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Home My WebLink About1635 BRADY CIR; ; CBR2019-1247; Permitcity of Building Permit Finaled Cailsbad• Residential Permit Print Date: 07/23/2020 Permit No: CBR2019-1247 Job Address: 1635 BRADY dR. CARLSBAD, CA 92008 Status:, Closed - Finaled Permit Type: BLDG-Residential Work Class: Single Family Detached Parcel #: 2052210600 Track #: CT2018-0003 Applied: 05/20/2019 Valuation: $427,872.91 Lot #: 4 Issued: 11/04/2019 Occupancy Group: Project #: DEV2018-0010 Finaled Close Out: #of Dwelling Units: 1 Plan #: Bedrooms: 5 Construction Type:VB Bathrooms: 3.5 Orig. Plan Check #: Inspector: LStor Plan Check #: Final Inspection: 07/23/2020 Project Title: MAGNOLIA-BRADY Description: MAGNOLIA-BRADY: (LOT 6): 2,593 SF LIV // 719 SF GARAGE // 46 SF PATIO 1/ 203 SF CALIFORNIA ROOM Applicant: Property Owner: TIM SEAMAN MAGNOLIA A3 LLC 14428 SPRINGVALE ST 3394 CARMEL MOUNTAIN RD, # 200 POWAY, CA 92064-5147 SAN DIEGO, CA 92121-1065 (619) 993-8846 (858) 794-1900 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $1,790.40 BUILDING PLAN CHECK FEE (BLDG) ' $1,258.25 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 PUBLIC FACILITIES FEES - outside CFD , $14,975.55 5B1473 GREEN BUILDING STATE STANDARDS FEE $18.00 SDCWA SYSTEM CAPACITY CHARGE 5/8" Displacement $5,267.00 STRONG MOTION-RESIDENTIAL $55.62 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 WATER METER FEE 1" Displacement (P) $282.00 WATER SERVICE CONNECTION FEE 5/8" DISPLACEMENT (P) $4,385.00 WATER TREATMENT CAPACITY CHARGE 5/8" Displacement $146.00 Total Fees: $28,993.82 Total Payments To Date: $28,993.82 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (Cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check _____________ Est. Value PC Deposit 6 AI 0119 Date Job Address _\t b S .A(A L Suite: • APN: CT/Project #: Lot #: _Co Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: ____ \" jt\O 'r P, VVN 19 Addition/New: 'b _Living SF, Deck SF, '4l0 Patio SF, 1° _Garage SF Is this to create an Accessory Dwelling Unit? Yes As New Fireplace? Yes / No, if yes how many? 0 Remodel: SF of affected area Is the area a conversion or change of use? Yes / No 0 Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, ______ Modules, Mounted: Roof / Ground, Tilt: Yes / No, RMA: Yes I No, Battery: Yes / No Panel Upgrade: Yes! No Reroof: 0 Plumbing/Mechanical/Electrical Only: Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: •1- _S Name: eô\s-Jc 'SLL L Address: Rb Address: :c.0 City: O\1Ss _J'State:£..k_Zip: _ City: _ 'I' State: (.P)_Zip: So°'% Phone: ('° klo Phone: ___2-'b'4 \ Email:-c\'c4\ Q So \%<.%Q CO"'• Email: CONTRACTOR~USINTS Name: Address: 7-, S6 o ,-\ City: )SS State.-sr Zip: '$ SSO Phone: c\\- bb ,'b\ Email: DESIGN PROFESSIONAL Name: '\\ Pj Address: _'-S C) MilL. Svk Ob City: k State: Zip: us Phone: °"k - -50 - 01601 Email: Architect State License: State License: t'31 '?V°\ Bus. License: QLbS (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demo l i s h o r r e p a i r a n y s t r u c t u r e , p r i o r t o i t s issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions o f t h e C o n t r a c t o r ' s L i c e n s e L a w (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she Is exempt therefrom, a n d t h e b a s i s for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than f i v e h u n d r e d d o l l a r s ( $ 5 0 0 1 ) . 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@CarlsbadCa.gov B-I Page 1 of 2 Rev. 06118 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the Rerfcy'mance f the work for which this p mit is isued. ~~I w have orkers' corr(pensation surance carrier and policy number are: Insurance CompanName: - _1'.'J{. Jr.() -' Policy No. \,S"k. ") S (0 ) Expiration Date: t O Certificate of Exemption: I certify that in the performa subject to the workers' compensation Laws of California. criminal penalties and civil fines up to $100,000.00, ir4 interest and attorney's fees. CONTRACTOR SIGNATURE: of the work for RNING: Failure ion the to theA ph this permit is issued, I shall not employ any person in any manner so as to be come ;ecure workers compensation coverage is unlawful, and shall subject an employer to of compensation, damages as provided for in Section 3706 of the Labor Code, _ 1/ )t]AGENT DATE: (OPTION B): ER-BUILDER I hereby affirm that! am exempt from Contractor's License Law for the following reason: o I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s). licensed pursuant to the Contractor's License Law). O I am exempt under Section ___Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address! phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with pil 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 AGAINSTALL LIABILITIES, JUDGMENTS, CPSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for exçiations over 5'0' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Zs6ction under the by such permit is not commenced within: daythe date o, after the work is commenced for a period of 180 19 APPLICANT SIGNATURE: ,ions of this Code shall expire by limitation and become null and void if the building or work authorized permit or if the building or work authorized by such permit is suspended or abandoned at any time Uniform Building Code). DATE: ci 1635 Faraday Ave Carlsbad, CA Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIding@ycarIsbadca.gov B-i Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: MAGNOLIA A3 LLC Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1635 BRADY ClR CARLSBAD, CA 92008 IVR Number: 19181 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-82 Drywall, 122396-2020 Passed Peter Dreibelbis Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior Lath-Drywall - Yes BLDG-18 Exterior Lath and Yes Drywall BLDG-23 Gas-Test-Repairs Yes 05/07/2020 05/07/2020 BLDG-Electric Meter 126792-2020 Cancelled Michael Collins Reinspection incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/08/2020 05/08/2020 BLDG-Electric Meter 126926-2020 Passed Peter Dreibelbis Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/21/2020 07/21/2020 BLDG-Final Inspection 133443-2020 Partial Pass Michael Collins Reinspection incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete door landings at courtyard. No BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final AFCI, GFCI, Smoke/Co detectors Ok. Yes 07/23/2020 07/23/2020 BLDG-Final Inspection 133633-2020 - Passed Chris Renfro - - -- Complete - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Thursday, July 23, 2020 Page 2 of 2 Building Permit Inspection History Finaled (ity of Carlsbad Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: MAGNOLIA A3 LLC Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1635 BRADY CIR IVR Number: 19181 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11119/2019 11/19/2019 BLDG-21 111314-2019 Passed Luke Storno Complete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12113/2019 12113/2019 BLDG-11 113648-2019 Passed Paul York Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 01/29/2020 01/2912020 BLDG-IS Roof/ReRoof 117680-2020 Passed Luke Stomo Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0211812020 02/1812020 BLDG-13 Shear II9753-2020 Passed Luke Storno . Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency . No 03/09/2020 03/09/2020 BLDG-84 Rough 121678-2020 Passed Peter Dreibelbis Complete Combo(14,24,34,44) Checklist Item COMMENTS . Passed BLDG-Building Deficiency . Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes- BLDG-34 Rough Electrical Yes BLDG-44 , Yes Rough-Ducts-Dampers 03I12/2020 03112/2020 BLDG-16 Insulation I22062-2020 Passed Tony Alvarado Complete 03/17/2020 03/17/2020 BLDG-22 Sewer/Water I224I9-2020 Passed Peter Drelbelbis Complete. Service Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes Thursday July 23, 2020 . . . Page 1 of 2 uffo t(*Ck- RECEIVED ity fl-u Carlsbad ocT 2019 PAD CERTIFICATION FOR BUILDING PERMIT PROJECT INSPEcTOR:__i(4Z DATE: io ;1 119 PROJEcTID TZOt O3 GRADING PERMtT NO. 1OO41 . LOT(S)REQUESTED FOR RELEASE:!!,. N/A = NOT APPLICABLE V COMPLETE .O = Incomplete or unacceptable 1. As-Built (RedIins) are up to date and available onsite for reference, All daily geotechnical observation reports, compaction reportsand lettersfromgeotechnical engineer submitted, including: pads, retaining walls, utility-trenches, slopes, paved access roads and parkiiigIots. Site security and fencing installed for separation of construction activity from. public. Letter from EOWdocumenting that-the-finished pad elevations match the plan elevations for specific lot(s): S. Letter from the project QSDcertifying that all construction related BMPsare installed inaccordance with City of Carlsbad Storm Water-Standards. Site access:to requested lot() adequate and .logically:grouped, including a designated staging area for building:phase of work. All onsite undergrqujid utilities Installed, and ready for service. - :ldentificatiQn and protection of city sewer infrastructure is implemented, including manhole protection,. false bottoms and sediment traps. PerrnahenVrernpprary Fire Access Plan approved by Fire Departmentrepresentativè, and implemented on site. Letter from Owner/Dev requesting pad certification of the specific lot(s) .with 8W'x 11" site plan. Pad certification: for the above stated lots. Is approved for the purpose of building permit issuance. Issuance of building permits is still subject-to all city requirements. The above:stated lots are-conditionally approved for a building permittoinstall retaining walls required for pad celztiflcation only. The above stated lots are condition ally approved for a building permit to install foundations only. Project thspector Date 10L309 Municipal Mojects Manag Date Public Works construction Management & Inspection 1635 Faraday.AvenUe I Carlsbad, CA 92008 1 760-602-2790 1760-438-4178 fax (city of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Project Address: 1534 Magnolia Avenue, Carlsbad, CA 92008 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER!AUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Taylor D Ashton (First) (MI.) (Last) Mailing Address: 30 Via Latigo, Rancho Santa Margarita, CA 92688 RECEP\,' D Email: Taylor@ashton3.com Phone:________________ I am: roperty Owner OProperty Owner's Agent of Record DArchitect jg'616W E?iijgqgf Record ILDING DIVISION State of California Registration Number Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted op thç approved plans and, as required by the California Building Code. Date: 10/11/2019 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Pebble Creek Companies Please check if you are Owner-Builder 0 Name: (Please print) Gary L. Arnold (First) (ML) (Last) Mailing Address: 3802 Main Street, Suite 10, Chula Vista, CA 91911 Email: gary@pebblecreekcompanies.com Phone: 619 09380312 State of California Contractor's License Number: 931309 Expiration Date: 04/30/2021 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report / letter in compliance with CBC Section 1704.1.2 prior to requesting final Signatu oer B-45 Page 1 of I Rev. 08/11 UzcFi December 2, 2019 City of Carlsbad Development Services Department 1635 Faraday Ave. Carlsbad, CA RE: Building Setback Verification Letter 1635 Brady Cizc1e (Lot 6), Carlsbad, CA - APN 205-221-06 To Whom It May Concern: Coastal Land Solutions, Inc. performed a land survey of the site on November 25, 2019. During our site visit, we verified that the building forms for the proposed structure were within the setback lines as depicted on the architectural plan lB. The original building layout that was surveyed by this office was based upon the architectural plans prepared by William Hezmalhalch Architects dated May 14, 2019 and Precise Grading Plans, sheet 5 of 9 - City of Carlsbad Drawing # 515-3A for Project No. CT 2018-0003. Closest Measured Distance to Boundary Line Plan Dimension South Side 6.59' 6.18' SYSB North Side 6.20' 6.18' SYSB East Side 25.70' 12.36' RYSB West Side 26.96' 20.00' FYSB If you should have any questions in reference to the information listed above, please do not hesitate to contact this office. Robert C. Ladwig L.S. 3189 President Ladwig Design Group, Inc. P.O. Box 2258 Carlsbad, CA 92018 Ph: (760) 438-3182 Fax: (760) 438-0173 Field Report Nil . SC ST, LLC - San Diego Client: Project: LEA: 47, Exp: 04/25/2021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Circle Fax: (619) 280-4717. Carlsbad, CA 92008 - . Report Number: 8 Technician: Rosete, Edwin Certification: ICC #8325989 Data: 01/21/2020 Authority Having Jurisdiction: Other Other Jurisdiction: City of Carlsbad Permit Number: CBR20I9- Architect: WHA Engineer: Swanson & Associates Contractor: JD Reinforcing, Four Corners, BSA. Start Time 07:00 End Time: 15:30 .