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HomeMy WebLinkAbout2752 LOKER AVE W; ; CBC2018-0343; PermitPck- i ty of Carlsbad Commercial Permit Print Date: 04/12/2019. Permit No: CBC2018-0343 Job Address: 2752 Loker Ave W Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2090810800 Lot #: Applied: 06/21/2018 Valuation: $42,789.20 Reference #: Issued: 11/05/2018 Occupancy Group: Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check#: Final Plan Check #: Inspection: 4/12/2019 8:19:50AM Project Title: Description: ROCKWELL COLLINS: 920 SF TI FOR EQUIPMENT MEZZ Applicant: Owner: Contractor: DEVIN BIRCH KAISER ELECTRO-OPTICS INC BAER ENTERPRISES 400 Collins Rd 5028 Collier Ave 858-245-9254 CEDAR RAPIDS, IA 52498 San Diego, CA 92115-2035 619-287-8283 BUILDING PERMIT FEE ($2000+) $361.20 BUILDING PLAN CHECK FEE (BLDG) $261.80 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $43.00 FIRE Expedited Plan Review Per Hour - Office Hours $132.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $2.00 STRONG MOTION-COMMERCIAL $11.98 Total Fees: $856.98 Total Payments To Date: $856.98 - 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. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE' DPLANNING EENGINEERING EBUILDING EFIRE EHEALTH EHAZMAT/APCD Building Permit Application Plan Check No.Q 2Jid Est. Value — city of 1635 Faraday Ave., Carlsbad, CA 92008 Ccefrisbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: buildingcarlsbadca.gov Date Ij— 2• www.carlsbadca.gov JOB ADDRESS 2752 Loker Avenue I SUITE#/SPACE#/UNIT# I APN 209 - 081 - 08 CT/PROJECT # LOT # PHASE # # OF UNITS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 1#13EDROOMS DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Construct a new interior mezzanine platform to house communications equipment, and to provide additional ground floor equipment space. q 50 bF EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE I AIR CONDITIONING MDF/Equipment Rm Same YESDII NO[::] YES E NOE IFIRESPRINKLERS YESNOE APPLICANT NAME Devin Birch PROPERTY OWNER NAME Rockwell Collins - Greg Holliday Primary Contact ADDRESS ADDRESS 13827 Lewiston Street 2752 Loker Avenue West CITY STATE ZIP San Diego CA 92128 CITY STATE ZIP Carlsbad CA 92010-6603 PHONE FAX PHONE 'FAX 858 245-9254 760 827-8299 EMAIL EMAIL Devi n(DEVlNBlRCH.com greg.holliday rockwelIcollins.com; DESIGN PROFESSIONAL Devin Birch Architect . CONTRACTOR BUS NAME Baer EnterDrises ADDRESS ADDRESS 13827 Lewiston Street 5028 Collier Avenue CITY STATE ZIP CITY STATE ZIP San Dieao CA 92128 San Dieao CA 92115 PHONE 'FAX PHONE 'FAX 858 245-9254 619 287-8283 EMAIL EMAIL Devi n(DEVlNBl RCH.CCOM baerenterprisescox.net STATE LIC. # STATE LIC.# I CLASS (CITY BUS. LIC.# C28848 627600 I B j rg (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 issuae, a'To requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). - - - - Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ElI have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date hi section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages asprdWed for in Section 3706 of the Labor code, interest and attorney's fees. )K CONTRACTOR SIGNATURE AeZW___- [—]AGENT DATE (hereby affirm (hall am exempt from Co or's License Law for the following reason: I, as owner of the property or my employees es as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7 ness and Professions Code: The Contractor's License Law does not apply to an owner of property w ds or improves thereon, and who does such work himself or through his own employees, that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one f completion, the owner-builder will have the burden of proving that he dId or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contrac 0 onstruct the project (Sec. 7044, Business essions 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 contracto sed pursuant to the c of s License Law). I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the property improvemen . 5 INo ((have/have not) signed an application for a building permit forth sed work. I have contracted with the following person (firm) to r i e proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, bu ired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license n mber): I will provide some of the wor have contracted hired) the following persons to provide the work indicated (include name I address I phone / type of work): ..PROPERTY OWNER SIGNATURE AGENT DATE June 15, 2018 L ETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 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 0 No s the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 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. ELCTl10 jI]J'ir AGE N C Y I - 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 Not applicable Lender's Address '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 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void it the building or work authorized by such permit is not commenced within 180 days from the date of such permit or the building rk authorized by uch permit is suspended or abandoned at anytime after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE DATE June 15, 2018 LIII± Permit Type: BLDG-Commercial. Application Date: 06/21/2018 Owner: KAISER ELECTRO-OPTICS INC Work Class: Tenant Improvement Issue Date: 11/05/2018 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 10/01/2019 Address: 2752 LokerAvew Carlsbad, CA 92010-6603 IVR Number: 12088 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 01/15/2019 01/15/2019 BLDG-14 081282-2019 Passed Tim Frazee Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency 01/23/2019 01/23/2019 BLDG-84 Rough 081916-2019 Combo(14,24,34,44) Checklist Item Mezzanine steel OK Yes OK to 1 side upper level and corridor Passed Michael Collins COMMENTS . Passed Complete BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 01/30/2019 01/30/2019 BLDG-17 Interior 082619.2019 Lath/Drywall Walls only, see card for notes Yes Yes Yes Yes Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/27/2019 02/27/2019 BLDG-85 T-Bar, 084740-2019 Passed Tim Frazee Complete Ceiling Grids, Overhead Checklist Item . COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes 04/04/2019 04/04/2019 BLDG-Final 087928.2019 Partial Pass Tim Frazee Roinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need recycling and B-52 paperwork No BLDG-Mechanical Final Split units installed and operational Yes BLDG-Structural Final Pre fabricated support structure installed Yes BLDG-Electrical Final Lighting and switches on timers installed Yes 04/12/2019 04/12/2019 BLDG-Final 088773.2019 Passed Tim Frazee Complete Inspection Checklist Item -COMMENTS Passed OLL).,-OUIIUUIg L)ciiulel54 , '' Paperwork received 4112/19 BLDG-Mechanical Final Split units installed and operational Yes BLDG-Structural Final Pre fabricated support structure installed Yes BLDG-Electrical Final Lighting and switches on timers installed Yes April 12, 2019 Pagel of 2 :Project# Job Name: Rockwell Collins .Job Address:.2752 Loker Ave Carlsbad 01-04-19 Inspector. Michael Welsch client: Amerisoec Inspections License# 8789949 8/20 E7.0 Date: ContractOr. License Required for Inspection: Reinforced Concretecontact at Site: 11lI:] Perinitc BC2O 18-03 Carlsbad Offsite? es