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HomeMy WebLinkAbout2525 EL CAMINO REAL; ; CBC2016-0052; Permiteityof II Carlsbad ______ - -- - .-. -•- --------- .- Commercial Permit Pririi Date: 06/06/2018 . . Permit No: CBC2016-0052 Job Address: .. 2525 El Camino Real Permit Type:' . BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled ' Parcel No: t 1563020900 * Lot #: Applied: 12/09/2016 . Valuation: . $900,000.00 Reference #: Issued: 12/23/2016 Occupancy Group - Construction Type: Permit - - - - - Finaled: # Dwelling Units: , Bathrooms: Inspector: MColl Bedrooms: , - - Orig. Plan Check U: Final Plan Check U: Inspection: 6/6/2018 11:50:02AM Project Title: . . Description: EL CAMINO REAL: REPLACE 3 LARGE SKYLIGHTS AND 22 SMALL SKYLIGHTS * Owner: Contractor: - R P I CARLSBAD LP RED POINTE ROOFING LP 1114 Avenue Of The Americas, Floor 45 2106 N Glassell St New York, NY 10036-7700 Orange, CA 92865-3308 214-660-5232 x215232 714-685-0010 BUILDING PERMIT FEE $2000+ . $3,237.00 BUILDING PLAN CHECK FEE (BLDG) . .. $2,265.90 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $242.00 GREEN BUILDING STANDARDS PLAN CHECK . $166.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 S81473 BUILDING STANDARDS FEE . $36.00 ,STRONG MOTION-COMMERCIAL..,,$252.00 Total Fees: $6,302.90 Total Payments To Date: $6,302.90 Balance Due: $0.00 Please tak 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. . . - i• . '. - 4 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 iny fees/exactions of which you have previously been given a NOTICE siñiilar to this, or as to which the statute of limitation has previously otherwise expired. I • ..•• . . . . . . • ' . S •- . • I ••- . .•. -1- -;' -., ,-•., ..................... 1635 Faaday Avenue, Carlsbad, CA 92008-7314 '760-602-2700 1 760-602-8560 f I www.carlsbadca.gov t., t. '4 - THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING EJENGINEERING EJBUILDING EJFIRE IHEALTH DHAZMATIAPCD V ' Building Permit Application Plan Check No. CCJ2.40 U -- Est. Value Cl 00, ocXD 041L Iity of . 1635 Faraday Ave., Carlsbad, CA 92008 V Ph: 760-602-2719 Fax: 760-602-8558 Q~-fflsbad email: buildingcar)sbadca.gov Plan Ck. Deposit Date (2..- I 0 Iswppp .. I V V V www.carlsbadca.gov JOB ADDRESS 2525 El Camino Real SUITE#/SPACEe/UNIT# 7 APN V - - - CT/PROJECT# LOT U V PHASE U U OF UNItS A BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 1,1 P I#BEDROOMS DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) V V ,Remove .and. Replace three (3) thirty foot polygon skylights and twenty-two (22) 9"x20" rectangular skylights EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS - . YES#. NOEI I YES NO 0 1 YESE NO[:] APPLICANT NAME- .. • .. ......- Red Pointe Roofing, LP PROPERTY OWNER NAME RPI Carlsbad, L.P. ADDRESS - ADDRESS V V 2106 N. Glassell Street 1114 Avenue of the Americas, #2800 CITY STATE ZIP Orange V CA 92865 CITY STATE ZIP New York NY 10036 PHONE ' FAX PHONE FAX . 714-685-0010 714-685-1050 EMAIL V EMAIL dharariredpointeroofing.com DESIGN PROFESSIONAL CONTRACTOR BUS. NAME Red Pointe Roofina. LP ADDRESS V ' •• C/.., 42-1 ,- cc ç ' // ) ADDRESS V V V 2106 N. Glassell Street CITY, STATE ZIP CITY STATE ZIP V C—/3---- '2 Oranqe CA 92865 PHONE . - LEAX PHONE FAX c,O4) 714-685-0010 714-685-1050 E U. . pod ef,,- red powiiev-'ood2-i.iI EMAIL dharari(redpointeroofing.com STATE C U STATE , CLASS 3 V tec. ,u.sj.. nusiness ana vrOreSSionS Uooe: Any City or uOunq applicant for such permit to file a signed statement that he is tic Business and Professions Code) or that he is exempt therefrom, civil penalty of not more than five hundred dollars ($5001). wnicn requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the - . :ensed pursuant to the provisions of the Contractor's License Law fChapter 9, commending with Section 7000 of Division 3 of the and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a .- - 54 Workers' Compensation Declaration: I hereby affirm under penalty of perjurj, one of the following declarations: E1I have and will maintain a certificate of Consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. (2111 have and will maintain workers' compensation, as reouired by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carder and policy number are: InsuranceCo. - Redwood Fire & Casualty Company Policy No. REWC706167 Expiration Date 5I2017 - This section need not be completed if the permit is for one hundred dollars ($100) or less. V - [J Certificate of Exemption: I certify that in the pert a of th work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure w e ompe s on c verage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, da ges a rovi in action 3706 of the Labor code, interest and attorney's fees. . CONTRACTOR SIGNATURE ' [:]AGENT DATE /z " •' , I 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). V - [] - 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). I am exempt under Section Business and Professions Code for this reason: - - 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. EYes ENo -• . . 2.1 (have ! have not) signed an application for a building permit for the proposed work. •. V - 3. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): 4. 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): - - ' 5. twill provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address / phone! type of work): ,,'PROPERTY OWNER SIGNATURE AGENT DATE CERT IFICA T E OF OC C UP A NCY (Comm e r ci a l-Pr oje c ts Fax (760) 602-8560, Email buildingcarlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008., - (Office Use Only) -. -' 0 •• 4 0... CONTACT NAME • ,. . - OCCUPANT NAME - - - ADDRESS - - •; . - - BUILDING ADDRESS CITY - . STATE - , ZIP CITY STATE ZIP Carlsbad CA PHONE . . FAX - - EMAIL - . OCCUPANT'S BUS. LIe. No. DELIVERY OP11ONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) 4 CONTRACTOR (On Pg. 1) -' - - MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB#___________________________ - CONTRACTOR (On Pg. - - - NO CHANGE IN USE / NO CONSTRUCTION MAIL / FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION ..APPLICANT'S SIGNATURE - - - DATE -- .- - d_'' '.. • - OØ mi3c ' OEOL '2OUa7O , ts the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes / No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No • -. Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No - IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. t000@c7 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 NONE - Lenders Address N/A ckm I certify that I have read the application and state thatthe above information Is coned and thatthe Information an 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 ely4vation 50' dee demolition or construction of structures over 3 stories in height. - EXPIRATION: Every pennid issued e slId g Offic un e p d=on this Code shall expire by limitation and became null and void if the building or work authorized by such permit is not commenced within -, 180 daysfrorn the dateolsuch br th sliding or authorize by such permit is suspended or abandoned at any time after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). ,APPLICANT'S SIGNAT E - - DATE I'- '•'•ti.'"• STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. - - - Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. 47 777 pit ..Permit Type: BLDG-Commercial . Application Date: 12109/2016 Owner: R P I CARLSBAD LP - Work Class: Tenant Improvement Issue Date: 12/23/2016 Subdivision: CARLSBAD TCT#76-18 Status: - Closed - Finaled Expiration Date: 11/20/2017 Address: 2525 El Camino Real - Carlsbad, CA 92008 IVR Number: 729 Scheduled Actual Date Inspection Type Inspection No. Inspection Status Primary Inspector Start Reinspection Complete Date 05/22/2017 05/22/2017 BLDG-15 023976-2017 Passed Michael Collins Complete Roof/ReRoof (Patio) • . . -. Checklist Item COMMENTS Passed BLDG-Building Deficiency Skylight #4 base plate bolting. Yes - 12/21/2017 12/21/2017 BLDG-Final 044110.2017 Partial Pass Michael Collins Reinspection Incomplete S Inspection Checklist Item - COMMENTS . . Passed - BLDG-Building Deficiency Partial No 06/06/2018 06/06/2018 BLDG-Final 060107.2018 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes S BLDG-Building Deficiency Partial No 0 - S S. -. - •' . S _"S.. S June 06, 2018 5 / Page 3of3 Permit Type: BLDG-Commercial Application Date: 12/09/2016 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 12/23/2016 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 11/20/2017 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 729 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 03/27/2017 03/24/2017 BLDG-14 017635.2017 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item BLDG-Building Deficiency BLDG-21 017752.2017 Underground/Underf loor Plumbing Checklist Item BLDG-Building Deficiency 03/28/2017 03/28/2017 BLDG-14 017945.2017 Frame/Steel/Bolting! - Welding (Decks) Checklist Item BLDG-Building Deficiency 04/04/2017 04/04/2017 BLDG-14 018633.2017 Frame/Steel/Bolting! Welding (Decks) - Checklist Item . BLDG-Building Deficiency 04/11/2017 • 04/11/2017 BLDG-14 019607.2017 Frame/Steel/Bolting! Welding (Decks) . Checklist Item BLDG-Building Deficiency 04/13/2017 04/13/2017 BLDG-14 019820.2017 Frame/Steel/Bolting! Welding (Decks) - - Checklist Item BLDG-Building Deficiency 04/18/2017 04/18/2017 BLDG-14 020178.2017 Frame/Steel/Bolting! / Welding (Decks) - Checklist Item BLDG-Building Deficiency No COMMENTS Passed No Cancelled Michael Collins Reinspection Complete COMMENTS Passed No Passed Michael Collins Complete COMMENTS Passed Exterior skylight frame at #8-11. Yes Passed Michael Collins Complete COMMENTS Passed Exterior skylight frame/shear for Skylights Yes 12-18. Passed Michael Collins Complete COMMENTS Passed Exterior frame/shear only, Skylights 19-22 Yes Passed Michael Collins Complete COMMENTS Passed Aluminum skylight, Type A, frame Yes /attachment for Skylight #4. Passed Michael Collins Complete COMMENTS Deeae1 Interior shear at Skylights 16-22. Yes June 06,2018 . - Page 2of3 - ( Permit Type: BLDG-Commercial Application Date: 12/09/2016 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 12/23/2016 Subdivision: CARLSBAD TCT#76-18 . Status: Closed - Finaled Expiration Date: 11/20/2017 Address: 2525 El Camino Real Carlsbad, CA 92008 IVR Number: 729 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date - Start Date 02/08/2017 02/08/2017 BLDG-14 012980.2017 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) I- I. Checklist Item COMMENTS Passed BLDG-Building Deficiency Skylight dome A frame to existing curb. Yes See card for additional notes. IOTES Created By TEXT Created Date Michael Collins Skylight dome A frame to existing curb. 02/08/2017 BLDG-84 Rough 013009-2017 Passed Michael Collins Combo(14,24,34,44) - Checklist Item COMMENTS Passed BLDG-14 Pre urn for rectangular skylight well. No Frame-Steel-Bolting-Welding (Decks) Complete - NOTES Created By TEXT Created Date - . - Michael Collins Pre-lim for rectangular skylight wells. 