• Time (Hours): 8.00 Location Details: Lots #1 thru V. Service Being Performed: Special Inspection Type of Inspection: Prestressed Concrete / Structural Wood Inspection Frequency Is: Periodic Work Identified Within This Report Was Conducted: During my Time on Site Prestressed Concrete Report Type: Stressing of Tendons . The Following Components are Covered in This Report: Wood Shear Walls / Anchor Bolts Fastener Type: Nail Components Identified Were Installed in Accordance With the Contract Documents: Yes Details: . . Lot #5: - Inspected the stressing of (1) PT cable (a replacing cable #12 from a previously broken cable). Cable is 35' long, stressed to 5,600 psi of gauge pressure. The elongation was measured 2 3/4". Stressing was performed by JD Reinforcing. The jack and ram is 2008-023, with calibration date of 11/18/2019. Lots #1 thru #7: - Inspected the installation of 5/8" diameter anchor bolts of sill plates of shear walls at the building foundations. Work was done by Jorge of Four Corners. Holes were'pre-drilled. Ensured holes were of adequate depths. Holes were compressed air-blown to ensure for cleanliness and good bond. Simpson Set-3G was used as adhesives with expiration date of 07/11/21. (100) anchor bolts were installed including approximately 20 percent on non-shear walls. Work was in compliance with the cut-sheet CS-al (from Post-Tension Engineering of Record - Typical retrofit detail for hold-downs and anchor bolts). Note: numerous anchor bolts and hold-downs were still missing. Notified Superintendent Rick Rizek of the matter. - Inspected nailing only of all shear walls that are mainly types 4 and 5, and (1) type 6 at the 1-story type building. All nailing were completed and in compliance with the shear wall schedule. Nailing was performed by BSA. cc: Project Architect; Page 1 of Structural Engineer; • Project Inspector; DSA Regional Office (If Applicable); Field Report SCST, LLC - San Diego LEA: 47, Exp: 04/25/2021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 280-4321 Fax: (619) 280-4717 Client: Project: Pebble Creek Companies 190318N 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies National City, CA 91950 Brady Circle Carlsbad, CA 92008 Caption: Stressed (1) replacing PT cable. Caption: Ensuring holes were cleaned. Caption: Added/installed 5/8" anchor bolt, typical. Caption: ____ - ' - Missing anchor bolt on end of shear wall. Also, marked in orange shall be square washer. \\ pi;..f•;''. q . .. - ._'- ' .., - -. i . - -- cc: Project Architect; Page 2 of 3 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); WE Field.Report s1 II SCST, LLC - San Diego Client: Project: LEA: 47, Exp: 04/25/2021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Circle Fax: (619) 280-4717 Carlsbad, CA 92008 Caption: Showing exterior shear walls of the 2-story building, typical. Status of Work Element: Work Element Inspected Pending Completion. Discrepancy: No cc: Project Architect; Page 3 of Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); V. RECORD COPY'-h LOIJ 00 ION ORD 163SBRADYCIR.L~ C11OCQOJWI1NANllOVCU_ 0 -rigs'€"°'"'I '221ObOO 'C r9 " CD LnLDMG CALI 760602 2725 [ 4' 4... I9D(114a • OAT . V . H • V. • • • .• . . I1Ill4L4!! 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'—•' D _••.• ' _"--'I _ - V •• ' _ IL*(l1_lu N VrlIC1r,,, I_11 _Lj1I7r1 - • - - • P PI!I IIII 'IIIJINMV ' _ U _OI,C1luIDR1R _ :1 _ - V V• V.. VV - • 11111 lIG _ NflSU___ I'ra,_ V V - V V III!tt-' '- _"ø" nl WAM-- Jill I lfflj,?u_ - - - . . V • 11111 I IIU'POCt OCIV _flfl __U ij %lw'J7r-__I "' _ • - - •• V • - - - -?I1I L.II2 • piuliuiUl fix twellu • V - - - JjI.il III flt__DlluPiS '._____-___Ism.r- . -- 1pomimano_ ._•J V • • V _'I_flOIflhiIIi114IItjl _ . V V I ITI_"fj_flIED (XIII IttlilNI iTfl_flNj1*W!_ V - . - • - I Ø(.p14JL-_" _'' _ tDCC*I PUI$IUPCIEAT L_A14C _ r'; ---•--:;v ' 4; ? ______ t7J.'u.t • III V - - • V - - -- _ ..: V • • V V V •I - - - V . - V -. - - V •V V - V .. •: • V •V V • - V. - . -. V • V V V -. • - - • V EsGil A SAFEbuittCompany DATE: 10/22/2019 JURlSDICTlON:CatlSd PLAN CHECK #.: CBR2019-1247 SET: IV PROJECT ADDRESS: 1635 Brady Circle APPLICANT /1 JURIS. PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, LLC El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: Tim Seaman EsGil staff did not advise the applicant that the plan check has been completed. El EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993-8846 __I I ,) ra ontacted: 1OL3q (bY:9 Email: tim@bhpsonline.com qF Telephone Fax In Person REMARKS: _ By: Ryan Murphy (for T.F.) Enclosures: EsGil 10/17/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGll~- A DATE: 9/26119 JURISDICTION: Carlsbad U APPLICANT 0 JURIS. PLAN CHECK #.: CBR2I9i247 PROJECT ADDRESS: 1635 Brady Circle tSETA-Il— J PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, LLC LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. EJ The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tim Seaman EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993-8846 eco o-i-i9 (by: Mail Telephone Fax In Person E-11 S:1 "" Email: tim@bhpsonline.com By: Tamara Fischer Enclosures: EsGil 9/19/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBR20 19-1247 9/26/19 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. 9/26/19: The notes in bold, underlined font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. GENERAL A. 9/26/19: Please remove trusses from deferred submittal list as the truss designs were submitted. FOUNDATION 11. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (as required by the soil report). Also, in the letter (or a separate one) have the soil engineer comment on the lack of steel in the bottom of perimeter footings and interior stiffener beams, as section 7.8.7 of the soil report recommends this. 9/26/19: The requested letter(s) was/were not received. Please include with the next submittal, as this is one of the main items holding up approval by Esgil. CONTINUED Carlsbad CBR2019- 1247 9/26/19 13. Where expansive or collapsible soils are known to exist, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. 9/26/19: I do not see where it is shown on the Civil plans that roof drainage will be discharged at least 5' from the foundation, as indicated on the response. Please point out where this is shown on the next submittal. STRUCTURAL 21. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca .qov/civicx/filebank/blobdload .asix?Blobl D251 07 9/26/19: The completed form was not received. It will need to be included with the next submittal or presented to the City at permit issuance. B. 9/26/19: Some of the truss calculations are using a top chord dead load of 10 psf which does not match the structural calculations (and the roof covering is tile). PME 24. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). I see the note referencing the code section, but these rooms need to be specifically called out or the information added to the legend (as it is for rooms without GFCI). 9/26/19: Response stated that the legend was updated on sheet AI.2.1. Please see the clouded note at the legend. I believe there is a typo, as it does not mention AFCI. CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 29. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca.gov/civicax/filebank/blobdload .aspx?BIobI D34404. 9/26/19: The completed estimate portion of the form was not received. It will need to be included with the next submittal or presented to the City at permit issuance. CONTINUED Carlsbad CBR20 19-1247 9/26/19 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page; etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Please answer the question below and list any changes not due to our corrections since the original submittal. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No 13 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. EsGil A SAF.Ebuit(Cornpaoy DATE: 8/26/19 JURISDICTION: Carlsbad PLAN CHECK #.: äR2O1124ZJ PROJECT ADDRESS: 1635 Brady Circle 0 APPLICANT U JURIS. PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, LLC The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tim Seaman EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993-8846 Date contacted: (by: ) Email: tim@bhpsonline.com Mail Telephone Fax In Person LI REMARKS: By: Tamara Fischer Enclosures: EsGil 8/15/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2019- 1247 8/26/19 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. GENERAL A. To avoid confusion, please remove interior railing from the deferred submittal list since this is a one story. FOUNDATION IMPORTANT NOTE: PER MY CONVERSATION WITH THE BUILDING OFFICIAL, THE POST-TENSIONED SLAB DESIGN CANNOT BE A DEFERRED SUBMITTAL. ORIGINAL CORRECTIONS 7-13 BELOW MUST BE RESOLVED PRIOR TO PERMIT ISSUANCE. Please provide a reverse post tension plan to match the architectural and structural drawings. Please remove post tensioned slab plans which do not apply to this permit. Also, final Post Tensioned Slab Plans will need to have the "Not for Construction" notes removed. Please provide a copy of the Post tensioned Slab calculations for review with the next submittal. CONTINUED Carlsbad CBR20 19-1247 8/26/19 10. The center reaction at the 3-point bearing girder truss at grid 6 appears to exceed the 4,000 lb concentrated load listed at the lower right corner of sheet S1.1, but it is not called out on the slab interaction plan on that sheet. Please verify that this load has been taken into account in the PT slab design. II. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (as required by the soil report). Also, in the letter (or a separate one) have the soil engineer comment on the lack of steel in the bottom of perimeter footings and interior stiffener beams, as section 7.8.7 of the soil report recommends this. Show on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. 2% of for impervious areas only. Civil plans do not show compliance in some areas. Section R401.3. Where expansive or collapsible soils are known to exist, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. STRUCTURAL 21. Please complete the Carlsbad Special Inspection form, available at http:/Iwww.carlsbadca.qov/civicx/filebank/blobd load.aspx?BloblD=251 07 The completed form was not received. PME 24. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). I see the note referencing the code section, but these rooms need to be specifically called out or the information added to the legend (as it is for rooms without GFCI). CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 29. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca.qov/civicax/filebank/blobdload .aspx?BlobID=34404. The completed estimate portion of the form was not received. 31. Please remove, cross out, or identify as N/A the CFI-Rs on Title 24 sheets which do not apply to this permit. Response was: "To be addressed by the Title 24 Engineer." I did not receive separate T24 responses and the requested change was not made. CONTINUED Carlsbad CBR20 19-1247 8/26/19 32. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. The gas design could not be located. Please provide it. 35. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Please specify minimum 63 CFM (73 with bedroom 5 opt) for whole building ventilation fan (per energy design) and a maximum noise rating of I Sone. Please specify maximum noise rating of 3 Sone for bathroom fans and kitchen range hood. I did not receive separate T24 responses. MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Please answer the question below and list any changes not due to our corrections since the original submittal. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No L3 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. EsGil A SAFEbuiItCompany DATE: 616/19 0 APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: tBR20.I9I247y PROJECT ADDRESS: 1635 Brady Circle PROJECT NAME: Custom SFR with Attached Garage and Guest Suite for Magnolia A3, LLC El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck.. EJ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. . The applicant's copy of the check list has been sent to: Tim Seaman Eli EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contactedTim Seaman Telephone #: 619 993-8846 Date.conta.ted:1q 4(() (by ) Email: tim@bhpsonline.com Ma Telephon'fax InRdrson EliREMA : By: Tamara Fischer . Enclosures: EsGil 5/21/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 19-1247 6/6/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2019-1247 JURISDICTION: Carlsbad PROJECT ADDRESS: 1635 Brady Circle FLOOR AREA: 2593 sq ft SFR, 719 sq ft Gar HEIGHT: 14' approx. per CRC 249 sq ft Coy Porches REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 5/21/19 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Tamara Fischer COMPLETED: 6/6/19 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process. please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR20 19-1247 6/6/19 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. GENERAL 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses (if deferred), fire sprinklers, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 3. Please specify that smoke alarm in hallway to master is to be an ionization alarm with a silencing switch or a photoelectric alarm (proximity to range) Section R314. 