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Home My WebLink About1911 CALLE BARCELONA; ; CBC2018-0606; PermitUOKI. ity of Carlsbad Commercial Permit Print Date: 03/07/2019 Job Address: 1911 Calle Barcelona Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Parcel No: 2550120400 Lot #: Applied: Valuation: $0.00 Reference #: Issued: Occupancy Group: Construction Type: Permit Fina led: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: THE FORUM AT CARLSBAD: COMMON AREA IMPORVEMENTS TO CREATE SPACE FOR SOFT SEATING Owner: T-C FORUM AT CARLSBAD LLC 4675 Macarthur Ct Tiaa-Cref, 110 NEWPORT BEACH, CA 92660 Permit No: CBC2018-0606 Closed - Finaled 10/29/2018 11/14/2018 PBurn 3/7/2019 10:32:59AM BUILDING INSPECTION FEE $468.00 MANUAL BUILDING PLAN CHECK FEE $150.00 Total Fees: $618.00 Total Payments To Date: $618.00 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 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check )3cLOiX No 0(o Est. Value - PC Deposit - -- -- - Date _____________ Job Address I q II I q 25 ccJJ Y ,OWk Suite: 9 -far U vi(Q iaA,vtolI E Fire Sprinklers: yes [no) Air Conditioning: yes LI Addition/New: ___Living SF, Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? Yes / No New Fireplace? Yes / No, if yes how many? Lii Remodel: SF of affected area Is the area a conversion or change of use? Yes / No LI Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, ______ Modules, Mounted: Roof! Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes / No 11 Re roof: LI Plumbing/Mechanical/Electrical Only: APPLICANT (PRIMARY) Name: T-C -rOvvtA Address: ICl(")S 6a City: C Lici Phone: •(Q 4i Email: rMvirAn— PROPERTY OWNER Name: Address: (' r City: ' State: Zip: Phone: Email: APN: CT/Project#: Lot #: BRIEF DESCRIPTION OF WORK: DESIGN PROFESSIONAL Name: Address: City: State: Zip: Phone: Email: CONTRACTOR BUSINESS Name: PCL. t10/7fTIL1cTr-? ct'ic Address: 'i3S cec&) 4 'c.. - --:~.i-Ic 2-70 City: 54.' í1 State: Zip: 92-/7-1 Phone: $-S7- 30 Email: Architect State License: State License: 41 7/$.S3 Bus. License: Ire 3/5 I (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 {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarIsbadca.gov B-i Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: / hearby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 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 Compa y Name: ,4DAJ .411,e_ ,.JiL) Policy No. V J/3 'f/ Expiration Date: II 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 the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: '—ri_--- Lii AGENT DATE: (OPTION 113 ): OWNER-BUILDER DECLARATION: / hereby affirm that / am exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, 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). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 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): ]will provide some of the work, but I have contracted (hired) th following ersons to provide the work indicated (include name / address! phone / type of work): OWNER SIGNATURE: 2 LI AGENT DATE:1Oi2c/21,2/S 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 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 Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 11 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. 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 ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for.excavations over 5'0' 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 if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BUiIdingCarIsbadca.gov B-i Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 10/29/2018 Owner: T-C FORUM AT CARLSBAD LLC Work Class: Tenant Improvement Issue Date: 11/14/2018 Subdivision: CARLSBAD TCT#92-08 GREEN VALLEY Status: Closed - Finaled Expiration Date: 07/17/2019 Address: 1911 Calle Barcelona Carlsbad, CA 92009-8454 IVR Number: 14965 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 11/15/2018 BLDG-11 076373-2018 Passed Paul Burnette Complete Foundation!Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-23 076371-2018 Passed Paul Bumette Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 076372-2018 Passed Paul Burnette Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/18/2019 01/18/2019 BLDG-111 081661-2019 Passed Michael Collins Complete Foundation/Ftg!Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Footing/steel for play structure Yes 03/07/2019 03/07/2019 BLDG-Final 085486-2019 Passed Paul Burnette Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No March 07, 2019 Page 1 of I Construction Testing & Engineering, Inc. Inspection I Testing Geotechnical I Environmental & Construction Engineeng I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. )//7E REPORT NO. PROJECT NAME p, c4 e INSPECTION MATERIAL IDENTIFICATION ADDRESS /(f 0 CONCRETE CONC. MIX NO. &lb/in t"(EINF. STEEL GROUT MIX NO. &%/1n2 ARCHITECT 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER 0 P.T. CONCRETE REINF. STEEL GR.ISIZE ji CONTRACTOR . , . 0 FIELD WELDING STRUCTURAL STEEL OTHER L 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE j/ , 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER c ?. (',( Jin 0 OTHER MATERIAL SAMPLING O CONCRETE MORTAR Ij GROUT El FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL D BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I r I / ' ' i 4 f_) V Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME I CERTIFICATION NO jz SIGNATURE7 - 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (lOt)) 746-9806 1 www.cte-inc.net EsGil A SAFEbuittCompny DATE: 11/6/2018 D APPLICANT 1 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0606 SET: I PROJECT ADDRESS: 1911 & 1925 Calle Barcelona PROJECT NAME: The Forum Exterior Improvements 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. 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 applicart that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: /' (by:' Email: Mail Telephone Fax In Person REMARKS: Person in responsible charge of plans th rical engineer ed to sign all sheets of both sets of the approved, set I plans pric ssuan, By: Jason Pasiut Enclosures: EsGil 10/30/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2018-0606 11/6/2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0606 PREPARED BY: Jason Pasiut DATE: 11/6/2018 BUILDING ADDRESS: 1911 & 1925 Calle Barcelona BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Exterior TI hourly review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #N/A 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee Type of Review: Repetitive Fee Repeats * Based on hourly rate LI Complete Review LI Other 121 Hourly EsGil Fee LI Structural Only I Hr.@* $90.00 Comments: Sheet of 1 (Pty of Carlsbad 17 TA Print Date: 03/26/2019 Job Address: 1911 Calle Barcelona Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Status: Parcel No: 2550120400 Lot #: Applied: Valuation: $0.00 Reference U: Issued: Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: CBC2018-0606 Final Plan Check U: Inspection: Project Title: Description: THE FORUM AT CARLSBAD: ADD PLAY STRUCTURE Applicant: Owner: MONA HINKLE T-C FORUM AT CARLSBAD LLC 4675 Macarthur Ct Tiaa-Cref, 110 818-482-5998 NEWPORT BEACH, CA 92660 Permit No: PREV2018-0306 Closed - Finaled 12/14/2018 01/17/2019 03/26/2019 FE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $260.00 Total Payments To Date: $260.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1 760-602-8560 f I wvw.carlsbadca.gov PLAN CHECK REVISION OR Development Services (r,jY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number &C.2O€H Plan Revision Number 111eVa26I3?' d31 ProjectAddress 11fi (Jk d' General Scope of Revision/Deferred Submittal: Ptk1 ?L CONTACT INFORMATION: Name /VJt.iI4- LhI'ILI( Phone 48 F Address '7'310 Z-Xe6V,':r &.Ji?o UC city zip Zip Email Address Act, COfr Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: El Plans El Calculations LI Soils LI Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown A,1I / Se11 1/C fJ( L 1 /0 1 Does this revision, in any way, alter the exterior of the project? "Yes LI No Does this revision add ANY new floor area(s)? LI Yes ONo Does this revision affect any fire related issues? LI Yes E'No Is this a complete set? oe LI Yes Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov (city of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: 2408 Project Address:_ a- /!te/A'd C4 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder U. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please V (First) (Mt.) (Last) Mailing Address: M05 611 veI0141 400 IcInL. £4 172495 Email: * M JL1 CO)(i Phone:_______________ I am: U Property Owner Property Owner's Agent of Record UArchitect of Record U Engineer of Record State of California Registration Number: Expiration Date: 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 te h1 and off-site fabrication of building components, as prescribed in the statement of special inspections noted on e ap oved plans and, as required by the California Building Code. Signature: wil - Date: ___________________________ CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: P- flxr4ithh... 91"It.J Please check if you are Owner-Builder 13 Name: (Please print) /"4 (First) (M.I.( (Last) Mailing Address: /3S ita Ave, _b44veZ?o $z, __10 _64 9Z'L/ Email: _I)il/h4I ,'-C4 Phone:_________________ State of California Contractor's License Number: /7'1I( 8 Expiration Date: 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. I will provide a final renort / letter in compliance with CBC Section 1704.1.2 Prior to reauestinci final inspection. Signatu ifil. / '1 B-45 Page 1 of 1 Rev. 08/11 EsGil A SAFEbuilt Company DATE: 01114/2019 0 APPLICANT RI S. JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018-0306 (REV to CBC2018-0606) - SET: II PROJECT ADDRESS: 1911 & 1925 Calle Barcelona PROJECT NAME: Proposed Play Structure Submittal The plans transmitted herewith have been- corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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. 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:, - Telephone #: - Date contacted: ( . ) Email: Mail Telephone Fax n rson 4 REMARKS: Prior to final approval: Please add red-clouded notes to eets LO.0 and L1.1 of set By: Ryan Murphy Enclosures: EsGil 01/08/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAEEbuICCompiiiy DATE: 12/27/2018 U APPLICANT D JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018-0306 (REV to CBC2018-0606) - SET: I PROJECT ADDRESS: 1911 & 1925 Calle Barcelona PROJECT NAME: Proposed Play Structure Submittal The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: Mona Hinkle 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: Mona Hinkle Telephone #: (818) 482-5998 Date contacted: (by: ) Email: MLHinkle@PCL.com Mail Telephone Fax In Person REMARKS: By: Ryan Murphy Enclosures: EsGil 12/18/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PREV2018-0306 (REV to CBC2018-0606) 12/27/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: PREV2018-0306 (REV to CBC2018-0606) JURISDICTION: Carlsbad OCCUPANCY: M/U USE: Play Component TYPE OF CONSTRUCTION: ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: HEIGHT: 28-2" SPRINKLERS?: N/A REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/13/2018 DATE INITIAL PLAN REVIEW COMPLETED: 12/27/2018 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/18/2018 PLAN REVIEWER: Ryan Murphy FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code 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. Carlsbad PREV2018-0306 (REV to CBC2018-0606) 12/27/2018 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018-0306 (REV to CBC2018-0606) PREPARED BY: Ryan Murphy DATE: 12/27/2018 BUILDING ADDRESS: 1911 & 1925 Calle Barcelona BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Deferred submittal Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb I By Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: r Complete Review r Structural Only r Repetitive Fee . pJ 1 Repeats r * Based on hourly rate r Other Hourly EsGil Fee r 21 Hrs. @ * $90.00 1 $180.001 Comments: Sheet 1 of 1 Carlsbad PREV2018-0306 (REV to CBC2018-0606) 12/27/2018 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 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. STRUCTURAL Is this a prefabricated structure? If so, provide shop drawings/manufacturer specifications for prefabricated play structure to verify design (seismic criteria, wind loads, live load, etc.). Additional corrections may apply. 2. If designed in-house, provide design calculations for proposed play structure signed and sealed by the Engineer of Record. Provide signed and sealed baseplate analysis and foundation analysis for proposed structure. Indicate dimensions and reinforcement for footing on the plans (no structural sheets are in the approved set). ACCESSIBILITY Per CBC Section 11 B-i 008.2.6, ground surfaces along accessible routes, clear floor or ground spaces, and maneuvering spaces, must comply with the American Society for Testing and Materials (ASTM) F 1951-99 Standard Specification for Determination of Accessibility to Surface Systems Under and Around Playground Equipment. Please show compliance by specifying listed material on the plans. END OF REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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. Carlsbad PREV2018-0306 (REV to CBC2018-0606) 12/27/2018 Have changes been made to the plans not resulting from this correction list? Please indicate- Yes El No U 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 Ryan Murphy at EsGil. Thank you. 'A LA STRUCTURAL CALCULATIONS FOR THE SWIZZLE LUCKEY CLIMBER Carlsbad, CA December 12, 2018 uJ 87 Go tp Project Engineer: Terence F. Mascitelli Engineer of Record: Steven M. Anastasio State Registration No: 87043 PREV20I 8-0306 1911 CALLE BARCELONA THE FORUM AT CARLSBAD: ADD PLAY STRUCTURE 2550120400 ULTING ENGINEERS, INC -ULPH ROAD CBC2018-0606 1/712019 JSSIA, PA 19406 PREV2018-0306 610 649 8000 610 649 8475 FAX WWW BALA COM i rg- A L A Ll TABLE OF CONTENTS SECTION 1.0 - DESIGN CRITERIA, GRAVITY LOADS AND LATERAL LOADS SECTION 2.0 - FINITE ELEMENT ANALYSIS SECTION 3.0 - BASEPLATE AND FOUNDATION DESIGN BALA CONSULTING ENGINEERS, INC. 610 649 8000 443 SOUTH GULPH ROAD 610 649 6475 FAX KING OF PRUSSIA, PA 19406 WWW BALACOM SECTION 1.0 DESIGN CRITERIA, GRAVITY LOADS AND LATERAL LOADS BALA CONSULTING ENGINEERS, INC. 610 649 8000 443 SOUTH GULPH ROAD 610 649 8475 FAX KING OF PRUSSIA, PA 19406 WWW BALA COM c6erTkJe - - r4j 1ocds — - -L kv 28 t ________ . . •b, . .....;-.- • . :wi of Fc+f0 (tzo') 61 ..: .. : &.x+era tds (ASCE7 i 0.1 c - : - mt o%o.jr Cort&xlItCA f .. - - - - T'33 S:1 i9i $t T . S5 0 435 S, 0 I.4JJ O1$ ( Z. vsc.Menk Stc&ure (Tolk IS q z) - • :--; •, ••_ •••• •.r. . •;•••...• - .4 Seismic. ees,s,nsc e.fFcserl - L ' fl y2. .... ..:._..L,...... Apptouviv'It . - (Toote ..Aaune4 bch_ ki0,__*.t_ %t #..s'tcMocn counc4e&up — C: 0 W4IjSo 1e $ & cs iw—i i '—Z, Semst tr -* -- - 3'ft ov. 133 0211 - - --- 1• -. . - . . __________ tL Im (:oc4M. NO. -j (Y'SliLl fla NGUJ so.r I -I KiNt 4 'R4_II,, PA I-I04 4)(l4) 441 , /5 i-.\ \AlW\A/.LtAlA,C()M PI-III.A)LI,PHi/\ '-II..',V \'(JiK Cv*& cL8 (Con 4) - - - Ep.ivre - kkCc41or!11 - iIOmp c Ooo zst ....k2- Lo JI ..... (ç ,oas .- . -' ..'..... . ._ .2 ......._...:. - . - ... . - ,•,. .•---,". ... . . •---•. I -•--• I - - L,8 ,, bt#,.l (0 8S) (i s) ( I3 52 1F;304.5 _l —- PROJECT COMM. NO. DATE BY SCALE j SHEET NO, BALA CONSULTING ENGINEERS 610 649 8000 443 500 I H GULPII ROAD 610 649 84/5 FAX KING or PRUSSIA, PA 19406 WWW.BALACOM BAL A PHILADELPHIA 1 NEW YORK I BOSTON (èity of Carlsbad Co Ii torn i a Codes Below are links to the building standards codes used by the City of Carlsbad. California Building Standards Code 2016 California Building..Energy Efficiency Standards Code Chapter 18 of the city's municipal code can be found Additional design data for Carlsbad: SOC: D Wind Speed: 85 mph Exposure: B Rainfall: 3.3' per hour Climate Zone: 7 10/10/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. OTC Hazards by Location Search Information Address: Carlsbad, CA, USA Coordinates: 33.1580933, -117.35059390000004 Timestamp: 2018-10-10119:05:34.127Z Hazard Type: Wind Google &W' t Anahei Rive m 0 Js aTee ( - Beacho @/r Park Wifdflfe : Refuge San Diego o - I oVuma- Tujuana . Reservade ' IaBiosfe— .. Ensenada - \ E1 Pinacote y - Map data 0.Repor.t d flap er. or,I ASCE 7-16 MRI 10-Year ... 