02/08/2017 02/22/2017 02122/2017 BLDG-14- 014371.2017 Cancelled Paul York Reinspection Complete - - Frame/Steel/Bolting! Welding (Decks) * Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/28/2017 '02/28/2017 BLDG-14 014915.2017 Failed Michael Collins Reinspection Complete Frame/Steel/Bolting! - Welding (Decks) BLDG-Building Qeficiency No , 03/07/2017 03/07/2017 BLDG-14 015629-2017 Passed Michael Collins Complete - - Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Skylight A, unit #3, attachment to existing. Yes BLDG-15 - 015720-2017 Failed Michael Collins Reinspection Complete Roof!ReRoof (Patio) . Checklist Item 1 COMMENTS Passed -. . BLDG-Building Deficiency No 03/13/2017 03/10/2017 BLDG-14 016127-2017 Partial Pass Michael CoIlln6 Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) . Checklist Item COMMENTS Passed BLDG-Building Deficiency . No June 06, 2018 - . . Page 1 of 3 kLEINPELDER Bright People. Right Soluiloris 20172781.001A ' FINAL REPORT FOR SPECIAL INSPECTION AND MATERIALS TESTING Date December 20, 2017 To City of Carlsbad Building Department 1635 Faraday Avenue 7. Carlsbad, California 92008 SUBJECT SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO CBC20I6-0052 PROJECT ADDRESS 2525 El Camino Real, Carlsbad, California We declare under penalty of perjury that, to the best of our knowledge, all the work listed belw requiring special inspection, material sampling and testing, including the off-site fabrication I of building components for the structure/s constructed under the subject permits is in conformance With the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the California Building Code Executed on this _20th day of December 2017 MONTH YEAR Special Inspection and Materials Testing covered by this final report include the specific inspection and testing services described in our Daily Field Reports summarized as Observation during reinforcing steel placement, Observation sampling, and laboratory testing of concrete test specimens, observation during the placement of epoxied-in dowels, and observation and torque testing of wedge anchors A If the inspection services were provided by an approved materials testing laboratory or special inspection agency RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY NAME (Print or Type) _________JAMES STIADY - State of California registration Number 66243 Expiration Date 061 30/18 - SIGNATURE FESSIO* I S OF ChO 20172781 OOIA The Shoppes at Carlsbad Page 1 of I December 20, 017 KLEINFELDER - ... Bright People. Right Solutions. Daily Field Report Froject Name Shoppes at Carlsbad Date 2017-07-14 1 Project No 201,72781.001a Bldg Permit No CBC20I7 0040 DFR/Report No 1 Project Address 62525 El Camino Real Time Arrived 3 OOAM Client Whiting Turner Contractor Whiting Turner Time Departed 7 OOAM Equipment Observed Travel Time Weather Night . Mileage Reviewed By Date Reviewed Documents Referenced approved Construction Documents Approved construction documents Observations/Remarks 001: Soffit framing at lower, level entrance complete per 1/A5.2. Drywall at lower section and 6" vertical return installed and screwed off. Contractor can -. begin finish work .. . . . - 003 No discrepancies noted . Report items comply . D Report items do not comply [] Report items comply exp n rogress I Not complete Acknowledged by. Representing Kie44eReptesentat4 ignature Page 1 of 1 James Hamilton MAT 10 REV 5/08 Kieunfeider Representative Print Name ,!• p. ( KL E/NFEL DER - Bright People. Right Solutions. 4 Daily Field Report - Project Name The Shoppes at Carlsbad Date 7/08/2017 Project No 20172781.001A Bldg Permit No CBC2016 0052 DFRlReport No July 1 .5Pi'ojctAddress 2525 EL CAMINO REAL Carlsbad, CA Time Arrived 0800 CIien Roush Properties Contractor Whitting-Turner, FIBRWRAP Time Departed 1400 - . Equipment Observed FYFE Sauration Machine, thermometer, paddle mixer Travel Time 1 hr ; Weather Indoors, 73 Mileage 65 Reviewed By Date Reviewed * Types of Tests/Observations Fibr Reinforced Poi;mer Fabrication Plant Masonry Sample Pickup Other El Anchor Bolts ., * LJ Fireproofing El Metal Decking Soil I Aggregate Batch Plant l Foundations l Pro-Post Tension lJ Steel Erection Concrete El us Bolting Reinforcing Steel [I Welding ' Documents Referenced: Work is being performed per approved Specifications, Contract Drawings, 'ESR 2314, Approved FYFE Shop Drawings , Observations/Remarks: t't On site for continuous observation of Bond Critical FRP application to Concrete Girder running along Grid line 13, from Fto H line. Observe and catalog representative sample panel preparation. Provide and observe installation of (2) 50mm Test Pucks for future Adhesion verification of the FRP to the Concrete substrate. - - Application Surfaces mechanically ground to CSP-2 condition, dust and grinding debris completely removed per M.P.l.l. Corners and chamfered edges have .been smoothed out and/or rounded with thickened epoxy resin. FYFE Certified Field Technicians utilizing Wet Lay-Up technique began with thickened Types Epoxy application to prepared surfaces, care taken to provide even surface profile, immediately followed with 1 layer of impregnated TYFO SCH-41 fabric Oriented in a U- Wrap providing Full coverage per detail A/ sheet 6. Fabric oriented and placed by two men in a continuous operation, working out irregularities ,. during application. Additional coat applied over Fabric filling butt Splices and providing an overall smooth finish. TYFO Type S Epoxy supplied in 2 component pre measured kits. (2) kits placed today from same lot manufactured on 1-9-17, PartA #603045, Part B #606153. Mixed on site per M.P.H. CAB-O-SIL added as thinking agent. Verified mixing equipment and actual mixing time. Fabric -, - - impregnated Specialized FIBRWRAP equipment, properly calibrated to Single layer SCH-41 Fabric thickness. Applicators placed two 50mm Dollies onto completed FRP with Thickened Type S epoxy, -,_-,_r-•..I - . . , - - - -:• -., -, I S.. •t: - - .,t_-* .- .5, 4 t• '*• - , - * - S -' ..,- " Si 4 •-. . ' 'U Report items comply Report items do not comply LI Report items comply withpt,g' fl In Progress / Not complete - ,Acknowledged by Emailed to dylan.white@whiting-turner.com Representing Whiting-Turner Kleinfelder Repeiative Signature - Page: i of 2 - Kevin Tinsley CC #8026522 MAT 10 REV 5/08 Kleinfelder Representative Print Name - •( 5 . - ' .r * I-CL E7IVP'EL E'F? Bright People. Right Solutions. PROJECT: Shoppes at Carlsbad CLIENT NAME: Rouse Properties CONTRACTOR: Whiting-Turner I FIBRWRAP ADDRESS: 2525 El Camino Real, Carl sbadWhiting-Turner I..........- CSP-2 provided, edges rounded -- Project U: 20172781.001A Bldg. Permit U: CBC2016-0052 Date of Report: 07/08/2017 Representative sample panels Certification of Compliance: All work, unless otherwise noted, complies with the approved [documents. .. . NAME: Kevin Tinsley CERTIFICATION NO: ICC#8026522 Cc: Architect, Structural Engineer & Project Inspector. Page 2 of 2 EsGil Corporation In Partnersllzp wit/i government for Building Safety DATE. December 16, 2016 LI APPLICANT fillo"JURIS. -JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECKNO:: C2016-0052 SET:I PROJ ECT ADDRESS 2525 El Camino Real PROJECT NAME: Carlsbad Mali Replace Skylights 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. Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list, and should be corrected and resubmitted for a complete recheck. El The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI .Theapplicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant. contact person. LI The applicant's copy of the check list has been sent to EsGil Corporation staff dud not advise the applicant that the plan check has been completed EsGil Corporation staff dud advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted: (b 's') Email: Mail Telephone Fax In Person F REMARKS Specify on the plans that the aluminum tubes will be 2" wide and 1/8" thick By Kurt Culver Enclosures EsGil Corporation Li GA LI EJ L] MB LI Pc 12/12/16 - - -, • 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 - [DO NOT PAY— THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: C2016-0052 .',.,,PREPARED. BY: Kurt Culver DATE: December 16, 2016 BUILDING ADDRESS 2525 El Camino Real BUILDING OCCUPANCY BUILDING PORTION -- AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Skylights 900,000 Air Conditioning Fire Sprinklers :TOTAL VALUE 900,000 Jurisdiction Code cb By Ordinance Bldg Permit Fee by Ordinance vii I $3,237 261 Plan Check Fee by Ordinance I $2,104 221 Type of Review: - El Complete Review LI Structural Only Repetitive Fee' El Other ' • . jRepeats •. Hourly Hr. @* EsGil Fee I •' . Comments:- . t . . • Sheet 1 of 1 macvalue.doc + -, '' -* "''I - •.- • ' ,,- 4 B:c NEW.1 2 OSOR -. ad DOUBLE TOP FEs 6OXORCO1`1MON (MIN 4'-0'' LAPSPLICE5) 4 AT EDGES'NEW 2x4 CRIPPLE WALL':.:, (EN)412 AT - -_ ___ . >< ..: ....... II . SHEATHING MAY EXTEND .:.::: .:.::: EXST 4x12 . . ..: . II SHEATHING MAY 4 EXTEND FURTER II I. ... ... . .. . : . ....... . . iJ\L ..................... 12 XSDO2 FESSio ... flOyb-16: SHOPPES AT CARLSBAD VA JOSEPHSON Consultrng 6370 Luak Blvd., Suite P200 N-.JI WER.DowATz Structural SanThegoCA 92121-2753 JO K01 SCALE I :1 SD2 &ASSOCIATES JNooRpoRAtEjj. 858-558-2181 Fax 558-2188 DATE I1/I4/I 111401111 B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 PROJECT: Red Point Roofing LONG BEACH, CA 90804 Carlsbad Mall (562) 735-4955 2525 El Camino Real www.basims.com Carlsbad, CA 92008 CLIENT: Skyco(#SK3II0) TERMS AND CONDITIONS / LIMITATION OF LIABILITY: B.A. Sims Engineering, Inc. was engaged to provide calculations for the above project. By making use of this document and the associated plans, the CLIENT (Skyco Skylights) and INSTALLER and OR OWNER/OWNER'S REP hereby acknowledge and agree to the folowing terms and conditions: CLIENT binds himself, his partners, his agents, and his contractors to this agreement in respect to all of the terms and conditions herein. ENGINEER has no authority insofar as the CLIENT's or OWNER's personnel are concerned. OWNER and CLIENT are admonished to observe all applicable safety regulations for the protection of personnel. OWNER and CLIENT shall defend, indemnify and hold harmless ENGINEER from all costs of litigation that may arise out of alleged damages or injuries associated with the execution of the work defined by this agreement, including attorney's fees and judgments, unless it is proven in a court of law that said injuries or damages resulted directly from negligent errors or omissions in the work prepared by the ENGINEER. The ENGINEER does not issue any warrantees or guarantees and is not responsible for the completion or quality of performance of the contracts by any CLIENT, contractor, the OWNER, orother 3rd parties. Services provided under this agreement are for the exclusive use by the CLIENT. There are no intended third party beneficiaries of this agreement. 6) Nothing contained in the ENGINEER's work shall relieve the CLIENTor OWNER from complying with applicable local, state, and federal building codes and laws. 7) To the greatest extent allowed by law, the aggregate liability of ENGINEER for any and all injuries, claims, demands, losses, expenses or damages, of whatever kind, arising out of or in any way related to this agreement or the services provided by ENGINEER on this project, shall be limited to $10,000 or the total fee received by ENGINEER pursuant to this agreement, whichever is lower. Further, no officer, director, shareholder or employee of ENGINEER shall bear any personal liability to OWNER or CLIENT for any and all injuries, claims, demands, losses, expenses or damages, of whatever kind or character, arising out of or in any way related to this agreement or the services provided by ENGINEER on this project. 