4. If there are to be options for bedroom 5 and Bonus, please add them to sheet Al. 1.1. 5. For optional bedroom 5, please show a smoke alarm inside the bedroom and a smoke alarm and carbon monoxide alarm in the hallway outside the bedroom. Section R314, R315. 6. For optional bonus room, please show a smoke alarm and carbon monoxide alarm in the bonus room since it gives access to bedroom 3. Section R314, R315. CONTINUED Carlsbad CBR20 19-1247 6/6/19 FOUNDATION Please provide a reverse post tension plan to match the architectural and structural drawings. Please remove post tensioned slab. plans which do not apply to this permit. Also, final Post Tensioned Slab Plans will need to have the "Not for Construction" notes removed. Please provide a copy of the Post tensioned Slab calculations for review with the next submittal. The center reaction at the 3-point bearing girder truss at grid 6 appears to exceed the 4,000 lb concentrated load listed at the lower right corner of sheet S1.1, but it is not called out on the slab interaction plan on that sheet. Please verify that this load has been taken into account in the PT slab design. II. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (as required by the soil report). Also, in the letter (or a separate one) have the soil engineer comment on the lack of steel in the bottom of perimeter footings and interior stiffener beams, as section 7.8.7 of the soil report recommends this. Show on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. 2% of for impervious areas only. Civil plans do not show compliance in some areas. Section R401.3. Where expansive or collapsible soils are known to exist, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. STRUCTURAL Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. (Unless they are to be a deferred submittal). Truss- to- truss connection hardware must be shown on structural plans or truss layout. Attic FAU should be considered in truss design. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter); CBC Section 107.3.4.1. CONTINUED Carlsbad CBR20 19-1247 6/6/19 16. Please specify the size of the header at grid 7 which is supporting the girder truss on sheet SI.2. 17. Please call out the vertical support for the girder truss at grid 4 (left side) on sheet SI.2. 18. Please revise the lateral calculations for grid I based on the 3.5 shear wall shown. 19. Will the top plates at grid 7 be discontinuous at family room slider? Architectural shows a 9' plate height. If so, please provide strapping from beam to top plates. 20. 7.5' height is used for the shear walls at grid 3, but I do not see strapping called out at the garage door header height. Please clarify. 21. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca.ciov/civicx/filebank/blobdload.aspx?Blobl D25107 PME 22. Please complete the detail reference at floor plan keynote 322 for attic FAU. 23. Provide electrical service load calculations (including EVSE capability). Show on the plan the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram and panel schedules. 24. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). 25. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: A 20-ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 26. Please specify that the tankless water heater in the garage will be mounted to be above the path of vehicles. CPC Section 507.13. CONTINUED Carlsbad CBR20 19-1247 6/6/19 CALIFORNIA GREEN CODE AND ENERGY CONSERVATION Please revise California Green Code notes to indicate maximum 1.8 GPM for showers per current requirements. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www. carlsbadca .Qov/civicax/filebank/blobd load .aspx?Blobl D34404. Per City Ordinance, the EVSE ready space shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. Please remove, cross out, or identify as N/A the CFI -Rs on Title 24 sheets which do not apply to this permit. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); 34" pipe (1" insulation); 1" to 1-1/2" pipe (1 1/2" insulation). CPC 609.11 & ES 150.00). Additionally, the 1/2" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.00). Below grade hot water piping is required to be installed in a waterproof and non- crushable sleeve or casing that allows for replacement of both the piping and insulation. Residential ventilation reciuirements: ES I 50.0(o)/ASHRAE 62.2 Please specify minimum 63 CFM (73 with bedroom 5 opt) for whole building ventilation fan (per energy design) and a maximum noise rating of I Sone. Please specify maximum noise rating of 3 Sone for bathroom fans and kitchen range hood. CONTINUED Carlsbad CBR20 19-1247 6/6/19 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed; i.e., plan sheet, note or detail number, calculation page, etc. .Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No L3 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for-your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. -Thank you. Carlsbad CBR2019-1247 6/6/19 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-1247 PREPARED BY: Tamara Fischer DATE: 6/6/19 BUILDING ADDRESS: 1635 Brady Circle BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFR 2593 141.76 367,584 Gar 719 36.98 26,589 Coy Porch 249 12.33 3,070 Prefab FP 1 3,373.05 3,373 Air Conditioning 2593 5.31 $13,769 Fire Sprinklers 3312 4.01 13,281 TOTAL VALUE 427,665 Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: E Corn Diete Review D Structural Only EJ RepeI9MtS H D Other Hourly DWI Fee Hr. © * I $116.381 Comments: Sheet 1 of 1 j2)) STRUCTURAL CALCULATIONS TE 1ISSUE DATE 05/08/19 I I PROJECT Description: 2 Single Family Client: Magnolia A3 LLC Name: LOT 6 PLAN 1 B R3-V8 Dwellings Taylor Ashton, director Magonolia Tract DESIGN CRITERIA Building Type: Bearing wall system Steel: ASTM A992 W-Shapes (if used) ASTM A36 rolled shapes, bars & plates Construction: Stud walls, sawn lumber ASTM A53 Grade B pipe columns wood timbers, plywood sheathing ASTM A500 Grade B HSS tube ste Grade 40 & 60 reinforcing bars Codes: 9016 CBC & 2016 CRC ASCE 07-10, 2015 NOS Concrete: 2,500 psi at 28 days, U.N.O. Higher strength where noted >0 Wood: Studs - Stud grade, Standard & btr. Posts - Standard & better Masonry: 1,500-psi grade N standard weight Beams - bF#2 or better Concrete Masonry Units Joists - I-Joists GLBs - 24F-1.8E 5oi1s.