I7Io Offsite Location: TYPE OF WORK (check one) [?]Reinforced Concrete Dst1 Concrete [jMasonry WeIding Mother Description of Work: Material and Labor - Hilti KB-TZ 387587 5/8" Dia x 6" long Anchor Bolt, 8 installers, 1/2" drive Craftsman Torque Wrench Location of Columns Grid Lines Bi, Cl, Di, El, B3, C3, D3, and E3 Stair Column at Grid line A.5 along line 4 Arrived on site to check and verify Mezzanine Anchor Bolt tension - Checked and confirmed per 2/S1.1 Column - @ Base Connection each plate contained (4) 5/8" dia x 6" long Wedge Anchors with 3 1/2" embedment for 17" plate 1/2" thick with holes clean and free of debris for 8 Mezzanine Columns Per 2/S1.1 Column @ Base Connection stair column included (i) 5/8" dia x 6" long Wedge Anchor with confirmed 3 5/8" embedment. Per Hilti Specification for KB-TZ 5/8" x 6" Wedge Anchor set torque wrench to 60ft lbs of torque and tested wedge anchors with 1/2" drive Torque Wrench 11/16" bit to confirm each anchor achieved the required 40ft lbs of torque rated for a 6" concrete slab per manufacturer spec and ICC-ES ESR 1917. DATE TASK # REGULAR O.T. TIME IN TIME OUT 010419 . 4. tAll 7 :f Inspector Name: Michael Wlsch iproved by: Bill Baer IlK 'F T•hflt:.lU__LM . Signawr:\AJ\jJ')"" ç" Al (t z 0 to V,6 qrm"MrA. P. Birch .•_13827 Lewiston Street, San Diego, CA .92128 •. ________ _ qevinbirc~..com -9254 858 245 ZCI bITi cf r- Rfrr C28848 5-31-2019 - AIiC?4t: !. L i Lod øe tr d CaL'x,rn it f havw r, uti tr xr.i1 rr%pthJ1l t- f in ft rnerx jf ' tr2 November 2, 2018 B OTRCto" SrObrtNt at R ZJTT 7 C1. Ch ti. Sc t6j. The.. mcbun Lt tm card by tho Qftwftee Cow; Cl SAiM . - . M1j --....,. -.----• €frn 4! g .0 Of tn i =bwwscdp ud *b = I I t *•t EsGilV/0 A SAFEbutCornpany DATE: OCT. 31, 2018 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0343 SET: II PROJECT ADDRESS: 2752 LOKER AVENUE PROJECT NAME: ROCKWELL COLLINS (MEZZANINE ADDITION) LI 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. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. Lii The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DEVIN BlR,$?F4AIA Telephone #: 858-245-9254 Date contacted:,/' (by) Email: devin(ädevinbirch.com Mail Telephone Fax In Person REMARKS: The City Policy requires that their Special Inspection t4~~ completed for this project. By: AL! SADRE, S.E. Enclosures: EsGil 10/25 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGV/0 A SAFEbuiLtCornpany DATE: SEPT. 20, 2018 JURISDICTION: CARLSBAD U APPLICANT /21 JURIS. PLAN CHECK #.: CBC2018-0343 PROJECT ADDRESS: 2752 LOKER AVENUE SET:I PROJECT NAME: ROCKWELL COLLINS (MEZZANINE ADDITION) F-1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DEVIN BIRCH, AlA Telephone #: 858-245-9254 Dat d:(b Email: devin(devinbirch.com Cm ail Telephone Fax In Person F-1 REM By: ALl SADRE, S.E. Enclosures: EsGil 9/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2018-0343 SEPT. 20, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2018-0343 PROJECT ADDRESS: 2752 LOKER AVENUE CONSTRUCTION = Il-B; SPRINK. = YES; ADDITION = 910-S.F. (MEZZ. FLOOR); OCCUPANCY = B/H2 (EXISTING); B/SI (ADDITION); STORY = ONE + MEZZ; DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 9/17 SEPT. 20, 2018 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring IWO 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. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 13 Yes U No CARLSBAD CBC2018-0343 SEPT. 20, 2018 PLANS On the cover sheet of the plans specify that the existing path of travel including restrooms are HC complying, subject to field verification. Please see attached for the HG stair details to be added to the plans. Revise the details on the plans to match the attached list. Please call out all the new doors on the floor plans, Sheet Al. Sheet AO is missing from the submitted plans, as per Sheet Index on TI. Please provide a door schedule, on the plans, to reflect the new doors with their sizes, types & hardware. STRUCTURAL The following design loads shall be clearly indicated on the construction documents. (Section 1603.1): Add the missing info, on Sheet G1.I: Seismic design data. The following information should be provided. (Section 1603.1.5) Risk category Seismic importance factor, l Design spectral response coefficients SDS and Sol Seismic design category Basic seismic-force-resisting system Design base shear Seismic response coefficient(s), CS Response modification factor(s), R Analysis procedure used. Specify the thickness of the columns on detail 1/Si .1. Note the spacing of the joists on Sheet S1.2. Detail 9/S5.2, as stated on Sheet S1.2, near grid point C-5, should be 9/S5.1. On detail B/Si .2, specify the anchors size and spacing to the existing CMU wall. The City Policy requires that their Special Inspection Agreement form be completed for this project. This Form is available at the City. MISCELLANEOUS Please see attached for P/M/E & HG items. The jurisdiction has contracted with EsGil at 9320 Chesapeake Dr., #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD CBC2018-0343 SEPT. 20, 2018 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT - TITLE 24 The following disabled access items are taken from the 2016 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. DOORS 1. Show that every required passage door has ~32" clear width, per Section 11 B-404.2.3. 2. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be :5V2" lower than the doorway threshold, per Section 11 B-404.2.5. 3. Note that all hand-activated door opening hardware meets the following requirements, per Sec. 11 B-404.2.7: Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. Is to be centered ~34" but <-44" above floor. 4. Note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. Sec. 11 B-404.2.9. 5. Show or note that the lower 10" of all doors comply with Section 11 B-404.2.10, as follows: Narrow frame doors may use a 10" high smooth panel on the push side of the door. To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. STAIRWAYS AND HANDRAILS 6. Show that handrails are provided on each side of the stairs, per Section 11 B-505.2. 7. Per Section 11 B-505.7, provide details, sections or notes to show that handgrip portions of handrails are: ~1 %" and :52" in cross sectional dimension. The shape may provide an equivalent gripping surface. C) The handgrip portion shall have a smooth surface, without any sharp corners. 8. Stair treads shall be no less than 11" deep, measured from riser to riser. Section 11 B-504.2. This applies even if basic CBC provisions may allow a narrower tread. 9. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 11 B-504.4. 1, as follows: At least 2" wide (but not more than 4" wide). Placed parallel to and not more than 1" from the nose of the step or landing. C) The strip shall be as slip resistant as the other treads of the stair. 10. Note that all tread surfaces comply with Section 11 B-504.3 and 11 B-504.5, as follows: Open risers are not permitted. Stair treads shall be no less than 11" deep, measured from riser to riser. C) Be slip resistant. Have smooth, rounded or chamfered exposed edges. Have no abrupt edges at the nosing. Nosing shall not project ~: 1 %" past the face of the riser above. CARLSBAD CBC20 18-0343 SEPT. 20, 2018 Provide sections, details or notes to show that handrails are to be located ~34" but :538" above nosing of treads, per Section 11 B-505.4. Show that handrails extend ~12" beyond top nosing, and ~:12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. The extensions of handrails shall be in the same direction of the stair flights. Section 118-505.10. 