10)All disputes between CLIENT and ENGINEER arising out of or relating to this agreement shall be submitted to nonbinding ,,mediation prior to. commencement of any otherjudicial proceeding or litigation. .11) CLIENT or OWNER shall make no claim either directly or in a third party claim, against ENGINEER unless CLIENT has first provided ENGINEER with a written certification executed by an independent professional currently practicing in the same discipline as ENGINEER and licensed in the state of the subject project. This certification shall a) contain the name and license number ofthe certifier; b) specify each and every actor omission that the certifier contends is a violation of the standard of care expected of professional performing professional services under similar circumstances; and c) state in complete detail the basis for the certifiei1s opinion that each such act or omission constitutes such a violation. This certificate shall be provided to ENGINEER not less than thirty (30) calendar days prior to the presentation of any claim or the institution of any judicial proceeding. 12) In the event ofariy mediation, arbitration or litigation arising from or related to this agreement, the prevailing party shall be entitled to recovery of all reasonable costs incurred, including staff time, court costs, attorney's fees, expert fees and other related costs and expenses. End of Terms and Conditions. +.. ,• . ESS!0 E'kz., ((.LIJ (• G58238 \'EXR6I3O/i8 2525 EL CAMINO REAL - , IV%EL CAMINO REAL: REPLACE 3 LARGE -y . • .. * SKYLIGHTS AND 22 SMALL SKYLIGHTS * 12/7/161 - • . - 1563020900 12/912016 CBC20I 6-0052__j - V - - .c- ,' B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 PROJECT: Red Point Roofing LONG BEACH, CA 90804 Carlsbad Mall (562) 7354955 2525 El Camino Real wwv.basims.com .. Carlsbad, CA 92008 CLIENT Skyco (#SK311O) Purpose of this document: - To providesupporting structural calculations for the proposed skylight system designed and drafted by Skyco Skylights. Design criteria ,1)2013CBC.. . '2) Deflection limited to L/180 or 3/4'. For spans over 20', limit is 1J240. 3) AMERICAN ALUMINUM MANUFACTURERS ASSOCIATION (A.A.M.A.) Definitionof Units.,. V k lb ' lb lb lb 2 k k:= 1000-lb ksi:= - pc - psf:= - plf:= - psi:= - sf:= ft ftk:= ft-k ksf:= - ea:= 1. 2... 3 2 ft .2 . 2 i • . n . ft 'ft in ft 6063-T5 Aluminum Properties: E = 10 106 psi SG := 2.7 Tensile strength ult FT := 22 ksi Yield strength = 16 ksi Loads Glazing (inches) G1 = -- in 160 pcf (1 5/16 overall WI 1/2 air spacer) (Unit A) 16 - = .2_ in 160 pcf (1-1/16" overall wl 1/2 air spacer) (Units B & C) 16 Frame ' fr = 1 0 psf Total dead load DL1 = G1 + fr DL1 = 11 83 psf . --:. •. DL2 :=G2 +fir DL2 =8.5-psf 'Wind load: Exposure C, 110 mph.t Assume ridge height above finished floor: Ih = 20 ft or les Note: The following wind loads are service level loads (ASD), per Mecawind output. . See MECAWIND wind output attached: nit A: WLIA := 14.84-psf (inward) : WLOA := 14.84psf (outward) -: . .. Unit B: WLiB := 9.60-psf (inward) - V - .. -, '. ,. ' 18.08-psf + 20.91-psf (outward, weighted avg. WLOB = WL = 19 49 psf of Zones 1 and 2) Unit C WL1c = 9 63 psf (inward) 15.30 psf + 26 63 psf (outward weighted avg. WLOC := . 2 oc=2o96p of Zones land 2) Snow load:' • S:=0-psf • ..•' ••:'- • V...-. I - .: B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 .. . - .. PROJECT: Red Point Roofing LONG BEACH, CA 90804 . Carlsbad Mall (562) 735-4955 ' . 2525 El Camino Real www.basims.ôoñi' :- . .' ' Carlsbad, CA 92008 CLIENT Skyco(#SK3110) Lad combinations, per CBC 2404.2: ,UnftA:: - LC :='WLOA - DL LCI'= 3.01•psf ,LC2:DLI +WLIA +0.5.S - LC2=26.67-psf <----- GOVERNS for Unit All LC3= 05WL,A + DL1 + S LC3= 1925 psf LC4 = DL1 - LC4= 1183 psf - I. •.• 'V . ,, Units . B & C Unit C wind loads govern LC5 = WLoc— DL2 1247 psf ,LC5= LC6 = DL1 + WL,c + 05 S LC6= 2146 psf < - GOVERNS for Units B—&--C1 LC7 = 05WLic+ DL2 + S LC7= 1331 psf .. ., ' . "V ' • V. F - Member checks: . . '. . '[CHECK 6 DP RAFTER Unit Al Model .6" rafter with RISA 3D software See RISA sheets attached (p 20-28). Section properties I) = 1 9474 in4 1x:= 15 7778 in4 S = S = 5.0025. in3 J:=I + I J = 17.7252. V 3.154. in ' 2 A. SW := 3.1 15 in . 169 pcf SW = 3.66. (section properties per AutoCAD - plf (self weight) MASSPROP Command) Model. rafter as simplified rectangular tube in.RISA-3D:' H:= 6-in (height) W:= 2-in (width) t:= 0.125-in (minV wall thickness) -Span: ..L:' 16.3 .ft Spacing (tributary width): -s:=.7.8-ft Loads Dead load DL1 78ft= 923 plf DL1 55ft= 65.08 pif DL1 29f1= 3432 plf Inward wind: WLIA 78fi= 11575p1f WLIA55ft= 8162 plf WL29fl=43O4 plf V , . - •. '" - - V - ,_ '- V. Outward wind WLOA 78fi= 11575 plf WLQA 55ft= 81.62.plf WLOA 29ft= 43.04.plf Reactions , Refer to RISA output attached see Envelope Joint Reactions 'V • • V -' I '-.1 V -, •* . . . . 1 16555 ROCaicPackage pg. 3of31 .,..-'- 14, ', -' ,. -- :. .1 I.. B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 PROJECT: Red Point Roofing LONG BEACH, CA 90804 = Carlsbad Mall (562)735-4955 . 2525 El Camino Real www.basims.com Carlsbad, CA 92008 ,CLIENT: Skyco(#SK3110) LS Slenderness, limit.: SI:= SI = 333.09 Fb:= if[SI > 138,(10.5— 0.070.fT).ksi,9.5.ks (for 6063-T5) 0.50[çi . Fb= 9.22.ksi .. .. Bending stress = b .7 4.332 ksi (per RISA output attached see Envelope Member Section Stresses) - 4 _ -. -. -' L (per RISA output attached see Envelope Member Section Deflections) - Deflection: A := 0.268. in - = 730 - Cornbinedcheck 1f(fb<FbA<0.75 ini<---- OK'"NO GOOD i OK 6 dp rafter OK. Refer to * 180 ) RISA 3D sheets attached p. ICHECK4" DR RAFTER: Units B & Cl : Section properties: ' I:= 1.263-in4 . 1,,:= 4.786in4 S S = 2.38-in' J:= I + I J = 6.05-in4 -. •. . ! • 2.011-in ' SW := 2 112 in2 169 pcf SW = 2 48 plf (self weight) Span: L':= 12.6. ft (max., Unit C governs) - Spacing (tributary width) s:= 2.8. ft" (max.,Unit C governs) .... Uniform load w = LC6 s + SW w = 62 58 plf - •- . . '• . . - p.-. Reaction R2 =R,,= 394.23 lb -' -2 - Max.-momént: M:= ' M= 1241.82 ft. lb ;-, 8 Slenderness limit i = , SI = 260.37 Fb = if[S1 > 138,(10.5 - 0070 ksi 9 5 ks (for 6063-T5) 0.50.[i:5:i - :. •- •• 2 - - Fb= 9.37-ksi Bending stress = = 6.26. ksi S8 5v-L 4 4 Deflection: - -: = 0.74. in = 204 384EI Combinedcheck if(fb <Fb AE<075InAE<L OK "NO GOOD '1= OK 4 dp rafter OK. %180 ) - 16555 RO Caic Package pg. 4 of 31 ... 1- r, •_,;'• I. '4 B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 . . . . . • PROJECT: Red Point Roofing LONG BEACH, CA 90804 . Carlsbad Mall (562) 735-4955 - - - 2525 El Camino Real www.basims.com - -' Carlsbad, CA 92008 CLIENT: Skyco (#SK311O) . Check Connections: ••- - .. ,- [Check sill connection, DETAILS A17, A18, A/9: Unit A1 Check (1) 1/2 dia x 4 H H M B per rafter Seismic shear Seismic coefficient = 0.779 (per USGS Design Maps Summary Report attached) - . Tributary weight per fastener w:= 765 lb w = 765 lb (per RISA output attached LC4) 3 lea Seismic coefficients a = 2.5 R = 2.5 per ASCE 7-10 Table 13.5-1 Seismic design force, per ASCE71331 z:= 1 h:= I W= W l = 10 0.4a PS •SD •Wp.1 I - - . Horizontal seismic force: F:= + 2.!I F= 715.12 lb Governs (Fp >Fprnin) ,.. - . . . . . (R h) I I '. Yp) Max seismic force Fpmax = 1 6 SDs 1p W Fpmax = 953.5 lb -Min. seismic force Fpmu, = 0 3 Sis 1p Wp Fpmin = 178.78 lb Seismic shear V:= F V= 715.12 lb per fastener Allowable shear strength of fastener Safety factor fl = 2 00 (per AISC 360-10 J3.6) IVALLOW = 1-ea 36 ksi (0 5 in)2 VALLOW = 3534.29 lb (Grade 2 steel has yield - J 4 strength of 36 ksi) - if(VALLow > F OK NO GOOD' ) = 'OK' \ ' I 4(1318.lb)2+ (1655.1b)2 per fastener (per RlSA output Non -seismic shear v:= 1-ea V= 2115.69 lb attached LC2 governs) [VALLOW 3534.29 lb If(VAL Low >V 'OK' 'NO GOOD ") = OK -- ••. I ...... ..•I . - -. - _;' .' . . . . -.'. 4 . .•- . . p. 16555 RO Caic Package pg. 5 of 31 44 ...... '1, . • . . .. .. - -'4-, 4. -I • ' -.. 4 , 4., & B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150E. PACIFIC COAST HWY, SKYLIGHT SYSTEM . 12/7/2016 SUITE 200 •. PROJECT: Red Point Roofing LONG BEACH: CA 90804 . Carlsbad Mall (562) 735-4955 2525 El Camino Real www.basims.com - Carlsbad, CA 92008 CLIENT Skyco(#SK3110) -Check (1) 112"dia. x 1-1/2" H.H.M.B. per angle (2 per rafter): Seismic shear 765 lb w = 382.5 lb (per RISA output attached LC4) Tributary weight per fastener W:= - • . 2. ea Seismic coefficients a = 25 R = 25 perASCE 7 10 Table 13.5-1 Seismic design force per ASCE 7 133 1 z = I h = I W = W l, = 1.0 . ., -. 0.4-a P* SDS •Wp Horizontal seismic force: F:= ,( +21 F= 357.561b Governs (Fp> Fpmiri) RP h) .•.-•..• •- .. . Ij \4. P Max seismic force Fpmax = 16 SDS 1p Wp Fpma,..= 476.75 lb I - - Min. seismic force Fpmin = 0 3 SDs 1p Wp Fpmin = 89.39 lb 4 • . . '_'Seismic shear V = F V = 357 56 lb per fastener - .- Allowable shear strength of fastener: Safety factor: f 2.00 (per AISC 360-10 J3.6) = 1 ea 36 .ksi .1L (0 in)2 VALLOW = 353429 lb (Grade 2 steel has yield strength of 36 ksi) if(VALLOW F OK NO GOOD i ) = OK' ,1 ••••' •• - . . - - . Non-se ism'ic shear 4('3'8-'b) lb)2 per fastener (Per RISA output :655 = = 1057.85 lb a IVALLOW = 353429 lb 1 71 - :, • 'if(VALLow> V,"OK" NO GOOD! = "OK" .. 4 .., ., . . . - .. Tension/uplift T = 125 lb T = 62.5 lb per fastener (per RISA output attached LC1) 2-ca .. " Allowable tensile strength of fastener Safety factor = 2.00 (per AISC 360-10 J3.6) - ••. ;:-' ' TALLOW := 1-ea- 60ksi.(05.1fl) TALLOW = 5890.49 lb (Grade 2 steel has tensile t 92 4 , strength of 60 ksi) > T 'OK NO GOOD i ) = 'OK I. - _•4 -- . . .. . • -. •: -. •L- , • - I , -- - -.. a.. - '-.4 , '. -•, -. - .- . - 4 - -• - - 16555-RO Caic Package, pg. 6 of 31 STRUCTURAL CALCULATIOI4 SKYLIGHT SYSTEM PROJECT: Red Point Roofing Carlsbad Mall 2525 El Camino Real Carlsbad, CA 92008 CLIENT: Skyco (#SK311O) 555.xmcd 12/7/2016 .iheckrafterto rafter connection, DETAIL A/12: Unit 4 1 Check (10) #12x1" HH.TEK screws per connection (2 plates per rafter apex, 10 screws per plate): 5.42• ft 5.5 ft DL1 'Seismic shear: Tributary weight per fastener: W := W = 35.28 lb 10-ea •, . - . per ASCE 7-10 Table 13.5-1 and. - Seismic coefficients a = 1.0 R = 2.5 o = 2.5 Supplement 1 'Seismic design force, per ASCE 713.3.1: z:= I h:= I W:= W I:= 1.0. . . 0.4-a .SDS.W ( z\ * ' Horizontal seism ic force: F := p I +2. F = 13.19 lb Governs. (' h) . "Ip) Max seismic force Fpmax = 1 6 SDs 1p Wp Fpmax = 43.97 lb . - Mm. seismic force: Fprnjn : 0.3 SDsIpWp Fpmin = 8.24 lb IVALLow = I ea 456 I (per LARR 25915 Table 5) -. if F OK NO GOOD I ) = OK fbS Non-seismic shear: M := - M = 620.91 ft-lb moment per plate ,. - . 2. ea V:= M V= 331.15 lb shear per fastener 4.5-in-5-ea : - 1ALLOW := l•ea•45616 (per LARR 25915 Table 5) - V,"OK' ," NO GOOD!") = "OK" . • 4- q .,,,. .. - . - 4 I.. • - - . . -- 4 '. •., ,' ., - .•. • .- . - - - • . • . 4 • -- 4 .4 1 B.A. S!MS ENGINEERING, INC STRUCTURAL CALCULATION SKYLIGHT SYSTEM PROJECT: Red Point Roofing Carlsbad Mall 2525 El Camino Real Carlsbad, CA 92008 CLIENT: Skyco(#SK31I0) 16555.xmcd 1217/2016 'Check 1/4" x 8". alum. gusset plate: Plate properties 2 d = 5.2. in t = 025 in Lb := 8-in Cb = I 2 = 025 tn(52in) S,= 113 in3 section - , • modulus) Check bending: - b := 4.332-ksi bending stress per rafter (per RISA output attached, see Envelope Member Section Stresses) S,,:= 5 0025 in3 section modulus (6 dp rafter) V•V -fb -S ' M = - M = 902.95 ft lb moment per plate 2. ea - th = fb = 9 62 ksi bending stress per plate - 'S, V V .tV Lb . . S I— S = 25.8 slenderness tCb d - Fb = if[S> 18,(17.1 - 0256 ksi 12 5 ksi] Fb = 15 8 ksi allowable bending stress (for 6063-t5) if(Fb>fb OK NO GOOD' )= OK FCheck compression ring, DETAILS A/13, A/14: Unit A1 Check (6) 012x1" HH Tek screws per rafter: V 163-2.9-fi-DL1 ..Seismic shear: Tributary weight per fastener: w 2 W = 46.61 lb V V - V 6-ea Seismic coefficients a = 2.5 R = 2.5 per ASCE 7-10 Table 13.5-1 Seismic design force, per ASCE 7 13.3.1: z:= 1 h := 1 W:= W I:= 1.0 V - 0.4a -SDS -WP P a V Horizontal seismic force: F . + 2.! 