& bearing: LSL - laminated strand rims and beams P/T slab design by others LVL - laminated veneer microlom beams and joists PSL - parallel strand beams BUILDING LOADS Roof Loads psf Floor Loads psf Lt. wt. topping Roofing (tile) 9.5 Floor Finish (carpet) 1.2 il.2 Sheathing 1.4 Sheathing 2.0 2.0 Rafters or trusses 3.2 Joists 2.6 2.6 Ceiling 2.2 Ceiling 2.6 2.6 Misc. & insulation 1.7 Misc. & insulation 3.6 3.6 Total Roof DL ............................................................18.0 psf Total Floor bL ..........................12.0 psf 22.0 psf Roof Live Load (less than 4:12 pitch) ...................20 psf Floor Live Load .........................40 psf Roof Live Load (4:12 pitch or steeper) ................16 psf Balcony Live Load .....................60 psf 1.5 x L Roof Live Load (12:12 pitch or steeper) ..............12 psf Exit Live Load ...........................100 psf Exterior Walls psf Interior Walls psf psf Stucco or siding 10.0 Shear panel 2.0 Studs 1.1 Studs 1.1 1.1 Gypsum board 2.2 Gypsum board 4.4 4.4 Misc. di insulation 1.7 Misc. di insulation 2.5 2.5 Total Wall bL 15.0 psf Total Wall DL 8.0 psf 10.0 psf I Swanson & Associates 17055 Via bel Campo, Suite 100. San biego, CA 92127 (858) 487-7600 I I Magnolia 04/04/15 Calculation Commentary: These calculations as submitted on a lot by lot basis are an exerpt from a combined set of a two plan tract. When the plan is noted as a reverse plan. (example Plan 2At), the beam reactions RI and R2 and the orientation of the loading will be reversed from standard convention. The calculation package is identical for the following lots Plan 1 calc package Lot 2 lot 4 lot 6 Plan 2 calc package Lot 1 Lot 3 Lot 5 Lot 7 0 Section Properties & Design Loads 2016 CBc/cRC Nominal Size Actual Size (b) x (d) inches Area (A) ire Section Modulus (5) if? Moment of Inertia (I) in4 Roof Loads LDF: 1.25 Floor Loads LbF = 1.00 (vi) Allowable Uniform Loads (plf) Allowable Shear Moment (lbs) (lb-ft) Allowable Shear Moment (Ibs) (lb-ft) Span in feet for beam or joist sizes Normal duration. Laterally fully braced, repetitive member increase for 2x members. 3ff. 4ff. 5ff. 6ff. 7ft. 8ff. 9ff. lOft, lift. 12ft. 13ff. 14ff. 15ff. 16ff. 17ff. 18ft. 19ff. 2x4 15x35 525 306 536 788 211 630 169 U502i ç84 ' 54 38 .,28 "-21 17/ "'i4jj 11 8 7 5 4 3 3 2 2 754 424 271" ,j88' 43.'8 106', '&4r63 48 37 29 23 19 15 13 11 9 2x8 'WORM' 15 x 725 1088 J 5k" 13.14 J'i3 4763 1,631 1700 1,305 1,360 1094 435 "302 ' 22Z 170 134 109.. ,90 ,'76' ,J 644 53 43 35 30 25 21 1094 820 649 ,451 331' 2t 00' ,162' )134 " 113 96 xU "1I lb x X1.25 jä s" lb 8b dl 64 l?7 98 f''iT ,53l 3411 _TaT'4 '5T_2 2025 2 729 3W5_, 1O8206565476134 __/_'Z70 _218,_180_&152!_',129''_lii_'L__97.c_',_16'_67_L60 1094820656547469 ____336_2'73'_219'_fi6i 1''9_l2"1_"_06 _94_._t84 _76' 4x4 4x8 4x12 4x4 ' 4x16 Tj7Z__WcO_:T 3.5 x 3.5 35 x 725 7' 35 x 1125 fi'25 35 x 1525 12.25 2538 W 3938 '4'j,W 5338 7.15 !?Y 3066 7383 2j 13566 12.51 11115 41528 103442 5 AC 1,838 1,005 "'T5 ,, 3,806 3,737 59068459 ) 8.006 14,131 _ 1,470 804 715 02 25,.,!'6 _111745238 29 22 17 14 11 9 8 7 6 1 529_860'_551_ 382_'P'_15 _5ii8 _iii86 _675444363025_22 3,045 2,989 5"11 2,188 1 95' 957 664 '488 374 295 239" 198' 166 142'' '122 100 8369 58 49 3_2 246_147"'998 t73 562_ie144'59 _27i50_213,._'183,,. 3,2181 L2466 '2 504 1105' 846 668" 541'.. ,447' '376' 320 ' 276" 241"211 '187 167' "150, 89' 193'dO67_M3t' 68 _564_474'l_'b _346_303_ 67f"23.i_,'ii il891 4.375 3,281 2.625 2,188 1846 1413' 1117 904 '747 628., '535,.' 461k 402Y 353 ',313\ 279 251., 57& '368 255 1 175 117 82 60 45 35 27 22 18 15 12 10 9 6,405, 11,305 6xj t 6x6 si' - 6x10 '5 5,' 55 x 55 €ir 5.5x9.5 i12 , 3025 'T 5225 123" 2773 8273 7626 392.96 _47256768 ,,1i,,,_1022' 3428 2773 5,922 9,307 4,285 3,466 W 7,402 11,634 _4375 2465 '12 _43753_28126254 1.386k 887 .. 616 '453., 347' 274 ;2a2j 175 134 106 85 69 57 47 40 34 578,. 1650,,.1,V4, 2445,509 "43"a4f 175 144 120 101 86 6.8756529j 2 068 1'520 1163 919 ,745 "615 ''5l7 ., 380' 331' .291' 244 205 175 5156 4.12513 03l.'42d 17O5 I 347k 1O1 p992 758 ,4"5 '" 42 5' 6x14 55 x 135 7425 16706 1,12767 O8% 10.519 23,188 125r 3ä i7 8,415 16,550 bT52' iö' _6.875 6.875 5,156 4.125 3,438 2,946 1832T148p I 2011O,3*87' 7Sç66' 580" 513 458 '411 6.875 5,156 4,125 3438 2946 2,578 2292 209 792 '1l'O6 1283 '1106,. 964 847 L750 669L 601 1' Tumberstrand LSL rim board & 13 T.mberstrand LSL xl1jL5L' 13x14 LSL i2!jcI18, 1.25 x 14.0 j8 17,50 r 3,,8 40.83 i 525 K,2fQkkU,413iJ 1.035 777 621 518 444 388 345 311 If 275, 231i 197 157 128 105 88 74 63 285.83 6.198 7,129 4.958 5.703 1.035 777 621 518 444 388 345 311 282 259 239 222 f2b3J 173 144 121 103 1035 777 621 518 444 388 345 311 282 259 239 222 207 194 183 173 154 ii1L'7 lIxllf LSL 13x16 LSL 6:c 1.75x11.88_20.78 1.75 x 16.0 O'O' r2Jd' 28.00 33 41.13 74.67 244.21 7O8 98' 5,368 9.971 T"Y,3[ 4,295 7,977 1,838 1.378 1,103 919 788 689 613 551 501 404 318 254 207 170 142 120 102 __196167 4ó'ff" 597.33 7.233 17,611 5.787 14,089 _1.8381,3781,103 919788689613551501459424394339279233 1.838 1,378 1,103 919 788 689 613 551 501 459 424 394 368 345 324 293 249 33" Tumberstrand LSL ______ 34 ,c43 LSL F'k 33x73 LSL 3.5 x 4.38 !i! 35 c 725 15.31 2538 11.17 3066 24.42 11115 5,423 2.170 &ii'5Y" 8,987 5,687 4,339 1.736 71904550 43•?8aj 484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 2387- 1 34 556 350 235 165 120 90 70 55 44 36 29 24 21 18 2,485 1,864 "456__1011 743 1 538 378 275 207 159 125 100 82 67 56 47 40 2485 1,864 1491 12431 463 348 268 211 169 137 113 94 79 68 3 kii.'L 33x93 LSL cT 35 x 95 0i9 3325 r3' 87 i 1'"7iJ 5265 25007 8,590 13,027 6,872 10,422 6,300 4,725 5,300 4.725 3,780 3,1501 17O2 I 3O3 , 980 714 537 413 325 260 212 174 145 123 104 2j49 1'799_ 1"i'ii'/iI511 891 687 540 432 352 290 242 203 173 41itE xfl'5 3' 'r8 Ld2i5'iF 14 33xli LSL 35 x1188 4156 8226 48841 10,747 19,941 8,590 15,953 6,300 4725 3,780 3,150 176' 1 808 635 509 413 341 284 239 203 5300 4725 3780 3150 2700 2363 833 678 558 465 392 333 j&14'LSt 33x16 LSL 35x160 I9C 5600 1143J 14933 t800)3 1.19467 14,467 35222 11573 28178 6300 4,725 3,780 3,150 2,700 2,363 2,100 1,890 1,718U565 1334 i1,15041O02 833 695 585 498 At roof loading conditions where shear, or bending governs, use 01.25 LbF adjustment to The above values. At roof loading conditions where deflection governs, use 01.15 deflection adjustment factor to the above values. Shading in the span / allowable uniform load table indicates That bending (F'b) governs. Shear governs to The left of the shading, and deflection governs to The right. LI (J. -I, 0 0 - -f CD (A CD (A 0' I- 0 0 0 (A 1%) 0 %0 s & Design Loads 2016C8C/cRC Allowable Uniform Loads fl in feet for beam or joist sizes mel duration, Laterally fully braced, repetitive member increase for 2x members. 