2'MiIt THEM CtAGRAMS ILLUSTRATE THE SEC WOOMAMITS cc ThESG4JLAflO4S AND ARE 4DE)O*Y AS AN j:CR 1LOGOES1GNANOCONSTRUCUOs1. FGW —WARNJNGGS=MGANO NNAN. EXTENSIONS ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Please provide completed electrical power, lighting and control design for review. Electrical; plans not submitted. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) 2. Please provide completed energy compliance forms for review. 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. CARLSBAD CBC2018-0343 SEPT. 20, 2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2018-0343 PREPARED BY: ALl SADRE, S.E. DATE: SEPT. 20, 2018 BUILDING ADDRESS: 2752 LOKER AVENUE BUILDING OCCUPANCY: B/II-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 2ND FLOOR 920 ADDITION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB jBy Ordinance 1997 UBC Building Permit Fee IV 1997 UBC Plan Check Fee V Type of Review: 0 Complete Review o Structural Only Repetitive Fee Repeats * Based on hourly rate O Other Hourly 5 Hrs. @ * EsGil Fee $120.00 I $600.00 Comments: Sheet 1ofi Mr. Sadre, rA ii:i uI.pJ. ,714 .J jj 'j su In i'i .t.i :u d SUBJECT: Rockwell Collins Reference Plan Check No. CB2018-0343 October 22, 2018 Mr. Ali Sadre, SE EsGil Corporation 9320 Chesapeake Drive San Diego, CA 92123 RECEIVED OCT 23 2018 CITY OF CARLSBAD BUILDING DIVISION I am in receipt of your comments dated September 20, 2018 and have made the following changes or clarifications to the construction documents. These modifications are indicated by a Delta "1", denoted with the date October 19, 2018. Referencing your plan-correction list please find: Item 4: A note has been added to the title sheet, Sheet Ti, indicating that the accessible provisions, including restrooms, are subject to field verification. Item 5: Some of the comments that you have provide related to the stair construction are a part of Chapter 11 - Accessibility to Public Buildings, however, the platform we are constructing is not open to public access. It is restricted to service personnel. We propose to construct these stairs in compliance with the provisions of an equipment platform, with an '5' occupancy. It is not intended to be occupied, except for the service of equipment. This new area will not add to the occupancy count for the building and is not a part of the required egress pathway. We propose to construct this stairway in accordance with State of California Department of Industrial Relations, Subchapter 7 - Section 3234 - Fixed Industrial Stairs. Item 6: The new and existing doors have been labeled, and added to a door schedule, found on Sheet Al, for review. Item 7: Sheet AO was missing from the plans in error. It is the overall building plan and is now included for your review. Item 8: A door schedule has been added to sheet Al. Item 9: The structural design criteria has been added to the Title sheet, Sheet Ti. Item 10: The thickness of the 8x8 columns are 1/4" thick. This is indicated under the Deck Framing Plan title, and included for clarity on detail 1 / S 1.1. Devin Birch Architect, Inc. * 13827 Lewiston Street * San Diego, CA 92128 * Telephone (858) 245-9254 Email: devin@devinbirch.com Rockwell Collins Page 2 Reference Plan Check No. 18-0343 Item 11: The joist spacing is a maximum 36" on center. This information has been added to the notes on the deck framing plan, sheet S 1.2. Item 12: The error in detail references on sheet A5.1 has been noted and corrected. Item 13: The anchor size has been added to detail B on sheet S 1.2. Item 14: We will complete and comply with Special Inspection requirements by the City of Carlsbad, as requested. Item 15: Plans have been generated to reflect the new lighting, and to comply with energy compliance. Disabled Access Review Provisions: Items 1 thru 12: Notes have been added to Sheet Al Electrical and Energy Comments Electrical Plans; sheets EO.O, E1.1, and E2.1. No other changes to the plans have been made that are not a result of corrections or clarifications requested. Respectfully Submitted, DEVIN BIRCH ARCHITECT I wav~* Devin Birch Devin Birch Architect * 13827 Lewiston Street * San Diego, CA 92128 * Telephone (858) 245-9254 EMAIL: dbirch@san.rr.com 333 East Avenue Quincy, IL 62301 Phone: (217) 242-4605 e-mail: davep.engineeringout1ook.com 4 Project Name Rockwell Collins 2752 Loker Ave Carlsbad, CA 92010 Platform Project Number DP081802 8/25/2018 These calculations review the structure being installed for structural capability. The sealing of the drawings used in conjunction with these calculations is for the structural review only. Other information is not reviewed, nor approved. 0 r)- CIVIL Engineering Seal Data: State Number CA 85246 Exp Date 6/30/2020 Description Design Data Framing Plan Seismic Criteria Structure Framing/Computer Model Structure Loading (Dead, Live, Seismic) Drift and Separation Analysis Decking Analysis Floor Joist Main Frame Analysis - Beams, Column, Connections Reactions, Base Plate Analysis, Slab on Grade Analysis Anchor Bolt Check Stair, Handrail Page Number 1 2 3-6 7-9 10-14 15-18 19-21 22 -24 25 -36 37 -40 41-45 46-49 S 0 F_ Platform Design Data Rockwell Collins 8/25/2018 IBC 2015 Codes and Specifications Design Based on LRFD Method *Model Building Code: IBC * American Iron and Steel Institute (AlSI) 2012 * American Institute of Steel Construction (AISC) Either Direction * American Welding Institute (AWS) * California Building Code CBC-current Material used in Construction Cold-formed structural steel: ASTM A653, Grade 55, Fy= 55 ksi, G60 Galvanized ASTM A570 Grade 55 Structural Steel Tube: ASTM A500, Grade C, Fy= 50 ksi Structural steel plates: ASTM A36, Fy= 36 ksi Bolts: Grade 5 or Grade 8, shear connections. Inspection not requied. Concrete Strength Structure Size: Slab: Fc = 2500 psi Approx. Slab thickness 6 inches Width....................19.67 Feet Soil Strength Length...................40:50 Feet Qs = 1500 psf Height 1 .................10.54 Feet Footers no Height 2 0 Feet Design Loads Floor Total 10.54 Feet Dead Load: Area 797 Feet Covering.................3.50 (approx) Steel Deck 1.70 Number of stories 1 Steel Joist 2.00 Steel Beams/columns 3.00 Total area 708 Ft Misc 1.80 1 Partitions 0.00 Design Check-- Load Cases Mechanical Eqpt 0.00 LRFD Total 12 psf 1.41) (1.2+.2Sds)D+pQe+L Live Load: Loading........... Special................... Misc.................... Total... Single Story Dead Load: Covering/Deck ....... Steel Joist............. Steel Beams/columns Misc..................... Live load...... Seismic Design Conditions: Ss....................... Si..................... Category............... Importance factor.... Response R.......... Soil profile............. Base Shear ratio...... 1.2D+1.6L (0.9-.2Sds)D+pQe 125.00 1.2D+.25L+E 0.0 .9D+E 0.0 Area 708 ft2 125.00 psf D+L = 137.00 psf L ratio .... 0.912 0.00 D ratio.... 