1 F = 43.57 lb Governs (Fp> Fpmin) . . (Rp ) h) t\ •V V Max seismic force Fpma = 1 6 SDs 1p W Fpmx = 58.1 lb • Min. seismic force Fpmm = 0 3 SDs 1p Wp Fpmin = 10.89 lb - Seismic shear v := F V = 43.57 lb per fastener V ,1vALLow:= 1-ea-41b (per LARR 25915 Table 5) 1 -- If(VjLow> V OK NO GOOD' ) = OK 16555-RO Caic Package, pg. 8 of 31 .o ,V• a --Jr B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 ' . - PROJECT: Red Point Roofing LONG BEACH, CA 90804 Carlsbad Mall (562) 735-4955 2525 El Camino Real wiAw.basirns.com . Carlsbad, CA 92008 CLIENT Skyco(#SK3110) ;• 1•• .)- - -- 309-lb Non seismic shear V = V = 51 5 lb per fastener (per RISA output attached LC2 governs) 6-ea [VALLOW = 1 ea 456 l (per LARR 25915 Table 5) If(VALLow> V OK NO GOOD' ) = OK 4 - Withdrawal/tension T = 2.055-k , T = 342.5 lb per fastener (per RISA output attached LC2 governs) 4 I ITALL OW :1 ea 586 I (per LARR 25915 Table 3) -(TALLOW > I OK NO GOOD' ) = OK Check (6)#12x1-1/2" HH Tek screws per rafter: 16.3•ft (.•2.9• ft. DL1 2 W = 69.92 lb Seismic shear Tributary weight per fastener W := • 4. ea Seismic coefficients = 2 s R = 2.5 per ASCE 7-10 Table 13.5-1 Seismic design force per ASCE 7 13.3.1: z:= 1 h:= 1 W = W I = 1.0 0.4•a •SDS•W Hon seismic force: F:= p p.1 1 + 21I F= 65.36 lb Governs (Fp> Fpmin) I) h) + -:. Max seismic force Fpmax = 1 6 SDS 1p WP Fpma. = 87.15 lb Min. seismic force Fpmin = 0.3- SDs 1p WP Fpmin = 16.34 lb Seismic shear V = F V = 65.36 lb per fastener l"ALLow = I ea 456 I (per LARR 25915 Table 5) If(VALLoW> V OK NO GOOD' ) = OK' = 2055 lb =-342.5 !'Non seismic shear. V:-* lb per fastener (per RISA output attached LC2 governs) -6-ea - IvALLow = 1 ea 456 Ib (per LARR 25915 Table 5) if(V w > V OK NO GOOD" ) = OK .c ¶.-•• - ,f_Jr - - 16555 RO Cale Package pg. 9 of 31 1 - 2, . - B.A. SIMS.ENGINEERING, INC. ', STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 . ! PROJECT: Red Point Roofing . . LONG BEACH, CA 90804. - Carlsbad Mall (562) 735-4955 2525 El Camino Real www.basims.com", . Carlsbad, CA 92008 . CLIENT: Skyco(#SK3110) . 309 lb Withdrawal/tension T:=T = 51.5 lb per fastener (per RISA output attached LC2 governs) 6. ea 'ITALLOW = I ea278I (per LARR25915 Table 2) : If(-rALLOW > I OK NO GOOD' ) = OK 5- - 4 - . ... .. -[Check sill connection, DETAILS A/15, A/16: Units 1.'1Chèck (4)114" dia.-x 2" LAG SCREWS per rafter: . ! l2.6• ft. 2.8• ft. DL, . Seismic shear: 'Tributary weight per fastener: w:= - W = 74.97 lb - . •. .' . :13 ,. . . ,- 4. ea S • 3. . 'S 3' Seismic coefficients: a := 2.5 . := 2.5 per ASCE 7-10 Table 13.5-1 ,. ' ... •- ; :- Seismic design force, perASCE 713.3.1: z:= 1 h:= I W := W I := 1.0 -n P - •'.. •,:. •.-_' .,- - -. ! ,• 0.4a •SD \f I' Horizontal seismic force: F := 1 + 2.! F = 70.08 lb. Governs (Fp> Fpmin) - ' •. -: , h) ......3. , . ! II ' . i'' .-- _5' 7 pj Max. seismic force: Fpm := l.&SDslp'Wp Fpmax =.93.441b ' - . • Min. seismic force Fpmin = 0 3 SDS 1p Wp Fpmin = 17.52 lb tv Semmic shear V:= F V= 70.08 lb per fastener 3 IvALLow:= 1'ea.l96'I' (per NDS worksheet attached) 3' if(VALLOW > V OK NO GOOD' ) = OK Wthdrawal/tensmon = 12.6 ft 2 8 ft LCS T = 109.94 lb per fastener 4-ea , - •:- 'ITALLOW := 1•ea'484'1 (per NDS worsheet attached) I OK NO GOOD' ) = OK . . , . .:- '•'. .- - S.-,- . - 3- 7 16555-RO Cale Package, pg. 10of31 - - S •' k .. ., 4 B.A. SIMSENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY - SKYLIGHT SYSTEM 12/7/2016 SUITE 200 -. - PROJECT: Red Point Roofing LONG BEACH, CA 90804 Carlsbad Mall (562) 735-4955 2525 El Camino Real .- - www.bisims.com Carlsbad, CA 92008 CLIENT Skyco(#SK3110) [Check sill connection, DETAIL A/17: Unit B Check 1/4 dia x 2 LAG SCREWS @ 12 0.c.: 2.6• ft. 12 in- DL, Seismic shear Tributary weight per fastener w:= - w = 22.1 lb . •.•'-• . ,. 1ea 7 .• 41 Seismic coefficients ap = 2.5 R = 2.5 per ASCE 7-10 Table 13.5-1 .,• -• - ,. -. 4 •• - Seismic design force per ASCE 7 13.3.1:z:= I h:= 1 W = W I,,:= 1.0 - 0.4a p 'SDS'Wp 1 z\ seismic force: F := 1 +21 I F = 20.66 lb Governs (Fp > Fpmin) . .( Horizontal h) Rp) Max seismic force Fpmax 1 6 Sos 1p WP Fpmax = 27.55 lb .--..--- . S. Mm seismic force Fpmm = 03 SDS Tp Wp Fpmtn = 5.16 lb Seismic shear V:= F V = 20.66 lb per fastener NALLow = 1 ea 196 1i3 (per NDS worksheet attached) - if(VALLow> V OK' NO GOOD' ) = OK withdrawal/tension = 2 6 ft 12 in LCS T = 32.41 lb per fastener 1-ea - [TALLOW = I ea 484 ll (per NDS worsheet attached) if(TALLow> I 'OK' NO GOOD I) = 'OK 4- .4 -. - - : • U 4 4• • . -, ,,•. . •. '- --. --. • - -. - -. •: -... - 16555 ROCalcPackage pg. 11 of 31 - --.-•;. -,, ..'--.., B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 . PROJECT: Red Point Roofing LONG BEACH, CA 90804 Carlsbad Mall (562) 735-4955 - 2525 El Camino Real www.basims.com - -. Carlsbad, CA 92008 - CLIENT Skyco (#SK311O) iCheck sill connection, DETAIL A/18: Unit Check 1/4 dia x 2 LAG - - ' . SCREWS Q 12 o c -Seismic shear: - - 3.1-fl- 12-in-DL2 Tributary weight per fastener: w := w = 26.35 lb - lea S S Seismic coefficients a = 2.5 = 2.5 per ASCE 7-10 Table 13.5-1 Seismic design force per ASCE 7 13.3.1: z:= i h:= I WP := W l = 1.0 0.4-a -SD W ' P S Horizontal seismic force: F .i 1 +21 1 F = 24.63 lb Governs (Fp> Fprnin) h) i) Max seismic force Fpma = 1 6 SDS 1p Wp Fpmi = 32.84 lb Min. seismic force Fpmin = 0.3 SDs 1p Wp Fpmin = 6.16 lb Seismic shear V:= F V = 24.63 lb per fastener - .IVLOW := lea l96-I (per NDS worksheet attached) - 5- mf(VALLOW> V OK NO GOOD I ) = "OK _.,5t•_,_ • S - - " 'Withdrawal/tension: I.- -- - 3 1-ft-12 in. LC5 T I = 3864 lb per fastener -..5-• :.. •... lea - * tTA1Low = 1 ea 484 lb (per NDS worsheet attached) lf(TALLOw> T OK NO GOOD i ) = 'OK .4 - 4 41 1 - ...... 5 ..P t 4* - • ' "-.•- - _.- .5 5- S - - 4 4 __,• - -- - 16555-RO Caic Package, pg. 12 of 31 -, -V. B.A. SIMS ENGINEERING, INC. . STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 ' PROJECT: Red Point Roofing LONG BEACH, CA 90804 Carlsbad Mall (562) 735-4955 " 2525 El Camino Real www.basims.com' .' " Carlsbad, CA 92008 CLIENT Skyco(#SK3110) '1Checkndge connection, DETAIL A/22: Unit Check weld Per Aluminum Design Manual Section 7 n = 1.95 (factor of safety) -,'-V'..., Noriinal weld size =! Ifi s= 0.13-in V - .• I': - - - V . "Effective -throat: t:= - V te= 0.09. ine. - . SW V Bask metal = 11 ksi F1 = 17 ksi for 6063-T5, Table 3.3-2 :,Filler:' 6063'base metal to'6063 base metal: 5356, 4043, 4047, 5183, or 5556 filler alloy. ;4043 filler has lowest shear and tensile ultimate strength: Uw 115 ksi Ftuw = 24kst for 4043, Table 73 1 V 'V Top weld (puddle veld): - := 11•ksi := 17•ksi for 6063-T5, Table 3.3-2 (base metal governs) ; V - 2 A,,:= S%2-in Awe = 0.25-in V Fsuv'A ve ' - • ,, , V := , Vwj = 1410.26 lb allowable shear strength nu "- F UW.AW V 'P i p = 2179.49 lb allowable tensile or compressive strength - • ' V' flu, ' V Side welds (partial penetration gioove weld): Fsuv := 11'ksi Ftuw := 17 ksi for 6063-T5, Table 3.3-2 (base metal governs) Awe = S 2 ea 3 625 in A ve = 091 -in2 FSUW % Awe V . V%V2 : Vw,= 5112.18 lb allowable shear strength 'V. V V_VVV "V V V ' 'F v A ve V Pw2 = 7900.64 lb allowable tensile or compressive strength V VVU - 'V . . ,V '' . V %'Bottom weld (fillet weld): := I 1•ksi := SUW k = 16.5•— for 6063-T5, Table 3V3-2 (base metal) ft Fsuw:= 11 5 kl = te F5 = 122 for 4043 Table 7.3-1 (filler, governs) - - . F,.2.5.in . ft V , V,,,3 := . - v 3 = 1303.16 lb allowable shear strength V - V flu V allowable tensile or compressive strength . w3 Vw3 V V w3 = 1303.16 lb (stress on a fillet weld is shear for any direction .• V 4 of applied load per Section 7.3.2.2) . . . . 77 • V 7 VV4 I • B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 16555.xmcd 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM 12/7/2016 SUITE 200 - . PROJECT: Red Point Roofing LONG BEACH, CA 90804 Carlsbad Mall (562) 735-4955 2525 El Camino Real www.basims.com Carlsbad, CA 92008 CLIENT: Skyco(#SK3110) Total eld strength: MALLOW := V1 +V,,7 + v,3 VALLOW = 7.83.k allowable shear strength ALLOW = P1 + P2 + PW3 FALLOW = 11.38-k allowable tensile or compressive strength 12.6. ft 28ftDL2 2 Seismic shear: Tributary weight per weld: W:= w = 149.94 lb - . . 1ea per ASCE 7-10 Table 13.5-1 and .., . Seismic coefficients: a:= 1.0 R:= 2.5 Mo:= 2.5 Supplement I - .,- - Seismic design force, per ASCE 7 13.3.1: z:= I h:= 1 W:= W I:= 1.0 - - - . I z Horizontal seismic force: 0.4•a p-SDSW p.1 + 2•— I F= 56.07 lb Governs (Fp> Fpmin). (R h) - Max seismic force Fpmax = 1 6 SDS Tp WP Fpm ax 186.89 lb Min..seismic force Fpmin = 0.3-SIDS-1p, WP Fpmin = 35.04 lb . VALLOW'= 7825.61b if(VALLOW > F OK",NO GOOD i ) = OK' Non-seismic:,M2 = 1241.82 ft lb (max moment) M2 . .,. P:= - P= 3725.46 lb - . 4.j FALLOW 11383291b If(PALLOW> P OK NO GOOD" ) = 'OK .......- s.-. <<< end of calculations >>> 1 • . . •- - i. .••.- - -- .. -•_•4 4 •-. • • .•.: ,- I .. • .• -, - . . 16555 RU Caic Package pg. 14 of 31 . . - . ,-. --. .-, . MecaWind Pro v2.2.7.5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com - - Date : 11/30/2016 Project No. : 16555 - Company Name : B.A. Sims Engineering Designed By : SM Address : 5150 E. PCH Suite 200 Description : _______ -- City : Long Beach Customer Name : Skyco Skylights State : CA Proj Location : Carlsbad, CA File Location C:\Users\User\Documents\Project Files\16555-Sk)'Co-Carlsbad Mall Ph 2\16555-A wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) - Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category = C . Natural Frequency = - N/A Flexible Structure = No 'Importance Factor = 1.00 Kd Directional Factor = 0.85 - Damping Ratio (beta) = 0.01 -. - - Alpha = 9.50 Zg = 900.00 ft -: .At , . 0.11 Bt = 1.00 Pm - • = 0.15 Bm 0.65 ••. ' - •- Cc .. . = 0.20 1 = 500.00 ft Epsilon -• =. 0.20 Zmin = 15.00 ft - , •-. ., f: Dome Height = 6.30 ft hD: Cylinder Base Height= 13.70 ft D: Cylinder Base Dia = 30.50 ft - ,.• , •. h:Mean Roof Ht = 16.85 ft Type of Roof = DOMED -RHt:Ridge Ht = 36.00 ft Eht: Eave Height = 13.70 ft OH: Roof Overhang at Eave= 6.30 ft Overhead Type = No Overhang I. Gust Factor Calculations ..• Gust Factor Category I Rigid Structures - Simplified Method ' - Gustl: ForRigid Structures (Mat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis - Zm: 0.64Ht - 15.00 ft . • •- lzrn: Cc4(33/Zm('0.167 = 0.23 ' Lzm: 1*(Zm/33)Epsi1on =427.06 ft . . Q: (1/(1+0.63*((D+Ht)/Lzm)0.63((0.5 = 0.93 . . Gust2: O.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor .Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0-85 - - ' Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi •. . • ..., GCPi : Internal Pressure Coefficient = +/-0.18 - ... . .. . . . . - Wind Pressure on Components and Cladding . •, Nkluid All pressures shown are based upon ASD Design, with a Load Factor of .6 - , External Pressure Coefficients for Domes with a Circular Base - Components & Cladding . • . . -. Theta - Pressure + Pressure + Pressure . 4 Deg 0-90 0-60 61-90 GCp -0.90 0.90 0.50 -t .• - .. Wind Press. Max psf -9.89 14.84 9.35 - • Wind. Press. Win psf -14.84 9.89 4.40 ,.. Note: Values apply for Figure 6-16 when 0 <= hD / 0 <= .5 & .2 <= f/D <= .5 • •,•• • • - C. • - -. ,i_ 6 •••. I' -- • ••. ,• • ci. - . ' - • - - •. • - • . 