0.121 0.000 - - - - - 0.031 -S ! CenZerJbrAaroa &Space TMcogi QA & TESTING/INSPECTION LABORATORY AppikationNo. : T2002042A3 Test Report Page : 5 of 5 Test Item Specimen Name Material Lot No.. Quantity Dead Load Test GWPFA-4 316 NA 1 Test Results Applied Load (p4) Les 0thmaion(imi) Les Dctroiaa(nvn) Les DthflT*tica(nlm) L.eg4 Dthniaa(min) CENTER 0ctomatian(nnn) 0.000 0.000 0.000 .-. - 0.000 1.298 0.190 0.160 - ... 0.040 2.598 0.410 0.350 .. - 0.080 3.907 0.600 0.540 .. - 0.130 5.201 0.780 0.730 - - 0.180 6.508 0.950 0.920 - - - 0.230 7.809 1.120 1.120 -. - •- 0.280 9.161 1.340 1.360 - - 0.350 10.442 1.840 1.650 . - I - 0.430 11.735 2.300 2.280 - 0.580 13.017 4.250 4.150 .- - 1.030 11.550 4.220 4.080 -- - 0.980 10.439 4.050 3.920 - 0.940 9.093 3.850 3.720 -. I - 0.880 7.811 3.640 3.520 - - 0.820 6.566 3.420 3.320 .- - 0.770 5.219 3.180 3.080 - .- 0.710 3.964 2.920 2.840 - - 0.650 2.570 2.600 2.500 - - 0.560 1.398 2.310 2.220 - 0.500 0.000 1.900 1.840 - - - 0.410 14 12 10 -w- Leg 1 -.-- Leg 2 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 Deformation(mm) Load Load Front new Front hew(-30 ol SCANNED SEPARATLY P .2Oi'Jsrs.O.%O •••. 1.