0.088 0.00 0.00 0.00 0 psf Platform 0 psf Ws = D+.25L seismic mass 1.033 Sds= 0.740 0.401 Sd1 = 0.432 D 3.5 CFS-SBMF-Special Bolted Moment Frame-AISI Silo D Platform 0.211 W Ws = D+.25L seismic mass 0 U IlH - 11 'I II ipI 1' N. --I IEEE TTTTT__'I- POWDED COAT GREY. TYP. In VIEW SCALE: X"= V-0" UAN'l HUSK. PIUKIIISO ANC000ED SUPPLIED DV INSTALLER) DECK LW B-DECK DECK FRAMING PLAN cIT nssrLeIWOOL.rvp..u.No. I/ Ctr'_ )~t—b• 16" FRAME 8 x 8' COLUMNS 14" x 14' x IrT BASEPLATES CLEAN l_I FLASHING TO WALL DETAIL SCALE: iY2"=l'-O" APPROVED FOR ENGINEERING ' - (CILNULLUN,. CUK11 onre- 'Y D 10]CO all aUHSN 1N19 NIH., NIDALLU. DTLP,IDHEKH.61 FINISH SCHEDULE ' — I 0 CIIUCH 111501,,, COMPONENT: FINISH: I 0 HtMl 1515W,,),) DKUa'UI5I1I010N,, FE OCOICLU J => NOTE: DRAWING FOR ENGINEERING ONLY N21 FOR CONSTRUCTION. r.—.E—ET.—.M--RSHEET BUDDER I rw - 8/25/2018 js getLatLong.net Home a Latitude and Longitude of a Point Latitude and Longitude of a Point 3 FAQ I iTouchmap.com To find the latitude and longitude of a point Shift -> Click on the map, Drag the marker, or enter the... Address Carlsbad CA GO S Clear / Reset I Remove Last Blue Marker Center Red Marker Get the Latitude and Longitude of a Point When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point are inserted in the boxes below. Latitude: 33.132842 Longitude -117.:249353 Degrees Minutes Seconds Latitude: 33 7 . 58.2306 Longitude: -117 14 576702 Show Point from Latitude and Longitude I Use this if you know the latitude and longitude coordinates of where on the map the point is. Use: + for N Lat or E Long - forSLatorWLong. Example: +40.689060 -74.044636 Note: Your entry should not have any embedded spaces. Decimal Deg. Latitude: Decimal Deg. Longitude: Show Point Example: +34 40 50.12 for 34N 40' 50.12" Degrees Minutes Latitude: Longitude: Show Point © getLatLong.net 2018 I Credits and Disclaimers I Privacy Policy https://getlatlong.net' : . 1/1 S S 8/25/2018 Design Maps Summary Report IJSGS Design Maps Summary Report User—Specified Input Report Title Rockwell Collins Sat August. 25, 2018 1.8:57:08 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33,132840N, 117.24935°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill Il.3 ucaside - V'. - -. -- -. -' - USGS—Provided Output VIle' Cntp = 1.033 g SMS = 1.123 g S05 = 0.748 g S1 = 0.401 g SM1 = 0.642 g SD1 = 0.4-28 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 11 MCER Response Spth'um I I I I I I 02 040 Ow az ire L3 140 1,04, US) 140 Peñd T si Den Response Speetnnn 4)40 :t4 OAS FAN OAO 0.52 0,14 0_IS, QiXt O.W. 1044) 4)40 4)54) 140 024.' 449 j44) V.5) ftrkd T ssc) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 1/1 S IBC 2015 Seismic Design CBC-current Site Class Seismic Factor le Classification of Structure for Importance Factor D I Seismic use Group II .2Sec iSec 2% PE 50 yr From USGS Earthquake table by Zip Code Special Spectral response cofficients Ss = 1.033 S1 = 0.401 Fa= 1.07 Fv= 1.62 Sds = 0.740 Sd1 0.432 Soil Profile Category Site Class Definition ..................................................Stiff Soil D Basic seismic-force-resisting system CFS-SBMF-Special Bolted Moment Frame-AISI Silo Design base Shear ............................ ....................... V = 0.211 W Analysis procedure .................................................Equivalent Lateral Force Procedure Design uses a Flexible diaphragm for transfer of shear forces to vertical elements. Base Shear Analysis Height-feet V=CsW Number of stories 1 10.54 From Figure 22-12 Long period le = 1 TL = 8 sec R = 3.5 Cd = 3.5 From Table12-8-1 0 = 3 Cu= 1.40 1= 0.170 sec Ta= CuCtHnx C1= 0.028 X 0.8 Ta = 0.258 sec Cs = Sds/(RJI) Cs = SdiIT (R/l) Cs = SD1TL/ T2 (R/1) Cs = .044Sds/(R/1) Cs = .5S1/(R/I) Fa= 1.1 Sms= 1.110 0.211 0.727 Need not exceed 0 Does not apply, 0.010 mm. when S1=>0.6 0.009 mm. F= 1.6 Sm1 = 0.648 Cs = 0.211 Wi Fx= 0.211 Wi 0 Period Calculation for Mezzanine Based on the Rayleigh Method Distribution exponent .(k) Unfactored Live Load per floor average Kx Column Loading.... 2.77 Kips Live Load T Column Loading.... 1.06 Kips Dead Load Computed Distribution exponent .(k) •-----> 1.7 0.170 seconds E*lx 2245039 1.00 Elevation Column Column Column Column Inches DL LL Tot. Load Cu. Load W W * hk H 126.48 1.06 2.77 3.83 3.83 1.06 134.3 1.00 0.00 0.00 0.0 0.00 .0.00 0.00 0.0 0.00 126.48 1.062 2.766 3.83 1.06 134 1.0 10.54 5 Level Cum F L Pcr 6 P 11 6 T 6T2 f1*6T 1 1.0000 126.46 479.27 0.264 1,008 0.266 0.08 0.266 2 0.0000 0.00 0.00 0.000 0.000 0.000 0.00 0.000 0.075 0.266 T = 2 WI2 /9 EfiAi 0.170 seconds Ta = C1 = 0.028 Cu 1.40 0.8 Ta = 0.258 seconds S C 8/25/2018 Total Lateral Force Total Platform Area 708 ft2 See drawing 01.1 Seismic base shear cofficient . 0.211 Ws See input sheet Dead load 12 psf See input sheet Live load = 125.00 psf See input sheet From Input Sheet 8 D+L Total mass on platform 96996 pounds For seismic Ws = 30621 pounds Ws = D+.251. seismic mass CsWs= 6476 pounds CsWs = 6.4.8 kips total seismic lateral force Number of connections to resist the lateral force in the X-direction Nx = 8 see attached framing plan S1.2 Vx = 0.81 kips Number of connections to resist the lateral force in the y-direction Nz = 8 see attached framing plan S1.2 LRFD Vz = 0.81 kips CBC Sds 0.740 Sd1 = 0.432 ASD 0.2Sds= 0.15 1+0.14Sds= 1.10 1.2+0.2Sds = 1.348 1+0.lOSds = 1.07 0.9-0.2Sds = 0.752 0.6-0.14Sds = 0.496 Section 12.8 ASCE 7 Forces in x direction E=pQe+Ev p = 1.3 Eh = pQe 1.05 kips Dead load 1.06 kips E=Eh+Ev E=Qe Ev=.2SdsD Qe= 0.81 kips Ev = 0.157 kips Section 12.14 ASCE 7 z Forces in z direction EpQe+Ev p = 1.3 Eh = pQe 1.05 kips EEh+Ev E=Qe Qe = 0.81 kips Two Story no Distribution of Base Shear C1 = 0.50 C2 0.50 Dead load 1.06 kips Ev = .2SdsD Ev 0.157 kips C Structure/Building Deflection Check Main Frame Max delta= 0.025H Max delta = 9 inches F2______ 4 inches seperation - Deflection of wall panel in Seismic event feet inches LC/150 : F1 6e1 - Ofeet 0 inches 11.43 feet 1 137.16 inches - Deflection of wall panel in Seismic event Cs= 0.211 W = 96.72 plf Ws= 20.45 plf Ig = 512 in H = 137.16 inches D = 0.068 inches Based on a simple span Struct def. = 0.4 inches from model x axis Dt = 0.47 inches p 1.3 Clearcence 4 inches Table 12.12-1 'limit = 0.025h = 1.40 inches 3.43 inches ta/p = 2.64 inches 6e2 Struct def. = 0 inches Story D= 0 inches 1~2 = 0.00 inches Aalp = 2.64 inches "7 F- 30 óel Ok Separation ASCE7 Section 12.12.3 Structure Drift 12.8.6 5el = 0.4 inches Direction x 652 0 inches (X = Cd óxe I I Cd = 3.5 1.40 inches 1 0 inches âxe= 0.4 inches (5X 1.40 inches Wall €5xew = 0.0679 inches Section of CBC code 1633.2.11 Building separations Amt = 'I Am-2 + mwA2 Amt = 1.40 inches Actual separation of structures 4 inches Ok S 0 S Continuous Span --Check System Floor Description: 1 1/2' 22ga B Deck Uniform Load Live 125 Psf Uniform Dead Load 5.5 Psf Spacing 40 Inches Decking Wgt 1.7 Psf 3.333 Total 132.2 Psf 23.04 Decking System Sxp= 0.205 lnA3 Check deck for 1' wide Desc. 22 Sxn= 0.206 InA3 Ix= 0.187 InA4 Ratio 0.372 Fy= 38 Ksi Re Rb 1(C Ho 176.3 484.7 484.7 176.3 1322.0 Allowable Reactions Ra=Rd= .4w1 Rand= 176.3 Pounds 562 pounds Rb=Rc= 1.1w1 RbRè= 484.7 Pounds 1038 pounds 1.2D+1.6L Factored Positive Moment = .100 * wl'2 MP= 2754.7 In-Pounds 7401 Factored Negative Moment= .08 * wP'2 Mn= 2203.7 In-Pounds 7437 4b =.95 Mn = SeFy Allowable Bending Moment Ma= ftIVIn Positive Ma= 7400.5 In-Pounds Ok LRFD Method Negative Man= 7436.6 In-Pounds Design Ratio-Positive DR= 0.372 Design Ratio-Negative DR= 0.296 Delta= .0069WLA4/384E1 LJ240 L/360 Deflection ...................... .L= 0.035 0.167 0.111 0 Frame Fastners.........