67 mphl MRI25-Year ------------------------ --- ----- ----- ----- ------ ---- ----------------------------------------- --- --------------------- 72 mph MRI50-Year ----------------------------------------------------------------------------------------- 78 mph MRI 100-Year - 82 mph RiskCategory I ....................................................................................................90 mph RiskCategoryll------------------------------- --------- ----- ------------------- ----------------------------------------------------------------96mph Risk Category III . . . ........................... - .. -- 103 mph Risk Category lV - .................................................... ---- ---- ........- 107 mph ASCE 7-10 MRI10-Year ....................................................................................................................................................72 mph MRI 25-Year . . -. - ... .. - . - 79 mph MRI 50-Year ..........................................................................................- 85 mph MRI100-Year ----------------------------------------------------------------------------------------------91 mph Risk Category I ................................................................................................................................... - 100 mph Risk Category II --------------------------------------------..............................- - 110 mph https://hazards.atcouncil.org/#/wind?address=Carlsbad%2C%2OCA%2C%2OUSA&Iat=33. 1580933&1ng-117.35059390000004 1/2 10/10/2018 ATC Hazards by Location Risk Category III-IV . .................. 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area - in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. ) https://hazards.atcouncil.org/#/wind?address=Carlsbad%2C%2OCA%2C%2OUSA&lat=33. 1580933&1ng-117.35059390000004 2/2 10/10/2018 Deign Maps Detailed Report LJSGS Design Maps Detailed Report ASCE 7-10 Standard (33.165830N, 117.33819°W) Site Class D - "Stiff Soil", Risk Category 1/11/111 Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-11'] Ss = 1.133 g From figure 22-2 [2] S = 0.435 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class V5 Nor NCh su Hard Rock >5,000 ft/s N/A N/A Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1> 20, Moisture content w ~! 40%, and Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 rn/s llb/ft2 = 0.0479 kN/m2 1/6 10/10/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MC) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S :5 0.25 S = 0.50 S = 0.75 S5 = 1.00 S ~! 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = 0 and S = 1.133 9, Fa = 1.047 Table 11.4-2: Site Coefficient F Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S < 0.10 S = 0.20 S = 0.30 S1 = 0.40 S ~! 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = D and S = 0.435 g, F = 1.565 5493&longitude=-117.3381897227336&si... 2/6 10/10/2018 Design Maps Detailed Report Equation (11.4-1): SMS = FaSs = 1.047 x 1.133 = 1.186 g Equation (11.4-2): 5M1 = FS1 = 1.565 x 0.435 = 0.681 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): SD5 =/3SM5 =/3x1.186=O.791g Equation (11.4-4): SW = % = 2A x 0.681 = 0.454 g Section 11.4.5 - Design Response Spectrum From figure 22-12 [3] TL = 8 seconds Figure 11.4-1: Design Response Spectrum T < TO: Sa S (0.4 + 0.6 TI T) S=0.791 T0 TT8 :SS 06 \ T$<T:5TL :S=SDI JT T TL, Sa =SDlTl /V I SDI =0.454 4-------------------- To 0.115 T5 0.574 1.000 Period T (secj 5493&Iongitude117.3381897227336&si... 3/6 10/10/2018 Design Maps Detailed Report Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. T=OLI5 T=O574 1.000 PrIod T (s:) 4/6 10/10/2018 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From figure 22-7 [4) PGA = 0.445 Equation (11.8-1): PGAM = FPGAPGA = 1.055 x 0.445 = 0.47 g Table 11.8-1: Site Coefficient FpGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA :5 PGA = PGA = PGA = PGA 2~ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.445 g, FPGA = 1.055 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From figure 22-17 (5] CRS = 0.951 From figure 22-18 (6] CR1 = 1.002 5/6 10/10/2018 Design Maps Detailed Report Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF S0 RISK CATEGORY IorH III IV S05 <O.167g A A A 0.167g < 0.33g B B C 0.33g < S s < 0.50g C C D O.509:5SDS D D D For Risk Category = I and S = 0.791 g, Seismic Design Category = D Table 11.6-2 Seismic Design Cateoory Based on 1-S Period Resoonse Acceleration Parameter VALUE OF SDI RISK CATEGORY lorll III IV SD1 < 0.067g A A A 0.067g S01 < 0.133g B B C 0.133g SDI < 0.20g C C D 0.20gS01 D D D For Risk Category = I and S01 = 0.454 g, Seismic Design Category = D Note: When S is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design Category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 18.pdf https://prod 02-ea rth q u a ke. c r. usgs. g ov/d esign maps/us/report. ph p?tem plate= minima I &Iatitud e=3 3.16582 8761 5493&longitude=-117.3381897227336&si... 6/6 *YJA SECTION 2.0 FINITE ELEMENT ANALYSIS BALA CONSULTING ENGINEERS, INC. 610 69 8000 443 SOUTH GLLPH ROAD 610 649 9475 FAX KING OF PRUSSIA, PA 19406 WWWBALA COM vA;- ji, 6 e flTtey :urrent Date: 11/26/2018 10:26 AM Inits system: English He name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned updatedLoads.etz\ PIPE oil PIPE 0- e.j r LU N CQ PIPE 6xO.43g 0 '(C _jIUeflTLey' urrent Date: 11/26/2018 10:21 AM Inits system: English ile name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DES IGN\Swizzle-RPS-SCH80Base-Pinned updatedLoads.etz\ N5 y z— ~Am-, 1e nTter urrent Date: 11/26/2018 10:22 AM Inits system: English He name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned updatedLoads.etz\ 15 14 65 r 64 10 6 N 5 Y N9 z— eflTLey urrentOate: 11/26/2018 10:23 AM flits system: English lie name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned updatedLoads.etz\ 16 N18 N62 57 N 54 N61 56 55 N60 59 56 15 N65 IN 14 N64 i iii enitey' :urrent Date: 11/26/2018 10:23 AM flits system: English He name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned updatedLoads.etz\ 19 ,jN 21 N 53 49 47 52 50 16 18 Y zç 1 e eYa :urrent Date: 11/26/2018 10:24 AM Inits system: English He name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESlGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned updatedLoads.etz\ N 4 7 /19 t N 21 z— Current Date: 11/2612018 10:20 AM Units system: English File name: K:\1 618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned_updatedLoads.etz\ Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB P05 : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ Translation in Z Nodes Node X Y Z Rigid Floor IN ------------------------------------------------------------------------------------------------------------------- IN IN 1 -144.8518 -0.3725 123.2019 0 2 -139.5547 1.6211 123.2019 0 3 -140.4219 25.0378 122.7956 0 4 -140.777 27.813 1'18.9495 0 5 -139.2193 -0.3725 118.8096 0 6 -141.8687 1.6211 123.3973 0 7 -141.0826 25.0378 122.8502 0 8 -137.5737 27.813 124.4651 0 9 -138.2318 -0.3725 125.8837 0 10 -140.8803 1.6211 121.2959 0 11 -140.7992 25.0378 122.2502 0 12 -143.9522 27.813 124.4813 0 13 -141.89 4.454 123.4118 0 14 -139.53 4.454 123.2138 0 15 -140.8828 4.454 121.2694 0 16 -140.853 12.9422 121.616 0 17 -141.6049 12.9422 123.2138 0 18 -139.8449 12.9422 123.0661 0 19 -140.8231 21.4304 121.9617 0 20 -141.3198 21.4304 123.0149 0 21 -140.159 21.4304 122.9185 0 44 -140.2905 23.2341 122.857 0 Pagel 45 -141.2012 23.2341 122.9321 0 46 -140.8111 23.2341 122.1059 0 47 -140.0541 18.601 122.968 0 48 -139.9491 15.7715 123.0166 0 49 -140.8333 18.601 121.8464 0 50 -140.8436 15.7715 121.7312 0 51 -141.5341 15.0642 123.1643 0 52 -141.4624 17.1863 123.1139 0 53 -141.3915 19.3083 123.0644 0 54 -139.7664 10.8201 123.1028 0 55 -139.6879 8.698 123.1395 0 56 -139.6085 6.576 123.1771 0 57 -140.8606 10.8201 121.5298 0 58 -140.8675 8.698 121.4427 0 59 -140.8752 6.576 121.3565 0 60 -141.8183 6.576 123.3623 0 61 -141.7475 8.698 123.3128 0 62 -141.6766 10.8201 123.2633 0 63 -139.5428 3.0375 123.2078 0 64 -140.8811 3.0375 121.2831 0 65 -141.8789 3.0375 123.4041 0 66 -140.7685 1.5369 121.4897 0 67 -140.7702 0.7943 121.4948 0 68 -139.7818 1.5354 123.2019 0 69 -139.7818 0.7943 123.1984 0 70 -141.7552 0.7929 123.2019 0 71 -141.7526 1.5339 123.1967 0 Restraints Node TX TV TZ RX RY RZ 1 1 1 ----------------------------------------------------------------------------------------------- 1 0 0 0 5 1 1 1 0 0 0 9 1 1 1 0 0 0 Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 2 1 70 Leg 3 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- PIPE 6x0.432XS A53 GrB 0.00 0.00 0.00 4 3 4 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 0.00 7 5 67 Leg 2 PIPE 6x0.432XS A53 GrB 0.00 0.00 0.00 9 7 8 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 0.00 12 9 69 Leg 1 PIPE 6x0.432XS A53 GrB 0.00 0.00 0.00 14 11 12 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 0.00 17 13 14 Bottom Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 0.00 18 14 15 Bottom Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 0.00 20 16 17 Middle Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 0.00 21 17 18 Middle Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 0.00 23 19 20 Top Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 0.00 24 20 21 Top Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 0.00 Page2 25 19 21 Top Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 26 16 18 Middle Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 27 13 15 Bottom Brace PIPE 2-1_2x0.203 A53 GrB 0.00 0.00 28 3 44 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 29 21 47 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 30 18 54 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 31 2 63 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 32 7 45 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 33 17 51 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 34 13 60 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 35 6 65 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 36 19 46 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 37 19 49 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 38 16 57 Leg I PIPE 6x0.280 A53 GrB 0.00 0.00 39 10 64 Leg I PIPE 6x0.280 A53 GrB 0.00 0.00 40 44 21 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 41 45 20 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 42 46 11 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 43 47 48 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 44 48 18 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 45 49 50 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 46 50 16 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 47 51 52 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 48 52 53 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 49 53 20 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 50 54 55 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 51 55 56 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 52 56 14 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 53 57 58 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 54 58 59 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 55 59 15 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 56 60 61 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 57 61 62 Leg 2 PIPE 6x0.280 .A53 GrB 0.00 0.00 58 62 17 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 59 63 14 Leg 3 PIPE 6x0.280 A53 GrB 0.00 0.00 60 64 15 Leg 1 PIPE 6x0.280 A53 GrB 0.00 0.00 61 65 13 Leg 2 PIPE 6x0.280 A53 GrB 0.00 0.00 62 11 3 Top Tie PIPE 4x0.237 A53 GrB 0.00 0.00 63 7 3 Top Tie PIPE 4x0.237 A53 GrB 0.00 0.00 64 7 11 Top Tie PIPE 4x0.237 A53 GrB 0.00 0.00 65 66 10 Leg I PIPE 6x0.432XS A53 GrB 0.00 0.00 66 67 71 Leg 2 / PIPE 6x0.432XS A53 GrB 0.00 0.00 67 66 67 Bottom Tie PIPE 4x0.237 A53 GrB 0.00 0.00 68 68 2 Leg 3 PIPE 6x0.432XS A53 GrB 0.00 0.00 69 69 66 Leg 1 PIPE 6x0.432XS A53 GrB 0.00 0.00 70 68 69 Bottom Tie PIPE 4x0.237 A53 GrB 0.00 0.00 71 70 68 Leg 3 PIPE 6x0.432XS A53 GrB 0.00 0.00 72 71 6 Leg 2 PIPE 6x0.432XS A53 GrB 0.00 0.00 73 70 71 Bottom Tie PIPE 4x0.237 A53 GrB 0.00 0.00 Page3 Current Date: 11/27/2018 11:32 AM Units system: English File name: K:\1 618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned_updatedLoads.etz\ Load data GLOSSARY Comb : Indicates if load condition is a load combination Load Conditions Condition Description Comb. Category DL Dead Load No LL Live Load No Wxp Wind Load x+ No Wxn Wind Load x- No Wzp Wind Load z+ No Wzn Wind Load z- No EQxp Seismic Load x+ No EQxn Seismic Load x- No EQzp Seismic Load z+ No EQzn Seismic Load z- No Dl 1.4DL Yes D2 1.20L+1.6LL Yes D3 1.20L+0.5Wxp Yes D4 1.2DL+0.5Wxn Yes D5 1.2DL+0.5Wzp Yes D6 1.2DL+0.5Wzn Yes D7 1.2DL+Wxp Yes 08 1.2DL+Wxn Yes 09 1.2DL+Wzp Yes 010 1.2DL+Wzn Yes Dli 1.2DL+0.5LL+Wxp Yes D12 1.2DL+0.5LL+Wxn Yes 013 1.2DL+0.5LL+Wzp Yes 014 1.2DL+0.5LL+Wzn Yes 015 0.9DL+Wxp Yes D16 0.9DL+Wxn Yes 017 0.90L+Wzp Yes 018 0.9DL+Wzn Yes D19 0.9DL+EQxp Yes D20 0.9DL+EQxn Yes 021 0.9DL+EQzp Yes D22 0.9DL+EQzn Yes D23 1.2DL+LL+EQxp Yes D24 1.2DL+LL+EQxn Yes D25 1.2DL+LL+EQzp Yes D26 1.2DL+LL+EQzn Yes Si DL Yes S2 DL+LL Yes S3 DL+0.75LL Yes S4 DL+0.6Wxp Yes S5 DL+0.6Wxn Yes S6 DL+0.6Wzp Yes S7 DL+0.6Wzn Yes S8 DL+0.7EQxp Yes S9 DL+0.7EQxn Yes Pagel DL LL WIND WIND WIND WIND EQ EQ EQ EQ S1O DL+0.7EQzp Yes Sil DL+0.7EQzn Yes S12 DL+0.525EQxp Yes S13 DL+0.525EQxn Yes S14 DL+0.525EQzp Yes S15 DL+0.525EQzn Yes S16 0.6DL+0.6Wxp Yes S17 0.6DL+0.6Wxn Yes S18 0.6DL+0.6Wzp Yes S19 0.6DL+0.6Wzn • Yes S20 0.6DL+0.7EQxp Yes S21 0.6DL+0.7EQxri Yes S22 0.6DL+0.7EQzp Yes S23 0.6DL+0.7EQzn Yes Load on nodes Condition Node FX FY FZ MX MY MZ [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] [Kip*ft] [Kip*ft] [Kip*ft] DL 4 0.00 -0.40 0.00 0.00 0.00 0.00 8 0.00 -0.44 0.00 0.00 0.00 0.00 12 0.00 -0.40 0.00 0.00 0.00 0.00 13 0.00 -0.04 0.00 0.00 0.00 0.00 14 0.00 -0.04 0.00 0.00 0.00 0.00 15 0.00 -0.04 0.00 0.00 0.00 0.00 16 0.00 -0.04 0.00 0.00 0.00 0.00 17 0.00 -0.04 0.00 0.00 0.00 0.00 18 0.00 -0.04 0.00 0.00 0.00 0.00 19 0.00 -0.04 0.00 0.00 0.00 0.00 20 0.00 -0.04 0.00 0.00 0.00 0.00 21 0.00 -0.04 0.00 0.00 0.00 0.00 44 0.00 -0.04 0.00 0.00 0.00 0.00 45 0.00 -0.04 0.00 0.00 0.00 0.00 46 0.00 -0.04 0.00 0.00 0.00 0.00 47 0.00 -0.04 0.00 0.00 0.00 0.00 48 0.00 -0.04 0.00 0.00 0.00 0.00 49 0.00 -0.04 0.00 0.00 0.00 0.00 50 0.00 -0.04 0.00 0.00 0.00 0.00 51 0.00 -0.04 0.00 0.00 0.00 0.00 52 0.00 -0.04 0.00 0.00 0.00 0.00 53 0.00 -0.04 0.00 0.00 0.00 0.00 54 0.00 -0.04 0.00 0.00 0.00 0.00 55 0.00 -0.04 0.00 0.00 0.00 0.00 56 0.00 -0.04 0.00 0.00 0.00 0.00 57 0.00 -0.04 0.00 0.00 0.00 0.00 58 0.00 -0.04 0.00 0.00 0.00 0.00 59 0.00 -0.04 0.00 0.00 0.00 0.00 60 0.00 -0.04 0.00 0.00 0.00 0.00 61 0.00 -0.04 0.00 0.00 0.00 0.00 62 0.00 -0.04 0.00 0.00 0.00 0.00 63 0.00 -0.04 0.00 0.00 0.00 0.00 64 0.00 -0.04 0.00 0.00 0.00 0.00 65 0.00 -0.04 0.00 0.00 0.00 0.00 LL 4 0.00 -2.40 0.00 0.00 0.00 0.00 8 0.00 -2.64 0.00 0.00 0.00 0.00 12 0.00 . -2.40 0.00 0.00 0.00 0.00 Page2 13 0.00 -0.24 0.00 0.00 0.00 0.00 14 0.00 -0.24 0.00 0.00 0.00 0.00 15 0.00 -0.24 0.00 0.00 0.00 0.00 16 0.00 -0.24 0.00 0.00 0.00 0.00 17 0.00 -0.24 0.00 0.00 0.00 0.00 18 0.00 -0.24 0.00 0.00 0.00 0.00 19 0.00 -0.24 0.00 0.00 0.00 0.00 20 0.00 -0.24 0.00 0.00 0.00 0.00 21 0.00 -0.24 0.00 0.00 0.00 0.00 44 0.00 -0.24 0.00 0.00 0.00 0.00 45 0.00 -0.24 0.00 0.00 0.00 0.00 46 0.00 -0.24 0.00 0.00 0.00 0.00 47 0.00 -0.24 0.00 0.00 0.00 0.00 48 0.00 -0.24 0.00 0.00 0.00 0.00 49 0.00 -0.24 0.00 0.00 0.00 0.00 50 0.00 -0.24 0.00 0.00 0.00 0.00 51 0.00 . -0.24 0.00 0.00 0.00 0.00 52 0.00 -0.24 0.00 0.00 0.00 0.00 53 0.00 -0.24 0.00 0.00 0.00 0.00 54 0.00 -0.24 0.00 0.00 0.00 0.00 55 0.00 -0.24 0.00 0.00 0.00 0.00 56 0.00 -0.24 0.00 0.00 0.00 0.00 57 0.00 -0.24 0.00 0.00 0.00 0.00 58 0.00 -0.24 0.00 0.00 0.00 0.00 59 0.00 -0.24 0.00 0.00 0.00 0.00 60 0.00 -0.24 0.00 0.00 0.00 0.00 61 0.00 -0.24 0.00 0.00 0.00 0.00 62 0.00 -0.24 0.00 0.00 0.00 0.00 63 0.00 -0.24 0.00 0.00 0.00 0.00 64 0.00 -0.24 0.00 0.00 0.00 0.00 65 0.00 -0.24 0.00 0.00 0.00 0.00 EQxp 13 0.264 0.00 0.00 0.00 0.00 0.00 14 0.264 0.00 0.00 0.00 0.00 0.00 15 0.264 0.00 0.00 0.00 0.00 0.00 16 0.264 0.00 0.00 0.00 0.00 0.00 17 0.264 0.00 0.00 0.00 0.00 0.00 18 0.264 0.00 0.00 0.00 0.00 0.00 19 0.264 0.00 0.00 0.00 0.00 0.00 20 0.264 0.00 0.00 0.00 0.00 0.00 21 0.264 0.00 0.00 0.00 0.00 0.00 EQxn 13 -0.264 0.00 0.00 0.00 0.00 0.00 14 -0.264 0.00 0.00 0.00 0.00 0.00 15 -0.264 0.00 0.00 0.00 0.00 0.00 16 -0.264 0.00 . 