0 Ft. lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20 ft. 21 ft. 22 ft. 23 ft. 24 ft. 25 ft. 26 ft. -5 -I. 3 716 551 434 347 282 .233 194 163 139 119 103 89 78 69 61 54 Ui3t1,077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 903 744 621 523 445 381i 329 286 251 221 195 173 2,297 1,838 1,531 1,313 1,148 1,021 919 780 664 569 491 427 374 329 291 259 63 2,297 1,838 1,531 1,313 1.148 1,021 919 835 766 707 656 609 533 469 415 369 . t Section Properit Moment Roof Loads Floor Loads (w) Nominal Actual Area Section of LDF: 1.25 'LDF: 1.00 Size Size Modulus Tnertia Allowable Allowable Sp (b) x (d) (A) (5) (t) Shear Moment Shear Moment No inches in2 in3 in4 (Ibs) (lb -ft) (lbs) (lb-ft) 110 £ Parallam PSL __ _____________ 3f5 95 25 O63f 31x11f PSL 3.5 x 11.88 41.56 82.26 488.41 10,044 24,878 8,035 19,902 i' 4 L .8 10,827 34,955 3x16 PSL 3.5 x 16.0 56.00 149.33 1,194.67 13,533 43,693 SIX11i PSL 5.25 x 11.88 62.34 123.39 732.62 15,066 37,317[12.053 40 pJç 5'x16 PSL 5.25 x 16.0 84.00 224.00 1,792.00 20,300 65.54016,240 7xllj PSL 7.0 J ~~14 83.13 164.52 976.83 20.089 49,756 16,071 39.805 14-0 .67 IQ47 839 7x16 PSL 7.0 112.00 298.67 2,389.33 27,067 87,387 121,653 69,909 or 827 650 521 423 349 291 245 208 179, 154 134 117 103 91 81 - 1.615 1,270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 i9163' 1,355 1,117 931 784 667 5724 494 430 376 331 293 260 2913 2482 2.140 1,864 '1639 1,390 1,171 995 .j. 853 737 641 561 494 437 388 • 1,417 - 1,215, 1.050 913 799 703 622 553 867 694 565 465 388 327 278 238 206 179 157 138 122 108 1,694 1.356 1,103 909 757 638 543 465 402 349 306 269 238 212 1,807 1,489 1,241 1,046 889 762 658 573 501 441 390 347 1561 1,327 1,138 983 855 748 658 583 518 1,889 1.620 1.399 1.217 1.065 938 829 737 MfEW 35* 29i 644 496 390 312 254 209 175 147 125 107 93 81 70 62 55 49 3+xl1* GLB 35 x 1188 4156 8226 48841 9,178 20,565 7,343 16,452 iii088i.914 62 610 496 409 341 287 244 209 181 157 138 121 107 95 J,fi)4 T13) ijj867 670 559 471 400 343 296 258 226 198 176 156 3fx16 GLB 3.5 x 16.0 56.00 149.33 1,194.67 12,367 37,333 9.893 29,867 jjT 4 NI 82 702 597 512 442 385 337 296 262 233 HOW '0107 IT 1 'il ffi5'ö1 39A~M8il 729 630 548 479 422 373 332 5*" Glulam GLB (24F-1.8E or 24F-V4 with standard camber 5i:1188 2Li9,7$2 i1153929 0 642 536 451 384 329 284 247 216 190 168 150 J 5*x14 GLB 5.5 x 14.0 77.00 179.67 1,257.67 17,004 43,715 13,603 34,972 . , , 1,053 878 739 629 539 466 405 354 312 276 245 I 1,104 938 805 695 604 529 466 412 366] . E L1 49tj8j 990 861 753 663 587 521 Z910 .256 5,005 4,171 3,575 3,128 2.781 2,503 2,275 2,085 1.925 3353Jj1 I 5*x18 GLB 55 x 180 OJO 9900 3 67t 29700 33 267300 21,863 70,469 17,490 56,375 i5j301 Th"OI W3öU 33O 6* Glu-lam Girders 6 Beams (24F-1.8E or 24F-V4 with standard camber) . J i1138 £, 821 8J t59O'141 1.263 1,083 935 814 712 627 554 49i] 6*x18 GLB 675 x 180 121501 36450 328050126,831 84732 21465 67786 OP'67 4 1F1767I0f'i1561 1214 1056 924 814 720 640] use as 14" Tfl 210 1 2.06 x 14.01 0.00 I 0.00 I ET:l 11,256 5,613 11,005 4,490 I At roof loading conditions where shear or bending governs, use a 125 LbF adjustment to the above values. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. - 3. Shading in the span / allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs' to the right. Magnolia 4/4/2019 Typical Framing Elements Roof Framing Trusses @ 24" 0/c (bL: 18 psf, LL = 20 psf) Factory Manufacturer's design by others 2x Convetional Rafters & Fill Framing W = (24/12) (18 psf + 20 psf) = 76 psf 2x4 @ 24" o/c spans to 4'-8" 2x6 @ 24" o/c spans to 9'-10" 2x8 @ 24" o/c spans to 13'-0" 240 @ 24" o/c spans to 16'-4" 2x12 @ 24" o/c spans to 18'-1I" Floor Framing I-Joist floor joists (TrusJoist or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-ES ESR-1387 & ESR-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. W = (16/12) (12 + 40 psf) = 69 psf W = (19.2/12)(12 psf + 40 psf) 83 psf Opening Headers & Misc. Beams Hi (wi 170 plf) Roof Floor 6x4 (Max. Span:) 71-5" 70-0" 6x6 11'-8" 11,-i" 6x8 15'-11" 15'-l" 6x10 20'-2" 19'-2" 6x14 28'-8" 27'-2" 15tx9i PSL 21'-4" 20'-3" H2 (w s, 370 plf) Roof Floor 6x4 (Max. Span:) 51-6" 4'-11" 6x6 8'-7" 71-8" 6x8 110-9" 10'-6" 6x10 15'-6" 14'-2" 5*x94 PSL 16'-6" 151-8" 5*xil* PSL 20'-7" 191-7" H3 (w i 570 plf) Roof Floor 6x4 (Max. Span:) 41-5" 4'-o" 6x6 6'-11" 61-2" 6x8 9'-6" 81-611 6x10 121-9" 111-5" 6x12 15'-5" 13'-10" 6x14 181-0" 16-1" 5ix9 T1 PSL 14'-3" 13'-7" 5x11* PSL 17'-10" 16'-11" H4 (w i 770 plf) Roof Floor 6x4 (Max. Span:) V-10" 31-511 6x6 6'-011 51-4" 6x8 8'-2" 71-3" 6x10 10'-11" 9'-10" 6x12 13'-3" 11'-lO" 6x14 15'-6" 13'-10" 5+x9 1E PSL 12'-11" 12'-3" 5*x11 PSL 16'-2" 15'-4" H5 (w 1970 plf) Roof Floor 6x4 (Max. Span:) 36-511 31-01' 6x6 5'-4" 4'-9" 6x8 7-3" 6'-6" 6x10 9-9" 81-9" 6x12 11'-10" 10'-7" 6x14 13'-9" 12'-4" 5*x9 Y1 PSL 11'-li" 11'-4" 5*xllf PSL 14'-11" 14'-2" H6 (w 1170 plf) Roof Floor 6x10 (Max. Span:) 8'-11" 7'-11" 6x12 101-9" 9'-71' 5 T'X91 PSL 11'-3" 10'-8" 5*xllf PSL 14'-0" 13'-4" See uniform loads table on Daae 2 and 3 for additional pans or load conditions not specifically addressed here. Magnolia 4/4/2019 Stud Column Capacity . 2016 CBC/CPC 3f' Stud Wall Nominal Size Sill/Top Plate Max. Load 6 Ft. 7 Ft. 8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. 