#12 36/7 Pattern Standard 1 1/2' B Metal Decking Framing Spacing In. Deck Thickness 0.0295 22 Ga Span Stitch 36 42 48 54 60 0 380 342 300 270 246 1 360 340 320 300 279 2 420 394 367 340 312 Deck thickness 0.0358 20 Ga 36 42 48 54 60 0 400 372 345 320 289 1 462 432 398 365 333 2 515 482 448 410 377 Deck thickness 0.0474 18 Ga 36 42 48 54 60 0 527 490 438 405 358 1 587 546 508 465 425 2 680 635 590 540 491 [I 66 72. 78 84 222 202 185 171 252 230 211 195 282 257 236 218 66 72 78 84 261 238 218 202 301 275 252 233 341 312 286 265 66 72 78 84 324 295 271 251 385 351 323 299 446 408 375 347 Deck Diaphragm Analysis SDI Certified Tables LARR 23783 ESR-1414 Ex Diaphragm Tables 3" Deep Deck Deck Thickness 0.0295 22 Ga Span Stitch 96 102 108 0 90 55 50 1 95 85 80 2 125 120 110 Deck thickness 0.0358 20 Ga 96 102 108 0 . 65 1 100 2 135 Deck thickness 0.0474 18 Ga 96 102 108 0 2 114 120 126 132 138 144 45 45 40 35 35 30 75 70 65 60 60 55 105 95 90 85 80 75 114 120 126 132 138 144 60 55 50 50 45 40 .95 85 80 75 75 70 130 120 115 105 100 95 114 120 126 132 138 144 75 70 65 65 60 120 115 105 100 95 165 155 145 140 130 0 DiaDhraam Area Check Vr Seismic Shear Area-level I Concrete Fill Width 12.4 Feet 0 inch 111fl tj tlill I t Beam Length.,.. 12.6 0 PCF Spac. 40 Inches Shear Value Plywood 0 plf 0.0 plf Width -. ._ - Loading Table 16 . L W live load 125.00 psf lMSA Steel Deck - - - - - - - - W dead load 12.00 psf ER-2757 Vs .............0.211 Wtotal 1 Length Vt = 1429.16 pounds Ws = D+.25L seismic mass Vst = 1.43 kips Floor Plan-Shear Area Vr= 115.3 pounds/foot Section 12.10 Metal Decking Gage 1 1/2" B Deck 22 Max force required Span stitches - 0 FpX = 0.4Sasl Wpx 6.34 kips Va = 300 plf Ok Level I Fpx = (Z Fi I E w1 ) w1 Eq 12.-1 Level 1 Fi = 3.27 kips wpx= 21.4 kips FPX = 1.20 kips wi = 58.4 kips Ok Seismic Shear Area No second level Width 0 Feet Loading Length.... ' 0 Feet W live load 0.00 psf Beam Spac. 0 Inches W dead load 0.00 psf Section 12.10 Level 2 FpX (E Fl / w ) w Eq 12.-I Level 1 Fi = 0.00 kips wpx= 0.0 kips FPX = 0.00 kips wi = 58.4 kips Ok V 2 = #DIV/O! pounds/foot Metal Decking Gage 11/2' BDeck 0 - Span stitches 0 Va 0 plf #DI VIOl 0 at C12x3.5x14 Joist Otyof.... I ID. No. Typ. 5.23 LRFD Method of Analysis Load Factors 1.2D+1.6L Framing System 1.6 Loading 2012 AISI ' Single Section Bending Moment Strength--- Mn/Section Ix = 29.80 InA4 Se = 5.45 InA3 E= 29500 Ksi 4b = 0.9 Cold working Sec A7.2 Fy= 55 Ksi Ry= 1.000 Mn = 269.79 In-Kips 22.5 kip-ft T = 0.075 inches h/t 156.00 Ok Joist Spacing.......... 3.500 Feet 42.00 Inches Loading 125 Psf-Live Load 10 Psf-Dead Load 18.33 135 Total Joist Span 12.75 Feet Factored W = 742.00 plf Floor S Floor Framing Design Check Loading Live 1.2 Dead Floor Joist Net 150 Inches R Span Bending Moment for the Simple Beam Mb W L2 /8 - Fixed End Moment Mb= 15077.7 Ft-Pounds Mb= 180.9 In-kips < 26 15.1 ft-kips Deflection Check for Simple Span Beam Delta = 5W L4 / 384 El Delta Limit W = 36.46 Pounds/Inch factored R = 4.73 Kips R = 3.01 kips unfactored Fixed End Moment 0 0.00 0 In-Kips Ft-Kips Ft-Lbs See Page Ratio Ok 0.671 240 Delta = 0.273 Inches Dli = 0.625 Inches Ok 0 S End Connection Design Check Beam -----.- TIF *—.—.—.-- T=C Joist I 8 X= 8.86 Inches C12x3.5x14 --------- T= 2.93 Kips 67.5 Ksi 0.875 Tu= 14.52 Kips Ok Vertical Shear on Bolts 4.73 Bolts Used in Connection VvRIN Kips 5.5 R = End Reaction 9116 Dia. GR 5 N = Numnber of Bolts in Connection N = 3 Shear on Bolts Fv = 36 Ksi A!Si Anet= 0.215 EqE3.3.1-1 = 0.6 Pn=CmfdtFu Design Strength Bearing Ru = 7.74 Kips 5.32 Tu = 14.52 Kips M = 26.02 In-Kips Ra = 5.32 Kips V = 8.875 Inches Bearing controls Vr = ThITu+Vv/Ru Checking vertical shear and tension combined Dr= 0.50 Ok Vv= 1.58 kips Tension on bolts Vh = M/ V M = rotational moment V = distance comp. and ten. Force Th = 2.93 kips Design Ratio Check Bending in Clip Mu = 26.02 In-Kips Depth = 8.75 inches V= 1.58 kips Thick= 0.135 inches Fy= 55 ksi Section Strength 4Mn = 9001 in-kips PVn = 13.23 kips Combined Loading check V/Vv + Mu/ctMn = 1.0 0.408 Ok ([) = 0.95 Sx = 1.723 inA3 095 h/t= 64.81 ,FE kIFy 53.52 Fv = 33 1.51 JEkv/Fy 80.81 Fv= 11.79 Fv= 33.90 Fv= 11.79 ksi 0 End Connection Design Check -Beam T=C 8 X= 8.88 Inches Joist 0.875 = u.s Kips I It= 67.5 Ksi I I Tu= 14.52 Kips Vertical Shear on Bolts I Ok I Bolts L1.75 Used in Connection Vv=R/N Kips R = End Reaction 9/16 Dia. Gr 5 N = Numnber of Bolts in Connection N = 3 3 't'Fv= 36 Ksi AISI Vv = 1.58 Kips . Anet = 0.215 Eq E3.3.1-1 = 0.6 PnCmfdtFu Shear on Bolts Design Strength Bearing Ru = 7.74 Kips 5.32 Vh = M / Y Tu = 14.52 Kips M = rotational moment M = . 8.28 . In-Kips Ra = 5.32 Kips Y = distance between forces Y= 8.88 Inches Bearing controls Vh = 0.93 kips Vr = Vh!Tu+Vv/Ru Design Ratio Dr= 036 Ok ul S . . Dave Poland Engineering, LLC Current Date: 8/25/2018 2:46 PM Units system: English File name: C:\DATA03-FCP Projects\2018\DP081802 Rockwell Collins\Rockwell.etz\ Load condition: C1=1.2DL+1.6LL Internal forces - Bending moment .,7 M33= 34 92[Ktpft] t133=0 0414[Kip ft] p ...33=7641Klp*ft1 :M33..4192[lQp*ft] V.:. 14,4 ç.J Floor Beam--Strut Main ID No. C Section Section Properties-LRFD Strengths Beam 15 Beam Number of Members Used... 1 Section Description.....Section ID C16x3,5x10 Note-1 In some cases there are 2 beams connected to the column. There could be one on each side of the column. 0 value= aisi / Elem 6 NA Fy = 55 Ksi / . E= 29500 Yaxip Depth Column Section Properties 2 C- - -. 4 C * Section = Special width T = 0.1370 In. * Gross Area Ag= 3.358 In2 Tic. Net Area An= 3.358 In3 Depth - Xaxis 0 Ix= 117.23 In .4 16 : Sx = 14.65 In.3 Rx= 5.91 In. Iy = 4.87 In.4 qFlange 3 C -----. 5 J .25 Min. Sy = 1.82 In.3 Section Wgt/Ft. I Ry = 1.20 In. 11.42 j I Zx = 23.23 In3 M _._-_i 4 Torsional Properties Xo_ t,1 4 Width M = 1.37 Xo = -2.12 I I 3.5 Cw = 258.67 Column Cross Section r0 = 6.39 J = 0.021 Loading Gravity Cold working 1.109 Sec A7.2 S100 Reinforcement Rod 2/3 0 Rod 4/5 0 Web Reinforce. 0 Elme 6 NA S Critical Buckling Values --- 2012 Edition AISI LRFD C3.1.2.1 ex = (i-2E/(KxIX/Rx)2) rrey =( rr2E/(KyLy/Ry)2) et (1/Aro2)*(GJ+ir2Cw/(Kt1.t)2) Fe =(1/2()*(( aex+(jt)-(( (rex-F t)2-4(exIrt)112 0.89 Sx eff = 14.65 In. h/t 112.05 6.18IT 143.13 Ok Eq. C3.1.2-7 1511.5 Eq. C3.1.2-8 325.77 Eq. C3.1.2-9 129.26 Eq. C4.2-1 127.96 Lx = 82.00 Inches Ly = 36 Inches Kx= I Ky= 1 Concentrically Loaded Compression Members Section C4 C4.1 For A< 1.5 Fn = Fy * .658A(A2) Fn= 45.94 Ksi ForA >1.5 Fn = Fy* .877/(,\2) Pn= 131.15 Kips Section strength ........... Lateral Buckling Strength Section c3.1.2 Mn=ScFc tb= 0.9 Fe = Cb r0 A((Teyat)112 Cb =1.00 For Fe>2.78*Fy Fc=Fy For .56*Fy< Fe < 2.78*Fy Mc = (10Fy/9)(110*Fy/(36*Fe)) For Fe<.56*Fy FcFe Expected Moment AISI SilO Eq. Dl .2.3.1-1 Me = 0 ft-kips Load case 1.2113+1.61. Model demand 47.6 ft-kips Maximimum Demand M = 47.6 ft-kips Lt = 36 Inches Kt= 0.8 Fe= 127.96 Fy = 55.00 A = 0.656 = 0.85 MP = 1416.73 In-kips My = Sx * Fy My = 893.66 In-kips Me = 4885 ksi Mc = 893.66 ksi kMn = 849.0 in-kips Mn = 70.75 ft-kips Mux= 571.2 In-Kips Ratio 0.673 Ok 0 S Design Check--Contd. Main Section C5 Combined Axial Load and Bending Beam 15 Design Ratio Dr = Pu I 4)c Pno + CmMux I 4)bMnx 4) nx <= 1.0 Cm =.85 (Tex.