0.00 0.00 0.00 0.00 17 -0.264 0.00 0.00 0.00 0.00 0.00 18 -0.264 0.00 0.00 0.00 0.00 0.00 19 -0.264 0.00 0.00 0.00 0.00 0.00 20 -0.264 0.00 0.00 0.00 0.00 0.00 21 -0.264 0.00 0.00 0.00 0.00 0.00 EQzp 13 0.00 0.00 0.264 0.00 0.00 0.00 14 0.00 0.00 0.264 0.00 0.00 0.00 15 0.00 0.00 0.264 0.00 0.00 0.00 16 0.00 0.00 0.264 0.00 0.00 0.00 17 0.00 0.00 0.264 0.00 0.00 0.00 18 0.00 0.00 0.264 0.00 0.00 0.00 19 0.00 0.00 0.264 0.00 0.00 0.00 20 0.00 0.00 0.264 0.00 0.00 0.00 21 0.00 0.00 0.264 0.00 0.00 0.00 EQzn 13 0.00 0.00 -0.264 0.00 0.00 0.00 14 0.00 0.00 -0.264 0.00 0.00 0.00 Page3 15 0.00 0.00 -0.264 0.00 0.00 0.00 16 0.00 0.00 -0.264 0.00 0.00 0.00 17 0.00 0.00 -0.264 0.00 0.00 0.00 18 0.00 0.00 -0.264 0.00 0.00 0.00 19 0.00 0.00 -0.264 0.00 0.00 0.00 20 0.00 0.00 -0.264 0.00 0.00 0.00 21 0.00 0.00 -0.264 0.00 0.00 0.00 Distributed force on members içffffflv2 @dll Q Condition Member Dirl Vail Va12 Distl % Dist2 % [Kip/ft] [Kip/ft] IN [ft] Wxp 28 x 0.0368 0.00 0.00 No 0.00 No 29 x 0.0368 0.00 0.00 No 0.00 No 30 x 0.0368 0.00 0.00 No 0.00 No 31 x 0.0368 0.00 0.00 No 0.00 No 32 x 0.0368 0.00 0.00 No 0.00 No 33 x 0.0368 0.00 0.00 No 0.00 No 34 x 0.0368 0.00 0.00 No 0.00 No 35 x 0.0368 0.00 0.00 No 0.00 No 36 x 0.0368 0.00 0.00 No 0.00 No 37 x 0.0368 0.00 0.00 No 0.00 No 38 x 0.0368 0.00 0.00 No 0.00 No 39 x 0.0368 0.00 0.00 No 0.00 No 40 x 0.0368 0.00 0.00 No 0.00 No 41 x 0.0368 0.00 0.00 No 0.00 No 42 x 0.0368 0.00 0.00 No 0.00 No 43 x 0.0368 0.00 0.00 No 0.00 No 44 x 0.0368 0.00 0.00 No 0.00 No 45 x 0.0368 0.00 0.00 No 0.00 No 46 x 0.0368 0.00 0.00 No 0.00 No 47 x 0.0368 0.00 0.00 No 0.00 No 48 x 0.0368 0.00 0.00 No 000 No 49 x 0.0368 0.00 0.00 No 0.00 No 50 x 0.0368 0.00 0.00 No 0.00 No 51 x 0.0368 0.00 0.00 No 0.00 No 52 x 0.0368 0.00 0.00 No 0.00 No 53 x 0.0368 0.00 0.00 No 0.00 No 54 x 0.0368 0.00 0.00 No 0.00 No 55 x 0.0368 0.00 0.00 No 0.00 No 56 x 0.0368 0.00 0.00 No 0.00 No 57 x 0.0368 0.00 0.00 No 0.00 No 58 x 0.0368 0.00 0.00 No 0.00 No 59 x 0.0368 0.00 0.00 No 0.00 No 60 x 0.0368 0.00 0.00 No 0.00 No 61 x 0.0368 0.00 0.00 No 0.00 No Wxn 28 x -0.0368 0.00 0.00 No 0.00 No 29 x -0.0368 0.00 0.00 No 0.00 No 30 x -0.0368 0.00 0.00 No 0.00 No 31 x -0.0368 0.00 0.00 No 0.00 No Page4 32 x -0.0368 0.00 0.00 No 0.00 No 33 x -0.0368 0.00 0.00 No 0.00 No 34 x -0.0368 0.00 0.00 No 0.00 No 35 x -0.0368 0.00 0.00 No 0.00 No 36 x -0.0368 0.00 0.00 No 0.00 No 37 x -0.0368 0.00 0.00 No 0.00 No 38 x -0.0368 0.00 0.00 No 0.00 No 39 x -0.0368 0.00 0.00 No 0.00 No 40 x -0.0368 0.00 0.00 No 0.00 No 41 x -0.0368 0.00 0.00 No 0.00 No 42 x -0.0368 0.00 0.00 No 0.00 No 43 x -0.0368 0.00 0.00 No 0.00 No 44 x -0.0368 0.00 0.00 No 0.00 No 45 x -0.0368 0.00 0.00 No 0.00 No 46 x -0.0368 0.do 0.00 No 0.00 No 47 x -0.0368 0.00 0.00 No 0.00 No 48 x -0.0368 0.00 0.00 No 0.00 No 49 x -0.0368 0.00 0.00 No 0.00 No 50 x -0.0368 0.00 0.00 No 0.00 No 51 x -0.0368 0.00 0.00 No 0.00 No 52 x -0.0368 0.00 0.00 No 0.00 No 53 x -0.0368 0.00 0.00 No 0.00 No 54 x -0.0368 0.00 0.00 No 0.00 No 55 x -0.0368 0.00 0.00 No 0.00 No 56 x -0.0368 0.00 0.00 No 0.00 No 57 x -0.0368 0.00 0.00 No 0.00 No 58 x -0.0368 0.00 0.00 No 0.00 No 59 x -0.0368 0.00 0.00 No 0.00 No 60 x -0.0368 0.00 0.00 No 0.00 No 61 x -0.0368 0.00 0.00 No 0.00 No Wzp 28 z 0.0368 0.00 0.00 No 0.00 No 29 z 0.0368 0.00 0.00 No 0.00 No 30 z 0.0368 0.00 0.00 No 0.00 No 31 z 0.0368 0.00 0.00 No 0.00 No 32 z 0.0368 0.00 0.00 No 0.00 No 33 z 0.0368 0.00 0.00 No 0.00 No 34 z 0.0368 0.00 0.00 No 0.00 No 35 z 0.0368 0.00 0.00 No 0.00 No 36 z 0.0368 0.00 0.00 No 0.00 No 37 z 0.0368 0.00 0.00 No 0.00 No 38 z 0.0368 0.00 0.00 No 0.00 No 39 z 0.0368 0.00 0.00 No 0.00 No 40 z 0.0368 0.00 0.00 No 0.00 No 41 z 0.0368 0.00 0.00 No 0.00 No 42 z 0.0368 0.00 0.00 No 0.00 No 43 z 0.0368 0.00 0.00 No 0.00 No 44 z 0.0368 0.00 0.00 No 0.00 No 45 z 0.0368 0.00 0.00 No 0.00 No 46 z 0.0368 0.00 0.00 No 0.00 No 47 z 0.0368 0.00 0.00 No 0.00 No 48 z 0.0368 0.00 0.00 No 0.00 No 49 z 0.0368 0.00 0.00 No 0.00 No 50 z 0.0368 0.00 0.00 No 0.00 No 51 z 0.0368 0.00 0.00 No 0.00 No 52 z 0.0368 0.00 0.00 No 0.00 No 53 z 0.0368 0.00 0.00 No 0.00 No 54 z 0.0368 0.00 0.00 No 0.00 No 55 z 0.0368 0.00 0.00 No 0.00 No 56 z 0.0368 0.00 0.00 No 0.00 No 57 z 0.0368 0.00 0.00 No 0.00 No Page5 58 z 0.0368 0.00 0.00 No 0.00 No 59 z 0.0368 0.00 0.00 No 0.00 No 60 z 0.0368 0.00 0.00 No 0.00 No 61 z 0.0368 0.00 0.00 No 0.00 No Wzn 28 z -0.0368 0.00 0.00 No 0.00 No 29 z -0.0368 0.00 0.00 No 0.00 No 30 z -0.0368 0.00 0.00 No 0.00 No 31 z -0.0368 0.00 0.00 No 0.00 No 32 z -0.0368 0.00 0.00 No 0.00 No 33 z -0.0368 0.00 0.00 No 0.00 No 34 z -0.0368 0.00 0.00 No 0.00 No 35 z -0.0368 0.00 0.00 No 0.00 No 36 z -0.0368 0.00 0.00 No 0.00 No 37 z -0.0368 0.00 0.00 No 0.00 No 38 z -0.0368 0.00 0.00 No 0.00 No 39 z -0.0368 0.00 0.00 No 0.00 No 40 z -0.0368 0.00 0.00 No 0.00 No 41 z -0.0368 0.00 0.00 No 0.00 No 42 z -0.0368 0.00 0.00 No 0.00 No 43 z -0.0368 0.00 0.00 No 0.00 No 44 z -0.0368 0.00 0.00 No 0.00 No 45 z -0.0368 0.00 0.00 No 0.00 No 46 z -0.0368 0.00 0.00 No 0.00 No 47 z -0.0368 0.00 0.00 No 0.00 No 48 z -0.0368 0.00 0.00 No 0.00 No 49 z -0.0368 0.00 0.00 No 0.00 No 50 z -0.0368 0.00 0.00 No 0.00 No 51 z -0.0368 0.00 0.00 No 0.00 No 52 z -0.0368 0.00 0.00 No 0.00 No 53 z -0.0368 0.00 0.00 No 0.00 No 54 z -0.0368 0.00 0.00 No 0.00 No 55 z -0.0368 0.00 0.00 No 0.00 No 56 z -0.0368 0.00 0.00 No 0.00 No 57 z -0.0368 0.00 0.00 No 0.00 No 58 z -0.0368 0.00 0.00 No 0.00 No 59 z -0.0368 0.00 0.00 No 0.00 No 60 z -0.0368 0.00 0.00 No 0.00 No 61 z -0.0368 0.00 0.00 No 0.00 No Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuItX MultY MuItZ DL Dead Load No 0.00 -1.00 0.00 LL Live Load No 0.00 0.00 0.00 Wxp Wind Load x+ No 0.00 0.00 0.00 Wxn Wind Load x- No 0.00 0.00 0.00 Wzp Wind Load z+ No 0.00 0.00 0.00 Wzn Wind Load z- No 0.00 0.00 0.00 EQxp Seismic Load x+ No 0.00 0.00 0.00 EQxn Seismic Load x- No 0.00 0.00 0.00 EQzp Seismic Load z+ No 0.00 0.00 0.00 EQzn Seismic Load z- No 0.00 0.00 0.00 Dl 1.4DL Yes 0.00 0.00 0.00 D2 1.2DL+1.6LL Yes 0.00 0.00 0.00 Page6 D3 1.2DL+0.5Wxp Yes 0.00 0.00 0.00 04 1.2DL+0.5Wxn Yes 0.00 0.00 0.00 D5 1.2DL+0.5Wzp Yes 0.00 0.00 0.00 D6 1.2DL+0.5Wzn Yes 0.00 0.00 0.00 D7 1.2DL+Wxp Yes 0.00 0.00 0.00 D8 1.2DL+Wxn Yes 0.00 0.00 0.00 D9 1.2DL+Wzp Yes 0.00 0.00 0.00 D10 1.2DL+Wzn Yes 0.00 0.00 0.00 DII 1.2DL+0.5LL+Wxp Yes 0.00 0.00 0.00 012 1.2DL+0.5LL+Wxn Yes 0.00 0.00 0.00 D13 1.2DL+0.5LL+Wzp Yes 0.00 0.00 0.00 014 1.2DL+0.5LL+Wzn Yes 0.00 0.00 0.00 015 0.9DL+Wxp Yes 0.00 0.00 0.00 016 0.9DL+Wxn Yes 0.00 0.00 0.00 D17 0.9DL+Wzp Yes 0.00 0.00 0.00 D18 0.9DL+Wzn Yes 0.00 0.00 0.00 D19 0.9DL+EQxp Yes 0.00 0.00 0.00 D20 0.90L+EQxn Yes 0.00 0.00 0.00 D21 0.9DL+EQzp Yes 0.00 0.00 0.00 022 0.9DL+EQzn Yes 0.00 0.00 0.00 023 1.2DL+LL+EQxp Yes 0.00 0.00 0.00 024 1.2DL+LL+EQxn Yes 0.00 0.00 0.00 025 1.2DL+LL+EQzp Yes 0.00 0.00 0.00 026 1.2DL+LL+EQzn Yes 0.00 0.00 0.00 SI DL Yes 0.00 0.00 0.00 S2 DL+LL Yes 0.00 0.00 0.00 S3 DL+0.75LL Yes 0.00 0.00 0.00 S4 DL+0.6Wxp Yes 0.00 0.00 0.00 S5 DL+0.6Wxn Yes 0.00 0.00 0.00 S6 DL+0.6Wzp Yes 0.00 0.00 0.00 S7 DL+0.6Wzn Yes 0.00 0.00 0.00 S8 DL+0.7EQxp Yes 0.00 0.00 0.00 S9 DL+0.7EQxn Yes 0.00 0.00 0.00 S10 DL+0.7EQzp Yes 0.00 0.00 0.00 Sil DL+0.7EQzn Yes 0.00 0.00 0.00 S12 DL+0.525EQxp Yes 0.00 0.00 0.00 S13 DL+0.525EQxn Yes 0.00 0.00 0.00 S14 DL+0.525EQzp Yes 0.00 0.00 0.00 S15 DL+0.525EQzn Yes 0.00 0.00 0.00 S16 0.6DL+0.6Wxp Yes 0.00 0.00 0.00 S17 0.6DL+0.6Wxn Yes 0.00 0.00 0.00 S18 0.6DL+0.6Wzp Yes 0.00 0.00 0.00 S19 0.6DL+0.6Wzn Yes 0.00 0.00 0.00 S20 0.6DL+0.7EQxp Yes 0.00 0.00 0.00 S21 0.6DL+0.7EQxn Yes 0.00 0.00 0.00 S22 0.6DL+0.7EQzp Yes 0.00 0.00 0.00 S23 0.6DL+0.7EQzn Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Page7 Condition aig Ang. Damp. [Deg] [%] DL 0.00 ------------------------------------------------------------------------ 0.00 0.00 LL 0.00 0.00 0.00 Wxp 0.00 0.00 0.00 Wxn 0.00 0.00 0.00 Wzp 0.00 0.00 0.00 Wzn 0.00 0.00 0.00 EQxp 0.00 0.00 0.00 EQxn 0.00 0.00 0.00 EQzp 0.00 0.00 0.00 EQzn 0.00 0.00 0.00 Di 0.00 0.00 0.00 D2 0.00 0.00 0.00 D3 0.00 0.00 0.00 D4 0.00 0.00 0.00 D5 0.00 0.00 0.00 D6 0.00 0.00 0.00 D7 0.00 0.00 0.00 08 0.00 0.00 0.00 D9 0.00 0.00 0.00 010 0.00 0.00 0.00 Dii 0.00 0.00 0.00 D12 0.00 0.00 0.00 D13 0.00 0.00 0.00 014 0.00 0.00 0.00 D15 0.00 0.00 0.00 D16 0.00 0.00 0.00 D17 0.00 0.00 0.00 D18 0.00 0.00 0.00 D19 0.00 0.00 0.00 D20 0.00 0.00 0.00 021 0.00 0.00 0.00 D22 0.00 0.00 0.00 D23 0.00 0.00 0.00 024 0.00 0.00 0.00 D25 0.00 0.00 0.00 D26 0.00 0.00 0.00 Si 0.00 0.00 0.00 S2 0.00 0.00 0.00 S3 0.00 0.00 0.00 S4 0.00 0.00 0.00 S5 0.00 0.00 0.00 S6 0.00 0.00 0.00 S7 0.00 0.00 0.00 S8 0.00 0.00 0.00 S9 0.00 0.00 0.00 S1O 0.00 0.00 0.00 Sil 0.00 0.00 0.00 S12 0.00 0.00 0.00 S13 0.00 0.00 0.00 S14 0.00 0.00 0.00 S15 0.00 0.00 0.00 S16 0.00 0.00 0.00 S17 0.00 0.00 0.00 S18 0.00 0.00 0.00 S19 0.00 0.00 0.00 S20 0.00 0.00 0.00 S21 0.00 0.00 0.00 S22 0.00 0.00 0.00 S23 0.00 0.00 0.00 Page8 Page9 .Altsemeyo :urrent Date: 12/12/2018 1:46 PM Inits system: English He flame: K:\1618873 -Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned_updatedLoads.etz\ .oad condition: D2=1.2DL+1.6LL Member stresses Members [Kip/in2] 26.90 23.24 19.58 12.26 1.29 6.03 20.66 -24.32 -27.98 4-1 eflTtey' urrent Date: 12/12/2018 1:47 PM Inits system: English He name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DES IGN\Swizzle-RPS-SCH8OBase-Pinned updatedLoads.etz\ Design status Not designed Error on design Design O.K. Li With warnings zJ Current Date: 11/27/2018 11:55 AM Units system: English File name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH80Base-Pinned_updatedLoads.etz\ Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design DI=1.4DL D2=1 .2DL+1 .6LL D3=1 .2DL+0.5Wxp D4=1 .2DL+0.5Wxn D5=1 .2DL+0.5Wzp D6=1 .2DL+0.5Wzn D7=1.2DL+Wxp D8=1 .2DL+Wxn D91 .2DL+Wzp D101 .2DL+Wzn D1 1.2DL+0.5LL+Wxp 0121.2DL+0.5LL+Wxn D131.2DL+0.5LL+Wzp 0141.2DL+0.5LL+Wzn 015=0.9DL+Wxp D16=0.9DL+Wxn D17=0.9DL+Wzp D18=0.9DL+Wzn D190.9DL+EQxp D200.9DL+EQxn D210.9DL+EQzp D22=0.9DL+EQzn D231.2DL+LL+EQxp D241.2DL+LL+EQxn D251 .2DL+LL+EQzp D261.2DL+LL+EQzn Description Section -------------------------------------------------------------- Bottom Brace PIPE 2-1_2x0.203 Member Ctrl Eq. Ratio Status Reference 17 Dl at 100.00% ------------------------------------------------------------------------------------------------------ 0.01 OK D1 at 100.00% 0.01 OK D1 at 0.00% 0.34 OK Eq. Hi-lb D12at100.00% 0.32 OK Eq. H1-1b D13 at 100.00% 0.01 OK D14 at 100.00% 0.02 OK D15 at 0.00% 0.33 OK D16 at 0.00% 0.32 OK D17 at 100.00% 0.01 OK D18 at 100.00% 0.01 OK D19 at 0.00% 0.29 OK D2 at 100.00% 0.03 OK D20 at 0.00% 0.28 01< D21 at 100.00% 0.01 OK 022 at 100.00% 0.01 OK 023 at 0.00% 0.31 OK 024 at 100.00% 0.30 OK 025 at 100.00% 0.02 OK 026 at 100.00% 0.03 OK 03 at 0.00% 0.17 OK 04 at 100.00% 0.16 OK 05 at 87.50% 0.00 OK 06 at 100.00% 0.01 OK Pagel D7 at 0.00% 0.33 OK 08 at 0.00% 0.32 OK D9 at 100.00% 0.01 OK 18 Di at 0.00% 0.01 OK D10 at 0.00% 0.28 OK Dl at 0.00% 0.16 OK D12 at 0.00% 0.19 OK D13 at 100.00% 0.28 OK Eq. Hi-lb D14 at 0.00% 0.30 OK Eq. Hi-lb D15 at 0.00% 0.16 OK D16at0.00% 0.17 OK D17 at 100.00% 0.27 OK D18 at 0.00% 0.28 OK D19 at 0.00% 0.14 OK D2 at 0.00% 0.03 OK D20 at 0.00% 0.15 OK D21 at 100.00% 0.24 OK D22 at 0.00% 0.25 OK D23 at 100.00% 0.15 OK D24 at 0.00% 0.17 OK D25 at 100.00% 0.26 OK 026 at 0.00% 0.27 OK D3 at 0.00% 0.08 OK 04 at 0.00% 0.09 OK D5 at 100.00% 0.14 OK D6 at 0.00% 0.14 OK D7 at 0.00% 0.16 OK D8 at 0.00% 0.17 OK D9 at 100.00% 0.27 OK 27 Di at 0.00% 0.01 OK 010 at 100.00% 0.28 OK DI at 0.00% 0.18 OK D12at100.00% 0.17 OK 013 at 100.00% 0.30 OK Eq. Hi-lb 014 at 0.00% 0.28 OK Eq. Hi-lb 015 at 0.00% 0.16 OK 016 at 0.00% 0.16 OK D17 at 100.00% 0.29 OK D18at100.00% 0.28 OK D19 at 0.00% 0.14 OK D2 at 0.00% 0.03 OK D20 at 0.00% 0.14 OK D21 at 100.00% 0.25 OK D22 at 100.00% 0.24 OK D23 at 0.00% 0.17 OK D24 at 100.00% 0.16 OK D25 at 100.00% 0.27 OK D26 at 0.00% 0.26 OK D3 at 0.00% 0.08 OK D4 at 100.00% 0.08 OK D5 at 100.00% 0.15 OK D6 at 100.00% 0.14 OK D7 at 0.00% 0.16 OK D8 at 100.00% 0.16 OK D9 at 100.00% 0.29 OK Bottom Tie PIPE 4x0.237 67 Dl at 0.00% 0.13 OK Di0 at 100.00% 0.43 OK Dl at 100.00% 0.40 OK 012 at 0.00% 0.26 OK 013 at 0.00% 0.60 OK 014 at 100.00% 0.55 OK Page2 D15 at 0.00% 0.30 OK D16 at 0.00% 0.27 OK D17 at 0.00% 0.43 OK D18 at 100.00% 0.41 OK D19 at 0.00% 0.27 OK D2 at 0.00% 0.63 OK D20 at 0.00% 0.23 OK D21 at 0.00% 0.39 OK 022 at 100.00% 0.37 OK 023 at 0.00% 0.55 OK 024 at 0.00% 0.33 OK 025 at 0.00% 0.70 OK Eq. Hi-lb 026 at 100.00% 0.62 OK Eq. Hi-lb D3 at 100.00% 0.18 OK D4 at 0.00% 0.12 OK D5 at 0.00% 0.28 OK D6 at 100.00% 0.25 OK D7 at 0.00% 0.30 OK 08 at 0.00% 0.26 OK 09 at 0.00% 0.45 OK 70 Dl at 100.00% 0.13 ------------------------------------------------------------------------------------- OK 010 at 0.00% 0.39 OK Dl at 100.00% 0.48 OK D12 at 0.00% 0.50 OK D13 at 100.00% 0.70 OK D14 at 0.00% 0.48 OK D15 at 0.00% 0.32 OK D16 at 0.00% 0.40 OK D17 at 100.00% 0.50 OK D18 at 0.00% 0.38 OK 019 at 0.00% 0.28 OK 02 at 100.00% 0.63 OK 020 at 0.00% 0.36 OK 021 at 100.00% 0.45 OK 022 at 0.00% 0.34 OK 023 at 100.00% 0.62 OK 024 at 0.00% 0.56 OK 025 at 100.00% 0.82 OK Eq. Hi-lb 026 at 0.00% 0.54 OK 03 at 100.00% 0.21 OK 04 at 0.00% 0.24 OK 05 at 100.00% 0.32 OK 06 at 0.00% 0.23 OK D7 at 100.00% 0.32 OK D8 at 0.00% 0.42 OK D9 at 100.00% 0.53 OK 73 Di at 0.00% 0.13 OK D10 at 100.00% 0.30 OK Dl at 100.00% 0.63 OK D12 at 0.00% 0.72 OK 013 at 0.00% 0.23 OK D14 at 100.00% 0.41 OK D15 at 100.00% 0.51 OK D16 at 0.00% 0.53 OK Di7at100.00% 0.17 OK D18 at 100.00% 0.28 OK Dl at 100.00% 0.46 OK D2 at 0.00% 0.60 OK D20 at 0.00% 0.48 OK D21 at 100.00% 0.14 OK D22 at 100.00% 0.26 OK D23 at 100.00% 0.67 OK Eq. Hi-lb Page3 D24 at 0.00% 0.83 OK Eq. Hi-lb D25 at 0.00% 0.39 OK D26 at 100.00% 0.50 OK D3 at 100.00% 0.30 OK D4 at 0.00% 0.33 OK D5 at 0.00% 0.09 OK D6 at 100.00% 0.19 OK D7 at 100.00% 0.53 OK D8 at 0.00% 0.56 OK D9 at 100.00% 0.15 OK PIPE 6x0.280 14 Di at 0.00% 0.09 OK D10 at 0.00% 0.07 OK Dl at 0.00% 0.24 OK D12 at 0.00% 0.24 OK 013 at 0.00% 0.24 OK 014 at 0.00% 0.24 OK D15 at 0.00% 0.06 OK D16 at 0.00% 0.06 OK D17 at 0.00% 0.06 OK D18 at 0.00% 0.06 OK D19 at 0.00% 0.06 OK D2 at 0.00% 0.62 OK Eq. Hi-lb D20 at 0.00% 0.06 OK D21 at 0.00% 0.06 OK D22 at 0.00% 0.06 OK D23 at 0.00% 0.41 OK D24 at 0.00% 0.41 OK 025 at 0.00% 0.41 OK D26 at 0.00% 0.41 OK 03 at 0.00% 0.07 OK D4 at 0.00% 0.07 OK 05 at 0.00% 0.07 OK 06 at 0.00% 0.07 OK 07 at 0.00% 0.07 OK 08 at 0.00% 0.07 OK 09 at 0.00% 0.07 OK 36 Di at 100.00% 0.02 OK 010 at 100.00% 0.06 OK Dl at 100.00% 0.08 OK 012 at 0.00% 0.06 OK 013 at 0.00% 0.05 OK 014 at 100.00% 0.10 OK 015 at 100.00% 0.04 OK D16 at 0.00% 0.04 OK 017 at 0.00% 0.04 OK D18 at 100.00% 0.05 OK 019 at 0.00% 0.04 OK D2 at 100.00% 0.15 OK Eq. Hi-lb D20 at 0.00% 0.04 OK D21 at 0.00% 0.04 OK D22 at 100.00% 0.05 OK D23at100.00% 0.12 OK D24 at 0.00% 0.08 OK Eq. Hi-lb D25 at 0.00% 0.06 OK D26 at 100.00% 0.14 OK D3 at 100.00% 0.03 OK D4 at 0.00% 0.02 OK D5 at 0.00% 0.02 OK D6 at 100.00% 0.04 OK D7 at 100.00% 0.04 OK D8 at 0.00% 0.04 OK D9 at 0.00% 0.04 OK Page4 37 Dl at 0.00% 0.01 OK D10 at 0.00% 0.08 OK D 1 at 37.50% 0.06 OK 