4•' - •,-, -. •..-- • 16555 RO Ca(c Package pg. 15 of 31 V. MecaWind Pro v2 2 7 5 per ASCE 7-10 - Developed by MECA Enterprises Inc Copyright www.mecaenterprises.com Date : 11/30/2016 1 Project No. : 16555 Company Name : B;A. Sims Engineering Designed By : SM P L '. Address •.. : 5150 C. PCH Suite 200 Description :UiTiTUB City : Long Beach - Customer Name : Skyco Skylights State : CA Proj Location : Carlsbad, CA • File Locétion:. C:\Users\User\Documents\Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-B.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) . . • - -Basic Wind Speed(V) = 110.00 mph . - .., Structural Category - II Exposure Category = C Natural Frequency '. = N/A Flexible Structure = No Jk Importance Factor •. -= 1.00 Kd Directional Factot = 0.85 Damping Ratio (beta) 0.01 -Alpha. = 9.50 Zg = 900.00 ft At . -; - .= 0.11 Bt = 1.00 Am • = . 0.15 Bm 0.65 .- -Cc = 0.20 1 = 500.00 ft Epsilon , -.' = 0.20 Zmin 15.00 ft . -7 . - •. Pitch of Roof - -= 2 : 12 Slope of Roof(Theta) = 9.46 Deg .• -, .- h: Mean Roof Ht - 19.21 ft Type of Roof = NONOSLOPE .r. - RHt: Ridge Ht = 20.00 ft Eht: Cave Height = 18.42 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 21.00 ft Bldg Width Across Ridge= 9.50 ft - .- Gust Factor Calculations - Gust Factor Category I Rigid Structures - Simplified Method S. • - , tGustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 . Gust Factor Category II Rigid Structures - Complete Analysis ' •. Zrn:4 0.6*Ht . = 15.00 ft lzrn: Cc*(33/Zm)0.167 = 0.23 - • , - Lzm: 1*(Zm/33)Epsi1on . = 427.06 ft ' '1 Q (11(1+0 63 ((B+Ht)/Lzrn)50 63)VO 5 = 0.95 -t Gust 2.0.925*((l+1.7*1zm*3.4*Q)/)1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gust 1 or Gust2 = 0 85 '. Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi 5 GCPi . : Internal Pressure Coefficient = +/-0.18 : Wind Pressure on Components and Cladding (Ch 30 Part 1) t : 2 :3I 4Roofnot 4a shown 2 1 2 - A a I A •.- •--t, . .. I 4a Y _ 5 55 a Monostope Roof 9-'=1O All pressures shown are based upon ASD Design with a Load Factor of 6 Width of Pressure Coefficient Zone "a" = = 3.00 ft 4 • Description Width Span Area Zone Max Mm Max P Mm P ft ft ft2 GCp GCp psf psf • . .Zone'1 lOO 1.00 1.0 1 0.30 -1.10 9.60 -18.08 5 5- - • 441 . -. •-, S • - 4 -. 16555-RO Caic Package, pg. 16 of 31 '. - - - 4 •44-•. ,. • •.- .•.. • - -.•- ir *- - . :,,• j_ Zone 2 1.00 - 1.00 1.0 2 0.30 -1.30 9.60 -20.91 Zone 3%; 1.00 1.00 , 1.0 3 0.30 -1.80 9.60 -27.97 Zone 4 1.00 1.00 1.0 4 0.90 -1.10 15.26 -18.08 - - Zone 5, 1.00 1.00 1.0 5 0.90 -1.40 15.26 -22.32 Zone 21. t1.00 1.00 1.0 21 0.30 -1.60 9.60 -25.15 Zone 3 1.00 1.00 1.0 3 0.30 -2.60 9.60 -39.27 - a: hcc:Comp. & Clad. Table 6-3 Case 1 = 0.89 Qhcc 00256 V2 Khcc*Kht*Kd = 14.13 psf - - '•: , - . - - -' •_•r. --, - - -r * I.. & I 1 •• - . ,, . •,_•# *. ,'••. --ri -- • - r• - r '•_ . ,• . .- - - 1' - .- _•* -•' .• . , - I' •. -- - ••-• ._sc - , - . .rr y - - -. I - • - - -. .-.• I 1 •• I . •• •- :- - I • -- ** - 4 , - --4 - I. • 8 - - - - • - -- & . -S - - fl - • -- 4 • - - - f - 4$ -. 4 • . •• - a * 16555 RO Caic Package pg. 17 of 31 I .. .-..-., -''5 - ---s. MecaWind Pro v2.2.7.5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com bate : 11/30/2016 - Project No. : 16555 Company Name :, B.A. Sims Engineering Designed By : SM Address • : 5150-E. PCH Suite 200 Description : . City - : Long Beach Customer Name Skyco Skylights 't State : CA Proj Location : Carlsbad, CA File Location C:\Users\User\Documents\Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-C wnd - Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category . = II Exposure Category = C - - - . Natural, Frequency = N/A Flexible Structure = No • .. . Importance- Factor 1.00 Kd Directional Factor = 0.85 1. - Damping Ratio (beta) = 0.01 5 Alpha = • 9.50 Zg = 900.00 ft • At = 0.11 Bt = 1.00 Am 0.15 Bm = 0.65 .. ,Cc. - = 0.20 1' = '500.00 ft - Epsilon ' - = 0.20 Zmin = 15.00 ft -. . Pitch of Roof = 2 : 12 Slope of Roof (Theta) = 9.46 Deg h: Mean Roof Ht • 19.46 ft Type of Roof = GABLED : - •' • RHt: Ridge Ht = 20.00 ft Eht: Eave Height = 18.92 ft 's . OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = '22.00 ft Bldg Width Across Ridge= 13.00 ft - ..• ' . S. Gust Factor Calculations Gust .Factor Category I Rigid Structures - Simplified Method .5 Gusti: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 - S . Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft - lzrn: Cc*(33/Zm)0.167 - = 0.23 •• .,Lzm: 1*(Zm/33)Epsilon = 427.06 ft ,, . 0: (1/(1+0.63*((B+Ht)/Lzm)0.63))0.5 , = 0.94 Gust2:0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 '.. "Gust-Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 5 - - • Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi . : Internal Pressure Coefficient +/-0.18 Wind Pressure on Components and Cladding (Ch 30 Part 1) S. •. • .: :.. ,-.., I' ' JØ1 -' at L24 Roof not ' shoi /51 2i ' I1'2'1'' I I , S I "'-._ ,•'• _4 ' .. I I I I 4 .• - i51 at 1tI11 211 0 5j( .alls Gable Roof 7<0 <m 45 All' pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone a = = 3.00 ft ' Description Width Span Area Zone Max Min Max P Min P - -. ft ft ft2 Gep Gcp psf psf - .: . . 5.. . ---------------------------------------------------------------------- ' Zone 1' : . 1.00 - 1.00 1.0 1 0.50 -0.90 9.63 -15.30 . S -:. •- .- -' •', - . .• • • ' - - . . . . . 16555 RO Caic Package pg. 18 of 31 il• '. ... •- & •_••t '. ' ' . - -• . a - - . - * . * : - ; - . .• -" - .. I. - Zone 2 1 00 1.00 1.0 2 050-1 70 9.63 -26.63 -' Zone 3 ' 1.00 1.00 1.0 3 0.50 -2.60 9.63 -39.38 Zone 4 1.00 1.00 1.0 4 0.90 -1.10 15.30 -18.13 Zone 5 .. 1.00 • 1.00 1.0 5 0.90 -1.40 15.30 -22.38 . ,Khcc:Comp. & Clad. Table-6-3 Case 1 = 0.90 . Qhcc 00256 V2*Khcc Kht Kd = 14.17 psf 1 ;4. -'C-. . • - • - L * • . ... - - • . - • • . - . • -. • . '4 4 4' 4 - 4 4 : • :. • .- •. -, 0 -• -. - /- . . . • . - . ,- I •. • - I - - -. •--. _:4 •_•_4_ ,. - .- .4. -. .-•.- .4 44 •• •- . .4 44 I L . -.- -. - a --,-- _'.t . --•.. .- - - • 4 ..•' -. .- -, . .4 - 4- . --4 4 4 4 •-4 . ,- • ,. -. - - . . • . '..-. 4 .•. - - 4 . - . a -4 $.• ;- ..•-, i 4 -4 -.. -•- -4 . -. • • - --4'...- 44 I 4 -4. - 16555 RO Caic Package pg. 19 of 31 .-..- - 4 : ... I . Company : B.A. Sims Engineering, Inc. Dec 2, 2016 Designer SM 9:28 AM lI Job Number : 16555 Checked By: 11RIS : P Model Name : Rafter, Unit A (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in '2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% _________________________ Include P-Delta for Walls? Yes o Autmatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (Wsec'2) 32.2 Wall Mesh Size (in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Z Global Member Orientation Plane XY Static Solver Sparse Accelerated Dynamic Solver . Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) RlSAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code . AISI S100-12: ASD Wood Code AWC NDS-12: ASD Wood Temperature <100F - Concrete Code ACI 318-1.1 - Masonry Code ACI 530-13: ASD Aluminum Code AA ADM1-lO: ASD — Building Number of Shear Regions 4 Region Spacing Increment (in) 4 .Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes se Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Mm % Steel for Column 1 Max % Steel for Column 8 r - .2 - - .. -I' - • .' ,- -. • .• . •V - - . a . •. . •• - •t_ 4 - . - -, , . -• ,_•._c • - .t , - • . ..- L d p-•, '.- - -a - . • RISA-3D Version 15.0.0 [CA ... \...\... \Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 1. •. . - . 16555-RO Calc Package, pg. 21 of 31 - :. . • 'V - 1-.• . . • . 114 Ni 0 0 2 N2 4.6 0 2.9 0 N3 9.7 0 4.8 0 N4 . 15.1 0 5.58 0 N5 30.2 0 0 0 NO 256 0 29 0 1' 7 • N7 20.5 0 4.8 0 - ,t• ! •'••' - *• ,......... * , - ' •' ' I Company B A Sims Engineering Inc Dec 2 2016 ' I . •- , - Designer : SM 9:28 AM IRIS Job Number : 16555 Checked By:___ Model Name : Rafter, Unit A - '(Global) Model Settings. Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .02 CtZ , - .02 I X (sec) Not Entered T Z (sec) . Not Entered R 3 RZ .- 3 Ct Exp. X 75 Ct Exp. Z .75 SD1 1 SIDS • . . - 1 Si 1 TL (sec) . ' 5 Risk Cat bill' Drift Cat Other Om 1 Om . 1 CdZ 1 CdX 1 Rho 1 Rho 1 1 3003-1-114 10100 13787.5 .33 _1 .173 Table B .... i 19 1 16 13 12 141 _2. 6061-T6 10100 3787.5 .33 _1.... .173 Table B .... i 38 35 35 24 141 ±i.. 6063-T5 10100 3787.5 .33 _1 .... .173 Table B .... i 22 16 16 13 141 ....4.... 6063-T6 -- 10100 3787.5 .33 _1 .... .173 Table B .... _i_ 30 25 25 19 141 _.._ 5052-H34 10200 3787.5 '33 _1.... .173 Table B .... i 34 26 24 20 141 6061-16W 1 10100 3787.5 1 .33 1_1. .173 Table B....i 24 15 15 15 1 141 too - -. r. 4 ,- j Aluminum Properties ' Label E lksil G fksil Nu Therm (. DensitvF. Table B.4 kt Ftulksil FtvFksil FcvFksil FsuFksil Ct - •.. . * .,t ....a •' — Joint Coordinates and Temperatures Label X[ftl Y1ft1 Zifti Temo [Fl Detach From Diao . : Aluminum Section Sets Label '- Shape Type Design List Material Design Rules A lin2l Iyy [in4l Izz Fin41 41041 'T "I I RAFTER I6"SKYCO ... l Beam I Rectangular Tubes I 6063-T5 I Typical I 3 I 1.854 112.248 I 5.185 1 Member Primary Data . - . Label - I Joint J Joint K Joint Rotate(... Section/Shape Type Desian List Material Design R... -. -. \...\ RlSA-3D Version 15.0.0 [C:\... ...\Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 2 - '• - - -, . -, . 16555-RO Caic Package, pg. 22 of 31 .- 1 Mi - Ni N2 RAFTER Beam Rectangular Tubes 6063-T5 TvDical. 2 M2 N2 N3 74— Beam Rectangular Tubes 6063-T5 Typical 3 M3 N3 N4 R AFTER 1 RAFTER Beam Rectangular Tubes 6063-T5 Typical - : Company B.A. Sims Engineering Inc Dec 2 2016 Designer : SM 9:28 AM .. W 'iS-A Job Number : 16555 Checked By: Model Name : Rafter, Unit A -s Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(... Section/Shaoe Tvoe Desian List Material Desian R... Ml 092 =.065 0 0 _2. M2 -.065 -.034 0 0 M3 -.034 0 0 0 M4 0 -.034 0 0 M5 -.034 -.065 0 0 M6 _____ -.065 -.092 0 0 iii ' Ml -116 - :082 - 0 0 2 M2 ____ -082 -.043 0 0 M3 -.043 0 0 0 _.4.... M4 ____ 0 -.043 0 0 .5 M5 -.043 -.082 0 0 6 M6 y. -.082 ______ -.116 0 0 - Membei Distributed Loads (BLC 3: Wo) Member Label Direction Start MaanitudeFkift,F End MaanitudeFklft.F1 Start LocationFft.%1 End Locationlft.%1 Ml :116 .082 0 0 2 M2 ______ .082 .043 0 0 3 M3 .043 0 0 0 M4 _____ 0 .043 0 0 5 M5 .043 .082 0 0 M6 Y 1 .082 .116 0 0 - Basic Load Cases Load Combinations . / . Description Solve PDel ... SRSSBLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... • . . ç • * Envelope AA ADMI-10: ASD - Building Aluminum Code Checks - - Member Shaoe Code C... Locifti LC Shear ... Locifti Dir LC Pnc/O... PntlOm...Mnv/O... Mnz/O... Vnv/O... Vnz/O... Cb Eon RISA-31D Version 15.0.0 [CA ... \...\... \Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 3 16555-RO Calc Package, pg. 23 of 31 4 A, 4 M4 N4 N7 RAFTER Beam Rectangular Tubes 6063-T5 Typical 5 M5 N7 N6 RAFTER Beam Rectangular Tubes 6063-T5- Typical M6 N6 N5 RAFTER Beam Rectangular Tubes 6063-15 Typical .- Member Distributed Loads (BLC I : D) Member Label Direction Start Maanitudelk/ft.F End MaanitudeFk/ft.F1 Start Locationlft.%1 End LocationFft.%1 - Member Distributed Loads (BLC 2 WI) - ' Member Label Direction Start MaanitudeFklft.F End MaanitudeFklft.F1 Start Locationlft.%1 End Locationrft.%1- p., 1 Ml 6" SKYC... .502 3.739 2 .057 0 v 2 17.588 29.091 1.545 3.285 12.567 3.025 1... ftl-1 I 2 M2 6" SKYC ... .443 .794 2 .041 5.442 y 2 17.58 29.091 1.545 3.299 12.567 3.025 11 .. 