= (1-Pu! Pe) 4'c= .85 4)b=.9 First Beam Level Lx = 82.00 Pe = 7rA2EIb / ( Kb Lb )A2 Drag strut collection force From Model P1 = 2.00 Ml = 571.20 Kb = 1 Kips In-Kips Pe = 5076.02 Nominal Axial Strength Phi * Pn = 131.15 Kips from previous page Full Dead+ Live Load Pu unfactored Puf = 2.00 Kips 1.2D+ E Seismic Factored Pu = 2.14 Kips Compression in strut from seismic Nominal Flexural Strength 4) Mnx = 848.97 In-Kips - Required Mux unfactored Muxf= 571.20 In-Kips Magnification factor = 0.85 Seismic moment factored Mux = 571.20 In-kips Factor= 1.000 Total factored moment 571.20 In-kips Pu! 4)c Pn = 0.016 Mf * Mu/((D Mn)= 0.572 0.572 Dr = design ratio (axial term + bdg. term) Dr = 0.588 Ok Design Check For Dead Load + Live Load Only Column Load Pc = 2 Kips Factored Column Load Pu = 2.14 Kips Down Aisle Nominal Axial Strength * Pn= 131.15 'I'c= 0.85 Design Ratio Pu / Oc Pn = 0.016 Ok Check Combined Bending and Shear-Section 3.2 Depth h = 15.35 inches Thick 0.137 Inches = 0.95 h/t = 112.1 V = 14.4 kips k = 9.34 unreinforced j Elk, / Fy < 74.5 Fy = 55 ksi Fv = 0.6*Fy = 36.59 ksi E = 29500 ksl 1.51'! 0.3 Ekv/Fy < 112.5 Eq C3.3.2-1 Fv =.6/ Ekv Fy = 21.95 ksi / (h/t) /r 1l 12 ¶ V 2 0.745 Ok Fv = IT2 Ek \i bMflxoj . 19.83 ksi L vVn j 12(1-u2)(h/t)2 I Resistance Fv = 21.95 ksi Resistance tVn = 45.16 kips Dave Poland Engineering, LLC Current Date: 8/25/2018 2:47 PM Units system: English File name: C:DATA\03-FCP Projects\2018\0P081802 Rockwell ColIins\Rockwell.etz Load condition: C11.2DL+1.6LL Internal forces Bending momeni 1Th322.87[Kip*ft M=-5.3Kip'ft] V:19, c') Floor Beam--Strut Main ID No. C Section Section Properties-L1WD Strengths Beam 14 Beam Number of Members Used... 2 Section Description..... Section ID Cl 6x3.5x10 Loading Note-1 In some cases there are 2 beams connected to Gravity the column. There could be one on each side of the column. 0 value= aisi Cold working / Elem 6 NA Fy = 55 Ksi 1.109 7 E= 29500 Sec A7.2S100 Yaxl / Depth Column Section Properties 2 Y- - - - Section = Special Reinforcement width T = 0.1370 In. Rod 2/3 I * Gross Area Ag= 3.358 In2 0 Tk. Net Area An 3.358 In3 Rod 4/5 Depth - - -x axis 0 lx 117.23 0 16 I Sx= 14.65 In.: In. Rx = 5.91 In. Web nge Iy = 4.87 In.4 Reinforce. 3 ___: 4F la .25 Mm. Sy = 1.82 In.3 0 Section Wgt/Ft. j i Ry = 1.20 In. Elme 6 11.42 j I Zx= 23.23 In3 NA M _._.. Torsional Properties Xo I Width M = 1.37 Xo = -2.12 I 3.5 Cw = 258.67 Column Cross Section r0 = 6.39 J = 0.021 = 0.89 Sxeff= 14.65 In. Critical Buckling Values --. 2012 Edition AISI LRFD hit = 112.05 C3.1.2.1 6.18'J 143.13 Ok aex = (7T2EI(KxIXJRx)2) Eq. C3.1.2-7 4803.2 iey=(ir2E/(KyLy/Ry)2) Eq. C3.1.2-8 325.77 (yet =(1/Aro2)*(GJ+7r2Cw/(KtLt)2) . Eq. C3.1.2-9 407.00 Fe (1I2()*((aex+it)((uex.i (Jt)-4[3ex(-Tt)112 Eq. C4.2-1 402.93 Lx = 46.00 Inches Ly = 36 Inches Lt = 36 Inches Kx= I Ky = 1 Kt = 0.8 Concentrically Loaded Compression Members Section C4 Fe = 325.77 C4.1 . . Fy = 55.00 For A< 1.5 Fn = Fy * .658A(A2) Fn= 51.25 Ksi A = 0.411 For A > 1.5 Fn = Fy * .8771(A2) r1Pn= 146.29 Kips = 0.85 Section strength .............Mp = 1416.73 In-kips Lateral Buckling Strength Section c3.1.2 My = Sx * Fy Mn = Sc Fc Db = 0.9 . My = 893.66 In-kips Fe = Cb r0 A(aeyat)112 Cb =1.00 Me= 8668 ksi For Fe > 2.78*Fy Fc = Fy . Mc = 893.66 ksi For .56*Fy< Fe < 2.78Fy Mc = (10Fy/9)(110*Fy/(36*Fe)) For Fe < .56*Fy Fc = Fe hllMn = 849.0 in-kips Expected Moment 'IMn = 141.50 ft-kips AISI Silo Eq. DI.2.3.1-1 Me = 0 ft-kips Mux= 295.8 In-Kips Load case 1.2D+1.6L Model demand 49.3 ft-kips Maximimum Demand M = 49.3 ft-kips Ratio 0.348 Ok S S S Design Check--Contd. Main Section CS Combined Axial Load and Bending Beam 14 Design Ratio Dr = Pu! (tc Pno + CmMux! bMnx nx 1.0 Cm =.85 aex = (1-Pu! Pe) (Pc= .85 4b=.9 First Beam Level Lx = 46.00 Pe = TIA2EIb / ( Kb Lb )A2 Drag strut collection force From Model P1 = 2.00 Ml = 295.80 Kb = 1 Kips In-Kips Pe= 16130.04 Nominal Axial Strength Phi * Pn 146.29 Kips from previous page Full Dead+Live Load Pu unfactored Puf = 1.00 Kips 1.20+ E Seismic Factored Pu = 1.07 Kips Compression in strut from seismic Nominal Flexural Strength cf Mflx 848.97 In-Kips Required Mux unfactored Muxf= 295.80 In-Kips Magnification factor = Seismic moment factored Mux = 295.80 In-kips Factor= 1.000 Total factored moment 295.80 In-kips Pu! 4c Pn 0.007 Mf * Mu/((t Mn)= 0.296 0.296 Dr = design ratio (axial term + bdg. term) Dr = 0.303 Ok DesignCheckForDeadLoad +LiveLoadOnly Column Load Pc 1 Kips Factored Column Load Pu = 1.07 Kips Down Aisle Nominal Axial Strength 'I' * Pn= 146.29 c = 0.85 Design Ratio Pu! Oc Pn = 0.007 Ok Check Combined Bending and Shear-Section 3.2 eptn n 15.43 inches [flick = 0.137 inches = 0.95 hlt= 112.1 V 19.2 kips k= 9.34 unreinforced j Ek / Fy < 74.5 Fy = 55 ksi Fv = 0.6Fy = 36.59 ksi E = 29500 ksi 1.511Ekv/Fy < v = 0.3 112.5 Eq C3.3.2-1, Fv =.6/ Ekv Fy = 21.95 ksi ____________________ (h/t) 191 12 ¶ 1/ 1 2 T[41 0.408 Ok bMflxoj Lvvn j Fv = Tr Ek = 19.83 ksi 12(1-u2)(h/t)2 Resistance Fv = 21.95 ksi Resistance 4'Vn 90.31 kips 31 0 0.85 S S Tubular Column Design Check ID No. 6 Column Description: Column Wall Tk. . Sect. Gravity Load 8x8x114. 0.250 8x8x114 Factored Pu = 23.4 Kips E = 29500 El= 2245039 Expected Moment Seismic Q value aisi AISI-131.1 AISI S1 10 Me = 0 Ft-Kips Eq D1.2.3.1-1 Loading Combination Ry Mmax = 12.40 Ft-Kips (1.2+.2Sds)D+L+E 1.4 Demand Mmax = 12.40 Ft-Kips Mu = 111.60 In-Kips Muo = 0 1 Ft-Kips Yield Fy= 50.00 Ksi - Ag= 7.653 A net = 7.653 Kx = 1.7 1x 76.103 Ky = 1.7 Sx 19.026 Face X-axisE -. ..Rx 3.153 Lx = 126.48 800 i Metal Tk Ly = 126.48 0.250 ly= 76.103 10.54 H Sy= 19.026 w/t = 29.20 Ry 3.153 1.4 1E/Fy 34.0 I Y-axis Zx = 30.746 Ok Section Wgt/Ft 26.020 Depth 8.00 LRFD Design Cross Section Critical Buckling Values 2012 AISI Specifications Eq. C4.1-1 Fe7r2 E/(KUR)2 . KxLxJRx= 68.19 Fe= 62.62 Ksi KyLy/Ry= 68.19 A 0.894 Rre = 1 Eq. C4-1 4'c=.85 . Pn= AeFn Eq. C4-2 if A <1.5 then Fn = Fy *.658'(X 2 Eq. C4-3 . if A > 1.5 then Fn = Fy * (.877/A2) Eq. C4-2 Fn= 35.80 Ksi My=SgFy 951.292 Eq.C4-3 . Mn=SeFy l'b=.9 Plastic Section Strength Mp = 2198.32 In-Kips Eq. C4-1 Pn= 273.96 Kips Mn= 951.29 In-Kips cPn= 232.87 Kips 4bMn 856.16 In-Kips 71.3 ft-tips Design Check for both Axial Load And Combined Axial + Seismic Pe=1T2ElbJ(KbLb)2 Pe= . 479.27 Orthogonal Section 12.5.3 nx(1-Pu/Pe) CMe Kips-Factored . (XflX 0.951 Effects 0.00 kip-inches Eq.C5-1 CmMuyI((IbMnycxny)= 0.000 Pu/ccPn + CmMux/( (PbMnxFnx) <= 1.03 Kips-Factored Pu/FcPn= 0.100 In-Kips 8/9Mux/(FbMnx(ynx)= 0.122 Factored Design Ratio = 0.222 Ok Dead + Live Load Only Design Check Pu/4'cPn= 0.100 Ok 34 0 S Beam to Column Bolted Connection Strength Design FR moment connection Number of Bolts in Connection Number of beams connected to column I 8 ! b Per side - - Beam depth 16 C '- H . ----------------- ------------ , ----,-• / I ) Floor Beam-Strut I M H : Column Applied Moments and Reactions from . I Computer Output _ kips R1= 23.4 I I a l l 0. f 8 kip-ft 12.40 :, Vseismic M = 148.80 kip-inches Use Center of Rotation Method Vmin :: :: _•__•_7__'_•_ L2 6.37 Inches Cy= 6 lb lj !2 I RI Rr Polar Moment of Inertia .....lp= 170.50 In 4 Bolt Used in Beam to Column Connection Bolt Dia. '1Ev Area Shear Strength Grade 5 8S '1' = 1 11.36 0.7854 28.27 Kips Rn = n(FvAb) Rn = 28.27 Kips S 0 ri Bolted Connection Contd. Forces on beam strut are taken by 1 beam strut only Bolt Used in Beam to Column Connection Kips Bolt Dia. 4Fv Area RI = 23.4 1" 36 0.785 Total 23.4 Grade 5 8S In-Kips Rn = n(FvAb) MI = 148.8 Rn = 28.27 kips Mr= 148.8 I = Bolt force from moment Bolt force from shear R1 = M Cxl 1p RP = Pu / N 2.93 kips R1 = 1.85 ksi R3 = 3.72 ksi Rpl(A*N) R2 MCy/lp Ru((Ri R2 = 5.24 ksi R = 7.65 ksi per side VMax 6.01 kips Ok Applied Loading Check Bearing on Connection From AISI Specifications E3.3.2 S = 0.95 Rn = bearing capacity Rn =CmdtFu R = 28.77 kips (DRn = 27.33 kips mf= I C= 3 0.137 In. Bolt Dia.