012 at 37.50% 0.06 OK 013 at 0.00% 0.09 OK 014 at 0.00% 0.08 OK D15 at 37.50% 0.05 OK D16 at 37.50% 0.06 OK D17 at 0.00% 0.08 OK D18 at 0.00% 0.08 OK D19 at 0.00% 0.05 OK D2 at 0.00% 0.04 OK D20 at 0.00% 0.06 OK D21 at 0.00% 0.08 OK D22 at 0.00% 0.08 OK D23 at 0.00% 0.06 OK D24 at 0.00% 0.08 OK 025 at 0.00% 0.09 OK Eq. Hi-lb 026 at 0.00% 0.09 OK D3 at 43.75% 0.03 OK 04 at 37.50% 0.03 OK D5 at 0.00% 0.04 OK 06 at 0.00% 0.04 OK 07 at 37.50% 0.05 OK 08 at 37.50% 0.06 OK 09 at 0.00% 0.08 OK 38 Dl at 100.00% 0.01 ------------------------------------------------------------------------------------- OK D10at0.00% 0.10 OK D 1 at 0.00% 0.05 OK 012at0.00% 0.07 OK 013 at 0.00% 0.09 OK 014at0.00% 0.11 OK 015 at 0.00% 0.05 OK 016 at 0.00% 0.06 OK 017 at 0.00% 0.09 OK Eq. Hi-lb 018 at 0.00% 0.10 OK D19 at 0.00% 0.05 OK D2 at 100.00% 0.04 OK 020 at 0.00% 0.06 OK D21 at 0.00% 0.09 OK 022 at 0.00% 0.10 OK 023 at 0.00% 0.06 OK 024 at 0.00% 0.08 OK 025 at 0.00% 0.07 OK 026 at 0.00% 0.12 OK Eq. Hi-lb 03 at 0.00% 0.03 OK 04 at 0.00% 0.03 OK 05 at 0.00% 0.04 OK 06 at 0.00% 0.05 OK 07 at 0.00% 0.05 OK 08 at 0.00°Io 0.06 OK 09 at 0.00% 0.09 OK 39 Dl at 0.00% 0.02 OK 010 at 0.00% 0.20 OK Oil at 0.00% 0.14 OK 012 at 0.00% 0.16 OK 013 at 0.00% 0.23 OK Eq. Hi-lb D14at0.00% 0.19 OK Di5at0.00% 0.11 OK 016 at 0.00% 0.12 OK 017 at 0.00% 0.21 OK Pages D18 at 0.00% 0.20 OK D19at0.00% 0.10 OK 02 at 0.00% 0.11 OK 020 at 0.00% 0.11 OK 021 at 0.00% 0.19 OK D22 at 0.00% 0.18 OK D23 at 0.00% 0.16 OK D24 at 0.00% 0.17 OK D25 at 0.00% 0.22 OK D26 at 0.00% 0.16 OK 03 at 0.00% 0.07 OK 04 at 0.00% 0.07 OK D5 at 0.00% 0.11 OK D6 at 0.00% 0.10 OK D7 at 0.00% 0.11 OK D8 at 0.00% 0.13 OK D9 at 0.00% 0.22 OK 42 Dl at 100.00% 0.05 OK D10 at 100.00% 0.08 OK DI at 100.00% 0.14 OK 012 at 100.00% 0.12 OK D13at100.00% 0.10 OK D14at100.00% 0.17 OK D15 at 100.00% 0.04 OK D16 at 0.00% 0.03 OK D17 at 100.00% 0.04 OK D18 at 100.00% 0.07 OK D19 at 100.00% 0.04 OK 02 at 100.00% 0.33 OK Eq. Hi-lb 020 at 0.00% 0.03 OK 021 at 100.00% 0.03 OK 022 at 100.00% 0.06 OK D23 at 100.00% 0.23 OK D24 at 100.00% 0.21 OK D25 at 100.00% 0.19 OK D26 at 100.00% 0.25 OK 03 at 100.00% 0.05 OK 04 at 100.00% 0.03 OK 05 at 100.00% 0.03 OK 06 at 100.00% 0.06 OK 07 at 100.00% 0.05 OK 08 at 0.00% 0.03 OK 09 at 100.00% 0.04 OK 45 Dl at 100.00% 0.01 OK D10 at 0.00% 0.07 OK Dl at 0.00% 0.06 OK D12 at 0.00% 0.06 OK D13 at 0.00% 0.07 OK Eq. Hi-lb D14 at 0.00% 0.07 OK Eq. Hi-lb Dl at 0.00% 0.05 OK D16 at 0.00% 0.05 OK 017 at 0.00% 0.07 OK 018 at 0.00% 0.07 OK 019 at 0.00% 0.04 OK 02 at 0.00% 0.03 OK 020 at 0.00% 0.04 OK 021 at 0.00% 0.06 OK 022 at 0.00% 0.06 OK 023 at 0.00% 0.05 OK D24 at 0.00% 0.06 OK D25 at 0.00% 0.06 OK D26 at 0.00% 0.07 OK Page6 D3 at 0.00% 0.03 OK D4 at 0.00% 0.03 OK D5 at 0.00% 0.03 OK D6 at 0.00% 0.03 OK D7 at 0.00% 0.05 OK D8 at 0.00% 0.05 OK D9 at 0.00% 0.07 OK 46 Di at 100.00% 0.01 OK D1O at 0.00% 0.04 OK Dl at 0.00% 0.04 OK D12at0.00% 0.05 OK Eq. Hi-lb 013 at 0.00% 0.03 OK D14 at 100.00% 0.05 OK D15 at 0.00% 0.04 OK D16 at 0.00% 0.04 OK D17at0.00% 0.04 OK D18 at 0.00% 0.04 OK D19 at 0.00% 0.03 OK D2 at 100.00% 0.04 OK D20 at 0.00% 0.03 OK D21 at 0.00% 0.03 OK D22 at 100.00% 0.03 OK 023 at 0.00% 0.04 OK 024 at 0.00% 0.05 OK 025 at 0.00% 0.02 OK 026 at 100.00% 0.06 OK Sec. El 03 at 0.00% 0.02 OK 04 at 0.00% 0.02 OK 05 at 0.00% 0.02 OK 06 at 100.00% 0.02 OK 07 at 0.00% 0.04 OK 08 at 0.00% 0.04 OK 09 at 0.00% 0.04 OK 53 Dl at 100.00% 0.01 OK 010 at 0.00% 0.07 OK Dl at 0.00% 0.03 OK 012 at 0.00% 0.04 OK D13 at 0.00% 0.06 OK D14 at 0.00% 0.08 OK Eq. Hi-lb D15 at 0.00% 0.03 OK D16 at 0.00% 0.03 OK D17 at 0.00% 0.06 OK Eq. Hi-lb 018 at 0.00% 0.07 OK 019 at 0.00% 0.02 OK 02 at 100.00% 0.04 OK 020 at 0.00% 0.03 OK 021 at 0.00% 0.05 OK 022 at 0.00% 0.06 OK 023 at 0.00% 0.03 OK 024 at 0.00% 0.04 OK 025 at 0.00% 0.04 OK 026 at 100.00% 0.08 OK Sec. El 03 at 0.00% 0.02 OK 04 at 0.00% 0.02 OK 05 at 0.00% 0.03 OK 06 at 0.00% 0.04 OK 07 at 0.00% 0.03 OK 08 at 0.00% 0.03 OK 09 at 0.00% 0.06 OK 54 Dl at 100.00% 0.01 OK 010 at 100.00% 0.07 OK Page7 Dl at 100.00% 0.04 OK D12 at 100.00% 0.06 OK D13 at 100.00% 0.05 OK D14 at 100.00% 0.08 OK Di5atl00.00% 0.04 OK D16 at 100.00% 0.05 OK D17 at 100.00% 0.06 OK Eq. Hi-lb Dl at 100.00% 0.07 OK Di9atl00.00% 0.04 OK D2 at 100.00% 0.05 OK D20 at 100.00% 0.04 OK D21 at 100.00% 0.05 OK D22 at 100.00% 0.06 OK D23 at 100.00% 0.04 OK D24 at 100.00% 0.06 OK D25 at 100.00% 0.03 OK 026 at 100.00% 0.08 OK Eq. Hi-lb D3 at 100.00% 0.02 OK D4 at 100.00% 0.03 OK D5 at 100.00% 0.02 OK D6 at 100.00% 0.04 OK D7 at 100.00% 0.04 OK D8 at 100.00% 0.05 OK D9 at 100.00% 0.06 OK 55 Dl at 100.00% 0.01 OK D10at100.00% 0.12 OK Dl at 100.00% 0.09 OK Dl2at100.00% 0.10 OK Dl at 100.00% 0.09 OK 014at100.00% 0.13 OK Eq. Hl-lb 015 at 100.00% 0.08 OK D16 at 100.00% 0.09 OK D17at100.00% 0.10 OK Eq. Hl-lb Di8atl00.00% 0.11 OK D19atl00.00% 0.07 OK D2 at 100.00% 0.05 OK D20 at 100.00% 0.07 OK D21 at 100.00% 0.08 OK D22 at 100.00% 0.09 OK D23 at 100.00% 0.07 OK D24 at 100.00% 0.10 OK D25 at 100.00% 0.07 OK D26 at 100.00% 0.12 OK D3 at 100.00% 0.04 OK D4 at 100.00% 0.05 OK 05 at 100.00% 0.05 OK D6 at 100.00% 0.06 OK D7 at 100.00% 0.08 OK D8 at 100.00% 0.09 OK D9 at 100.00% 0.10 OK 60 Dl at 0.00% 0.01 OK D10at0.00% 0.13 OK Dl at 0.00% 0.11 OK D12 at 0.00% 0.09 OK 013 at 0.00% 0.14 OK Eq. Hi-lb 014 at 0.00% 0.13 OK Eq. Hi-lb 015 at 0.00% 0.09 OK 016 at 0.00% 0.08 OK 017 at 0.00% 0.13 OK 018 at 0.00% 0.13 OK 019 at 0.00% 0.08 OK D2 at 0.00% 0.06 OK Page8 D20 at 0.00% 0.07 OK D21 at 0.00% 0.12 OK D22at0.00% 0.11 OK D23at0.00% 0.11 OK D24 at 0.00% 0.10 OK D25 at 0.00% 0.12 OK D26 at 0.00% 0.12 OK D3 at 0.00% 0.05 OK 04 at 0.00% 0.04 OK 05 at 0.00% 0.07 OK 06 at 0.00% 0.07 OK D7 at 0.00% 0.09 OK D8 at 0.00% 0.08 OK D9 at 0.00% 0.13 OK PIPE 6x0.432XS 12 Dl at 100.00% 0.10 OK D10 at 100.00% 0.26 OK Dl at 100.00% 0.35 OK D12 at 100.00% 0.33 OK 013 at 100.00% 0.56 OK 014 at 100.00% 0.22 OK 015 at 100.00% 0.33 OK 016 at 100.00% 0.32 OK 017 at 100.00% 0.40 OK 018 at 100.00% 0.28 OK D19 at 100.00% 0.29 OK D2 at 100.00% 0.48 OK D20 at 100.00% 0.28 OK D21 at 100.00% 0.37 OK D22 at 100.00% 0.24 OK D23 at 100.00% 0.45 OK D24 at 100.00% 0.31 OK D25 at 100.00% 0.65 OK Eq. HI-lb D26 at 100.00% 0.21 OK D3 at 100.00% 0.17 OK 04 at 100.00% 0.16 OK 05 at 100.00% 0.26 OK D6 at 100.00% 0.11 OK 07 at 100.00% 0.33 OK 08 at 100.00% 0.32 OK 09 at 100.00% 0.43 OK 65 Dl at 0.00% 0.02 OK 010 at 0.00% 0.17 OK DI at 100.00% 0.07 OK 012 at 0.00% 0.07 OK Eq. H3-1 D13at0.00% 0.17 OK Eq. Hi-lb D14 at 0.00% 0.18 OK D15 at 0.00% 0.06 OK D16 at 0.00% 0.07 OK D17at0.00% 0.17 OK D18 at 0.00% 0.17 OK D19 at 0.00% 0.05 OK D2 at 0.00% 0.11 OK 020 at 0.00% 0.06 OK D21 at 0.00% 0.15 OK 022 at 0.00% 0.15 OK 023 at 100.00% 0.08 OK D24 at 0.00% 0.08 OK 025 at 0.00% 0.16 OK D26 at 0.00% 0.20 OK Sec. Gi 03 at 100.00% 0.03 OK 04 at 0.00% 0.04 OK 05 at 0.00% 0.09 OK Page9 D6 at 0.00% 0.08 OK D7 at 0.00% 0.06 OK D8 at 0.00% 0.07 OK D9 at 0.00% 0.17 OK 69 Dl at 0.00% 0.07 OK D1O at 0.00% 0.19 OK DI at 0.00% 0.26 OK D12 at 0.00% 0.32 OK D13 at 0.00% 0.40 OK D14 at 0.00% 0.19 OK D15 at 0.00% 0.27 OK D16 at 0.00% 0.28 OK 017 at 0.00% 0.29 OK 018 at 0.00% 0.20 OK D19 at 0.00% 0.24 OK D2 at 0.00% 0.34 OK D20 at 0.00% 0.25 OK D21 at 0.00% 0.27 OK D22 at 0.00% 0.18 OK D23 at 0.00% 0.33 OK D24 at 0.00% 0.31 OK D25 at 0.00% 0.46 OK Eq. Hi-lb D26 at 0.00% 0.20 OK D3 at 0.00% 0.13 OK D4 at 0.00% 0.15 OK D5 at 0.00% 0.18 OK 06 at 0.00% 0.09 OK D7 at 0.00% 0.26 OK D8 at 0.00% 0.29 OK D9 at 0.00% 0.31 OK PIPE 6x0.280 9 Dl at 0.00% 0.10 OK D10 at 0.00% 0.08 OK DI at 0.00% 0.27 OK D12 at 0.00% 0.27 OK Dl at 0.00% 0.27 OK D14 at 0.00% 0.27 OK D15 at 0.00% 0.06 OK D16 at 0.00% 0.06 OK 017 at 0.00% 0.06 OK D18 at 0.00% 0.06 OK D19 at 0.00% 0.06 OK D2 at 0.00% 0.68 OK Eq. Hi-lb D20 at 0.00% 0.06 OK D21 at 0.00% 0.06 OK D22 at 0.00% 0.06 OK D23 at 0.00% 0.46 OK D24 at 0.00% 0.45 OK 025 at 0.00% 0.45 OK 026 at 0.00% 0.46 OK D3 at 0.00% 0.08 OK D4 at 0.00% 0.08 OK 05 at 0.00% 0.08 OK 06 at 0.00% 0.08 OK D7 at 0.00% 0.08 OK D8 at 0.00% 0.08 OK D9 at 0.00% 0.08 OK 32 Dl at 0.00% 0.05 OK 010 at 100.00% 0.05 OK 011 at 0.00% 0.11 OK D12 at 0.00% 0.19 OK D13at0.00% 0.15 OK PagelO D14 at 0.00% 0.14 OK D15 at 100.00% 0.03 OK D16 at 0.00% 0.07 OK D17 at 100.00% 0.04 OK D18 at 100.00% 0.05 OK D19 at 100.00% 0.03 OK D2 at 0.00% 0.37 OK Eq. Hi-lb D20 at 0.00% 0.07 OK D21 at 0.00% 0.04 OK D22 at 100.00% 0.04 OK D23 at 0.00% 0.21 OK D24 at 0.00% 0.28 OK D25 at 0.00% 0.25 OK D26 at 0.00% 0.24 OK D3 at 0.00% 0.03 OK D4 at 0.00% 0.06 OK D5 at 0.00% 0.05 OK D6 at 0.00% 0.04 OK D7 at 0.00% 0.03 OK 08 at 0.00% 0.08 OK D9 at 0.00% 0.05 OK 33 Dl at 0.00% 0.01 OK DiD at 100.00% 0.04 OK D1 at 100.00% 0.03 OK D12 at 100.00% 0.05 OK D13 at 100.00% 0.05 OK Eq. HI-lb D14 at 100.00% 0.03 OK D15 at 100.00% 0.04 OK D16 at 100.00% 0.04 OK D17at100.00% 0.05 OK 018 at 100.00% 0.04 OK Eq. Hi-lb 019 at 100.00% 0.03 OK D2 at 0.00% 0.04 OK 020 at 100.00% 0.04 OK 021 at 100.00% 0.04 OK D22 at 100.00% 0.03 OK 023 at 0.00% 0.02 OK 024 at 0.00% 0.05 OK Sec. El 025 at 100.00% 0.05 OK D26 at 0.00% 0.03 OK 03 at 100.00% 0.02 OK D4 at 100.00% 0.02 OK D5 at 100.00% 0.02 OK D6 at 100.00% 0.02 OK D7 at 100.00% 0.04 OK D8 at 100.00% 0.04 OK D9 at 100.00% 0.05 OK 34 Dl at 0.00% 0.01 OK D10 at 0.00% 0.12 OK D1 at 0.00% 0.10 OK D12 at 0.00% 0.14 OK D13 at 0.00% 0.15 OK Eq. Hi-lb D14 at 0.00% 0.11 OK D15at0.00% 0.11 OK D16 at 0.00% 0.13 OK D17 at 0.00% 0.13 OK 018 at 0.00% 0.12 OK Eq. Hi-lb 019 at 0.00% 0.09 OK 02 at 0.00% 0.05 OK 020 at 0.00% 0.10 OK 021 at 0.00% 0.11 OK 022 at 0.00% 0.10 OK D23 at 0.00% 0.07 OK D24 at 0.00% 0.13 OK D25at0.00% 0.13 OK D26 at 0.00% 0.09 OK D3 at 0.00% 0.05 OK 04 at 0.00% 0.07 OK 05 at 0.00% 0.07 OK 06 at 0.00% 0.06 OK 07 at 0.00% 0.11 OK D8 at 0.00% 0.13 OK 09 at 0.00% 0.13 OK 35 Dl at 0.00% 0.02 OK D10 at 0.00% 0.16 OK Dl at 0.00% 0.26 OK Eq. Hi-lb D12 at 0.00% 0.22 OK D13 at 0.00% 0.13 OK D14at0.00% 0.18 OK D15 at 0.00% 0.24 OK D16 at 0.00% 0.23 OK D17 at 0.00% 0.14 OK 018 at 0.00% 0.16 OK 019 at 0.00% 0.21 OK 02 at 0.00% 0.12 OK 020 at 0.00% 0.20 OK 021 at 0.00% 0.13 OK 022 at 0.00% 0.15 OK 023 at 0.00% 0.25 OK D24 at 0.00% 0.18 OK D25 at 0.00% 0.10 OK 026 at 0.00% 0.19 OK 03 at 0.00% 0.13 OK 04at0.00% 0.11 OK 05 at 0.00% 0.07 OK 06 at 0.00% 0.09 OK 07 at 0.00% 0.24 OK 08 at 0.00% 0.23 OK 09 at 0.00% 0.14 OK 41 Dl at 0.00% 0.02 ---------------------------------------------------------------------------------------------- OK D 1 at 37.50% 0.05 OK Dl at 100.00% 0.06 OK Dl2at0.00% 0.11 OK 013 at 0.00% 0.07 OK D14 at 0.00% 0.07 OK 015 at 100.00% 0.05 OK 016 at 0.00% 0.06 OK 017 at 100.00% 0.05 OK D18 at 56.25% 0.05 OK D19 at 100.00% 0.05 OK D2 at 0.00% 0.17 OK Eq. Hl-lb 020 at 0.00% 0.06 OK 021 at 100.00% 0.05 OK 022 at 100.00% 0.05 OK 023 at 100.00% 0.08 OK Eq. Hi-lb 024 at 0.00% 0.16 OK 025at0.00% 0.11 OK D26at0.00% 0.11 OK 03 at 100.00% 0.03 OK D4 at 0.00% 0.04 OK D5 at 100.00% 0.03 OK D6 at 0.00% 0.02 OK D7 at 100.00% 0.05 OK D8 at 0.00% 0.07 OK Page12 D9 at 100.00% 0.05 OK 47 Di at 0.00% 0.01 OK DiO at 100.00% 0.06 OK DI at 100.00% 0.06 OK 012 at 100.00% 0.07 OK D13 at 100.00% 0.07 OK Eq. Hi-lb D14 at 100.00% 0.06 OK D15 at 100.00% 0.06 OK Eq. Hi-lb D16 at 100.00% 0.07 OK D17 at 100.00% 0.07 OK D18 at 100.00% 0.06 OK D19 at 100.00% 0.05 OK D2 at 0.00% 0.04 OK D20 at 100.00% 0.05 OK D21 at 100.00% 0.05 OK D22 at 100.00% 0.05 OK D23 at 100.00% 0.05 OK D24 at 100.00% 0.06 OK D25 at 100.00% 0.06 OK D26 at 100.00% 0.05 OK D3 at 100.00% 0.03 OK D4 at 100.00% 0.04 OK D5 at 100.00% 0.03 OK D6 at 100.00% 0.03 OK D7 at 100.00% 0.06 OK D8 at 100.00% 0.07 OK 09 at 100.00% 0.07 OK 48 Dl at 0.00% 0.01 OK D10 at 100.00% 0.08 OK Dl at 100.00% 0.08 OK Eq. Hi-lb D12 at 100.00% 0.09 OK Eq. Hi-lb D13 at 100.00% 0.08 OK D14 at 100.00% 0.08 OK D15 at 100.00% 0.08 OK D16 at 100.00% 0.08 OK 017 at 100.00% 0.08 OK Dl at 100.00% 0.08 OK 019 at 100.00% 0.07 OK D2 at 0.00% 0.03 OK D20 at 100.00% 0.07 OK 021 at 100.00% 0.07 OK 022 at 100.00% 0.07 OK 023 at 100.00% 0.08 OK D24 at 100.00% 0.08 OK 025 at 100.00% 0.08 OK 026 at 100.00% 0.07 OK 03 at 100.00% 0.04 OK D4at100.00% 0.04 OK D5 at 100.00% 0.04 OK 06 at 100.00% 0.04 OK 07 at 100.00% 0.08 OK 08 at 100.00% 0.08 OK 09 at 100.00% 0.08 OK 49 Di at 100.00% 0.01 OK 010 at 100.00% 0.08 OK Dl at 100.00% 0.10 OK 012 at 100.00% 0.09 OK D13at100.00% 0.09 OK 014at100.00% 0.08 OK 015 at 100.00% 0.09 OK 016 at 100.00% 0.09 OK Page13 D17 at 100.00% 0.08 OK D18 at 100.00% 0.08 OK D19 at 100.00% 0.09 OK D2 at 100.00% 0.04 OK D20 at 100.00% 0.09 OK D21 at 100.00% 0.09 OK D22 at 100.00% 0.08 OK D23 at 100.00% 0.10 OK Eq. Hi-lb 024 at 100.00% 0.09 OK D25 at 100.00% 0.09 OK D26 at 100.00% 0.09 OK D3 at 100.00% 0.05 OK D4 at 100.00% 0.05 OK D5 at 100. 00% 0.04 OK D6 at 100.00% 0.04 OK D7 at 100.00% 0.09 OK 08 at 100.00% 0.09 OK 09 at 100.00% 0.08 OK 56 Di at 0.00% 0.01 ------------------------------------------------------------------------------------- OK 010 at 0.00% 0.06 OK Dl at 0.00% 0.05 OK 012 at 0.00% 0.08 OK 013 at 0.00% 0.08 OK 014 at 0.00% 0.05 OK 015 at 0.00% 0.06 OK D16 at 0.00% 0.07 OK D17 at 0.00% 0.07 OK 018 at 0.00% 0.06 OK Eq. Hi-lb 019 at 0.00% 0.05 OK D2 at 0.00% 0.05 OK D20 at 0.00% 0.06 OK D21 at 0.00% 0.06 OK D22 at 0.00% 0.06 OK D23 at 0.00% 0.04 OK 024 at 0.00% 0.09 OK 025 at 0.00% 0.09 OK Eq. Hi-lb D26 at 0.00% 0.04 OK 03 at 0.00% 0.03 OK 04 at 0.00% 0.04 OK D5 at 0.00% 0.04 OK D6 at 0.00% 0.03 OK D7 at 0.00% 0.06 OK 08 at 0.00% 0.07 OK 09 at 0.00% 0.07 OK 57 Di at 0.00% 0.01 OK Dl at 100.00% 0.05 OK Oil at 100.00% 0.06 OK D12 at 100.00% 0.08 OK Eq. Hi-lb 013 at 100.00% 0.07 OK 014 at 100.00% 0.05 OK 015 at 100.00% 0.07 OK Eq. Hi-lb 016 at 100.00% 0.07 OK D17 at 100.00% 0.06 OK 018 at 100.00% 0.05 OK 019 at 100.00% 0.06 OK D2 at 0.00% 0.05 OK 020 at 100.00% 0.06 OK 021 at 100.00% 0.05 OK 022 at 100.00% 0.05 OK 023 at 100.00% 0.04 OK 024 at 100.00% 0.08 OK 025 at 100.00% 0.07 OK Page 14 D26 at 100.00% 0.04 OK D3 at 100.00% 0.03 OK 04 at 100.00% 0.04 OK D5 at 100.00% 0.03 OK 06 at 100.00% 0.03 OK 07 at 100.00% 0.07 OK D8 at 100.00% 0.07 OK D9 at 100.00% 0.06 OK 58 Dl at 0.00% 0.01 OK D10 at 100.00% 0.09 OK DI at 100.00% 0.09 OK D12at100.00% 0.12 OK D13at100.00% 0.11 OK D14 at 100.00% 0.08 OK D15at100.00% 0.10 OK Eq. HI-lb D16at100.00% 0.11 OK D17at100.00% 0.10 OK D18 at 100.00% 0.09 OK D19 at 100.00% 0.09 OK D2 at 0.00% 0.04 OK D20 at 100.00% 0.10 OK D21 at 100.00% 0.09 OK D22 at 100.00% 0.09 OK D23 at 100.00% 0.08 OK D24 at 100.00% 0.13 OK Eq. Hi-lb 025 at 100.00% 0.11 OK 026 at 100.00% 0.07 OK D3 at 100.00% 0.05 OK 04 at 100.00% 0.06 OK D5 at 100.00% 0.05 OK D6 at 100.00% 0.04 OK D7 at 100.00% 0.10 OK D8at100.00% 0.11 OK D9 at 100.00% 0.10 OK 61 Dl at 0.00% 0.01 OK DlO at 0.00% 0.12 OK Dl at 0.00% 0.15 OK Eq. Hi-lb D12 at 0.00% 0.15 OK Eq. Hi-lb Dl3at0.00% 0.11 OK D14 at 0.00% 0.12 OK Dl5at0.00% 0.15 OK D16 at 0.00% 0.15 OK D17at0.00% 0.11 OK 018 at 0.00% 0.12 OK 019 at 0.00% 0.13 OK 02 at 0.00% 0.06 OK 020 at 0.00% 0.13 OK 021 at 0.00% 0.10 OK 022 at 0.00% 0.10 OK D23 at 0.00% 0.13 OK 024 at 0.00% 0.13 OK D25 at 0.00% 0.10 OK 026 at 0.00% 0.12 OK D3 at 0.00% 0.07 OK 04 at 0.00% 0.07 OK 05 at 0.00% 0.06 OK 06 at 0.00% 0.06 OK 07 at 0.00% 0.15 OK 08 at 0.00% 0.15 OK 09 at 0.00% 0.11 OK PIPE 6x0.432XS 7 Di at 100.00% 0.10 OK Page15 Dl at 100.00% 0.39 OK Dl at 100.00% 0.43 OK 012 at 100.00% 0.06 OK 013 at 100.00% 0.40 OK D14 at 100.00% 0.49 OK D15 at 100.00% 0.29 OK 016 at 100.00% 0.17 OK D17 at 100.00% 0.38 OK D18 at 100.00% 0.39 OK D19 at 100.00% 0.26 OK D2 at 100.00% 0.46 OK D20 at 100.00% 0.14 OK D21 at 100.00% 0.34 OK D22 at 100.00% 0.35 OK D23 at 100.00% 0.53 OK D24 at 100.00% 0.11 OK D25 at 100.00% 0.38 OK D26 at 100.00% 0.58 OK Eq. Hi-lb D3 at 100.00% 0.20 OK D4 at 100.00% 0.04 OK D5 at 100.00% 0.20 OK D6 at 100.00% 0.23 OK D7 at 100.00% 0.31 OK D8 at 100.00% 0.15 OK D9 at 100.00% 0.38 OK 66 Dl at 0.00% 0.07 OK 010 at 0.00% 0.30 OK 011 at 0.00% 0.30 OK D12at100.00% 0.14 OK D13at0.00% 0.36 OK 014 at 0.00% 0.36 OK 015 at 0.00% 0.20 OK D16at0.00% 0.12 OK 017 at 0.00% 0.32 OK 018 at 0.00% 0.30 OK 019 at 0.00% 0.19 OK 02 at 0.00% 