11.1-1 I 3 M3 6" SKYC ... .564 5.456 2 .025 5.456 y 2 17.557 29.091 1.545 3.299 12.567 3.025 L4 M4 6' SKYC... .564 0 2 .025 0 y 2 17.557 29.091 1.545 3.299 12.567 3.025 1... Hi-i 3 2 max .665 2 .181 2 0 1 2.278 2 .231 1 0 1 0 1 4 mm -.041 1 -.019 1 0 1 -.231 1 -2.278 2 0 1 0 1 5 3 max .664 2 .074 2 0 1 3.492 2 .359 1 0 1 0 1 6 mm -.042 1 -.008 1 0 1 -.359 1 -3.492 2 0 1 0 1 7 4 max .663 2 .001 1 0 1 3.724 2 .393 1 1 0 1 0 1 8 mm -043 1 024 2 0 1 -393 1 -3724 2 0 1 0 1 9 5 max .662 2 .009 1 0 1 3.057 2 .342 1 0 1 0 1 10 min -.044 1 -.113 2 0 1 -.342 1 -3.057 2 0 1 0 1 11 M2 1 max .668 2 .047 2 0 1 3.057 2 .342 1 0 1 0 1 12 mit' -.045 1 -.002 1 0 1 -.342 1 -3.057 2 0 1 0 1 13 2 max .667 2 .005 1 0 1 3.12 2 .327 1 0 1 0 1 14 mm -.045 1 -.033 2 0 1 -.327 1 -3.12 2 0 1 0 1 15 3 max .667 2 .011 1 0 1 2.459 2 .249 1 0 1 0 11 16 mm -.046 1 -.103 2 0 1 -.249 1 -2.459 2 0 1 0 1 17 . 4 max .666 2 .016 1 0 1 1.171 2 .118 1 0 1 0 1 18 mm -.046 1 -.164 2 0 1 -.118 1 -1.171 2 0 1 0 1 19 5 max .666 2 .02 1 0 1 .054 1 .649 2 0 1 0 1 20 mm -.047 1 -.214 2 0 1 -.649 2 -.054 1 0 1 0 1 -21 M3 1 max .686 2 .007 1 0 1 .054 1 .649 2 0 1 0 1 22 mm -.049 1 -.033 2 0 1 -.649 2 -.054 1 0 1 0 1 23 2 max .686 2 1 .009 1 0 1 .133 1 1.172 2 0 1 0 1 24 min -.049 1 -.074 2 0 1 -1.172 2 -.133 1 0 1 0 1 25 3 max .685 2 .011 1 0 1 1 .229 1 1 2.031 2 0 1 0 1 26 min -.05 1 -.103 2 0 1 -2.031 2 -.229 1 0 1 0 1 27 4 max .685 2 .01 1 0 1 .331 1 3.119 2 0 1 0 1 28 min -.05 1 -.121 2 0 1 -3.119 2 -.331 1 0 1 0 1 29 5 max .685 2 .009 1 0 1 .425 1 4.332 2 0 1 0 1 30 mm -.05 1 -129 2 0 1 -4.332 2 -.425 1 0 1 0 1 31 M4 1 max .685 2 .129 2 0 1 1 .425 1 4.332 1 2 0 1 0 1 32 mm -.05 1 -.009 1 0 1 4.332 2 -.425 1 0 1 0 1 33 2 max .685 2 .121 2 0 1 .331 1 3.119 2 0 1 0 1 34 mm n -05 1 -01 1 0 1 -3119 2 -331_ 1 0_ 1 0 1 35 3 max .685 2 .103 2 0 1 .229 1 2.031 2 0 1 0 36 min -.05 1 -.011 1 0 1 -2.031 2 -.229 1 0 1 0 1 37 4 max .686 2 .074 2 0 1 .133 1 1.172 2 0 1 0 .1 1 38 njp-.049 1 -.009 1 0 _1_ -1.1722 -.1331 0 1 0 _1_ . Envelope Member Section Stresses Member Sec AxialFksil LC v Shearlksil LC ShearFksil LC v-Toolksil LC v-Botlksij LC z-Toolksil LC z-Botlksi I ('. 1 Ml 1 max .666 2 .296 2 0 - - 1 0 1 0 1 O 1 0 - 1 2 min -.041 1 -.03 1 0 1 0 1 0 1 0 1 0 1 . -- 4, - :Company : B.A. Sims Engineering, Inc. Dec 2, 2016 Designer : SM . 9:28 AM Job Number I : 16555 Checked By: Model Name : Rafter, Unit A Envelope AA ADMI-10: ASD - Building Aluminum Code Checks (Continued) * Member Share Code C... Locifti LC Shear ... Locifti Dir LC Pnc/O... Pnt/Om ... Mny/O... Mnz/O... Vny/O... Vnz/O... Cb Egn 5 M5 6" SKYC... .443 14.649121 .041 0 y 2 17.58 29.091 1.545 3.299 12.567 3.025 1... 1-11-1 6 M6 6"SKYC... .502 11.6991 2 .057 5.438 y 2 17.588 29.091 1.545 3.285 12.567 3.0251.1-11-i Envelope Joint Reactions Joint X Fk1 LC Y rkl LC Z iki LC MX [k-ft)_LC_MY_lk-ftl_LC_MZ_lk-ftl_LC rniur RISA-3D Version 15.0.0 [CA ... \...\... \Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 4 - * . 16555-RO Calc Package, pg. 24 of 31 ::. . : Company : B.A. Sims Engineering, Inc. Dec 2, 2016 Designer SM 9:28 AM Job Number 16555 IIRiS44 Model Name Rafter Unit Checked By Envelope Member Section Stresses (Continued) Member 'Sec Axiallksil LC v Shearlksil LC z Shearlksil LC v-Too[ksil LC v-Botlksil LC z-Toolksil LC z-BotFksi LC 39 5 max .686 2 .033 2 0 1 .054 1 .649 2 0 - I - - - I 40 mm -.049 1 -.007 1 0 1 -.649 .2 -.054 I 0 1 0 1 41 M5 1 max .666 2 .214 2 0 1 .054 1 .649 2 0 1 0 1 42 mm -.047 1 -.02 1 0 1 -649 2 -.054 1 0 1 0 1 43 2 max .666 2 .164 2 0 1 1.171 2 .118 1 0 1 0 1 44 min -.046 1 -.016 1 0 1 -.118 1 1.171 2 0 I 0 1 45 3 max .667 2 .103 2 0 I 2.459 2 .249 1 0 1 0 .1 46 mm -.046 1 -.011 .1 0 1 -.249 1 -2.459 2 0 1 0 1 47 4 max .667 2 .033 2 0 1 3.12 2 .327 1 0 1 0 .1 48 mm -.045 1 -.005 1 0 1 -.327 1 -3.12 2 0 1 0 1 49 . 5 max .668 2 .002 1 0 1 3.057 2 .342 1 0 1 0 1 50 mm -.045 1 -.047 2 . 0 1 -.342 1 -3.057 2 0 1 0 1 51 M6 1 max .662 2 .113 2 0 1 3.057 2 .342 1 0 1 0 1 52 miri -.044 1 -.009 1 0 1 -.342 1 -3.057 2 0 1 0 1 53 2 max .663 2 .024 2 0 1 3.724 2 .393 1 0 1 0 1 54 mm -.043 1 -.001 1 0 1 -.393 1 -3.724 2 0 1 0 1 55 - - 3 max .664 2 .008 1 0 1 3.492 2. .359 1 0 1 0 1 56 mm -.042 1 -.074 2 0 1' -.359 1 -3.492 2 0 1 0 1 57 4 max .665 2 .019 1 0 1 2.278 2 .231 1 0 . 1 0 1 58 1 mm -.041 1 -.181 2 0 1 1 -.231 1 -2.278 2 0 1 0 1 59 1 5 ImaxI .666 2 1 .03 1 0 1 1 0 1 0 1 0 1 0 1 60 mm -.041 1 -.296 2 0 1 0 1 0 1 0 1 0 1 Envelope Member Section Deflections .. Member 'Sec x Finl LC v [ml LC z [ml LC x Rotate Ir.. LC 'n Uv Ratio LC (n) Liz Ratio [C ' '1 Ml 1 1 max 0 1 - O 1 0 1 0 1 NC 1 NC 1 min 0 1 - 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 .012 1 0 1 0 1 NC 1 NC 1 4 mm -.001 2 -.114 2 0 1 0 1 1395.455 2 NC 1 5 3 max 0 . 1 .021 1 0 1 0 1 9065.56 1 NC 1- -6 mm -.003 2 -.203 2 0 _1 0 _t 939.107 2 NC _1 7 4 max 0 1 .026 1 0 1 0 1 NC 1 NC 1 8 mm -.004 2 -.256 2 0 1 0 1 1191.378 2 NC 1 9' 5 max 0 1 .028 1 0 1 0 1 NC I NC I 10 mm -.005 2 -.268 2 0 1 0 1 NC 1 NC 1 11 M2 I max .05 2 .027 1 0 1 0 1 NC 1 NC 1 12 mm -.005 1 -.263 2 0 1 0 1 NC 1 NC I ii .2_ rn .048 2 .024 1 0 ,l 0 1 NC 1 NC 14 mm -.005 1 -.239 2 0 1 0 1 1571.098 2 NC 1 15 - 3 max .047 2 .018 1 0 1 0 1 NC I NC 1. 16 mm -.005 1 -.181 2 0 1 0 1 1319.603 2 NQ 1 17 '. 4 ImaxI .045 2 .009 1 0 1 0 1 NC I NC I 18 mm -.005 1 -.097 2 0 1 0 1 2110.688 2 NC 1 19 5 max .044 2 0 2 0 1 0 1 NC 1 NC 1 20 mm -.005 1 -.001 1 0 1 0 1 NC 1 NC I 21 M3 1 max .043 2 .009 2 0 1 0 1 NC 1 NC I 22 mm -.005 1 -.002 1 0 1 ' 0 1 NC 1 NC 1 23 - 2 max .042 2 .102 2 0 1 0 1 NC 1 NC - 1.. 24 mm -.004 1 -.012 1 0 1 0 1 2187.83 2 NC 1 25 3 . max .04 2 .181 2 0 1 0 1 NC 1 NC 1 26 mm -.004 1 -.021 1 0 1 0 1 1405.4632 NC 1 27. 4 max .039 2 .238 2 0 1 0 1 NC 1 NC 1 28 mm -004 1 -027 1 0 1 0 1 161317 2 NC 1 29 5 max .038 2 .26 2 0 10 1 NC 1 30 mm -.004 1 -.029 1 0 1 0 1 .NC NC .1 1 NC 1 - RISA-31D Version 15.0.0 [CA ... \...\... \Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 5 - - : 4k . - , ' . - 16555-RO Calc Package, pg. 25 of 31 . -. .. Envelope Member Section Forces Member Sec AxialFkl LC v ShearFkl LC z ShearFkl LC Torauelk-ftl LC v-v Momen. [C z-z Momen [C _. -- S ,RISA-3D Version 15.0.0 [CA ... \...\... \Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 6 - • ,. 16555-RO Calc Package, pg. 26 of 31 . Ml 1 max 19982 71 2 0 1 1 0 1 0 To T 2 mm -.122 I -.072 1 0 1 0 1. 0 1.. 0 1 3 2 max 1.995 2 .433 2 0 1 0 1 0 1 .079 1 4 mm -.124 1 -.045 1 0 1 0 1 0 1 -.775 2 - 5 3 max 1.992 2 .177 2 0 1 0 1 0 1 .122 1 6 mm -.127 1 -.02 1 0 1 0 1 0 1 -1.188 2 7 4 max 1.99 2 .0021 0 1 0 1 0 1 .134 1 8 mm -.129 1 -.058 2 0 1 0 1 0 1 -1.267 2 9 5 max 1.987 2 .023 1 0 1 0 1 0 1 .116 1 10 mm -.132 1 -.272 2 0 1 0 1 0 1 -1.04 2 11 M2 1 max 2.003 2 .1142 0 1 0 1 0 1 .116 1 12 mm -.134 1 -.005 1 0 1 0 1 0 1 -1.04 2 13 2 max 2.002 2 .012 1 0 1 0 1 0 1.111 1- 14 mm -.136 1 -.079 2 0 1 0 1 0 1 -1.061 2 15 3 max 2 2 .027 1 1 0 1 0 1 .085 1- 16 mm -.137 1 -.248 2 0 1 0 1 0 1 -.837 2 17 4 max 1.998 2 .038 1 0 1 0 1 0 _1 .04 1 18 mm -.139 1 -.393 2 0 1 0 1 0 1 -.398 2 19 5 max 1.997 2 .047 1 0 1 0 1 0 1 .221 2 20 mm -141 1 -514 2 - 0 1 0 1 0 1 -018 1 21 M3 1 max 2.057 2 .017 1 1 0 1 0 1 0 1 .221 2 - mm -.148 1 -.08 22 2 0 .1 0 1_1 0 _1 -.018 1 - Company B.A. Sims Engineering, Inc. Dec 2, 2016 h -- - Designer : SM 9:28 AM IRIS Job Number : 16555 Checked By: Model Name : Rafter, Unit A Envelope Member Section Deflections (Continued) Member Sec x [ml LC v Fini LC z Fini LC x Rotate Fr.. LC (n) Uv Ratio [C (n) Uz Ratio LC 31 M4 Imax .004 1 .26 2 1 0 1 0 1 NC I NQ 32 --mm -.038 2 -.029 j_ 0 1 0 1 NC 1 NC 1 33 2 max .004 1 .238 2 0 1 0 1 NC I NC 1 34 mm -.039 2 -.027 1 0. 1 0 1 1613.17 2 NC 1 35 3 max .004 1 .181 2 0 1 0 1 NC 1 NC 1 36 mm -.04 2 -.021 1 0 1 0 1 1405.463 2 NC I 37 4 max .004 1 .102 2 0 1 0 1 NC 1 NC I 38 mm -.042 2 -.012 1 0 1 0 1 2187.83 2 NC 1 39 . 5 max .005 1 .009 2 0 1 0 1 NC 1 NC 1 40 mm -.043 2 -.002 1 0 1 0 1 NC 1 NC 1 41 M5 1 max .005 1 0 2 0 1 0 1 NC I NC 1 42 mm -.044 2 -.001 1 0 1 - 0 1 NC 1 NC 1 43 2 max .005 1 .009 1 0 1 0 1 NC 1 NC 1 44 min -.045 2 -.097 2 0 1 0 1 2110.688 2 NC 1 45 3 max .005 1 .018 1 0 1 0 1 NC 1 NC 1 46 mm -.047 2 -.181 2 0 1 0 1 1319.603 2 NC 1 47 4 max .005 1 .024 1 0 1 0 1 NC 1 NC 1' 48 mm -.048 2 -.239 2 0 1 0 1 1571.0981 2 NC I 49 5 max .005 1 .027 1 0 1 0 1 NC 1 NC I 50 mm -.05 2 -.263 2 0 1 0 1 NC 1 NC 1 51 M6 1 max .005 2 .028 1 0 1 0 1 NC 1 NC 1 52 min ü 1 -.268 2 0 1 0 1 NC 1 NC 1 53 2 max .004 2 .026 1 0 1 0 1 NC I NC 1 54 . min 0 1 -.256 2 0 1 0 1 1191.378 2 NC 1 55 3 max .003 2 .021 1 0 1 0 1 9065.56 1 NC 1 56 min 0 1 -.203 2 0 1 0 1 939.107 2 NC 1 57 4 max .001 2 .012 1 0 1 0 1 NC 1 NC 1 58 min 0 1 -.114 2 0 1 0 1 1395.4552 NC I 59 . 5max 0 1 0 1 0 1 0 1 NC 1 NC 1 60 mm 0 1 0 1 0 1 0 1 NC 1 NC I - . Company : B.A. Sims Engineering, Inc. Dec 2, 2016 Designer : SM 9:28 AM Job Number 16555 lIRiSA Model Name Rafter, Unit A Checked By:. - Envelope Member Section Forces (Continued) Member Sec Axialiki LC v Sheariki LC z ShearFkl LC Torauefk-ftl LC v-v Momen LC z-z Momen... LC 23 max 2.057 2 022 1 0 1 0 1 0 1 - 399 2 24 min -.148 1 -.177 2 0 i_ 0 1 0 1 -.045 i_ max 2.056 2 .025 1 0 1 0 1 0 1 .691 2 26 min -.149 1 -.247 i 0 t 0 ..j 0 1 -.078 i. 27 -. 4 max 2.055 2 .025 1 0 1 0 1 0 1 1.061 2 28 mm -.15 1 -.291 2 0 1 0 1 0 1 -.113 1 29 5 max 2.055 2 .022 1 0 1 0 1 0 1 1.474 2 30 mm -.15 1 -.309 2 0 1 0 1 0 1 -.145 1 31 M4 1 max 2.055 2 .309 2 0 1 0 1 0 1 1.474 2 32 mm -.15 1 -.022 1 0 1 0 1 0 1 -.145 1 33 . •. 2 max 2.055 2 .291 2 0 1 0 1 0 1 1.061 2 34 mm -.15 1 -.025 1 0 1 0 1 0 1 -.113 1 35 . 3 max 2.056 2 .247 2 0 1 0 1 0 1 .691 2 36 mm -.149 1 -.025 1 0 1 0 1 0 1 -.078 1 37 4 max 2.057 2 .177 2 0 1 0 1 0 1 .399 2 38 mm -.148 1 -.022 1 0 1 0 1 0 1 -.045 1 39 5 max 2.057 2 .08 2 0 1 0 1 0 1 .221 2 40 mm -.148 1 -.017 1 0 1 0 1 0 1 -.018 1 41 M5 1 max 1.997 2 .514 2 0 1 0 1 0 1 .221 2 42 mm -.141 1 -.047 1 0 1 0 1 0 1 -.018 1 43 2 max 1.998 2 .393 2 0 1 0 1 0 1 .04 1 44 mm -.139 1 -.038 1 0 1 0 1 0 1 -.398 2 45 3 max 2 2 .248 2 0 1 0 1 0 1 .085 1 46 mm -.137 1 -.027 1 0 1 0 1 0 1 -.837 2 47 . 4 max 2.002 2 .079 2 0 1 0 1 0 1 .111 -1 48. mm -.136 1 -.012 1 0 1 0 1 0 1 -1.061 2 .49 5 max 2.003 2 .005 1 0 1 0 1 0 1 .116 1 50 mm -134 1 -114 2 0 1 0 1 0 1 -1.04 2 51 M6 1 max 1.987 2 .272 2 0 1 0 1 0 1 .116 1 52 mm -.132 1 -.023 1 0 1 . 0 1 0 1 -1.04 2 53 2 max 1.99 2 .058 2 0 1 0 1 0 1 .134 1 54 mm -.129 1 -.002 1 - 0 1 0 1 0 1 1.267 2 55 3 max 1.992 2 .02 1 0 1 0 1 1 .122 1 56 mm -.127 1 -.177 2 0 1 0 1 0 1 -1.188 2 57 4 max 1.995 2 .045 1 0 1 0 1 _O 1 .079 1 58 mm -.124 1 -.433 2 0 1 0 1 0 1 -.775 2 59 . 5 max 1.998 .072 1 0 1 0 1 0 1 0 1 60 ...rnin -.122 . j -.71 2.. 0 1 0 J_0 1 0 1 - . - - RISA-3D Version 15.0.0 [CA ... \...\... \Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 7 . 16555-RO Calc Package, pg. 27 of 31 - - .. I Company B.A. Sims Engineering Inc Dec 2 2016 Designer : SM 9:31 AM 11,RIS-A Job Number : 16555 Checked By: Model Name : Rafter, Unit A .-Joint Reactions - LC Joint Label X Fk1 V Iki Z rkl MX lk-ftl MY Ik-ifi MZ Ik-ifi 1. -i N5 .065 0 -.125 0 0 0 1 Ni -.065 0 -.125 0 0 0 ...... 1 N4 0 0 0 0 0 0 _4..... 1 Totals: 0 0 -.251 5 1 COG( X: 15.1 Y: 0 Z: 2.347 ...... 2 N5 -1.318 0 1.655 0 0 0 17 2 Ni 1.318 0 1.655 0 0 0 8 2 N4 0 0 0 0 -0 0 9 2 Totals: 0 0 3.31 10 2 COG (ft): X: 15.1 Y: 0 Z: 2.729 li 3 N5 -.972 0 1.21 0 0 0 1.2.. 3 Ni .972 0 1.21 0 0 0 1.. 