= 1 In. Fu 70 ksi Apb= 0.1370 In 2 Ru = 6.01 Applied Loading Additional Thick. 0 Inches Thick kips Ok 22 S 37 Dave Poland Engineering, LLC S Current Date: 8/25/2018 3:07 PM Units system: English File name: C:\DATA\03-FCP Projects'2018\DP081802 Rockwell Collins\Rockwell.etz\ Analysis result Reactions My 'Lx Fx Fy Direction of forces and moments positive Forces lKiøl Moments FKIP*ftl Node FX FY FZ MX MY MZ Condition CI=1.20L+1.6LL 1 0.02634 6.22823 4736 0.00000 0.00000 0.00000 2 0.02644 15.22802 )0.69879 8980 0.00000 0.00000 0.00000 3 0.01722 14.96095 6733 0.00000 0.00000 0.00000 4 0.01717 15.49265 0.00000 0.00000 0.00000 5 -0.08749 24 7497 0.00000 0.00000 0.00000 6 -0.08774 33.66456 -0.15155 0.00000 0.00000 0.00000 7 -0.08665 . 46 -0.28727 0.00000 0.00000 0.00000 8 0.17801 12.03959 -0.74689 . 0.00000 0.00000 0.00000 SUM 0.00330 149.03780 -0.10218 0.00000 0.00000 0.00000 S Condition C21.348DL+LL+1.3EQx 1 -1.04582 2.31773 -0.24498 0.00000 0.00000 0.00000 2 -1.04578 11.70860 0.05083 0.00000 0.00000 0.00000 3 -1-06132 8.03207 0.24049 0.00000 0.00000 0.00000 4 -1.06136 12.03849 .0.46847 0.00000 0.00000 0.00000 5 -1.17906 14.32080 0.18090 0.00000 0.00000 0.00000 6 -1.17958 23.35822 -0.09794 0.00000 0.00000 0.00000 7 -0.97620 18.15619 -0.18096 0.00000 0.00000 0.00000 8 -0.79181 8.69168 -0.48408 0.00000 0.00000 0.00000 SUM -8.34093 98.62377 -0.06727 0.00000 0.00000 0.00000 Condition C3=1.348DL+LL+1.3EQz 1 0.01494 2.17831 -1.25498 0.00000 0.00000 0.00000 2 0.01523 8.01996 -1.02337 0.00000 0.00000 0.00000 3 0.01013 7.82668 -0.84133 0.00000 0.00000 0.00000 4 0.01032 8.32420 .-056791 0.00000 0.00000 0.00000 5 -0.05585 17.92670 -0.80084 0.00000 0.00000 0.00000 6 -0.05600 24.25863 -1.17569 0.00000 0.00000 0.00000 7 -0.05561 20.12408 -1.26462 0.00000 0.00000 0.00000 8 0.11829 9.81715 -1.51918 0.00000 0.00000 0.00000 SUM 0.00144 98.47572 -8.44781 0.00000 0.00000 0.00000 Condition C4=0.752DL+1.3EQx 1 -1.06200 -1.52822 -0.03287 0.00000 0.00000 0.00000 2 -1.06201 2.31385 -0.00605 0.00000 0.00000 0.00000 3 -1.07186 -1.19565 0.01304 0.00000 0.00000 0.00000 4 -1.07187 2.48900 0.03771 0.00000 0.00000 0.00000 5 -1.12518 -0.45877 0.01325 0.00000 0.00000 0.00000 6 -1.12554 2.64460 . -0.00311 0.00000 0.00000 0.00000 7 -0.92284 1.29385 -0.00277 0.00000 0.00000 0.00000 8 -0.90166 1.27118 -0.02375 0.00000 0.00000 0.00000 S SUM -8.34296 6.82984 -0.00455 0.00000 0.00000 0.00000 Pagel Condition C5=0.752DL+1.3EQz ._-_.-_Th. 1 . -0.00123 -1.667 -1.04288 -1.04288 0.00000 0.00000 0.00000 2 -0.00101 -1 .37479 \ -1.08025 0.00000 0.00000 0.00000 3 -0.00042 -1.40103 \--1.06877 0.00000 0.00000 0.00000 4 -0.00019 -1 .22528 \ -0.99867 0.00000 0.00000 0.00000 5 -0.00197 3.14714 J -0.96849 0.00000 0.00000 0.00000 6 -0.00196 3.54501 / -1.08085 0.00000 0.00000 0.00000 7 -0.00225 3.26174 / -1.08633 0.00000 0.00000 0.00000 8 0.00844 2.39666 / -1.05885 0.00000 0.00000 0.00000 SUM -0.00059 6.68179 -8.38509 0.00000 0.00000 0.00000 9 S Page2 36 Beam-Column base Plate Design Column Location Drake-Elkin Paper Rockwell Collins Node Engineering Journal 1st Qtr. 1999 Load Comb. 1.2D+1.6L 6 Limit State Design Fc = 2.5 ksi Plate width N = 14 inches Plate depth B = 14 inches E '\Mu Member width d = 8 - inches - Member depth b = 8 inches Factored Pu = 33.7 kips Limit State Factored Mu = 0 ft-kips Limit St. d Factored Mu = 0 in-kips No. of Tension bolts 2 Vs = 0.15 kips Limit state ,- e= 0.00 inches N/6= 2.33 5.5 inches Q . Area of steel A2/A1 = 4.00 Tu plate on grout A2/A1 = 1 Y plate directly on concrete A2/A1 = 4 q = .51Fc'B \J7 1.02 FcB c= 3 35.7 N = 14 q = 31.24 kips/in q = 31.24 kips/in Check Plate Bending f+ N12 12.5 inches If Tubular columns use .95 in f + E = 5.50 inches Y = (f+N12) t. \J(f+N/2)A2 - 2Pu(f+E)/q equations for m and n Y = 0.48 inches Tubular Tu = qY - Pu Tu = -18.58 kips No bolt tension m = (N -.95d) / 2 Tb = -9.29 kips factored M = 3.00 inches Tbuf = -5.60 kips ASD/bolt x=f-d/2+tf/2 tf= 0.25 in. fig thk. x= 1.63 inches n = (B - .95bf) /2 bf = 8 in. fig. width n = 3.00 inches Base Plate Thickness For all cases Tu = -18.58 kips Fy= 36 ksi tp = 2.11 V'Tux / BFy Ry = 1.5 tp = 0.0000 inches 54 ksi AISC Sec 14 Equa A controls Equa. A tp = 1.49cVPu / (BNFy) tp = 0.309 inches Plate front to back When base subjected to axial loads only Use 0.5 inches Equa. B tp = 2.11 VPu(m-y/2)/(BFY) tp = 0.000 inches When base subjected to axial & moment loads • 1.5 R1 = D= = Ec = Ultimate Ft= 7.00 Inches 6 Inches 76 pci 3031 ksi 375 psi [IJ Load-Carrying Capacity for Concrete Slabs on Grade LA-DBS P/BC 2008-100 1997 Journal of Structural Engineering Article Shentu, Jiang & Hsu Location: Rockwell Collins Location 6 R2 R1 Effective slab development for load support Base Plate. Slab on grade Soil description Soil type Earth, dry, loose Target Soil actual Width Depth Plate Size 14 14 The radius Ri is based on the average equivalent square plate. - Determine slab capacity when the slab thickness is given Pu = 1.72 x( k2 RI / Ec x 104 + 3.6)f'td2 Qs = 1500 psf - Concrete Fc = 2500 psi concrete wc = 150 Wit concrete Ec = 3031 ksi concrete (Eq 34) 177.800 MM 152.4 MM 0.0206 N/mmA3 20905.1 Nlmm"2 2.586 N/mmA2 Slab thickness Sub-grade modulus Modulus of elasticity Tensile strength of concrete I-s U = 1.67 0.599 Factor Calculated ultimate Pu = 124.4 Kips Pa=4'Pu Pa=Pu/Q Pa = 74.47 Kips Maximum allowable column loading Pactual = 33.7 kips 21.53 0.453 Ok Determine the slab thickness when the load is given Eq.35 d = (Pu! FS) /(1.72 ( k2 RI I Ec x 10'4 + 3.6) ft Design Loading Pu = 33.7 Kips 149897.6 N d= 102.52 MM d = 4.04 Inches Slab thickness to support column loading 0 Al Company: Date: 8/25/2018 Engineer: Page: 1/5 Project: Rockwell Collins Address: Phone: E-mail: I1h'I.k'I Anchor Designer TM Software Version 2.6703.17 I Proiect information Customer company: Customer contact name: Customer e-niail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 3.375 Effective Embedment depth, h01 (inch): 2.750 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes h,,,i (inch): 5.50 cac (inch): 7.50 Cmjn (inch): 6.50 S,,e, (inch): 5.00 Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, V c (psi): 2500 40.