0.32 OK 020 at 0.00% 0.10 OK 021 at 0.00% 0.29 OK D22 at 0.00% 0.27 OK D23 at 0.00% 0.37 OK D24 at 100.00% 0.17 OK Eq. Hi-lb 025 at 0.00% 0.37 OK D26 at 0.00% 0.42 OK Eq. Hi-lb 03 at 0.00% 0.14 OK D4 at 100.00% 0.07 OK D5 at 0.00% 0.17 OK 06 at 0.00% 0.17 OK D7 at 0.00% 0.22 OK 08 at 0.00% 0.11 OK 09 at 0.00% 0.33 OK 72 Dl at 0.00% 0.02 ------------------------------------------------------------------------------------ OK 010 at 0.00% 0.10 OK Dl at 0.00% 0.15 OK Eq. Hi-lb D12 at 0.00% 0.16 OK D13at0.00% 0.12 OK D14 at 0.00% 0.10 OK D15at0.00% 0.15 OK D16 at 0.00% 0.14 OK D17 at 0.00% 0.11 OK D18 at 0.00% 0.10 OK D19 at 0.00% 0.13 OK Page16 D2 at 0.00% 0.11 OK D20 at 0.00% 0.13 OK D21 at 0.00% 0.09 OK D22 at 0.00% 0.09 OK D23 at 0.00% 0.14 OK D24 at 0.00% 0.18 OK Sec. GI D25 at 0.00% 0.15 OK D26 at 100.00% 0.10 OK D3 at 0.00% 0.07 OK D4 at 0.00% 0.07 OK D5 at 0.00% 0.06 OK 06 at 0.00% 0.05 OK D7 at 0.00% 0.15 OK D8 at 0.00% 0.14 OK D9at0.00% 0.11 OK PIPE 6x0.280 4 Dl at 0.00% 0.09 OK D10 at 0.00% 0.07 OK Dl at 0.00% 0.24 OK D12 at 0.00% 0.24 OK D13 at 0.00% 0.24 OK D14 at 0.00% 0.24 OK D15 at 0.00% 0.06 OK 016 at 0.00% 0.06 OK D17 at 0.00% 0.06 OK 018 at 0.00% 0.06 OK 019 at 0.00% 0.06 OK D2 at 0.00% 0.62 OK Eq. Hi-lb 020 at 0.00% 0.06 OK D21 at 0.00% 0.06 OK D22 at 0.00% 0.06 OK D23 at 0.00% 0.41 OK D24 at 0.00% 0.41 OK D25 at 0.00% 0.41 OK D26 at 0.00% 0.41 OK 03 at 0.00% 0.07 OK 04 at 0.00% 0.07 OK 05 at 0.00% 0.07 OK 06 at 0.00% 0.07 OK 07 at 0.00% 0.07 OK 08 at 0.00% 0.07 OK 09 at 0.00% 0.07 OK 28 01 at 0.00% 0.05 OK 010 at 100.00% 0.02 OK Oil at 0.00% 0.16 OK 012at0.00% 0.11 OK 013 at 0.00% 0.16 OK 014 at 0.00% 0.10 OK 015 at 0.00% 0.06 OK 016 at 100.00% 0.05 OK 017 at 0.00% 0.06 OK 018 at 100.00% 0.03 OK 019 at 0.00% 0.05 OK 02 at 0.00% 0.33 OK Eq. HI-lb 020 at 100.00% 0.04 OK 021 at 0.00% 0.06 OK 022 at 100.00% 0.02 OK D23 at 0.00% 0.25 OK D24 at 0.00% 0.20 OK D25 at 0.00% 0.25 OK D26 at 0.00% 0.20 OK D3 at 0.00% 0.05 OK D4 at 0.00% 0.03 OK Page17 D5 at 0.00% 0.06 OK D6 at 0.00% 0.03 OK D7 at 0.00% 0.07 OK D8 at 93.75% 0.05 OK D9 at 0.00% 0.07 OK 29 Di at 0.00% 0.01 OK D10 at 0.00% 0.08 OK Dl at 0.00% 0.10 OK D12 at 0.00% 0.09 OK D13at31.25% 0.07 OK 014 at 0.00% 0.09 OK 015 at 0.00% 0.09 OK D16 at 0.00% 0.09 OK D17 at 6.25% 0.08 OK 018 at 0.00% 0.08 OK 019 at 0.00% 0.09 OK D2 at 0.00% 0.06 OK D20 at 0.00% 0.09 OK D21 at 0.00% 0.08 OK D22 at 0.00% 0.08 OK D23 at 0.00% 0.10 OK D24 at 0.00% 0.09 OK 025 at 0.00% 0.07 OK 026 at 0.00% 0.11 OK Eq. Hi-lb 03 at 0.00% 0.05 OK 04 at 0.00% 0.04 OK D5 at 18.75% 0.04 OK 06 at 0.00% 0.04 OK D7 at 0.00% 0.09 OK D8 at 0.00% 0.09 OK D9 at 6.25% 0.08 OK 30 Dl at 100.00% 0.01 OK 010 at 0.00% 0.08 OK DI at 0.00% 0.12 OK 012 at 0.00% 0.10 OK 013 at 0.00% 0.09 OK 014 at 0.00% 0.07 OK D15at0.00% 0.11 OK D16 at 0.00% 0.10 OK Eq. Hi-lb 017 at 0.00% 0.08 OK D18 at 0.00% 0.08 OK D19 at 0.00% 0.11 OK D2 at 100.00% 0.05 OK D20 at 0.00% 0.10 OK D21 at 0.00% 0.08 OK D22 at 0.00% 0.07 OK D23 at 0.00% 0.13 OK Eq. Hi-lb D24 at 0.00% 0.09 OK D25 at 0.00% 0.10 OK D26 at 0.00% 0.07 OK D3 at 0.00% 0.06 OK D4 at 0.00% 0.05 OK D5 at 0.00% 0.05 OK D6 at 0.00% 0.04 OK D7at0.00% 0.11 OK 08 at 0.00% 0.10 OK 09 at 0.00% 0.09 OK 31 Dl at 0.00% 0.03 OK D10 at 0.00% 0.20 OK Dl at 0.00% 0.15 OK D12 at 0.00% 0.20 OK Page18 D13 at 0.00% 0.18 OK D14 at 0.00% 0.22 OK Eq. Hi-lb D15 at 0.00% 0.16 OK D16 at 0.00% 0.18 OK D17at0.00% 0.19 OK D18 at 0.00% 0.20 OK D19 at 0.00% 0.14 OK D2 at 0.00% 0.12 OK D20 at 0.00% 0.16 OK D21 at 0.00% 0.17 OK D22 at 0.00% 0.18 OK D23 at 0.00% 0.11 OK D24 at 0.00% 0.20 OK D25 at 0.00% 0.15 OK D26 at 0.00% 0.23 OK Eq. Hi-lb D3 at 0.00% 0.07 OK D4 at 0.00% 0.10 OK D5 at 0.00% 0.09 OK D6at0.00% 0.11 OK D7 at 0.00% 0.16 01< D8 at 0.00% 0.18 OK D9 at 0.00% 0.19 OK 40 Di at 0.00% 0.02 OK D10 at 100.00% 0.05 OK Oil at 0.00% 0.08 OK 012 at 0.00% 0.05 OK D13 at 0.00% 0.10 OK 014 at 100.00% 0.07 OK D15 at 81.25% 0.05 OK D16 at 6.25% 0.05 OK D17 at 0.00% 0.05 OK D18 at 100.00% 0.05 OK D19 at 100.00% 0.05 OK D2 at 0.00% 0.15 OK Eq. Hl-lb D20 at 100.00% 0.05 OK D21 at 0.00% 0.05 OK 022 at 100.00% 0.05 OK 023 at 0.00% 0.12 OK 024 at 0.00% 0.08 OK 025 at 0.00% 0.14 OK 026 at 100.00% 0.09 OK Eq. Hl-lb 03 at 0.00% 0.03 OK 04 at 0.00% 0.02 OK 05 at 0.00% 0.04 OK D6 at 100.00% 0.03 OK 07 at 100.00% 0.05 OK 08 at 0.00% 0.05 OK 09 at 0.00% 0.06 OK 43 Di at 100.00% 0.01 OK 010 at 0.00% 0.07 OK Oil at 0.00% 0.09 OK Eq. Hi-lb 012 at 0.00% 0.07 OK 013 at 0.00% 0.07 OK 014 at 0.00% 0.07 OK 015 at 0.00% 0.08 OK 016 at 0.00% 0.08 OK Eq. Hi-lb 017 at 0.00% 0.07 OK 018 at 0.00% 0.07 OK 019 at 0.00% 0.07 OK 02 at 0.00% 0.05 OK D20 at 0.00% 0.06 OK D21 at 0.00% 0.06 OK Page 19 D22 at 0.00% 0.06 OK D23 at 0.00% 0.08 OK D24 at 0.00% 0.06 OK D25 at 0.00% 0.06 OK D26 at 0.00% 0.08 OK 03 at 0.00% 0.04 OK D4 at 0.00% 0.04 OK D5 at 0.00% 0.04 OK 06 at 0.00% 0.03 OK D7 at 0.00% 0.08 OK 08 at 0.00% 0.08 OK 09 at 0.00% 0.07 OK 44 Di at 100.00% 0.01 OK 010 at 0.00% 0.04 OK DI at 0.00% 0.06 OK Eq. Hi-lb 012 at 0.00% 0.04 OK 013 at 0.00% 0.06 OK 014 at 0.00% 0.05 OK 015 at 0.00% 0.05 OK 016 at 0.00% 0.05 OK Eq. Hi-lb 017 at 0.00% 0.05 OK 018 at 0.00% 0.05 OK 019 at 0.00% 0.04 OK D2 at 100.00% 0.05 OK 020 at 0.00% 0.04 OK D21 at 0.00% 0.04 OK D22 at 0.00% 0.04 OK D23 at 100.00% 0.06 OK Sec. El D24 at 0.00% 0.03 OK D25 at 0.00% 0.05 OK D26 at 0.00% 0.05 OK D3 at 0.00% 0.03 OK D4 at 0.00% 0.02 OK D5 at 0.00% 0.03 OK D6 at 0.00% 0.02 OK D7 at 0.00% 0.05 OK D8 at 0.00% 0.05 OK D9 at 0.00% 0.05 OK 50 Dl at 100.00% 0.01 OK D1O at 0.00% 0.05 OK DI at 0.00% 0.08 OK Eq. Hi-lb Dl at 0.00% 0.06 OK 013 at 0.00% 0.06 OK D14 at 0.00% 0.04 OK 015 at 0.00% 0.07 OK D16 at 0.00% 0.07 OK Eq. Hi-lb D17 at 0.00% 0.06 OK D18 at 0.00% 0.05 OK 019 at 0.00% 0.06 OK 02 at 100.00% 0.05 OK 020 at 0.00% 0.06 OK 021 at 0.00% 0.05 OK 022 at 0.00% 0.04 OK 023 at 0.00% 0.08 OK 024 at 0.00% 0.05 OK 025 at 0.00% 0.06 OK 026 at 0.00% 0.04 OK 03 at 0.00% 0.04 OK 04 at 0.00% 0.03 OK 05 at 0.00% 0.03 OK 06 at 0.00% 0.02 OK 07 at 0.00% 0.08 OK Page2O I ( D8 at 0.00% 0.07 OK D9 at 0.00% 0.06 OK 51 Dl at 100.00% 0.01 OK D10 at 100.00% 0.04 OK Dl at 100.00% 0.09 OK D12 at 100.00% 0.06 OK 013 at 100.00% 0.07 OK 014 at 100.00% 0.03 OK D15at100.00% 0.08 OK 016 at 100.00% 0.07 OK Eq. Hi-lb 017 at 100.00% 0.05 OK D18 at 100.00% 0.04 OK 019 at 100.00% 0.07 OK D2 at 100.00% 0.05 OK 020 at 100.00% 0.06 OK 021 at 100.00% 0.05 OK 022 at 100.00% 0.04 OK D23 at 100.00% 0.09 OK Eq. Hi-lb 024 at 100.00% 0.04 OK D25 at 100.00% 0.07 OK 026 at 100.00% 0.04 OK 03 at 100.00% 0.04 OK 04 at 100.00% 0.03 OK 05 at 100.00% 0.03 OK 06 at 100.00% 0.02 OK 07 at 100.00% 0.08 OK 08 at 100.00% 0.07 OK 09 at 100.00% 0.06 OK 52 Dl at 100.00% 0.01 OK 010 at 100.00% 0.09 OK DI at 100.00% 0.15 OK Eq. Hi-lb 012at100.00% 0.12 OK D13ati00.00% 0.12 OK Dl at 100.00% 0.09 OK D15 at 100.00% 0.14 OK Dl6at100.00% 0.13 OK Eq. Hl-lb D17at100.00% 0.11 OK Dl8at100.00% 0.10 OK D19ati00.00% 0.11 OK D2 at 100.00% 0.06 OK 020 at 100.00% 0.10 OK D21 at 100.00% 0.08 OK 022 at 100.00% 0.07 OK 023 at 100.00% 0.14 OK 024 at 100.00% 0.08 OK 025 at 100.00% 0.11 OK 026 at 100.00% 0.07 OK 03 at 100.00% 0.07 OK D4 at 100.00% 0.06 OK 05 at 100.00% 0.06 OK 06 at 100.00% 0.04 OK D7 at 100.00% 0.14 OK 08 at 100.00% 0.13 OK 09 at 100.00% 0.11 OK 59 Dl at 0.00% 0.01 OK D10 at 0.00% 0.12 OK Dl at 0.00% 0.12 OK D12 at 0.00% 0.12 OK 013 at 0.00% 0.13 OK 014 at 0.00% 0.13 OK Eq. Hl-lb D15 at 0.00% 0.12 OK Page21 D16 at 0.00% 0.12 OK D17 at 0.00% 0.12 OK D18 at 0.00% 0.12 OK D19at0.00% 0.10 OK D2 at 0.00% 0.07 OK D20 at 0.00% 0.10 OK D21 at 0.00% 0.11 OK D22 at 0.00% 0.11 OK D23 at 0.00% 0.10 OK 024 at 0.00% 0.11 OK 025 at 0.00% 0.11 OK 026 at 0.00% 0.13 OK Eq. Hi-lb D3 at 0.00% 0.06 OK D4 at 0.00% 0.06 OK D5 at 0.00% 0.06 OK D6 at 0.00% 0.06 OK D7 at 0.00% 0.12 OK D8 at 0.00% 0.12 OK 09 at 0.00% 0.12 OK PIPE 6x0.432XS 2 Dl at 100.00% 0.10 OK D10ati00.00% 0.18 OK Dl at 100.00% 0.36 OK D12 at 100.00% 0.57 OK D13atl00.00% 0.19 OK D14 at 100.00% 0.25 OK D15 at 100.00% 0.34 OK D16 at 100.00% 0.42 OK D17 at 100.00% 0.17 OK D18at100.00% 0.18 OK D19 at 100.00% 0.30 OK D2 at 100.00% 0.45 OK 020 at 100.00% 0.38 OK D21 at 100.00% 0.16 OK D22 at 100.00% 0.16 OK 023 at 100.00% 0.34 OK 024 at 100.00% 0.65 OK Eq. Hl-lb D25 at 100.00% 0.26 OK D26 at 100.00% 0.36 OK D3 at 100.00% 0.17 OK D4 at 100.00% 0.26 OK 05 at 100.00% 0.09 OK D6 at 100.00% 0.11 OK D7 at 100.00% 0.34 OK D8 at 100.00% 0.44 OK D9 at 100.00% 0.18 OK 68 Di at 0.00% 0.02 OK DiD at 0.00% 0.09 OK Dl at 0.00% 0.17 OK D12 at 0.00% 0.15 OK Eq. Hi-lb D13at0.00% 0.11 OK D14 at 0.00% 0.10 OK Eq. H3-1 D15 at 0.00% 0.15 OK D16 at 0.00% 0.15 OK D17 at 0.00% 0.08 OK D18 at 0.00% 0.09 OK D19at0.00% 0.13 OK D2 at 0.00% 0.13 OK 020 at 0.00% 0.13 OK D21 at 0.00% 0.07 OK D22 at 0.00% 0.08 OK 023 at 0.00% 0.19 OK Sec. GI D24 at 0.00% 0.14 OK Page22 D25 at 0.00% 0.14 OK D26 at 0.00% 0.09 OK D3 at 0.00% 0.08 OK D4 at 0.00% 0.08 OK D5 at 0.00% 0.05 OK D6 at 0.00% 0.05 OK D7 at 0.00% 0.15 OK D8 at 0.00% 0.15 OK D9 at 0.00% 0.08 OK 71 Dl at 0.00% 0.07 OK DiO at 0.00% 0.18 OK DI at 0.00% 0.32 01< D12 at 0.00% 0.41 OK D13 at 0.00% 0.13 OK D14 at 0.00% 0.22 OK D15 at 0.00% 0.28 OK D16 at 0.00% 0.31 OK 017 at 0.00% 0.15 OK D18 at 0.00% 0.18 OK 019 at 0.00% 0.25 OK 02 at 0.00% 0.31 OK D20 at 0.00% 0.28 OK D21 at 0.00% 0.14 OK D22 at 0.00% 0.16 OK D23 at 0.00% 0.32 OK D24at0.00% 0.47 OK Eq. Hl-lb D25 at 0.00% 0.19 OK D26 at 0.00% 0.24 OK 03 at 0.00% 0.15 OK 04 at 0.00% 0.19 OK 05 at 0.00% 0.07 OK 06 at 0.00% 0.10 OK 07 at 0.00% 0.28 OK 08 at 0.00% 0.33 OK 09 at 0.00% 0.15 OK Middle Brace PIPE 2-1_2x0.203 20 01 at 0.00% 0.00 OK D10 at 100.00% 0.42 OK Dl at 0.00% 0.21 OK D12 at 0.00% 0.22 OK D13 at 100.00% 0.43 OK Eq. Hi-lb D14 at 100.00% 0.42 OK Dl at 0.00% 0.21 OK 016 at 0.00% 0.21 OK 017 at 100.00% 0.42 OK Dl at 100.00% 0.42 OK 019 at 0.00% 0.19 OK D2 at 100.00% 0.01 OK D20 at 0.00% 0.19 OK D21 at 100.00% 0.37 OK D22 at 100.00% 0.37 OK D23 at 0.00% 0.19 OK D24 at 0.00% 0.20 OK 025 at 100.00% 0.39 OK D26 at 100.00% 0.38 OK 03 at 0.00% 0.11 OK D4at0.00% 0.11 OK 05 at 100.00% 0.21 OK 06 at 100.00% 0.21 OK 07 at 0.00% 0.21 OK D8 at 0.00% 0.21 OK D9 at 100.00% 0.42 OK Page23 Top Brace 21 Dl at 0.00% 0.00 OK D1O at 100.00% 0.05 OK DI at 0.00% 0.46 OK D12 at 0.00% 0.47 OK Eq. Hi-lb Dl at 100.00% 0.05 OK D14 at 100.00% 0.05 OK Dl at 0.00% 0.46 OK D16 at 0.00% 0.46 OK D17 at 100.00% 0.05 OK D18 at 100.00% 0.05 OK D19 at 0.00% 0.40 OK D2 at 100.00% 0.02 OK 020 at 0.00% 0.40 OK 021 at 100.00% 0.04 OK 022 at 100.00% 0.04 OK 023 at 0.00% 0.42 OK 024 at 0.00% 0.42 OK D25 at 100.00% 0.05 OK D26 at 100.00% 0.04 OK D3 at 0.00% 0.23 OK D4 at 0.00% 0.23 OK 05 at 100.00% 0.03 OK 06 at 100.00% 0.03 OK 07 at 0.00% 0.46 OK 08 at 0.00% 0.46 OK 09 at 100.00% 0.05 OK 26 Di at 0.00% 0.00 OK 010 at 100.00% 0.39 OK Dl at 0.00% 0.26 OK 012 at 0.00% 0.29 OK D13 at 100.00% 0.38 OK Dl at 100.00% 0.40 OK Eq. Hi-lb D15 at 0.00% 0.27 OK D16 at 0.00% 0.27 OK 017 at 100.00% 0.38 OK 018 at 100.00% 0.39 OK 019 at 0.00% 0.24 OK D2 at 0.00% 0.03 OK 020 at 0.00% 0.24 OK 021 at 100.00% 0.34 OK 022 at 100.00% 0.34 OK D23 at 0.00% 0.23 OK 024 at 0.00% 0.27 OK 025 at 100.00% 0.34 OK 026 at 100.00% 0.37 OK 03 at 0.00% 0.13 OK 04 at 0.00% 0.14 OK 05 at 100.00% 0.19 OK 06 at 100.00% 0.20 OK 07 at 0.00% 0.27 OK 08 at 0.00% 0.28 OK D9 at 100.00% 0.38 OK 23 Dl at 0.00% 0.03 OK D10 at 0.00% 0.21 OK Dl at 0.00% 0.18 OK D12at100.00% 0.15 OK 013 at 100.00% 0.25 OK 014 at 0.00% 0.27 OK D15at0.00% 0.11 OK D16at100.00% 0.10 OK Dl7atloo.00% 0.19 OK 018 at 0.00% 0.20 OK Page24 D19 at 0.00% 0.10 OK D2 at 0.00% 0.23 OK D20 at 100.00% 0.09 OK D21 at 100.00% 0.18 OK D22 at 0.00% 0.19 OK D23 at 0.00% 0.24 OK D24 at 100.00% 0.19 OK D25 at 100.00% 0.28 OK D26 at 0.00% 0.33 OK Eq. Hi-lb D3 at 0.00% 0.07 OK D4 at 100.00% 0.06 OK D5 at 100.00% 0.11 OK D6 at 0.00% 0.12 OK D7 at 0.00% 0.12 OK D8 at 100.00% 0.11 OK D9 at 100.00% 0.20 OK 24 Dl at 0.00% 0.03 OK DI at 100.00% 0.03 OK Dl at 100.00% 0.26 OK D12 at 0.00% 0.30 OK D13at0.00% 0.11 OK D14at0.00% 0.08 OK 015 at 100.00% 0.21 OK 016 at 0.00% 0.22 OK 017 at 0.00% 0.04 OK 018 at 100.00% 0.03 OK 019 at 100.00% 0.20 OK D2 at 0.00% 0.24 OK 020 at 0.00% 0.21 OK D21 at 0.00% 0.03 OK 022 at 100.00% 0.03 OK 023 at 100.00% 0.30 OK 024 at 0.00% 0.35 OK Eq. Hi-lb 025 at 0.00% 0.17 OK 026 at 0.00% 0.15 OK 03 at 100.00% 0.12 OK 04 at 0.00% 0.13 OK 05 at 0.00% 0.04 OK 06 at 100.00% 0.03 OK 07 at 100.00% 0.22 OK 08 at 0.00% 0.23 OK 09 at 0.00% 0.04 OK 25 Di at 100.00% 0.03 OK 010 at 0.00% 0.18 OK Oil at 100.00% 0.20 OK D12at0.00% 0.18 OK 013 at 100.00% 0.26 OK 014 at 0.00% 0.23 OK Dl at 100.00% 0.13 OK D16 at 0.00% 0.13 OK D17atl00.00% 0.19 OK D18at0.00% 0.18 OK Dl9atl00.00% 0.12 OK 02 at 100.00% 0.22 OK 020 at 0.00% 0.12 OK D21 at 100.00% 0.17 OK 022 at 0.00% 0.17 OK 023 at 100.00% 0.25 OK 024 at 0.00% 0.22 OK 025 at 100.00% 0.31 OK Eq. HI-lb D26 at 0.00% 0.27 OK Eq. Hi-lb D3 at 100.00% 0.08 OK Page25 D4 at 0.00% 0.08 OK D5 at 100.00% 0.11 OK D6 at 0.00% 0.10 OK D7 at 100.00% 0.14 OK 08 at 0.00% 0.13 OK D9 at 100.00% 0.19 OK Page26 Current Date: 11/27/2018 11:44 AM Units system: English File name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH8OBase-Pinned_updatedLoads.etz\ Analysis result Translations Translations [ml Rotations FRadl Node TX TY TZ RX RY RZ Condition SIDL ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0.00000 0.00000 0.00000 0.00025 -0.00007 -0.00032 2 0.00288 -0.00971 -0.00460 0.00002 0.00031 -0.00005 3 0.00425 -0.01137 0.00111 -0.00014 0.00040 -0.00001 4 -0.01519 -0.04136 -0.01862 -0.00087 0.00040 0.00005 5 0.00000 0.00000 0.00000 0.00016 -0.00007 0.00036 6 0.00263 -0.00946 0.00473 0.00003 0.00031 0.00002 7 0.00453 -0.01118 0.00433 0.00010 0.00040 -0.00019 8 0.03520 -0.04679 -0.00142 0.00044 0.00040 -0.00092 9 0.00000 0.00000 0.00000 -0.00041 -0.00007 -0.00005 10 -0.00527 -0.00937 -0.00013 -0.00003 0.00031 0.00000 11 0.00160 -0.01112 0.00296 0.00011 0.00040 0.00011 12 -0.00501 -0.04175 0.03150 0.00054 0.00040 0.00071 13 0.00343 -0.00975 0.00471 -0.00001 0.00032 -0.00003 14 0.00272 -0.01002 -0.00465 0.00000 0.00032 0.00002 15 -0.00502 -0.00964 0.00065 0.00004 0.00032 -0.00001 16 -0.00287 -0.01036 0.00118 0.00001 0.00032 -0.00001 17 0.00339 -0.01048 0.00412 0.00001 0.00032 -0.00001 18 0.00280 -0.01076 -0.00277 0.00001 0.00032 -0.00001 19 0.00024 -0.01090 0.00210 -0.00001 0.00032 -0.00004 20 0.00360 -0.01100 0.00371 0.00001 0.00032 0.00001 21 0.00332 -0.01128 0.00000 0.00004 0.00032 -0.00003 44 0.00389 -0.01129 0.00152 0.00001 0.00036 -0.00004 45 0.00301 -0.01104 0.00356 0.00003 0.00036 -0.00002 46 0.00167 -0.01097 0.00189 0.00001 0.00036 -0.00001 47 0.00279 -0.01115 -0.00144 0.00002 0.00032 -0.00001 48 0.00278 -0.01097 -0.00221 0.00001 0.00032 0.00000 49 -0.00119 -0.01075 0.00205 0.00001 0.00032 -0.00002 50 -0.00214 -0.01057 0.00160 0.00002 0.00032 -0.00001 51 0.00356 -0.01063 0.00401 0.00001 0.00032 -0.00002 52 0.00380 -0.01078 0.00386 0.00001 0.00032 -0.00001 53 0.00387 -0.01090 0.00375 0.00001 0.00032 0.00000 54 0.00257 -0.01061 -0.00331 0.00001 0.00032 -0.00002 55 0.00234 -0.01044 -0.00386 0.00001 0.00032 -0.00001 56 0.00234 -0.01024 -0.00433 0.00000 0.00032 0.00000 57 -0.00337 -0.01021 0.00121 0.00000 0.00032 -0.00001 58 -0.00388 -0.01005 0.00132 0.00000 0.00032 -0.00001 59 -0.00441 -0.00986 0.00121 0.00001 0.00032 -0.00001 60 0.00378 -0.00997 0.00428 0.00000 0.00032 -0.00001 61 0.00374 -0.01016 0.00412 0.00001 0.00032 0.00000 62 0.00352 -0.01032 0.00411 0.00001 0.00032 0.00000 63 0.00310 -0.00987 -0.00451 0.00000 0.00032 0.00001 64 -0.00518 -0.00951 -0.00003 0.00003 0.00032 -0.00001 65 0.00279 -0.00961 0.00491 -0.00001 0.00032 -0.00003 66 -0.00454 -0.00921 -0.00049 -0.00004 0.00031 0.00000 67 -0.00369 -0.00905 0.00112 -0.00003 0.00019 0.00014 68 0.00280 -0.00948 -0.00376 0.00003 0.00031 -0.00006 69 0.00084 -0.00933 -0.00385 -0.00011 0.00019 -0.00011 70 0.00285 -0.00912 0.00259 0.00015 0.00020 -0.00005 71 0.00191 -0.00926 0.00424 0.00004 0.00031 0.00003 Pagel Condition S2=DL+LL 1 0.00000 0.00000 0.00000 0.00110 -0.00028 -0.00139 2 0.01280 -0.04298 -0.02017 0.00011 0.00138 -0.00025 