3 N4 0 0 0 0 0 0 14 3 Totals: 0 0 2.42 15 3 COG (ft): X: 15.1 Y: 0 Z: 2.739 J.. 4 N5 -627 0 765 0 0 0 17 4 - Ni .627 0 .765 0 0 0 18 4 N4 0 0 0 0 0 0 19 4 - Totals: 0 0 1.53 20 4 COG (ft): X: 15.1 Y.0 Z: 2.761 - P . S --4.- -S. • - ..._4 4 - I - . . - - 4 5 '• _* . .4 4 RISA-3D Version 15.0.0 [CA ... \....... \Project Files\16555-SkyCo-Carlsbad Mall Ph 2\16555-A.r3d] Page 1 16555 RO Caic Package pg. 28 of 31 5 5.4 - S .4 . -- * US GS Design Maps Summary Report User—Specified Input Report Title 16555 Thu December 1, 2016 00:38:19 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.17960N, 117.32665°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category 1/11/111 -. r WIRE - MOUNTAW I VV eacidMunr ,, • -' lit tl Oceansi id 91 Y " • V .• I Carlsba'\ V SMarcos _W A!rp V V•• 01- Escondio' V V •V .V VV V• - VVV V ,1 USGS—Provided Output S = 1.104 g SMS = 1.168 g SDS = 0.779 g S1 = 0.425 g S,, = 0.670 g SDI = 0.446 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 0.96 FA M 0.60- 0.24-- 0.12 -7 0.00 1 I i I Ii I i I 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 0.99 0.80,- 0.72-- 0.64-- 0.56-- CP 0.49-- 0.40- 0.__ F" 0.24 0.16-- 0.08-- 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, I (sec) For PGA,, TL, CRS' and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 16555-RO Calc Package, pg. 29 of 31 "4 Connection Yield Modes Im 11762 lbs. Is 11737 lbs. II 1315 lbs. HIM 11336 lbs. Ills 1196 lbs. IV 1239 lbs. a 1 Adjusted ASD Capacity 1196 lbs .4 . . . . Lag Screw bending yield strength of 70000 psi is assumed. .•, . The Adjusted ASD Capacity is onlyapplicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. ASTM A36 Steel is assumed for steel side members 1/4 in thick and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and .4 special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any partiéular design prepared from this on-line Connection Calculator. Those using this on- a 4 .. - - a Design Methodlil Allowable Stress Design (ASD) V Connection Typelli Lateral loading v Fastener Typelli Lag Screw V 11 Loading Scenariolli Single Shear V 4 ,.." . ,. 4 .4; 4 ., - t - --'C Main Member Typejil Douglas Fir-Larch Main Member Thicknesslll 2.5 In. V Main Member: Angle oil Load to Graiiij!J — _-.••44•••••.5 Side Member Type l_Steel V 11 Side Member ThicknessIll ii gage v . .4. ________________ ______________________________ Side Member: A Load t 71e Washer Thicknesslll 0 in. II ,-• .: $ - _________________________________________________________________ Nominal DiameteriLi /4 In. V 1 Lengthl[[2 in. V Load Duration FactorIf _____ C_D = 1.6 V 1 Wet Service Factorjjj C_M = 1.0 V End Grain Factorlil C_eg = -1.0 VII Temperature Factorlil c_t = 1.0 v — - line Connection Calculator assume all liability from its use. • • '.- -.--- - -.. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculatofwas provided by American Wood Council. - 16555-RO Caic Package, pg. 30 of 31 -, ,,..-,. •I .. , . '.. •-. -. -. - 1 £ Design Methodil! Allowable Stress Design (ASD) __VJI Connection TypeII[thdrawal loading V 11 Fastener Typelli Lag Screw V Loading ScenarioMi N/A v Main Member Typeill Douglas Fir-Larch V Main Member Thicknesslll 2.5 in. V Side Member Typelli Steel v Ii Side Member ThicknessIl ii gage v Washer Thicknesslll 0 In. V Nominal Diametcrfti /4 in. V Length[2 in. VII Load Duration FactorJf C_D = 1.6 V Wet Service Factorill C_M = TO V End Grain Factorfteg_= 1.0 I Temperature FactorIt = 1.0 V - * - - - - AdjustedASDCapacity 11484lbs.I : • .4ç £ t - -*, - •- The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull through capacity of the fastener in the side member. • . • While every effort has been made to insure the accuracy of the information presented and special effort has been made to assure that the information reflects the *state-of-the-art, neithertheAmencan Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on line Connection Calculator assume all liability from its use The Connection Calculator was designed and created by Cameron Knudson Michael Dodson and David Pollock at Washington State University. Support for development of + the Connection Calculatorwas provided by American Wood Council. H' -•-- £t 16555 RO Caic Package pg. 31 of 31 - , %•• -* .--... - • • 4 1 <00 w C14 xooi-°) < u. 0. 0 x >.2w<Oi_ — 4. — 4 4 CI)Z0Z cc (0 o0wZ(9 MATERIALS .. r <0 0 0 0 0 ALUMINUM ALL EXTRUDED ALUMINUM SHALL BE OF 6063-T5 ALLOY AND TEMPER • ' LL W cn , zcn . in 0- FINISH ALL EXPOSED ALUMINUM SHALL BE PROVIDED 1N A BRIGHT WHITE 2-COAT KYNAR PAINT - . r - - 4 .- - LLJ 0 LLI CL co cr (_) 4. ox LL GLAZING UNIT "A" SHALL BE 1 5/16"THK GRAY SOLARBAN 60 I G U CONSISTING OF 1/4"THK GRAY SOLARBAN 60 (#2) , TEMPERED, 1/2" AIRSPACE, 9/16"THK CLEAR HEAT STRENGTHENED LAMINATE (1/4 CL HS, 1/16 CL PVB, 1/4 CL HS) UNITS "B & C" SHALL BE 1 1/16"THK GRAY SOLARBAN 60 I G U CONSISTING OF 1/4"THK GRAY SOLARBAN 60 (#2) TEMPERED, 1/2" AIRSPACE, 5/16"THK CLEAR HEAT STRENGTHENED LAMINATE (1/8 CL HS, 1/16 CL PVB, 1/8 CL HS) O ow 4- . -- -: -• — FASTENERS : ALL FASTENERS, LAGS & BOLTS SHALL BE GRADE 2ZINC PLATED UNLESS SPECIFIED OTHERWISE HEREIN. 00 co - GLAZING BLOCKS : ALL GLAZING SHALL HAVE 1 /4"THK. X 4'. LONG THERMOPLASTIC RUBBER (T.P.R.) GLAZING BLOCKSAT THE co LOWER CORNERS (4 PLACES) OF EACH GLAZING PANEL OR AS REQUIRED FOR PROPER PLACEMENT OF GLAZING. \999S . - . .• 4 . . . . . : GASKETS : GLAZING GASKETS SHALL BE EXTRUDED E.P.D.M. OR CLOSED CELL FOAM GLAZING TAPE AS SPECIFIED HEREIN. v5sli - . SEALANT : ALL SEALANT SHALL BE TREMCO PROGLAZE HIGH PERFORMANCE SEALANT. ALL SEALANT SHALL BE APPLIED IN ...:. ACCORDANCE WITH THE MANUFACTURERS STANDARD WRITTEN INSTRUCTIONS. SEE THESE PROJECT DRAWINGS FOR SPECIFIC SEALANT 0000 ce= APPLICATIONS. .' S. -: 8 A Q EL SEALANT COLOR :.WHITE. op •. DISSIMILAR MATERIALS SEPARATION : AT LOCATIONS WHERE THE SKYLIGHT(S) ALUMINUM CAN CONTACT A DISSIMILAR MATERIAL A . *Gee *t : SEPARATOR SHALL BE USED. MATERIALS INCLUDE (BUT ARE NOT LIMITED TO) NYLON REINFORCED BACKING TAPE, STAINLESS STEEL, PLASTIC OR ACRYLIC SHIMS AND ASPHALTIC EMULSIVE PAINT. z CC -. FABRICATION : Q < CONFORMANCE : THE FABRICATION AND INSTALLATION OF THE SKYLIGHT(S) SHALL CONFORM TO THE APPROVED SUBMITTAL DRAWINGS HOWEVER SKYCO RESERVES THE RIGHT TO MAKE MINOR DEVIATIONS FROM THE APPROVED SUBMITTAL DRAWINGS AS • ;.:.:;o REQUIRED BY THE FIELD CONDITIONS, MATERIAL AND MANUFACTURING LIMITATIONS, AND STRUCTURAL DESIGN REQUIREMENTS. ANY • - DEVIATIONS FROM THE APPROVED SUBMITTAL DRAWINGS SHALL MEET STRUCTURAL AND AESTHETIC REQUIREMENTS AND SHALL NOT DEC 201 AFFECT THE PERFORMANCE OR WARRANTY OF THE SKYLIGHT(S). 112- ALL FABRICATION OF THE ALUMINUM FRAMING MEMBERS SHALL CONFORM TO GUIDELINES AS SET FORTH BY THE AMERICAN ALUMINUM — — MANUFACTURERS ASSOCIATION (A.A.M.A.),In . 0 • • • WELDING ALL WELDING SHALL BE PERFORMED UTILIZING THE.HELIARC/TIG PROCESS. • • -• * • : . - (.9 co 4. uj C58238 ' 0 --INSTALLATION : SHALL BE BY SKY SYSTEMS INSTALLATIONS. UNIT TO BE SHIPPED KNOCK-DOWN (K.D.) / UNASSEMBLED. •- - • .cc - THE UNIT FIELD DIMENSIONS SHALL BE FIELD VERIFIED BY SKY SYSTEMS PRIOR TO FABRICATION OF UNITS. . • - .- * - EXP. 6/3Oi18 Ln 4 - 4 OF c 12/8/16 -Am 1¼2o t ___ - -. -I.'. -j, .1 1. :- • • : I - v , -<Irnil - 0) r r ' - -S • • • I • • - .. I S SI • •• ••• ••• • . S S ••S • .5 . • - ... ... - . : S •S I 5• • -. S SI 00 055 . - - - -' - - .-• .-" . - sl<y0o CUSTOMER NAME:RED POINT ROOFING CUST. ADDRESS: • CUSTOMER PHONE: PROJECT NAME: CARLSBAD MALL PROJADDRESS: CONTACT NAME: • - INDUSTRIAL COMMERCIAL RESIDENTIAL & CCSTDM 29Z5 Zjp.Lv' AVE2U.UITE B #: DATE: PAGE :2 S K V L I G H T S - SKYLIGHTING SYSTEMS - 99-4088 rEV.7AJOB SK311O 11/02/16 017:22 UINiI SCALE: I-\ IULLL.UIIUN1A 3/8" = 1'-O" \ . :.. S..... S 55 . S . . ...... . . S... •S•• S • • • .. • •• ... . . ..... . . ••.... w 0) 0 0 S 0 c. 0 ID 0>uja) ro •••• .. • . . ... .... : .. TOP OF UNIT 0 cr <- Q_ LU 0Cl) i Lu 0 a. 0 ( TO. CURB ,ESS!%. 30-5 1/4 OUT TO OUT OF EXISTING CURB - CORNER TO CORNER I UNIT "A" ELEVATION - -- . \I S, SCALE 3/8" = 1 '-0" -. •. . . CI) - - I •• I . I •• 04 - . - . . - . TOP OF UNIT • I •1 '.. - . 8.400 .. — •. 4 . • -I. 91 0 LLI c.: , • • • .• . • I. • ON . . - - - - - •. •.,• •' . - Lu 0 - - • • •• •• . - .. . . • . - •. . Z Ow. . • . .•- 16800° Lu 1-w 0< ) . - 'I .• I . 168.000 L4 CURB co co 30-5 1/4" OUT TO OUT OF EXISTING CURB - CORNER TO CORNER co 29 S cn i i i i i - " A " r i i i i #' i r'-t r1 r i. • —-. ..... . - . --- -I 2'-7 1/4' 2-7 1/4" 2'-7 1/4" 2'-7 1/4" 2'-7 1/4" 2'-7 1/4" 2'-7 1/4" 2-7 1/4" 20'—lO" OUT TO OUT OF FINISHED CURB UNIT "B" PLAN VIEW SCALE: 3/8" = 1'-O" 4 ) QUANTITY: TWENTY-ONE (21) AS S1RWN -C -- - 9-2" OUT TO OUT OF FINISHED CURB UNIT "B" FULL SECTION/i SCALE 3/4" = 1'-O" LC~Lo~ To O~T TO OUT' /SHED' CURB (PLAN'WE (PLAN-vjj Lu Irk : :co • ____ ::- i-': II A. CORNER DOWN 212 II CD cj co - . ca gig DOWN 2:12 .- cr S S LL1 - _- • : .. . awa Lu uj )$. ('I 20 1 -, LL • Iz II I< III I— II IIh 4 - °i -I II 11 Ill Ln Th iii hi 4 - 'UNIT.,"c":PLANvIEw - 1 • SCALE: 3/8" = I - QUANTITY ONE (1) AS SHOWN - - S • S • •• • S... • S ••.... S • ...••. U _ O• IL ja) 55 • S... • . • ii.. I-.. L) -J LL o < F- 0 —J z o CC < - o Lij ll Lu C.) 0. QjljixkoF,ESS,Q O Go C 5823 Ln OF .. - - - -- . . • _ . - - .-- 12'-5 3/16" OUT TO OUT OF CURB @ END RAFTER (0 - - --- w 04 - - . .7' 'D 113 - 014 I !_ m l 6'-6 15/16" OUT TO OUT OF O.D. CURB @ END . - . 41 1110 .CD . . . . ..-. OF .UNIT "C'! FULL SECTIO - \ CD N SCALE 1" = CURB LAYOUT VIEW 00 021 . . NOT TO SCALE • • S • S..... . S .... . . . . S •••• • ...... • . ••.... 0 Lu . 20 we .• - o2 A I .. . • .... S .z.. I-. "END •..• : RAFTER SPAN 12 - ZIIIj2 e-. • •• <o >- L) Lu z < LU)_ - 00 D It cc -; EXP. 6/30118. ' - * _ - • .- .-- * . - * • .. • - - : : p * • -. . p - .• I; . . ,• V . - - - - - N. C'l w ('VJ / . . - •- - . IL - - - . ;. . S S . .45 V . 4 V .: • ui .44 0 w uj V . GLAZING PANEL PER SPECIFICATIONS V V . . co U) .S J . . S - V CONT. SEALANT & 1/2'0 FOAM BACKER ROD V V V * V V V • I.,. •5 • • S - •• V% -' - 0--, - . 3/16 THK X 2 CONT ALUM GLAZING STOP .4. V V V -. V V • 1/16"THK. FORMED ALUM. SILL CLOSURE 00 V V • V / 2 3/4"DP. ALUM. SILL RAFTER w/EPDM GASKET - SHOP NOTCH BOTTOM OF ONE END @ ANGLE CLIP co If . V -4 • 3/16"THK. X 1 1/2" X 2" FORMED ALUM. ANGLE CLIP 1 7/8"LG. V -. •• • aw E-4 - *12 X 1 1/2" H.H.T.S. @ 2ea. PER ANGLE CLIP •• • : •.• • : .. :...:. - *12 X 3/4" H.H,T.S. © 2ea. PER ANGLE CLIP • PS. ••.• ••• CC .00r. .: • ..• : 3" X 3" X 1/4THK. ALUM. ANGLE 3'LG. @ 2ea. PER ANGLE CLIP .•.• • . 0* Z50M 00 1/2'0-13 X 4" H.H.M.B. @ EA. RAFTER PER 2 ANGLES • : : 1/4'THK. ALUM. SHIM PLATE @ EA. 2" X 3" ANGLE LL / V BOTTOM OF 6"DP. HIP RAFTER BEYOND a. :;:.:::::::R: oll i/2"ø-i3X W@ EA. ANGLE Ui 1/16°THK. FORMED ALUM. PAN CLOSURE - FIELD FASTEN AS REQ'D.o OUT OF EXISTING CURB @ CORNER P.I. A. C 5823 -UNIT SILL SECTION ExP. 6/30/18 10- 4 OFC Cl) V - - . • .. . . - V V. V. • S . .. S GLAZING PANEL PER SPECIFICATIONS . . cm - . . . . . . . . - .. -.. . .. S . (0 <L1. - . . CONT. SEALANT & 1/2'O FOAM BACKER ROD - . . .. . . , S. • . . .. .. (0 - . - -. .. - ._•% S . .. . . ) . . - .: 3/16"THK. X 2 CONT. ALUM. GLAZING STOP .. . . . ui 1/4 THK X 1 3-.P.R., GLAZING BLOCK 4 LG LOWER CORNERS OF GLAZING it • -. - . . - - . . . . . - .• . o I— U) I— Z It S. .. .5 ui rL'f.co VL S... S.' S..- N. T - . I 7JJ . L. I III • . .. C4 ca 01 1/16"THK. FORMED ALUM. SILL CLOSURE wl 1/8"0 ALUM. RIVETS .- .•... . .. . 2 3/4"DP. ALUM. SILL RAFTER w/EPDM GASKET - SHOP NOTCH BOTTOM IF END . .:MCC • • • U) U) • • ••.S• no- 3/16"THK. X 1 1/2" X 2" FORMED ALUM. ANGLE CLIP 1 7/8"LG. .