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 14.00 x 14.00 x 0.50 Recommended Anchor Anchor Name: Strong-Bolt® 2 - 5/80 CS Strong-Bolt 2, hnom:3.375" (86mm) Code Report: ICC-ES ESR-3037 LAC- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- fle Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wNw.strongtie.com Company: Date: 8/25/2018 Engineer: Page: 2/5 Project: Rockwell Collins Address: Phone: E-mail: IE tIAl1'JiI Anchor DesignerTM T c1 Software Version 2.6.6703.17 a Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (b) is satisfied Ductility section for shear: 17.2.3.5.3 (b) is satisfied Do factor not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads N00 [lb]: 1670 V [lb]: 10 V [lb]: 1045 Mon [ft-lb]: U Me (ft-lb]: 0 M0 (fl-lb]: 0 <Figure 1> 1670 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positaa Boulevard Pleasanton, CA 94586 Phone: 925.560.9000 Fax: 925.847.3671 w.strongtie.com . I1IIiI Anchor Designer Software Version 2.6.6703.17 <Figure 2> Company: I Date: 6/25/2018 Engineer: I Page: 3/5 Project: Rockwell Collins Address: Phone: E-mail: S ... .. . ........ . . . .............. ........ ............. 1. ... . .. .... ..................... . .. ............ ... ........ --- ............ ........... .................. .. ..... .......... ..... ... ... . ......... .... . ........ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongte.com III•TI Anchor Designer TM Software Version 2.6.6703.17 Company: Date: 8/25/2018 Engineer: Page: 4/5 Project: Rockwell Collins Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor. Tension load, Shear load x, Shear load y, Shear load combined, Nu (lb) (lb) V0 (Ib) I(Vb )+(V,,ey,2 (lb) 1 417.5 2.5 261.3 261.3 2 417.5 2.5 261.3 261.3 3 417.5 2.5 261.3 261.3 4 417.5 2.5 ' 261.3 261.3 Sum 1670.0 10.0 1045.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1670 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e (inch): 0.00 Eccentricity of resultant shear forces in x-axis, ev. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, ew (inch): 0.00 4. Steel Strenath of Anchor in Tension (Sec. 17.4.11 N0 (lb) 0 ON.. (lb) 19070 0.75 14303 1045.0 ol o2 XT o4 03 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 Nb = kcAa'If'ch/(Eq. 17.4.2.2a) f'b (psi) hr (in) Nb (lb) 17.0 1.00 2500 2.750 3876 0.75ØNcsg 0.750(ANc/ANco),N'eaNPc1vf'cpNNb(Sec. 17.3.1 & Eq. 17.4.2.1b) AN. (in') ANbO (in') C,min (in) WCN P.d, N Vc,N 1Pbp,N N (lb) 0 0.75 ØNug (lb) 272.25 68.06 - 1.000 1.000 1.00 1.000 3876 0.65 7559 Pullout Strength of Anchor in Tension (Sec. 0.75N5 = 0.75 1,,pA.N(f/2,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) N (lb) f (psi) n 0 0.75N (lb) 1.0 1.00 3877 2500 0.50 0.65 1890 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-fly Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com X'~ S I1II'iI Anchor DesignerTM Software Version 26703. 17 Company: Date: 8/25/2018 Engineer: Page: 5/5 Project: Rockwell Collins Address: Phone: E-mail: fl 8, Steel Strength of Anchor in Shear (Sec. 17.5.1) V (lb) Qlgoul 0 ØgroutVs (lb) 9930 1.0 0.65 6455 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 çdV,pg = qik,pNct,g = bkp(ANc/ANo) W,N Pod,N Pc.N t'cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kq, AN (in2) AN- (in') P.,N Ped.N Nb (lb) 0 qlVpg (lb) 2.0 272.25 68.06 1.000 1.000 1.000 1.000 3876 0.70 21707 Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, N (lb) Design Strength, øN (lb) Ratio Status Steel 418 14303 0.03 Pass Concrete breakout 1670 7559 0.22 Pass (Governs) Pullout 418 1890 0.22 Pass Shear Factored Load, V (lb) Design Strength, øV (lb) Ratio Status Steel 261 . 6455 0.04 Pass Pryout 1045 21707 0.05 Pass (Governs) Interaction check N/qtN Vi V. Combined Ratio Permissible Status Sec. 17.6.1 0.22 0.00 22.1% 1.0 Pass 518"0 CS Strong-Bolt 2, hnom:3.375" (86mm) meets the selected design criteria. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- lie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FAM S Stair Tread-Stringer Design S Formed C Tread 2.125 12 Tk 0.105 Inch Sy 0.279 In ly 0.504 In 4 Fb= 50 Ksi Simple Span Bending Moments Concentrated Load.... M = PL/4 Ma = SyFb Tread Pa4SyFb/L Span Concentrate Loading 30 Par 1.86 Kips Max 32 Pa = 1.74 Kips Max 34 Pa = 1.64 Kips Max 36 Pa = 1.55 Kips Max 38 Pa = .1.47 Kips Max 40 Pa = 1.39 KIPS Max 44 Pa = 1.27 Kips Max 48 Pa= 1.16 Kips Max 54 Pa= 1.03 Kips Max 56 Pa = 1.00 Kips Max 58 Pa = 0.96 Kips Max 60 Pa = 0.93 Kips Max 62 Pa = 0.90 Kips Max 64 Pa = 0.87 Kips Max 66 Par 0.84 Kips Max 68 Pa = 0.82 Kips Max 70 Pa = 0.80 Kips Max 72 Pa = 0.77 Kips Max 74 Pa = 0.75 Kips Max 76 Pa = 0.73 Kips Max 0.3 Kips W= 0.1 KIf 2 MWL/8 Ma = SyFB W=8SyFb/L2 1.487 Kif Ok W= 1.307 KIf Ok W = 1.157 KIf Ok W= 1.032 KIf Ok W = 0.927 KIf Ok W = 0.836 KIf Ok W = 0.691 KIf Ok W = 0.581 KIf Ok W = 0.459 KIf Ok W = 0.427 KIf Ok W = 0.398 KIf Ok W= 0.372 KIf Ok W = 0.348 KIf Ok W = 0.327 KIf Ok W = 0.307 KIf Ok W = 0.289 KIf Ok W = 0.273 KIf Ok W = 0.258 KIf Ok W = 0.244 KIf Ok W = 0.232 KIf Ok S 2 J4 12 inger 10x2x12 4.1 InA3 20.48 InA4 55000 Psi ienn ;.,.h 47 S Check Stair Stringer Design 0 Side View of Stairs 1.05 Design Loading Ms = WV2/ 8 Ma = SxFb Ws= 110 Psf Fb.6Fy W = (8Sx.6FyI LA2)*2 4 Stringers Stair Width Width Tread Maximum Stringer Inches Feet Act. Loading Span Span 30 2.50 275.0 307.35 Inches 25.61 Feet Ok 34 2.83 311.7 288.71 Inches 24.06 Feet Ok 36 3.00 330.0 280.57 Inches 23.38 Feet Ok 38 3.17 348.3 273.09 Inches 22.76 Feet Ok 40 3.33 366.7 266.17 Inches 22.18 Feet Ok 42 3.50 385.0 259.76 Inches 21.65 Feet Ok 44 3.67 403.3 253.79 Inches 21.15 Feet Ok 46 3.83 421.7 248.21 Inches 20.68 Feet Ok 48 4.00 440.0 242.98 Inches 20.25 Feet Ok 50 4.17 458.3 238.07 Inches 19.84 Feet Ok 54 4.50 495.0 229.09 Inches 19.09 Feet Ok 60 5.00 550.0 217.33 Inches 18.11 Feet Ok 66 5.50 605.0 207.22 Inches 17.27 Feet Ok 72 6.00 660.0 198.39 Inches 16.53 Feet Ok 78 6.50 715.0 190.61 Inches 15.88 Feet Ok 54 7.00 770.0 183.68 Inches 15.31 Feet Ok S Hand-Rail Design CBC IBC ____________ W 50 PIf - P 200 Pounds I M Top Rail Analysis-Design Top Rail .................. 1518-14 6 Uniform Loading Review MWL2 /8 ç 1.67 Span 0. Eq. F8-1 Ma = ZFy/ 1) Zx= 0,198 In Fy = 50 Fb= 30 Ksi Ma = 5914.5 In-Pounds Ok M = 2700.0 In-Pounds Ix= 0.120 A 0.41 inches Concentrated Rail Loading Review MrPU4 MaZfy/c2 Ma = 5914.5 In-Pounds Ok M = 3600 In-Pounds 0.440 Mid Rail Analysis-Design W= 50 Psf Vertical Rail Spacing 19 Inches Post Spacing............................6 Foot Fy = 50 ksi W = 9.50 Ft2 Mid Rail... 15/8-14 Zx= 0.198 In Wt= 475.0 Pounds M = WL/8 M = 4275 In-Pounds Eq. F8-1 Ma = ZFy / 0 Ma = 5915 In-Pounds Ok Check Rail Post Analysis-Design 1.67. Fp JSle 42 Maj = PH1 Fy = 42 . ksi 300 P M= 12600 In-Pounds M1 = 12.60 In-Kips . -H 42 inches _ H Tk= 0.109 inches Post........2sq.12 2x2xl2gatube 0 Ma=ZFy/Q Zx= 0.585 In3 Ma = 14720 In-Pounds ve Ok 85.6% 2 . Check Sleeve Capacity No bottom sleeve Sleeve . OD= #N/A inches H = 42 inches Mi= 12600 in-pounds Zx= #N/A In Fy= #N/A ksi Ma = #N/A in-pounds Ratio . #N1A #N/A Ratio to yield 1.951 Ratio t ultimate 2.230 3 1BC2012-CBC20I3 Resulting Wh= 50 PIt Wr Wv= 0 Pounds 50.0 Top Rail Analysis-Design Top Rail..................2 sq-16 Uniform Loading Review M=WL2 /8 R= 150.0 Eq. FBA Ma = ZFy I [2 2= 1.67 Zx= 0.365 In 45.0 Ok M = 2700.0 In-Pounds 6 Span Railing System for Stairs .Fy = Ma = 9841 In-Pounds Hand-Rail Design--Stairway I Mid Rail Analysis-Design W= 50 Psf Vertical Rail Spacing 17 Inches Post Spacing ............................ .6 Foot W= 8.50 Ft2 Mid Rail... 15/8-16 Zx = 0.158 In Wt = 425.00 Pounds M = WU8 M = 3825 In-Pounds Eq. F8-1 Ma = ZFy / 0 Ma = 4265 In-Pounds Ok Check Rail Post Analysis-Design--Stairway Fp 300 Pounds 38 M=PH M 11400 In-Pounds M = 11.40 In-Kips Post ........ 2 sq-12 2x2x129atube Eq. F8-1 Ma = ZFy 10 Fy = 42.0 ksi Zx= 0.585 In Ma = 14720.2 In-Pounds Ok 0