3 0.02864 -0.05113 0.01202 -0.00089 0.00195 -0.00011 4 -0.06809 -0.24688 -0.11953 -0.00575 0.00195 0.00035 5 0.00000 0.00000 0.00000 0.00070 -0.00034 0.00156 6 0.01167 -0.04123 0.02075 0.00018 0.00137 0.00009 7 0.03002 -0.04980 0.02790 0.00067 0.00195 -0.00123 8 0.21967 -0.28533 0.01856 0.00291 0.00196 -0.00612 9 0.00000 0.00000 0.00000 -0.00183 -0.00030 -0.00021 10 -0.02285 -0.04053 -0.00050 -0.00013 0.00137 -0.00003 11 0.01557 -0.04938 0.02113 0.00075 0.00195 0.00066 12 -0.04464 -0.24965 0.18382 0.00357 0.00195 0.00465 13 0.01612 -0.04256 0.02141 -0.00003 0.00142 -0.00016 14 0.01304 -0.04448 -0.01976 0.00001 0.00142 0.00006 15 -0.02106 -0.04179 0.00356 0.00017 0.00141 -0.00007 16 -0.00983 -0.04524 0.00773 0.00006 0.00144 -0.00005 17 0.01820 -0.04607 0.02087 0.00006 0.00145 -0.00008 18 0.01556 -0.04808 -0.00998 0.00005 0.00144 -0.00007 19 0.00830 -0.04802 0.01482 -0.00003 0.00141 -0.00026 20 0.02204 -0.04874 0.02147 0.00008 0.00142 0.00007 21 0.02096 -0.05074 0.00623 0.00030 0.00141 -0.00022 44 0.02551 -0.05069 0.01534 0.00010 0.00170 -0.00025 45 0.01912 -0.04897 0.02170 0.00023 0.00171 -0.00017 46 0.01672 -0.04842 0.01383 0.00010 0.00170 -0.00010 47 0.01678 -0.05007 -0.00257 0.00013 0.00142 -0.00009 48 0.01596 -0.04913 -0.00701 0.00004 0.00143 -0.00003 49 -0.00040 -0.04722 0.01405 0.00007 0.00142 -0.00014 50 -0.00590 -0.04626 0.01085 0.00011 0.00143 -0.00007 51 0.01998 -0.04685 0.02090 0.00004 0.00144 -0.00012 52 0.02208 -0.04759 0.02076 0.00005 0.00143 -0.00010 53 0.02315 -0.04823 0.02089 0.00006 0.00142 -0.00004 54 0.01405 -0.04730 -0.01270 0.00006 0.00144 -0.00009 55 0.01252 -0.04646 -0.01547 0.00005 0.00143 -0.00007 56 0.01197 -0.04553 -0.01792 0.00003 0.00143 -0.00002 57 -0.01253 -0.04447 0.00717 0.00001 0.00143 -0.00005 58 -0.01518 -0.04368 0.00718 0.00002 0.00143 -0.00005 59 -0.01796 -0.04280 0.00637 0.00007 0.00142 -0.00006 60 0.01818 -0.04360 0.02009 0.00002 0.00142 -0.00008 61 0.01845 -0.04449 0.01988 0.00005 0.00143 -0.00003 62 0.01802 -0.04530 0.02035 0.00007 0.00144 -0.00002 63 0.01424 -0.04376 -0.01951 0.00002 0.00140 0.00002 64 -0.02210 -0.04119 0.00027 0.00014 0.00139 -0.00007 65 0.01283 -0.04193 0.02195 0.00000 0.00139 -0.00014 66 -0.01964 -0.03990 -0.00212 -0.00016 0.00137 -0.00004 67 -0.01614 -0.03920 0.00475 -0.00009 0.00084 0.00059 68 0.01241 -0.04186 -0.01652 0.00013 0.00138 -0.00028 69 0.00362 -0.04114 -0.01698 -0.00048 0.00085 -0.00049 70 0.01237 -0.03969 0.01119 0.00067 0.00086 -0.00025 71 0.00851 -0.04028 0.01855 0.00018 0.00137 0.00012 Condition S3DL+0.75LL ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0.00000 0.00000 0.00000 0.00089 -0.00023 -0.00112 2 0.01031 -0.03463 -0.01626 0.00009 0.00111 -0.00020 3 0.02235 -0.04116 0.00919 -0.00070 0.00155 -0.00008 4 -0.05466 -0.19541 -0.09440 -0.00453 0.00155 0.00027 5 0.00000 0.00000 0.00000 0.00056 -0.00027 0.00126 6 0.00940 -0.03327 0.01673 0.00014 0.00111 0.00007 Page2 7 0.02344 -0.04012 0.02183 0.00052 0.00155 -0.00097 8 0.17306 -0.22550 0.01373 0.00229 0.00156 -0.00481 9 0.00000 0.00000 0.00000 -0.00147 -0.00024 -0.00017 10 -0.01844 -0.03272 -0.00041 -0.00010 0.00110 -0.00003 11 0.01193 -0.03980 0.01644 0.00059 0.00155 0.00052 12 -0.03510 -0.19757 0.14518 0.00281 0.00155 0.00366 13 0.01291 -0.03434 0.01720 -0.00003 0.00114 -0.00013 14 0.01042 -0.03583 -0.01597 0.00000 0.00114 0.00005 15 -0.01704 -0.03373 0.00282 0.00014 0.00114 -0.00006 16 -0.00811 -0.03650 0.00603 0.00005 0.00116 -0.00004 17 0.01439 -0.03715 0.01658 0.00005 0.00116 -0.00006 18 0.01227 -0.03872 -0.00818 0.00004 0.00116 -0.00005 19 0.00619 -0.03872 0.01152 -0.00002 0.00113 -0.00021 20 0.01725 -0.03928 0.01687 0.00006 0.00113 0.00005 21 0.01638 -0.04085 0.00461 0.00023 0.00113 -0.00017 44 0.01992 -0.04081 0.01180 0.00007 0.00136 -0.00020 45 0.01491 -0.03947 0.01700 0.00018 0.00137 -0.00013 46 0.01284 -0.03904 0.01072 0.00008 0.00136 -0.00008 47 0.01314 -0.04031 -0.00233 0.00010 0.00114 -0.00007 48 0.01254 -0.03956 -0.00583 0.00003 0.00115 -0.00002 49 -0.00066 -0.03808 0.01095 0.00006 0.00114 -0.00011 50 -0.00500 -0.03732 0.00846 0.00009 0.00115 -0.00006 51 0.01575 -0.03777 0.01656 0.00003 0.00115 -0.00009 52 0.01736 -0.03836 0.01640 0.00003 0.00115 -0.00008 53 0.01816 -0.03888 0.01645 0.00005 0.00114 -0.00003 54 0.01109 -0.03809 -0.01036 0.00004 0.00115 -0.00007 55 0.00991 -0.03742 -0.01257 0.00004 0.00115 -0.00005 56 0.00951 -0.03668 -0.01451 0.00002 0.00115 -0.00001 57 -0.01025 -0.03589 0.00563 0.00001 0.00115 -0.00004 58 -0.01236 -0.03526 0.00567 0.00001 0.00115 -0.00004 59 -0.01458 -0.03455 0.00505 0.00006 0.00114 -0.00004 60 0.01452 -0.03517 0.01609 0.00001 0.00115 -0.00006 61 0.01470 -0.03589 0.01587 0.00004 0.00115 -0.00002 62 0.01431 -0.03654 0.01620 0.00005 0.00116 -0.00002 63 0.01143 -0.03526 -0.01575 0.00001 0.00113 0.00001 64 -0.01786 -0.03325 0.00018 0.00011 0.00112 -0.00005 65 0.01030 -0.03383 0.01766 0.00000 0.00112 -0.00011 66 -0.01585 -0.03221 -0.00171 -0.00013 0.00110 -0.00003 67 -0.01302 -0.03165 0.00384 -0.00008 0.00067 0.00048 68 0.01000 -0.03373 -0.01332 0.00010 0.00111 -0.00022 69 0.00292 -0.03316 -0.01368 -0.00039 0.00069 -0.00039 70 0.00999 -0.03203 0.00904 0.00054 0.00070 -0.00020 71 0.00685 -0.03251 0.01496 0.00015 0.00110 0.00010 Condition S4DL+0.6Wxp 1 0.00000 0.00000 0.00000 0.00016 0.00003 0.00069 2 0.01279 -0.03423 -0.01127 -0.00004 0.00039 -0.00207 3 0.72064 -0.01736 0.01079 -0.00007 0.00040 -0.00150 4 0.75078 -0.03775 -0.00658 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S9DL+0.7EQxn Si 0=DL+0.7EQzp Si 1DL+0.7EQzn S12DL+0.525EQxp Si 30L+0.525EQxn S14DL+0.525EQzp Si 50L+0.525EQzn 5160.6DL+0.6Wxp S170.6DL+0.6Wxn Si 80.6DL+0.6Wzp S190.6DL+0.6Wzn S200.6DL+0.7EQxp S21 0.6DL+0.7EQxn 5220.6DL+0.7EQzp 523=0.6DL+0.7EQzn Translation Rotation Node X Ic Y Ic Z Ic Rx Ic Ry Ic Rz Ic [in] [in] [in] [Rad] [Rad] [Rad] Max 0.000 Si 0.000 Si ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.000 Si 0.00180 S10 0.00091 S22 0.00085 S20 Min 0.000 Si 0.000 Si 0.000 Si -0.00139 S23 -0.00102 Sli -0.00139 S2 2 Max 0.013 S8 0.020 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.006 S22 0.00211 S10 0.00138 S2 0.00206 S21 Mm -0.009 S21 -0.043 S2 -0.020 S2 -0.00207 S23 0.00011 S21 -0.00215 S8 3 Max 0.747 S8 -0.001 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.744 S10 0.00147 S22 0.00195 S2 0.00153 S9 Mm -0.739 S9 -0.051 S2 -0.742 Sil -0.00170 Sli 0.00024 S21 -0.00155 S8 4 Max 0.782 S20 0.044 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.780 S22 0.00103 S22 0.00195 S2 0.00159 S9 Mm -0.809 S9 -0.247 S2 -0.814 Sli -0.00575 S2 0.00024 S21 -0.00150 S20 5 Max 0.000 Si 0.000 Si ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.000 51 0.00096 S8 0.00083 S21 0.00166 Sli Min 0.000 51 0.000 Si 0.000 51 -0.00070 S21 -0.00095 S8 -0.00107 S22 6 Max 0.012 S2 0.016 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.021 S2 0.00216 S10 0.00137 S2 0.00209 S9 Mm -0.007 S21 -0.041 S2 -0.008 S23 -0.00210 S23 0.00013 S23 -0.00204 S20 7 Max 0.747 S8 -0.002 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.747 S10 0.00165 S10 0.00195 S2 0.00142 S21 Mm -0.738 S9 -0.050 S2 -0.739 Sii -0.00149 S23 0.00024 S23 -0.00173 S8 8 Max 0.829 S8 0.033 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.793 S10 0.00291 S2 0.00196 S2 0.00099 521 Mm -0.770 S21 -0.285 S2 -0.796 Sli -0.00129 S23 0.00024 S21 -0.00612 S2 Page21 9 Max 0.000 Si 0.000 Si 0.000 Si 0.00120 S21 0.00074 S20 0.00092 S22 Min 0.000 Si 0.000 51 . 0.000 Si -0.00187 S8 -0.00085 S9 -0.00100 Sil 10 Max 0.008 S20 0.021 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.009 S22 0.00204 S22 0.00137 S2 0.00212 S9 Mm -0.023 S2 -0.041 S2 -0.009 Sil -0.00211 511 0.00011 S22 -0.00212 S8 11 Max 0.744 S8 0.000 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.746 S10 0.00165 S1O 0.00195 S2 0.00167 S9 Mm -0.741 S9 -0.049 S2 -0.740 SII -0.00146 S23 0.00024 S20 -0.00149 S20 12 Max 0.790 S8 0.032 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.825 S10 0.00357 S2 0.00195 S2 0.00465 S2 Mm -0.800 S9 -0.250 S2 -0.772 S23 -0.00120 S23 0.00024 S20 -0.00113 S20 13 Max 0.099 S8 0.018 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.101 S10 0.00274 SiO 0.00142 S2 0.00280 S21 Mm -0.093 S21 -0.043 S2 -0.093 S23 -0.00276 Sil 0.00015 S16 -0.00286 S8 14 Max 0.099 S8 0.021 521 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.093 S22 0.00282 S10 0.00142 S2 0.00278 S9 Mm -0.094 S21 -0.044 S2 -0.101 Sil -0.00282 Sil 0.00016 S21 -0.00274 S8 15 Max 0.093 S20 0.024 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.097 S10 0.00284 SiO 0.00141 S2 0.00277 S9 Mm -0.101 S9 -0.042 S2 -0.095 Sil -0.00277 S23 0.00015 S22 -0.00279 S8 16 Max 0.411 S8 0.014 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.415 S10 0.00275 S10 0.00144 S2 0.00293 S9 Mm -0.417 S9 -0.045 S2 -0.413 Sli -0.00274 Sil 0.00017 S21 -0.00294 S8 17 Max 0.417 S8 0.010 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.418 S10 0.00289 S10 0.00145 S2 0.00279 S9 Mm -0.411 S9 -0.046 S2 -0.410 S23 -0.00287 SI1 0.00017 S16 -0.00281 S8 18 Max 0.417 S8 0.012 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.411 S10 0.00290 S1O 0.00144 S2 0.00278 S9 Mm -0.411 S9 -0.048 S2 -0.417 Sil -0.00288 Sil 0.00016 S19 -0.00280 S8 19 Max 0.669 S8 0.005 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.671 S10 0.00187 S10 0.00141 S2 0.00187 S21 Mm -0.669 S9 -0.048 S2 -0.667 Sil -0.00189 Sil 0.00019 S17 -0.00194 S8 20 Max 0.673 S8 0.003 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.673 S10 0.00190 S1O 0.00142 S2 0.00190 S9 Mm -0.666 S9 -0.049 S2 -0.666 Sli -0.00188 Sil 0.00019 S16 -0.00187 S8 21 Max 0.672 S8 0.004 S21 0.669 S1O 0.00194 S1O 0.00141 S2 0.00186 S21 Mm -0.666 S9 -0.051 S2 -0.669 S1I -0.00186 S23 0.00019 S19 -0.00191 S8 44 Max 0.712 S8 0.002 S21 0.709 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- SIO 0.00171 S1O 0.00170 S2 0.00167 S21 Mm -0.704 S9 -0.051 S2 -0.707 Sil -0.00168 SI1 0.00021 S21 -0.00173 S8 45 Max 0.711 S8 0.001 S20 0.711 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S10 0.00173 S10 0.00171 S2 0.00168 S21 Mm -0.705 S9 -0.049 S2 -0.704 Sil -0.00167 S23 0.00021 S23 -0.00172 S8 46 Max 0.709 S8 0.002 S22 0.710 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S10 0.00171 S10 0.00170 S2 0.00168 S9 Mm -0.706 S9 -0.048 S2 -0.706 Sil -0.00169 Sil 0.00021 S20 -0.00171 S8 47 Max 0.598 S8 0.007 S21 0.595 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S1O 0.00239 S10 0.00142 S2 0.00239 S9 Mm -0.593 S9 -0.050 S2 -0.598 Sil -0.00235 Sil 0.00017 S23 -0.00241 S8 48 Max 0.511 S8 0.009 521 0.507 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- SIO 0.00271 S10 0.00143 S2 0.00270 S9 Mm -0.505 S9 -0.049 S2 -0.512 Sil -0.00270 Sli 0.00017 S19 -0.00271 S8 49 Max 0.595 S8 0.008 S22 0.597 S10 0.00242 S10 0.00142 S2 0.00234 S9 Mm -0.598 S9 -0.047 S2 -0.593 Sli -0.00240 Sli 0.00018 S21 -0.00238 S8 50 Max 0.508 S8 0.011 S22 0.509 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S10 0.00272 S1O 0.00143 S2 0.00269 S9 Mm -0.512 S9 -0.046 S2 -0.506 Sli -0.00269 Sli 0.00017 S17 -0.00271 S8 Page22 51 Max 0.489 S8 0.008 S20 0.490 SIO 0.00277 SIO 0.00144 S2 0.00273 S9 Mm -0.482 S9 -0.047 S2 -0.482 Sli -0.00276 S11 0.00017 S16 -0.00276 S8 52 Max 0.557 S8 0.006 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.558 S10 0.00256 S10 0.00143 S2 0.00256 S9 Mm -0.550 S9 -0.048 S2 -0.551 Sli -0.00255 SI1 0.00017 S16 -0.00259 S8 53 Max 0.619 S8 0.004 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.620 S10 0.00227 S10 0.00142 S2 0.00229 S9 Mm -0.612 S9 -0.048 S2 -0.612 Sli -0.00226 Sil 0.00018 S16 -0.00229 S8 54 Max 0.340 S8 0.014 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.333 S22 0.00317 SIO 0.00144 S2 0.00315 S9 Mm -0.335 S9 -0.047 S2 -0.340 511 -0.00316 Sli 0.00015 S23 -0.00318 S8 55 Max 0.257 S8 0.017 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.251 S22 0.00325 SIO 0.00143 S2 0.00327 S9 Mm -0.252 S9 -0.046 S2 -0.258 Sli -0.00324 Sli 0.00015 S19 -0.00329 S8 56 Max 0.174 S8 0.019 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.169 S22 0.00313 S10 0.00143 S2 0.00315 S9 Mm -0.170 S21 -0.046 S2 -0.177 SII -0.00313 S1I 0.00015 S19 -0.00314 S8 57 Max 0.332 S20 0.016 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.340 S10 0.00314 S10 0.00143 S2 0.00318 S9 Mm -0.339 S9 -0.044 S2 -0.337 Sli -0.00314 Sil 0.00016 S21 -0.00319 S8 58 Max 0.250 S20 0.019 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.257 S1O 0.00328 S10 0.00143 S2 0.00324 S9 Mm -0.257 S9 -0.044 S2 -0.254 Sli -0.00328 Sli 0.00016 S17 -0.00325 S8 59 Max 0.168 S20 0.021 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.174 S10 0.00318 S1O 0.00142 S2 0.00310 S9 Mm -0.176 S9 -0.043 S2 -0.172 S11 -0.00316 SI1 0.00015 S22 -0.00312 S8 60 Max 0.177 S8 0.016 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.176 SIO 0.00312 S10 0.00142 S2 0.00315 S9 Mm -0.170 S21 -0.044 S2 -0.168 S23 -0.00312 Sli 0.00015 S16 -0.00317 S8 61 Max 0.259 S8 0.014 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.257 S10 0.00327 S10 0.00143 S2 0.00326 S9 Mm -0.252 S21 -0.044 S2 -0.250 S23 -0.00325 SI1 0.00015 S16 -0.00326 S8 62 Max 0.341 S8 0.011 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.340 S10 0.00319 S10 0.00144 S2 0.00314 S9 Mm -0.334 S21 -0.045 S2 -0.333 S23 -0.00317 Sli 0.00016 S20 -0.00314 S8 63 Max 0.053 S8 0.020 S21 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.047 S22 0.00257 S10 0.00140 S2 0.00255 S9 Mm -0.048 S21 -0.044 S2 -0.054 Sil -0.00257 Sil 0.00013 S21 -0.00253 S8 64 Max 0.047 S20 0.022 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.049 SIO 0.00262 S10 0.00139 S2 0.00251 S9 Mm -0.056 S9 -0.041 S2 -0.049 S11 -0.00257 S23 0.00013 S22 -0.00253 S8 65 Max 0.052 S8 0.017 S20 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.056 S1O 0.00250 510 0.00139 S2 0.00258 S21 Mm -0.047 S21 -0.042 S2 -0.048 S23 -0.00251 Sil 0.00014 S20 -0.00263 S8 66 Max 0.006 S20 0.016 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.006 S22 0.00193 S22 0.00137 S2 0.00205 S9 Mm -0.020 S2 - -0.040 S2 -0.007 511 -0.00201 SI1 0.00011 S22 -0.00206 S8 67 Max 0.004 S21 0.016 S22 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.007 SI1 0.00105 S22 0.00084 S2 0.00168 S9 Min -0.016 S2 -0.039 S2 -0.006 S22 -0.00109 S11 -0.00024 S20 -0.00145 S20 68 Max 0.012 S2 0.014 S21 0.005 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S22 0.00203 S10 0.00138 S2 0.00197 S21 Mm -0.006 S21 -0.042 S2 -0.017 S2 -0.00198 S23 0.00011 S21 -0.00207 S8 69 Max 0.007 S9 0.013 S21 0.004 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S23 0.00100 S22 0.00085 S2 0.00146 S21 Mm -0.006 S20 -0.041 S2 -0.017 S2 -0.00119 Sil -0.00018 S21 -0.00164 S8 70 Max 0.012 S2 0.013 S20 0.011 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S2 0.00191 S1O 0.00086 S2 0.00080 S21 Mm -0.004 S20 -0.040 S2 -0.005 S22 -0.00167 S23 -0.00026 S23 -0.00089 S8 Page23 71 Max 0.009 S2 0.013 S20 0.019 S2 0.00209 SIO 0.00137 S2 0.00199 S9 Mm -0.005 S21 -0.040 S2 -0.006 S23 -0.00203 S23 0.00012 S23 -0.00193 S20 Page24 $ALA SECTION 3.0 BASEPLATE AND FOUNDATION DESIGN BALA CONSULTING ENGINEERS, INC. 610 649 8000 443 SOUTH GULPH ROAD 610 649 8475 FAX KING OF PRUSSIA. PA 19406 WWW BALA COM Current Date: 11/27/2018 11:33 AM Units system: English File name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS-SCH8OBase- Pinned_u pdated Loads.etz\ Analysis result Reactions Direction of positive forces and moments Forces [Kip] Moments [Kip*ftl Node FX FY FZ MX MY MZ Condition D1=1.4DL Baseplate/Anchor Design 1 3.975 2.105 -0.554 5 -1.505 2.114 3.726 9 -2.471 2.156 -3.173 Condition 02=1.2DL+1.6LL i 18.643 9.594 -2.590 5 -7.036 9.668 17.5001 io.oioL_io Condition D3=1.2DL+0.5Wxp 1 1.853 -1.061 -0.428 5 -1.118 2.899 4.146 9 -2.028 3.627 -3.718 Condition 04=1.2DL4-0.5Wxn 1 4.964 4.670 -0.521 5 -1.462 0.725 2.244 9 -2.209 0.069 -1.723 Condition D5=1.2DL+0.5Wzp 1 3.455 2.204 0.221 5 -0.338 -0.870 2.163 9 -3.118 4.130 -3.677 Condition D6=1.2DL+0.5Wzn 1 3.362 1.405 -1.170 5 -2.243 4.494 4.226 0 0 0 0 0 0 0 0 0 0 0 0 1a 0 0 0 5a 0 0 0 9a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 lb 9 -1.119 -0.434 -1.763 0 0 Condition D7=1.2DL+Wxp 1 0.301 -3.927 -0.381 0 0 5 -0.948 3.985 5.101 0 0 9 -1.939 5.406 -4.720 0 0 Condition D8=1.2DL+Wxn 1 6.523 7.536 -0.568 0 0 5 -1.635 -0.361 1.297 0 0 9 -2.302 -1.710 -0.729 0 0 Condition 09=1.2DL+Wzp 1 3.507 2.604' 0.916 0 0 5 0.613 -3.552 1.135 0 0 9 -4.120 6.412 -4.637 0 0 Condition D10=1.2DL+Wzn 1 3.320 1.005 -1.866 0 0 5 -3.198 7.175 5.261 0 0 9 -0.122 -2.716 -0.809 0 0 Condition D11=1.2DL+0.5LL+Wxp 1 5.029 -1.586 -1.040 0 0 5 -2.729 6.478 9.586 0 0 9 -4.886 8.013 -8.546 0 0 Condition D12=1.2DL+0.5LL+Wxn 1 11.303 10.068 -1.227 0 0 5 -3.442 2.058 5.738 0 0 9 -5.274 0.779 -4.510 0 0 Condition D13=1.2DL+0.5LL+Wzp 1 8.262 5.053 0.282 0 0 5 -1.160 -1.185 5.584 0 0 9 -7.102 9.036 -8.453 0 0 Condition D14=1.2DL+0.5LL+Wzn 1 8.073 3.429 -2.551 0 0 5 -5.015 9.720 9.737 0 0 9 -3.059 -0.245 -4.599 0 0 Condition D15=0.9DL+Wxp 1 -0.548k -4.3641 -0.262 0 0 5 -0.628 3.527 4.298 0 0 9 -1.411 4.935 -4.036 0 0 Condition D16=0.9DL+Wxn 1 5.667 7.071 -0.449 0 0 0 5 -1.310 -0.809 0.502 0 0 0 9 -1.770 -2.164 -0.053 0 0 0 Condition D17=0.9DL+Wzp 1 2.655 2.151 1.030 0 0 0 5 0.932 -3.991 0.338 0 0 0 9 -3.586 5.938 -3.955 0 0 0 Condition 018=0.9DL+Wzn 1 2.467 0.556 -1.743 0 0 0 5 -2.872 6.709 4.461 0 0 0 9 0.405 -3.167 -0.131 0 0 0 Condition D19=0.9DL+EQxp 1 -0.257 -3.749 -0.273 0 0 0 5 -0.677 3.294 4.111 0 0 0 9 -1.442 4.554 -3.838 0 0 0 Condition D20=0.9DL+EQxn 1 5.375 6.456 -0.439 0 0 0 5 -1.260 -0.576 0.687 0 0 0 9 -1.738 -1.782 -0.249 0 0 0 Condition D21=0.9DL+EQzp 1 2.643 2.065 0.879 0 0 0 5 0.745 -3.416 0.527 0 0 0 9 -3.388 5.449 -3.781 0 0 0 Condition 022=0.9DL+EQzn 1 2.476 0.642 -1.591 0 0 0 5 -2.684 6.134 4.270 0 0 0 9 0.208 -2.677 -0.303 0 0 0 Condition 023=1.2DL+LL+EQxp 1 10.060 1.387 -1.711 0 0 0 5 -4.564 8.729 13.885 0 0 0 9 -7.872 10.228 -12.175 0 0 0 Condition D24=1.2DL+LL+EQxn 1 15.792 11.964 -1.878 0 0 0 5 -5.199 4.717 10.375 0 0 0 9 -8.217 3.664 -8.497 0 0 0 Condition D25=1.2DL+LL+EQzp 1 13.011 7.412 -0.510 0 0 0 lc 5 -3.124 1.775 10.232 0 0 9 -9.887 11.157 -12.099 0 0 Condition 026=1.2DL+LL+EQzn 1 12.843 5.939 5 -6.640 11.671 9 -6.202 2.735 MAX 18.643 11.964 MIN -11.607 -4.364 -3.081 0 0 0 14.027 0 0 0 -8.571 0 0 0 17.500 0 0 0 -14.910 0 0 0 Current Date: 11/27/2018 11:38 AM Units system: English File name: K:\1618873 - Luckey Swizzle Carlsbad CA Climber\DESIGN WORK\STR DESIGN\Swizzle-RPS SCH80Base-Pinned_updatedLoads.etz\ Analysis result Reactions Direction of positive forces and moments Forces [Kip] Moments [Kip*ft] Node FX FY FZ MX MY MZ Condition S1=DL 1 2.83894 1.50379 -0.3953 0 0 0 5 -1.07453 1.50989 2.66101 0 0 0 9 -1.76441 1.53984 -2.26571 0 0 0 Condition S2=DL+LL 1 12.35197 6.37508 -1.71504 0 0 0 5 -4.66443 6.42097 11.591624 0 0 0 9 -7.68754 6.63747 -9.87659 0 0 0 Condition 53=DL+0.75LL 1 9.97119 5.15798 -1.38449 0 0 0 5 -3.76646 5.19343 9.35614 0 0 0 9 -6.20473 5.36212 -7.97165 0 0 0 Condition 54=DL+0.6Wxp 1 0.97545 -1.92953 -0.33924 0 0 0 5 -0.86999 2.81175 3.80258 0 0 0 9 -1.65744 3.6713 -3.46333 0 0 0 Condition 55=DL+0.6Wxn 1 4.70593 4.93706 -0.45135 0 0 0 5 -1.28036 0.20807 1.52328 0 0 0 9 -1.87359 -0.5916 -1.07193 0 0 0 Condition S6=DL+0.6Wzp 1 2.89735 1.98278 0.43738 0 0 0 5 0.06615 -1.70288 1.42544 0 0 0 Condition S7=DL+0.6Wzn 1 2.78494 1.02484 -1.2285 0 0 0 5 -2.21742 4.72262 3.89988 0 0 0 9 -0.56752 -1.19394 -1.11939 0 0 0 Condition S8=DL+0.7EQxp 1 0.86905 -2.07081 -0.33715 0 0 0 5 -0.87053 2.86531 3.86184 0 0 0 9 -1.66172 3.75903 -3.52469 0 0 0 Condition 59=DL+0.7EQxn 1 4.81264 5.07834 -0.45344 0 0 0 5 -1.27994 0.15451 1.46431 0 0 0 9 -1.86949 -0.67933 -1.01087 0 0 0 Condition S10=DL+0.7EQzp 1 2.89965 2.00251 0.46984 0 0 0 5 0.12525 -1.83509 1.35205 0 0 0 9 -3.0249 4.3861 -3.48509 0 0 0 Condition S11=DL+0.7EQzn 1 2.78299 1.00511 -1.261 0 0 0 5 -2.2767 4.85484 3.97355 0 0 0 9 -0.50629 -1.30643 -1.04935 0 0 0 Condition 512=DL+0.525EQxp 1 1.36117 -1.17716 -0.35168 0 0 0 5 -0.9214 2.52645 3.56125 0 0 0 9 -1.68717 3.20423 -3.20956 0 0 0 Condition S13=DL+0.525EQxn 1 4.31885 4.18471 -0.4389 0 0 0 5 -1.22846 0.49335 1.76309 0 0 0 9 -1.843 -0.12454 -1.32419 0 0 0 Condition 514=DL+0.525EQzp 1 2.88402 1.87783 0.25361 0 0 0 5 -0.17447 -0.99884 1.67895 0 0 0 9 -2.70955 3.67454 -3.17996 0 0 0 Condition S15=DL+0.525EQzn 1 2.79653 1.12978 -1.04452 0 0 0 5 -1.97594 4.0186 3.64508 0 0 0 9 -0.8206 -0.59486 -1.35316 0 0 0 Condition S16=0.6DL+0.6Wxp 1 -0.15735 -2.51977 -0.18108 0 0 0 5 -0.44165 2.20344 2.73515 0 0 0 9 -0.95298 3.04845 -2.55407 0 0 0 Condition 517=0.6DL+0.6Wxn 1 3.56693 4.32434 -0.29315 0 0 0 5 -0.8489 -0.39151 0.46123 0 0 0 9 -1.16606 -1.20072 -0.16808 0 0 0 Condition S18=0.60L+0.6Wzp 1 1.76143 1.37986 0.59246 0 0 0 5 0.49337 -2.29638 0.36225 0 0 0 9 -2.2548 3.64863 -2.5067 0 0 0 Condition 519=0.6DL+0.6Wzn 1 1.64906 0.4248 -1.06721 0 0 0 5 -1.78483 4.10823 2.83359 0 0 0 9 0.13577 -1.80092 -0.2144 0 0 0 Condition 520=0.6DL+0.7EQxp - 1 -0.26364 -2.66066i -0.17898 0 0 0 5 -0.44224 2.25685 2.79432 0 0 0 9 -0.95732 3.13593 -2.61534 0 0 0 Condition S21=0.6DL+0.7EQxn 1 3.67353 4.46522 -0.29524 0 0 0 5 0.84842 -0.44491 0.40235 0 0 0 9 -1.16191 -1.2882 -0.10711 0 0 0 Condition S22=0.6DL+0.7EQzp 1 1.76372 1.39953 0.62481 0 0 0 5 0.55238 -2.42822 0.28892 0 0 0 9 -2.3161 3.7608 -2.57694 0 0 0 Condition S23=0.6DL+0.7EQzn 1 1.64711 0.40513 -1.0996 0 0 0 5 -1.84401 4.24007 2.90721 0 0 0 9 0.1969 -1.91309 -0.1444 0 0 0 MAX 12.35197 6.63747 11.59162 0 0 0 MIN -7.68754 -2.66066 -9.87659 0 0 0 .• ... .: ::.- :•... . 4 . - . . - [. - I - - - Racflcn 4o ,:j( LL) 4, .1qi kp (&nIk.e..) L biick 14* urtden..'b $uppørt øer ... ., * - )cose.d on kJmi lo(4.z1c7Qo.?7*y - t: Io-e,' /0 .0-x/ L 41 I 1c,4..41PsP _Q f :,g1 - r - I06, -- 4 I çi:' k Lii) S 1op4 &.II6i Qdi1 drechøn4. - - •1 - -I I I I ..- - .1.. .. . 4. 1 I ::: T - - T - LLL ._.._.. '...L..... .. .:.L .'1.... ... ..... J. ............-4••4.j1,'vr•:-: '": .._.-__••.-. ..........._,.. .............- ---: ---....................- -.--. -.• -.--,-., 1 4 .4 ...;. . . . . - -: •-- r...........-- ...L.. - .-..4.. . 4. ..•. . - .--- • .•-.., ...- .4.. - . . . .- . .... ...........--. .- 4.....-4-i----- •- 4___•_ . ••• . ,.- •-: •-- - •- -'i.---:- -•;--- ...........1.... ........,4,.. .............................-...-. ...... I _ .. . • I . . . - -. ..-. 4.. - - - - V - •'- - j... - ...............•........ .......•.... ..... . . •..: .--. ...-' . .. .............i..: . --- : -- 4 .• -, . .•4 j_••......t ............:....•'•• - ..1 •:- . • I-' • ....- . rt . ..........'.•.-: ....'...I__I_ .. -.4 - - . - . .._ • . . . I • 44 . • -car Dj 1sk,_cA- COMM. NO. Po 18 -813 )ATE - ] EY SCALE SHEET NO. 12 1 a 1101% -- IIALA CONSULI ING ENGINEERS 61000 8000 '14 j SOIJ IN GIll P1 I ROAD 610098470 FAX B ALA KING OF PRUSSIA. PA 1940t) WWWBALA.COM PHILADELPHIA I NEW YORK 005 EON IROJ ECT c COMM.NO. )ATE JBY SCALE SHEET NO. \LA CONSULTING ENGINEERS 610 649 8000 3 SOUTH GUIPH ROAD 610 649 8475 FAX BAL A HG OF PRUSSIA PA 19406 WWW.8ALA.COM PHILADELPHIA I NEW YORK I BOSTON CUMBER FOOTING A$E SCTIO1 2 LE N www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 1 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group la Phone I Fax: I Date: 12/11/2018 E-Mail: Specifiers comments: Design of Pinned Connection base for lateral thrust I Input data AM Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 - Effective embedment depth: het = 9.000 in. Material: ASTM F 1554 Proof: design method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in. Anchor plate: l x l x t = 19.919 in. x 23.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AlSC); (L x W x T) = 6.750 in. x 0.500 in. x 0.000 in. Base material: cracked concrete, 5000, f' = 5000 psi; h = 18.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: > No. 4 bar Seismic loads (cat. C, D, F, or F) no Geometry [in.] & Loading [lb, in.Ib] 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tensiori, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 0 6427 6380 770 2 0 6097 6048 770 3 0 6302 6214 1050 max. concrete compressive strain: 0.02 [%o] max. concrete compressive stress: 92 [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(2.000/0.000): 9594 [lb] www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 2 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 1 a Phone I Fax: Date: 12/11/2018 E-Mail: 3 Tension load Load Nua [lb] Capacity ^ [lb] Utilization ON= Nua/+Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 3 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 1 a Phone I Fax: Date: 12/11/2018 E-Mail: 4 Shear load Load Vua [lb] Capacity [lb] Utilization pv = Status Steel Strength* 6427 16282 40 OK Steel failure (with lever arm) N/A N/A N/A N/A Pryout Strength** 18822 131212 15 OK Concrete edge failure in direction y+ 18822 35789 53 OK anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = n 0.6Asev futa ACI 318-08 Eq. (D-20) 1 Vseei ~t Vua ACI 31808 Eq. (D-2) Variables fl A e v [in .2] uta [psi] 1 0.33 125001 Calculations V [lb] 25050 Results Vsa [lb] 4stee1 d Vsa [lb] Vua [lb] 25050 0.650 16282 6427 4.2 Pryout Strength Vcpg =kcp [(A) Wec,N Wed,N '41c,N Wcp,N Nb] ACI 318-08 Eq. (D-31) Nc. VCP9 V. ACI 318-08 Eq. (D-2) AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 ef ACI 318-08 Eq. (D-6) 1 'Vec,M = ( + 2 eN) 151.0 ACI 318-08 Eq. (D-9) ed,N = 0.7 + 0.3 (f:) < i. ACI 31808 Eq. (D-11) cpN = MAx()~ 1.0 ACI 318-08 Eq. (D-13) Cac Cac = kX ' h 5 ACI 318-08 Eq. (D-7) Variables kcp he [in.] eC1,N [in.] eC2N [in.] Camjn [in.] 2 9.000 0.038 0.273 21.750 c, [in.] k l [psi] 1.000 - 24 1 5000 Calculations ANC [in. 2] AN. [in .21 kjlecl,N Wec2,N jJed,N Wcp,N Nb [I'D] 1525.50 729.00 0.997 0.980 1.000 1.000 45821 Results Vcpg [lb] concrete 4 Vcpg [lb] Vua [lb] 187446 0.700 131212 18822 www.hilti.us Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: E-Mail: I . I I !=I Profis Anchor 2.4.9 Page: 4 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group la Date: 12/11/2018 4.3 Concrete edge failure in direction y+ Vcbg = Avco Jec,V iJed,v NJc,V Wh,V Yparallel,V Vb Vc9 2! Vua Av see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) A 0 =4.5c 1 Vec,V = (1 +-.)~o 3Cai ('lied,v = 0.7 + 0.3 :i— ca2 ;i) 5 to al Why - h >1.0 a 0.2 Vb =(7 da () ,i f. ci5 ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (0-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Variables Cal [in.] Ca2 [in.] e.v [in.] 1VC,V ha [in.] 23.500 26.250 0.000 1.200 18.000 le [in.] X I da [in.] I'c [psi] Wparallel,V 6.000 1.000 0.750 5000 1.000 Calculations 'Vc [in .2 j "VcO [in. J 2 l4fec,V Wed,V Wh,V b 1107.00 2485.13 1.000 0.923 1.399 74017 Results Vcbg [lb] 4concrete $ VCg [lb] Vua [lb] 51127 0.700 35789 18822 5 Warnings Load re-distributions 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 loading! Condition A applies when supplementary reinforcement is used. The cV 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. 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! www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 5 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 1 Phone I Fax: I Date: 12/11/2018 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Profile: Rectangular plates and bars (AISC); 6.750 x 0.500 x 0.000 in. Installation torque: -0.009 in.lb Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.750 in. Hole depth in the base material: 9.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 11.000 in. Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y C. C, C+ 1 -4.500 -8.000 26.250 35.250 24.000 40.000 2 -4.500 8.000 26.250 35.250 40.000 24.000 www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 6 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group I a Phone I Fax: I Date: 12/11/2018 E-Mail: 7 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. www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group lb Phone I Fax: I Date: 12/11/2018 E-Mail: Specifiers comments: Design of Pinned Connection base for lateral thrust I Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Effective embedment depth: he1 = 9.000 in. Material: ASTM F 1554 Proof: design method ACt 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in. Anchor plate: l x l x t = 19.919 in. x 23.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC); (L x W x T) = 6.750 in. x 0.500 in. x 0.000 in. Base material: cracked concrete, 5000, f = 5000 psi; h = 18.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: > No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.Ib] w www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 2 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group lb Phone I Fax: I Date: 12/11/2018 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (i-Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 1131 214 -199 -78 2 1131 183 -166 -78 3 2101 211 -183 -106 max. concrete compressive strain: - IN max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(2.000/0.000): 4364 (lb] resulting compression force in (x/y)r(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb] Capacity ON, [lb] Utilization IN = Nua/Nn Status Steel Strength* 2101 31312 7 OK Pullout Strength* 2101 18312 12 OK Concrete Breakout Strength** 4364 58459 8 OK Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = n AseN futa ACI 318-08 Eq. (D-3) 1 Nseei Nua ACI 318-08 Eq. (D-1) Variables n Ase N [in .2] fut. [psi] 1 0.33 125001 Calculations Nsa [lb] 41750 Results Nsa [lb] 4stee1 4 N [lb] N50 [lb] 41750 0.750 31312 2101 3.2 Pullout Strength NPN = Wc.p N N = 8Abrg I'c 4 Npr ~! Nua Variables ACI 318-08 Eq. (D-14) ACI 318-08 Eq. (D-15) ACI 318-08 Eq. (D-1) Abrg [in .21 f [psi] 1.000 0.65 5000 Calculations N [lb] 26160 - Results N 5 [lb] concrete 4 N 5 [lb] Nua [lb] 26160 0.700 18312 2101 www.hilti.us Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: I E-Mail: ~ I I lt=x Profis Anchor 2.4.9 Page: 3 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group lb Date: 12/11/2018 3.3 Concrete Breakout Strength Ncbg = (.AN.) 4Iec,N Wed,N 'llc,N Jcp,N Nb NcU Ncg ~ Nua AN, see AC! 318-08, Part D.5.2. 1, Fig. RD.5.2.1(b) ANCO = 9 hef 1 41ecN = ( t 2 eN )~1.0 Wed,N = 0.7 + 03 (f:f) <1.0 lJcpN - MAX( 1.5hef - cac Nb AC! 318-08 Eq. (D-5) AC! 318-08 Eq. (D-1) AC! 318-08 Eq. (D-6) AC! 318-08 Eq. (D-9) AC! 318-08 Eq. (D-11) AC! 318-08 Eq. (D-13) AC! 318-08 Eq. (D-7) Variables hef [in.] eCIN [in.] eN [in.] Ca rein [in.] 'Vc,N 9.000 2.000 0.000 21.750 1.000 c.. [in.] t[psi] 0.000 24 1 5000 Calculations AN. [in. 2] ANCO [in. 2] Wecl,N '.11ec2,N '4led,N 4!cp,N Nb [!b] 1525.50 729.00 0.871 1.000 1.000 1.000 45821 Results Nthg [!b] 4concrete 4 Ncig [!b] Nue [lb] 83513 0.700 58459 4364 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Bala Consulting Engineers Profis Anchor 2.4.9 Page: 4 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group lb Date: 12/11/2018 4 Shear load Load Vua [lb] Capacity 4V, [Ib] Utilization ft.j = Vua/4Vn Status Steel Strength* 214 16282 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Prycut Strength** 607 123515 1 OK Concrete edge failure in direction 607 35789 2 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = fl 0.6 Asev 1uta ACI 318-08 Eq. (D-20) ~: Vua ACI 318-08 Eq. (D-2) Variables n As,v [in .2] [psi] 1 0.33 125001 Calculations Vsa [Ib] 25050 Results Vsa [Ib] 4stee 1 Vs. [lb] Vua [lb] 25050 0.650 16282 214 4.2 Pryout Strength Vcpg = k, [(sc ) ljlec,N kVed,N Wc,N 4lcp,N Nb] ACI 318-08 Eq. (D-31) t V ~ Vua ACI 318-08 Eq. (D-2) AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 ef ACI 318-08 Eq. (D-6) 'Vec,N = (1 2eN) :5 1.0 ACI 318-08 Eq. (D-9) 3 he 'ied.1 = 0.7 + 0.3 ():5 1.0 ACI 318-08 Eq. (D-11) Wcp,N = MAX( :5 1.0 ACI 318-08 Eq. (D-13) Nb = h 5 ACI 318-08 Eq. (D-7) Variables kcp hef [in.] e1 [in.] eC2N [in.] camjn [in.] 2 9.000 0.372 0.778 21.750 Vc,N Cac [in.] kc x f [psi] 1.000 - 24 1 5000 Calculations AN, [in. 2] ANCO [in.2] 'Vecl,N 'tlec2,N 'lled,N 4Jcp,N Nb [Ib] 1525.50 729.00 0.973 0.945 1.000 1.000 45821 Results Vcpg [lb] 4concrete 0 V [Ib] Vua [lb] 176451 0.700 123515 607 www.hilti.us Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No Date: I ~ I I ~= Profis Anchor 2.4.9 5 Luckey Carlsbad CA Anchor Group lb 12/11/2018 4.3 Concrete edge failure in direction y- v (Av cbg - W K) ec,V Wed,V 41c,V )Jh,V 'qiparallel,v Vb 4) Vcbg ~! Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) A 0 =4.5c 1 = (1 + 2ev ) :5 1.0 3Cal 4Ied,V = 07 + o.3(_)Ca2 < 1.0 1.5Cai Wh y = 1 ha 02 Vb =(7 da al () )xsJ?c15 ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) AC! 318-08 Eq. (0-26) 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.] WC,v ha [in.] 23.500 26.250 0.000 1.200 18.000 le [in.] da [in.] [psi] JparaIIeI,V 6.000 1.000 0.750 5000 1.000 Calculations [in .2) Ayç [in .2] Mlec,V Wed,V Wh,V Vb [lb] 1107.00 2485.13 1.000 0.923 1.399 74017 Results VCbS [lb] 4)concrete 4) Vci,g [lb] Vua [lb] 51127 0.700 35789 607 5 Combined tension and shear loads PN PV Utilization I3N,V [%] Status 0.115 0.017 5/3 3 OK 1NV - + I3' <= 1 6 Warnings Load re-distributions 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 loading! Condition A applies when supplementary reinforcement is used. The ct 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. 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! www.hilti.us Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: I E-Mail: 7 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 6.750 x 0.500 x 0.000 in Hole diameter in the fixture: d1 = 0.813 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Prof is Anchor 2.4.9 Page: 6 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group lb Date: 12/11/2018 Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 9.000 in. Minimum thickness of the base material: 11.000 in. Coordinates Anchor in. Anchor x y c. c+ c c', 1 -4.500 -8.000 26.250 35.250 24.000 40.000 2 -4.500 8.000 26.250 35.250 40.000 24.000 www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 7 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group lb Phone I Fax: I Date: 12/11/2018 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 Hiltis 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. '-. x www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 1 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group lc Phone I Fax: I Date: 12/11/2018 E-Mail: Specifier's comments: Design of Pinned Connection base for lateral thrust I Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.Ib] AM Hex Head ASTM F 1554 GR. 105 3/4 he1 = 9.000 in. ASTM F 1554 design method ACl 318-08 / CIP eb = 0.000 in. (no stand-off); t = 0.750 in. l x l, x t = 19.919 in. x 23.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC); (L x W x T) = 6.750 in. x 0.500 in. x 0.000 in. cracked concrete, 5000, = 5000 psi; h = 18.000 in. tension: condition B, shear: condition B; edge reinforcement: > No. 4 bar no 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 5413 5384 558 2 0 5174 5144 558 3 0 5319 5264 761 max. concrete compressive strain: 0.03 [%o] max. concrete compressive stress: 113 [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)(2.000/0.000): 11694 [lb] www.hilti.us Prof is Anchor 2.4.9 Company: Bala Consulting Engineers Page: 2 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 10 Phone I Fax: I Date: 12/11/2018 E-Mail: 3 Tension load Load Nua [lb] Capacity ^ [lb] Utilization ON = Nua/Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) www.hiiti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 3 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 1 c Phone lFax: I Date: 12/11/2018 E-Mail: 4 Shear load Load Vua [lb] Capacity [lb] Utilization pv = Status Steel Strength* 5413 16282 34 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 15903 131673 13 OK Concrete edge failure in direction y+ 15903 35789 45 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = n 0.6 Asevfuta ACI 318-08 Eq. (D-20) 4i Vsteei ~ V a ACI 318-08 Eq. (D-2) Variables fl k.,v [in .2] uta [psi] 1 0.33 125001 Calculations Vsa [lb] 25050 Results Vsa [lb] steel 4 Vsa [lb] Vua [lb] 25050 0.650 16282 5413 4.2 Pryout Strength Vcpg - -kp [(ANC A) 'Vec,N kJed,N 'I'c,N cp.N Nb] ACI 318-08 Eq. (D-31) q Vcpg > Vua - ACI 318-08 Eq. (D-2) AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANC,, = 9 h 2 ef ACI 318-08 Eq. (D-6) 1 1I ecN = + 2 e) 5 1.0 (1 ACI 318-08 Eq. (D-9) Ved.N = 0.7 + 0.3 (f:f) ~ 1.0 ACI 318-08 Eq. (D-11) 4'cp,N ( Camin--, 1 .Shef = MAX -----) :5 1.0 ACI 318-08 Eq. (D-13) Nb = ACI 318-08 Eq. (D-7) Variables hef [in.] e.1,N [in.] e.2,N [in.] camin [in.] 2 9.000 0.028 0.235 21.750 NIc,N Ca. [in] k x f [psi] 1.000 - 24 1 5000 Calculations AN [in .2 ] 2 ANCO [in. ] Wecl,N '41ec2,N '4led,N 4lcp,N Nb [lb] 1525.50 729.00 0.998 0.983 1.000 1.000 45821 Results Vcpg [lb] 4concrete 4 Vcpg [lb] V 9 [lb] 188104 0.700 131673 15903 Profis Anchor 2.4.9 Page: 4 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group 1 Date: 12/11/2018 www.hilti.us Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction y+ VCb9 = ( Avc Avco ) Wec,V 4Jed,V kVc,V Wh,V Xpparallel,V Vb Vcg 2~ Vua Av, see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) A 0 = 4.5 c al = (1 + 2ev) Ca2 1.0 (Jed.V = 0.7 + 03 1.0 1.5ca1 Why . k >1.0 "a 0.2 Vb (7( ja )d a )Rci5 ACI 318-08 Eq. (D-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. (D-24) Variables cal [in.] Ca2 [in.] ecv [in.] Wc,v ha [in.] 23.500 26.250 0.000 1.200 18.000 le [in.] da [in.] f [psi] Wparallel,v 6.000 1.000 0.750 5000 1.000 Calculations Ay [in .2]Avo [in .2] Wec,V IVed,V XVh,V Vb (lb] 1107.00 2485.13 1.000 0.923 1.399 74017 Results VCbO [lb] 4concrete d/ VCb0 [lb] Vua [lb] 51127 0.700 35789 15903 5 Warnings Load re-distributions 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 loading! 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. 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! www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Bala Consulting Engineers Profis Anchor 2.4.9 Page: 5 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group 1 c Date: 12/11/2018 6 Installation data Anchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Profile: Rectangular plates and bars (AISC); 6.750 x 0.500 x 0.000 in. Installation torque: -0.009 in.lb Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.750 in. Hole depth in the base material: 9.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 11.000 in. Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c c c c', 1 -4.500 -8.000 26.250 35.250 24.000 40.000 2 -4.500 8.000 26.250 35.250 40.000 24.000 . I I Sa] www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 6 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group I c Phone I Fax: I Date: 12/11/2018 E-Mail: 7 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. www.hilti.us 1~11w;m Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 1 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 5a Phone I Fax: I Date: 12/11/2018 E-Mail: Specifiers comments: Design of Pinned Connection base for lateral thrust I Input data AM Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Effective embedment depth: hef = 9.000 in. Material: ASTM F 1554 Proof: design method ACl 318-08 / CIP Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.750 in. Anchor plate: I, x l x t = 17.681 in. x 20.416 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC); (L x W x T) = 6.750 in. x 0.500 in. x 0.000 in. Base material: cracked concrete, 5000, f = 5000 psi; h = 18.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: > No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.lb] 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (4-Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 6623 6284 2092 2 0 5774 5382 2092 3 0 6494 5833 2853 max. concrete compressive strain: 0.03 [%o] max. concrete compressive stress: 126 [psi] resulting tension force in (x/y)(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(2.000I0.000): 9668 [lb] / www.hilti.us Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: E-Mail: I . I I !M Profis Anchor 2.4.9 Page: 2 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group 5a Date: 12/11/2018 3 Tension load Load Nua [lb] Capacity ON, [lb] Utilization ON = Nua/+Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) ( www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Bala Consulting Engineers Profis Anchor 2.4.9 Page: 3 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group 5a Date: 12/11/2018 4 Shear load Load Vua [lb] Capacity [lb] Utilization OV = V1 /4V, Status Steel Strength* 6623 16282 41 OK Steel failure (with lever arm)* N/A N/A N/A N/A PryoutStrength** 18861 125111 16 OK Concrete edge failure in direction y+' 18861 35789 53 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V = n 0.6 Asev fut. ACI 318-08 Eq. (D-20) 4) Vsteei 2: Vua ACI 318-08 Eq. (D-2) Variables fl ASej [in .2] Lt. [psi] 1 0.33 125001 Calculations Vsa [lb] 25050 Results I Vsa [lb] 4)steei 4)V.a [lb] Vua [lb] 25050 0.650 16282 6623 4.2 Pryout Strength Vcpg = kcp [(ANC 4Iec,N Wed,N '41c,N 'IJCP,N Nb] ACI 318-08 Eq. (D-31) ANcO Vcpg - > Vua ACI 318-08 Eq. (D-2) AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 ef ACI 318-08 Eq. (D-6) llfecN = 1 + 2 e) :51.0 ( ACI 318-08 Eq. (D-9) Wed,N = 0.7 + 0.3 (1.5hef - oioa) <1.0 ACI 31808 Eq. (D-11) lIcp,N = MAX(, isf) :5 1.0 ACI 318-08 Eq. (D-13) cac cac Nb = kx Jj h 5 ACI 318-08 Eq. (D-7) Variables hef [in.] eC1,N [in.] eC2N [in.] [in.] 2 9.000 0.278 0.692 21.750 Vc,N c [in.] f [psi] 1.000 - 24 1 5000 Calculations AN. [in .2] ANCO [in .2] 'llecl,N 4Jec2,N )jled,N '4Jcp,N Nb [] 1525.50 729.00 0.980 0.951 1.000 1.000 45821 Results V 0 [lb] 4)concrete 4) V 0 [lb] Vua [lb] 178729 0.700 125111 18861 wwwhilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: I E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Luckey Carlsbad CA Anchor Group 5a 12/11/2018 4.3 Concrete edge failure in direction y+ Avc VCb9 = () Jec,V Wed,V )Jc,V Wh,V %pparallel,V Vb V. 4)Vcbg 2! Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) A 0 =4.5c 1 '4lec.V = (1+ 2ev )~ 1.0 '4led,V = 0.7 + 0.3(_) 5 1.0 1.5ca1 )41h,V = 1.0 ha Vb ( I 0,2 7(da ) ii)J?c i5 ACI 318-08 Eq. (D-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. (D-29) ACI 318-08 Eq. (D-24) Variables Cal [in.] Ca2 [in.] eev [in] '41c,V ha [in.] 23.500 26.250 0.000 1.200 18.000 l [in.] da [in.] f [psi] kVparallel,V 6.000 1.000 0.750 5000 1.000 Calculations Avc 2 [n. ] A 0 [in .2 ] Nlec,V '4led,V '41h,V Vb [lb] 1107.00 2485.13 1.000 0.923 1.399 74017 Results VCbg [lb] 4)concrete 4) V 9 [lb] Vua [lb] 51127 0.700 35789 18861 5 Warnings Load re-distributions 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 loading! Condition A applies when supplementary reinforcement is used. The 42 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. 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! www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 5 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 5a Phone lFax: I Date: 12/11/2018 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Profile: Rectangular plates and bars (AISC); 6.750 x 0.500 x 0.000 in. Installation torque: -0.009 in.lb Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.750 in. Hole depth in the base material: 9.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 11.000 in. Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c cf,, c. c+ 1 -4.500 -8.000 26.250 35.250 24.000 40.000 2 -4.500 8.000 26.250 35.250 40.000 24.000 www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 6 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 5a Phone I Fax: I Date: 12/11/2018 E-Mail: 7 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. www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 1 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 9a Phone I Fax: Date: 12/11/2018 E-Mail: Specifiers comments: Design of Pinned Connection base for lateral thrust I Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Effective embedment depth: het = 9.000 in. Material: ASTM F 1554 Proof: design method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in. Anchor plate: l x l x t = 19.919 in. x 23.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC); (L x W x T) = 6.750 in. x 0.500 in. x 0.000 in. Base material: cracked concrete, 5000, f' = 5000 psi; h = 18.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: > No. 4 bar Seismic loads (cat. C, 0, E, or F) no Geometry [in.] & Loading [lb, in.Ib] r 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 6437 6400 694 2 0 6140 6100 694 3 0 6321 6250 947 max. concrete compressive strain: 0.02 [%o] max. concrete compressive stress: 96 [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(2.000/0.000): 10010 [lb] www.hilti.us Prof is Anchor 2.4.9 Company: Bala Consulting Engineers Page: 2 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 9a Phone I Fax: I Date: 12/11/2018 E-Mail: 3 Tension load Load Nua [lb] Capacity ^ [lb] Utilization IN = Nua/4jNn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 3 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 9a Phone I Fax: I Date: 12/11/2018 E-Mail: 4 Shear load Load Vua [lb] Capacity 41V, Fib] Utilization Ov = VuAVn Status Steel Strength* 6437 16282 40 OK Steel failure (with lever arm)* N/A N/A N/A N/A PryoutStrength** 18895 131544 15 OK Concrete edge failure in direction y+ 18895 35789 53 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V5 = n 0.6 Asev fut. ACI 318-08 Eq. (D-20) Vsteei~ Vua ACI 318-08 Eq. (D-2) Variables fl Asev [in.2] uta [psi] 1 0.33 125001 Calculations Vsa [lb] 25050 Results Vsa [lb] steel V 3 [lb] Vu. [lb] 25050 0.650 16282 6437 4.2 Pryout Strength Vcpg = [(ANc \ iec,r Wed,N '41c,N Nb] ACI 318-08 Eq. (D-31) ANc b j Vcpg — > Vua ACI 318-08 Eq. (D-2) AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 ef ACI 318-08 Eq. (D-6) 1 VecN e) 1.0 = 1 +1 ACI 318-08 Eq. (D-9) 4led,N = 0.7 + 0.3 () 1.0 l.5het - ACI 318-08 Eq. (D-11) 'PcpN = MAX(O!fl1, t!f) < 1.0 ACI 318-08 Eq. (D-13) Cac Cac Nb = kc x h 5 ACI 318-08 Eq. (D-7) Variables kcp hef [in.] eC1N [in.] eC2N [in.] c,,,1, [in.] 2 9.000 0.031 0.245 21.750 1Ic,N cac [in.] k f [psi] 1.000 - 24 1 5000 Calculations AN. [in.2] ANCO [in .2] Wec1,N Wec2,N Ved,N WcP,N Nb [lb] 1525.50 729.00 0.998 0.982 1.000 1.000 45821 Results Vcpg [lb] jconcrete 4 Vcpg [lb] Vua [lb] 187920 0.700 131544 18895 www.hilti.us Company: Bala Consulting Engineers Specifier: Address: Phone I Fax: I E-Mail: Profis Anchor 2.4.9 Page: 4 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group 9a Date: 12/11/2018 4.3 Concrete edge failure in direction y+ VCbg _(Av - )4Jec,V Ved,V Wc,V '41h,V )])paratlel,V Vb V. 4) Vcbg e Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) A 0 =4.5c 1 4Jec,V =(i+2e)~i.O 3Cai ljled.V = 0.7 + 0.3(_Ca2 1.0 -_) ~ 1.5Cai lt!hV = fTai~- i.o ha 0.2 Vb =(7(jo) id)Vf. c i5 ACI 318-08 Eq. (D-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) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Variables C.1 [in.] ca2 [in.] ecv [in.] 'Vc,V ha [in.] 23.500 26.250 0.000 1.200 18.000 le [in.] d3 [in1] [psi] Yparallel,V 6.000 1.000 0.750 5000 1.000 Calculations Av. [in .2] AvcO [in .2] )4ec,V )4led,V Wh,V Vb [lb] 1107.00 2485.13 1.000 0.923 1.399 74017 Results VCbO [lb] 4)concrete 4) Vcg [lb] Vua [lb] 51127 0.700 35789 18895 5 Warnings Load re-distributions 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 loading! 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. 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! www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Bala Consulting Engineers Profis Anchor 2.4.9 Page: 5 Project: Luckey Carlsbad CA Sub-Project I Pos. No.: Anchor Group 9a Date: 12/11/2018 6 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 6.750 x 0.500 x 0.000 in Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 9.000 in. Minimum thickness of the base material: 11.000 in. Coordinates Anchor in. Anchor x y c. c., c', 1 -4.500 -8.000 26.250 35.250 24.000 40.000 2 -4.500 8.000 26.250 35.250 40.000 24.000 SM3 www.hilti.us Profis Anchor 2.4.9 Company: Bala Consulting Engineers Page: 6 Specifier: Project: Luckey Carlsbad CA Address: Sub-Project I Pos. No.: Anchor Group 9a Phone I Fax: I Date: 12/11/2018 E-Mail: 7 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 Hiltis 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.