•••,Of .: . .. :69,008 #12 X 1 1/2" H.H.T.S. @ 2ea. PER ANGLE CLIP 0.. ••..•. • . S. :.5..5 • ... #12 X 3/4" H.H.T.S. © 2eu. PER ANGLE CLIP •... X 3" X 1/4"THK. ALUM. ANGLE 3"LG. @ 2eu. PER ANGLE CLIP 1/2"0-13 X 4 H.H.M.B. Im EA RAFTER PER 2 ANGLES z " 1/4THK. ALUM. SHIM PLATE @ EA. 2" X 3" ANGLE L) oll BOTTOM OF 6"DP. HIP RAFTER BEYOND 5, 55 SI X 10 X 1/2 THK. EXISTING STEEL PLATE & WEB /1/2'013 X 11/2" H.H.M.B. & NUT w/WASHERS (2) @ EA. ANGLE -- / 1/16"THK. FORMED ALUM. PAN CLOSURE - FIELD FASTEN AS REQ'D. OcESSI - o x: ZOUT OF EXISTING CURB @ CORNER P.I. -' . . CID i SILL RAFTER SECTION ExP6/3Oi8 OF c FULL SCALE lvl - i -,, . g - . • --.• - -.5 - . . - . - . • 5• 5 • . . • 1/4"0-20 X 2 1/2" P.H.M.B. @ 12"o.c. - #5 • - . - . . . ... - ALUM HIP PRESSURE BAR & ALUM HIP SNAP COVER w/EPDM BLADE GASKETS (2) .. ('4 GLAZING PANEL PER SPECIFICATIONS uJ Lu CL .5. .. I - FESSin ' \\It \ ' "Ii ii" co Lm m OD cr OD 5., H co 04 CD U. • 9 -3/16"THK. X 11/2" X 2" FORMED ALUM. ANGLE CLIP 1 ... 3" #12 X 1 1/2" H.H.T.S. @ 2eu. PER ANGLE CLIP : .•. .... cc co 0 CL — — #12 X 3/4" H.H.T.S, @ 2eu, PER ANGLE CLIP . . .••. -I .• S S — — BOTTOM OF 2 3/4"DP. SILL RAFTER - SHOP NOTCH ONE b' : --00 - - - ---- -.--------3" X 3" X 1/4"THK. ALUM. ANGLE 3'LG. 2eu. PER ANGLE CLIP 1/2"0-13 X 4" H.H.M.B. Th EA. RAFTER PER 2 ANGLES - - - 111'4 THK ALUM SHIM PLATE @ EA 2 X 3 ANGLE : H ui 1 1/2 1 1/2 6 OP. ALUM. HIP RAFTER w/EPDM BLADE GASKETS (2) - __-1/2"-13 X 1 1/2" H.H.M.B. & NUT w/ WASHERS (2) @ EA. ANGLE 6" X 10" X 1/25 1HK. EXISTING STEEL PLATE & WEB .LfJ1 - .. . ... . . • HIP © SILL SECTION- A FULL SCALE S.- - . -- . 1/4"0-20 X 2 1/2 P H M B @ 12'0.C.cm - - I- • - • - . LU ('1 4 4 ALUM HIP PRESSURE BAR & ALUM HIP SNAP COVER w/EPDM BLADE GASKETS (2) : GLAZING PANEL' PER SPECIFICATIONS - - - - I . - •ui w Lu Lu OD co co 00 - - LJJN CD CD cn 4 t cc up I Iii . S :..:: OW Cc C4 L) CIE .: .00 0 go S... • o °.. L?.!.! ...••• . S • : S... . . 0 .. -4 U- F- 0 —J I—z rn o 0 o Lu ce ui LLI 00 0 Ia. (.l) qikofESS/ 01 el uj C5 23 m o Ix (A \# EXR6O c,. Ivi I - . I • I- - •- I . -. . • . • • I •1' • 1/8"THK. X 1 1/2" X 2" FORMED ALUM. ANGLE CLIP 1 5/8" LONG *12 X 1 1/2' H.H.T.S. © 2ea. PER ANGLE CLIP *12 X 3/4" H.H.T.S. © 2ea. PER ANGLE CLIP BOTTOM OF 3"DP. PURLIN BEYOND 6"DP. ALUM. HIP RAFTER w/EPDM BLADE GASKETS (2) 1/4"THK. X 8" ALUM. GUSSET PLATE @ 2ea. PER HIP RAFTER @ EAVE #12 X 1" H.H.T.S. © lOen. PER GUSSET PLATE Ll 1/4"O-20 X 2 1/2 P H M B @ 12 o c cm ALUM. HIP PRESSURE BAR & ALUM. HIP SNAP COVER w/EPDM BLADE GASKETS (2) . . PANEL PER SPECIFICATIONS - . L CID II CD II can. W Cal 4C - .. . .••• : .. 9 5/16" X 6 1/2"DP. X 1/4"THK. 12 SIDED ALUM. COMPRESSION RING @ APEX BEYOND (SEGMENT HIA) • • • • X 4 1/8" X 3/16"THK. FORMED ALUM. ANGLE CLIP 111/16" LONG S.... '.: •fn —#12 X 1 1/2" H.H.T.S. @ 6ea. PER ANGLE CLIP •••• • • U, 0 - J.Li. WO Ln 94D 0 2.2. - ...•S• • S 7*12 X 1" H.H.T.S. @ 6eu. PER ANGLE CLIP •: egos .. ca 6"DP. ALUM. HIP RAFTER w/EPDM GASKETS (2) 8 Hg < Lu cc Ow 00. Inn (458238O cr UNIT TOP HIP SECTION -A .EXP . 30fl8 FULL SCALE 11 C/) -0 + 2 1 I'AP4A /U C)(J) o' - . p d - m' ._ I— > N.) 'NJ • x, x . • •• • ' 'I N. (f) o .- -- -m rn ..... 'O ' :r 'fl• Q -< I,' - I" rl t, I" D .• > > > > > :, rrl rn - z > I— D 0 - — —i m rn r— X 0 - C0 - . v . - .I > - r— c , REGi f2_•: \\ — -. . ,o I >c C) .- . m,Ln Z '. ' - çfl = CX . \ -< m cn =C ' : . . .. Ab H Ln ..•' ..: :.' * ' •• • .: : • .: : . • :. -• S .. ..A •• •• ._. - I NAME: CUSTOMER I ('I I Aflfl15' - I C1ISTflMPP PWflNF "" N.L) POINT UUtIIN(. "" SKY00 PROJECT NAME : CARLSBAD MALL PROJ. ADDRESS: . CONTACT NAME: S K V L I G H T s INDUSTRIAL COMMERCIAL, REDENTIAL & STM SK3IIO 11/02/16 OF 22 0.1JM( AV(. SUITE B ]REV.0A JOB #: DATE: PAGE: 1.2 - S COMPRESSION RING VIEKA HALF SCALE rn LWL Co r \\\ : \) J ijL Li L 1) (7/ -h--- / f.F7 f'-e. \ 14 s LJI: 'a- I--II 04 I_9_II C., CN LL ui LZLI - - / cc 6'DP. HIP RAFTER (12) co OD 3/16"THK. X 4" X 4 1/8" ALUM. ANGLE CLIP 1 11/16"LG. (12)CD C4 im co T - - - - *12 X1 1/2" H,H.T.S. @ 6ea. PER ANGLE CLIP • fib it, sees* __-*12 X 1" H.H.T.S. @ 6eo. PER ANGLE CLIP - - - - - -1/4'THK. ALUM. APEX COMPRESSION RING 6 'ii"P. 10 a ) tn t_ ALUM. CROWN CLOSURE ABOVE •.,. 8_ w C'4 so - -. 4 •- ;•• •• 4 •• -• 4 61/2" ' 40 -. - •.. . 4 3/4" 1 1/8" 1 1/8" . . 1" un '1 cq co co 00 un tJ) W \lt~Li H E ° C) - —1 ,_ > r 0' 0 - . rn Xl > (0 tl rl ffl .0 - -n Xl -u -u ,-, • . rn - . -. C, > ZZ C, rn Ll - r -p U, . . .o . . .. . . ---- ___ - ___ ___ - -- - .4 C, • Xl * C) . • 0 . .. ... .. - C) C) rn > . ••rl .- C) - • 'I C) zz co - :Ln e () :: ____ iti ( 'N . - - 17/L44 =8 II . ... .fl jJ • - . 'In . , (f) (TI I ri-i (J) I I — Li - -u -n> ,. M. • I I II 11 Q II m II '-:'- 'II rn - . • a' • 1i C • . ,, . REGIS,Fl Ln x . 't • M, ° : - . .. .' . '._, Ln -<rn V%: > • . • CA) •• : .: .0*0 * :: • I.. • E i: .' CUSTOMER NAME: RED POINT ROOFIô ADDRESS: . CUSTOMER PHONE: • SKY00 PROJECT NAME:CARLSBAD MALL ROJ. ADDRESS: CONTACT NAME:- - INDUSTRIAL COMMERCIAL REDENTIAL & cM I.W. [,Phone COS IA 92 &? 626 REV # ,/A\ JO31 10 11/02/16 PAGE 14 OF: S K V L I G H T SYSTEMS 9SKYLIGHTING )46 F949) 629-4088 22 4 - - . ..S.SS S •S > . S S. • U) U) ><U) S S • S •..SS W •W WOI S . . 00 S . . • •• . S • •S •0 0) 0 S. S •• 00. IL S S ••SSSS :0 .... b0 • In 00 • .0 .. -J 1? I 12 c.s1 GLAZING PANEL PER SPECIFICATIONS CONT. SEALANT& 1/2"0 FOAM BACKER ROD - Lu 0 w w .. 1/4 THK X 1 TPR GLAZING BLOCK 4 LG @ LOWER CORNERS OF GLAZING 10 • co U) - - - co 04 co '- . - L -.-._ -• . - I . - C'4 U) ..,-- . -. -•---.-••- .- . • W 04 CD :. .• S LL? '#12 X 1 1/2" H.ftT.S. @ 4ea. PER RAFTER/FRAME CONNECTION ALUM. CURB FRAME w/EPDM GASKET -BOTTOM OF 4"DP. RAFTER BEYOND WEEPS © EA. RAFTER - 2 PLACES 1SET FRAME IN CONT. SILICONE SELANT AS SHOWN X 2" LAG SCREW @ 4ea. PER RAFTER - MIN. 2"o.c. TAPERED STRUCTURAL CURB BY OTHERS SILL CURB SECTION A FULL SCALE K15 •-1 - . . ,. -.. • -. -.- -. . . V. - . •. 'V. . . . GLAZING PANEL PER SPECIFICATIONS LL . ., . V• 12 ------------ CONT. SEALANT & 1/2"0 FOAM BACKER ROD - . ¼ •':.':.• -V. V.' V. .• V. ::: .': . . V. V S VV. 0 - . . - . ,V . ., • V.. - --: -" w_V. p.:- •. .-.. V. ,4 V.. -. V. -. • V a V. V. V V. -, Z 0 ,- V. 'V. V - V . V. - V - —I•— V - (i)ZQ) V. • V 0o cc co co CD CD - I - - V V.V . V.- . ' . V . I •• .. CO,.'V.. V , ' .: . V V. ,.. 'V. . V. •V • . V. . V. V. . V V. •• • ,.... : .. • • • CI) (1) •' • . : S•S •s•• 0 0 • • • • r' ALUM. CURB FRAME w/EPDM GASKET NQQ- ..• S • - - .1.1_U. V. V .•...• • . S. *12 X 1 1/2" H.H.T.S. @ 4ea. PER RAFTER/FRAME CONNECTION : V. ••• 004 -i-----00 • - - - - - BOTTOM OF 4"DP. RAFTER BEYOND . 0 0 F—v1 - - < I- V SET FRAME IN C-aNT, SILICONE SELANT AS SHOWN V 1/4"0 X 2" LAG SCREW @ 4ea. PER RAFTER - MIN. 2"o.c. (FIELD SET IN SEALANT) I>- - ...... TAPERED STRUCTURAL CURB BY OTHERS w - V. V _•V. '-a re .. 'V. EXP 6I3OI18jj,, ,• - V V.• ' V. V . V.' V HEAD CURB SECTION FULL SCALE 16 Cl) - . V. V V • ' V. V. . V V GLAZING PANEL PER SPECIFICATIONS UJ ONT SEALANT & 1/2 0 FOAM BACKER ROD co uj L 1 uj - ___ - .- - ..-.- .., -- - t? c ri -rJ / .-... . ui -L--JJI At. - co co co CD ...: ________________________________ ..... 2:u. PER ANGLE CLIP cn US '-8"THKX ALUM. ANGLE CLIP 1 11/16'LG. . ul 4fl2 X 1 1/2" H.H.T.S. @ 2eu. PER ANGLE CLIP .... . 7~ S 1" —BOTTOM OF 20P. MID—SPAN PURLIN BEYOND ——ALUM. CURB FRAME w/EPDM GASKET 8 - --- ."SET FRAME IN CONT. SILICONE SELANT AS SHOWN I •, .o - I _-1/4"0 X 2" LAG SCREW @ 12"o.c. - STRUCTURAL CURB BY OTHERS I III I 411 8 in 1 SEND CURB SECTION FULL SCALE IVIL ..-• -• - - F - . •. •- UJ C4 j co GLAZING PANEL PER SPECIFICATIONS'.04 CONT.-SEALANT & 1/2"0 FOAM BACKER ROD - Lu * cr ul co — 1 Lu Co Co 0 '1 0) cq CDCD CN -. . I_0) \- .. S l< *12 X 3/4" H.H.T,S. 2eu. PER ANGLE CLIP •••••• > m : .. :...: 1/87HK. X 1" X 1 1/2" ALUM. ANGLE CLIP 1 11/16'LG. • .•• •••. - .: • #12 X 1 1/2" H.H.T.S. @ 2eu. PER ANGLE CLIP •.•• • • — — ••••5 • : .. —BOTTOM OF 2"DP. RIDGE PURLIN BEYOND —.._......__—ALUM. CURB FRAME w/EPDM GASKET 8 - SET FRAME IN CONT. SILICONE SELANT AS SHOWN z cc V) X 2" LAG SCREW @ 12"o.c, ..-STRUCTURAL CURB BY OTHERS ir 0 I--' Coo w F- - OFESS Io o o Y4\ C 58238 EXP. 6.130118 0) - .. .. -% . -. .. - . , . . c'. w ci Ii. . .. . ,.. .-- . -. O_ 0 . . . t 4 4, '' ' . • ••- ... CD - . •' • • . 4 - - . . . . - • , . .• - 0 a ul - 4'.-,. . .•.•, .,. . .. ,. . -. 4, . . . . W z. , . - . - . -. .• .. . •, '4 o w -,• . Q - 44 - - • . -' 0< ••C') - . - • C) Z oco -'"V '• .' Lu Ix co co '-V • 4; . . i • . . -• CD • S.... S. LULL . S •S Z0 La .SS.• • S S. • w g>4 w .. i.... ... .S. I.: . . X 3/4" H.H.T.S. © 6ea. PER CORNER ANGLE .5.555 .... • 0 S' • rHK. X 2" X 2" ALUM. ANGLE 6"LG. @ EA. CORNER - FORMED ALUM. .: R004 )N 900 CORNERS UNIT "C" (4 PLACES) . o o -J _J < wu, APPLY SILICONE SEALANT @ EA. CORNER MITRE AS SHOWN 0 o < lz CU -J Li < >- . -; z < Ui _ I- U) V C3 (4)0 4 -. . IfII 0 ME •© CORNER —SEC cx LL SCALE 19 C S t 4-•_ I '. - - . ' • - ,.'.-lr -•_ .. 4 - ., • -. -• •-. .. - .- . - .- - ---- - 0 04 - - - ..- (\I w c-a 4. 4 U. Q_ 0 (0 4 4 * - —ALUM PRESSURE BAR & ALUM SNAP COVER w/EPDM GASKETS (2) EL I GLAZING PANEL PER SPECIFICATIONS co co 4 ui J co CD co C-4 I ••, . co :t: , .••, 1 I 1 I _________ I _________ I .1 I .1 .• : .. III II H1. - co co HI HI II HI 0 0 0 - oe.: _UL_JIL_. I I ILL /lw MW wo 4- 1— .. .'' II II• II II -. ) I 1/8 THK X 1 X 1 1/2 ALUM ANGLE CLIP 1 11/16 LG • —-I 060009 •••S • S - _ .._—#12 X 11/2" H.H.T.S. 2ea. PER ANGLE CLIP :::: ca '8< BOTTOM OF 2"DP. MID-SPAN PURLN BEYOND #i2 X 3/4" H.H.T.S. @ 2eu. PER ANGLE CLIP ALUM. RAFTER w/EPDM GASKETS (2) ce w F- 0 w n n . . - -4 - • -. . -4.'. I! liii! . -•----J .. S. • LL g f I - 1 I - I - S • I I I i 00 II . I • •• II. LJI I II I S S S liii 't' 'K V-4'771JIN N / •••• • C'4 • tw 4 EL L!.IIL__ \ 't-f Ill I N_ '-.. / ....•• S f—.2'DP ALUM. PURLIN & ALUM. SNAP BOTTOM w/EPDM GASKETS (2) V 1/8"THK. X 1" X 1 1/2" ALUM, ANGLE CLIP 1 11/16"LG. • u. 0 ° < I— < #12 X 3/4" H.H.T.S. © 2eu. PER ANGLE CLIP a *12 X 1 1/2" H.H.T.S. @ 2ea. PER ANGLE CLIP BOTTOM OF 4"DP. RAFTER BEYOND Lu (00 0 0 0• 0. OESSIO MID-SPAN PURLIN FULL SCALE Ix E XP. 6130/18 Chtft V F s4. .. 4 - -. 1 4 ¼ •. -r - -. - • .. • . 4-9 • S V p. -. - * 9. -: . •. . •. .-• ..- . . LU CN * - - . .- •_ - .9 . . - . - - . - - -• It .. (9 2 9• - , . -. < U - 9 .. •2 . •2• -9 -. - . . 9 •-EL - 0 - L 1/4 THK X 1 TPR GLAZING BLOCK 4 LG @ LOWER CORNERS OF EA GLAZING PANEL . - .. - ..7.:.:. ..* .• • 7... , *•_ ._ -F • . * . 3/16 THK X 2 ALUM GLAZING STOP'uj 9 .- . .- . - p -...'S .- , . 49. . . . .4 w - - - *9 •. . a p - . •2 ••, -F ¼ •- . ]2. . -. '- SILICONE SEALANT & 1/2"øFOAM BACKER ROD (2) .. . .. z Ow . 1. - - - • . 9 . 9 . F. 444 GLAZING PANEL PER SPECIFICATIONS a 9. co Lu U) - . - - 0) t . . • -.co 40 ('4 - - - . • LU4.0)40, 74, • ,2 •9 ' -. - • F 9. .• _ p.9• S P & 9 • - •• '1 94 • V . V . • p. • & -. 9 - .9 • 9. 9 F- • . - .- 1/4"0-20 X 2 1/4" P.H.M.B. () 12"0.c. . - •. . . . cs - EL 0 .• .. . . - . . . ALUM. RIDGE PRESSURE BAR & ALUM. SNAP. COVER w/EPDM BLADE GASKETS (2) .. - GLAZING PANEL PER SPECIFICATIONS 1/8-2 12 • 12 Lu 8 H co ID N in N ID :...: GAM 4K LL ... 2 D P. ALUM. RIDGE PURLIN & ALUM. SNAP BOTTOM i/rTHKX1"X11/2' ALUM ANGLE CUP EPDM BLA9KETS::: !J. X 3/4" H.ftT.S. @ 2ea. PER ANGLE CLIP '... /#12 X 1 1/2 H H IS 2eu PER ANGLE CLIP BOTTOM OF 4'DP. RAFTER BEYOND 3 600 1/8 / O H 600 w ON A. uj C 5823 r- EXR 6130/18 Ivi .-.-,: -, ... .: . . -- --:- -- .. ,.J - ':- -., i.• .-. OF C 'o UNIT RIDGE SECTION - FULL SCALE