2x4 Standard 3,281 lbs 4 136 lbs 3 288 lbs N/A 2x4 Standard 6,563 lbs 8 272 lbs 6 577 lbs N/A 2x4 Standard 9,844 lbs 12 4.09 lbs 9 865 lbs N/A 2x4 Stud 3,281 lbs 3 &01 lbs 2 890 lbs 2,413 lbs 2,010 lbs 1,683 lbs N/A 2x4 Stud 6,563 lbs 6 801 lbs 5781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9.844 lbs A0,202.Jbs. 8,671 lbs 7.239 lbs 6.029 lbs 5,050 lbs N/A 2x4 bF#2 3 281 lbs 4,666 lbs 3 721 lbs 2 983 lbs 2424 lbs 1999 lbs 1419 lbs 1055 lbs N/A 2x4 bF#2 - 6,563 lbs 9331 lbs 7441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A 2x4 bF#2 9,844 lbs :13,997ilbs 11162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9651 lbs 7673 lbs 6,141 lbs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 4x4 bF#1 7,656 lbs 11783 lbs 9 353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 lbs N/A (1) 06 bF#1 12,031 lbs 18 252 lbs 14565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 4x8 DF#1 15,859 lbs 23 676 lbs 19005 lbs 15294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5441 lbs N/A (1) 4x10 DF#1 20,234 lbs 29 670 lbs 23 972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 4x12 bF#1 24 609 lbs 36085 lbs 29 155 lbs 23,550 lbs 19,221 lbs 15,900 lbs 11,318 lbs 8,429 lbs N/A 5*" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8683 lbs 7,653 lbs 6 669 lbs' 5.035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A 2x6 bF#2 10313 lbs 17,367 lbs 15,306 lbs 13 338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26 050 lbs 22 959 lbs 20007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12031 lbs 22 097 lbs 19 379 lbs 16 821 lbl 12 641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 18,906 lbs 24795 lbs 22,955 lbs 20918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs 33 812 lbs 31 303 lbs 2825 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 6x10 bF#1 32 656 lbs 40425 lbs 37734 lbs 34,689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 6x12 bF#1 39,531 lbs 48936 lbs 45678 lbs 41992 lbs 34,285 lbs 17,960 lbs 14,830 lbs 12,419 lbs N/A 1.51. Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3jx3j 1.3E LSL 7,656 lbs 7,444 lbs 6.108 lbs 5.069 lbs 3.622 lbs N/A N/A N/A N/A (1) 3fx41 1.3E LSL. 9.570 lbs 9,304 lbs 7,635 lbs 6.336 lbs 4,527 lbs N/A N/A N/A N/A (1) 3fx5f 1.3E LSL 12,031 lbs 11.697 lbs 9,598 lbs 7,966 lbs 5,691 lbs 2,609 lbs 2,122 lbs 1,759 lbs N/A (1) 3+x7+ 13E LSL 15,859 lbs 15.419 lbs 12,652 lbs 10.500 lbs 7,502 lbs 3,439 lbs 2,798 lbs 2.319 lbs N/A (1) 3+x8* 1.3E LSL 1 18,867 lbs 1 18,343 lbs 15.051 lbs 12,492 lbs 8,925 lbs 4.091 lbs 3,328 lbs 2,759 lbs N/A PSI.. Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3*x3* 1.8E PSL 7,656 lbs 10 730 lbs 8702 lbs 7,169 lbs 5,081 lbs N/A N/A N/A N/A (1) 3+4+ 1.8E PSL 11,484 lbs 46,095 lbs 13 052 lbs 10,754 lbs 7,622 lbs 3,466 lbs 2,816 lbs 2,333 lbs N/A (1) 34.x7 1.8E PSL 15,313 lbs 21460 lbs 17 403 lbs 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 511rx5j 1.8E PSL 17,227 lbs 44 269 lbs 38,114 lbs 32 639 lbs 24 142 lbs 11,432 lbs 9,336 lbs 7,760 lbs N/A (1) 5*x7 1.8E PSL 22,969 lbs 59026 lbs 50818 lbs 43,519-lbs 32 189 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 30625 lbs 100 192 lbs 92 67 lbs 84 376 lbs 67757 lbs 34806 lbs 28 678 lbs 23,982 lbs N/A Eh/1.4: 0.095W Ev/1.4: 0.113W Ev/1.4: 0.239W E/1.4: 0.113W Used 0.117W 0.113W Magnolia 4/4/2019 I SEISMIC ANALYSIS Wood Framed bwellings In. 2016 CBC, Alternate Basic Load Combinotiot ASCE 7-10 Sect Ion 12.14 Simplified Alternative Seismic Loads Ss = 1.130 Ie 0.430 Design Category: 5M5 - (1.05)(1.13)= 1.184 Site Class: SMI : (1.57)(0.43): 0.675 SbS (2/3)(1.0)(1.13): 0.789 5b1 (2/3)(0.68): 0.450 Cd 1.00 2 Story Building D F: 1.1 D Pa: 1.0 6.5 (Fa per ASCE Table 11.4.1) 2.5 4.00 besian Loadina. Allowable Stress besiqn Bose Shear Eh: (F)(SbS)(W)/R : 0.134W E: (0.2)(Sb$)(b): 0.158W Emh: (2.5)(QE): 0.334W Component Interconnection (ASCE section 12.14.7.1) Fp: 0.2(Sbs)W = 0.158W Distribution of Forces 1-Story Weight Roof 24.7 psf x 0.095 : 2.36 psf design at: 2.90 psf 2-Story Story Weight % Weigh t force (Fx) Roof 24.7 psf 43% 2.90 psf Floor 33.3 psf 57% 3.90 psf 58.0 psf 6.80 psf Vbase: 58.0 psf x 0.117 : 6.80 psf 11 Magnolia 4/4/2019 WIND ANALYSIS, One Story Transverse section Wind Speed: 110 Vd (not used): 85 2016 CBC, Basic Load Combinations Exposure: B Kd : 0.85 z9: 1,200 g: 7.0 Enclosure: Enclosed l(: 1.0 G: 0.85 Risk: Cat. It A g2 Wind Pressures Element z Kh & K, Oh & a pf) f) Windward Walls 10.0' 0.57 15.13 0.80 7.57 13.01 (not used) Eave Height: 10.0' (not used) Roof Height (h): 13.1' Leeward Wall 13.1' 0.57 15.13 -0.50 -9.15 -3.71 Width (B): 60.0' Roof to ridge (a) 13.1' 0.57 15.13 -0.40 -7.91 -2.46 Length(L): 40.0' Roof to ridge (b) BY 0.57 15.13 -0.03 -3.12 2.33 Roof Angle (0): 18.4° Roof-Leeward BY 0.57 15.13 -0.57 -10.04 -4.59 qh 15.13 (not used) (not used) Windward overhang bottoms 10.0' 0.57 15.13 0.80 10.29 10.29 Note: (not used) P1 has internal pressure (not used) P2 has internal suction Interior Pressure 13.1' 0.57 15.13 0.18 (2.72) (-2.72) Wind Left to Right Wind Right to Left Roof Elements Lenath P1a(Dlf) P1b(Dlf) P2a(Dlf) P2b(plf P1a(plf) P1b(plf) P2a(Dlf) P2b(plf) Left Overhang 1.1' -16.3 -11.3 -16.3 -11.3 -0.9 -0.9 -0.9 -0.9 Left Sloping 20.0' -158.4 -62.4 -49.3 46.7 -201.1 -201.1 -91.9 -91.9 Flat Section 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Sloping 20.0' -201.1 -201.1 -91.9 -91.9 -158.4 -62.4 -49.3 46.7 Right Overhang 1.1' -0.9 -0.9 -0.9 -0.9 -16.3 -11.3 -16.3 -11.3 Roof Totals Horiz. Vert. Vertical Elements Left to Right Right to Left P10 (Left to Rt) 8.6 -357.4 Length EL( P2 (plf) P1 (lf) P2 (plf) P1b (Left to Rt) 40.6 -261.5 Left Walls-Upr 4.5' 34.0 58.6 41.2 16.7 P2a (Left to Rt) 8.6 -150.4 (not used) P2b (Left to Rt) 40.6 -54.5 (not used) Pla (Rt to Left) 8.6 -357.4 Right Walls-Upr 4.5' 41.2 16.7 34.0 58.6 Pib (Rt to Left) 40.6 -261.5 (not used) P2a (Rt to Left) 8.6 -150.4 (not used) P2b (Rt to Left) 40.6 -54.5 (not used) (not used) Code Mm. Horizontal Forces From Roof 40.6 40.6 40.6 40.6 (4.5')(16 psf)+(6.2')(8 psf): 122 plf Total Horix. Forces (W) 116 116 116 116 0.6W: 73 plf 0.6W: 69 69 69 69 Wind Load besign Force: 0.6W: Left to Right: 73 plf Right to Left: 73 Dif Seismic Force = 0.7E: (40.00) (2.90) : 116 plf Seism Magnolia 4/4/2019 WIND ANALYSIS, Two Story Wind Speed: 110 Vasd (not used): 85 2016 CBC, Basic Load Combinations Exposure B Kd 0.85 z9 1.200 a = 7.0 Enclosure: Enclosed Kit : 1.0 G: 0.85 Risk: Cat. II P1 pg Wind Pressures Element Z K, & K. Qh & 0, pf) pf) Windward Walls 19.2' 0.62 16.24 0.80 8.03 14.05 Floor Height: 10.2' Windward Walls 10.2' 0.57 15.13 0.80 7.28 13.30 Eave Height: 19.2 (not used) Roof Height (h): 21.3' Leeward Wall 21.3' 0.64 16.73 -0.50 -10.12 -4.10 Width (9): 36.0' Roof to ridge (a) 21.3' 0.64 16.73 -0.55 -10.81 -4.79 Length(L): 36.0' Roof to ridge (b) 21.3' 0.64 16.73 -0.21 -6.02 0.00 Roof Angle (6): 18.4° Roof-Leeward 21.3' 0.64 16.73 -0.63 -11.90 -5.88 qh 16.73 (not used) (not used) Windward overhang bottoms 19.2' 0.62 16.24 0.80 11.04 11.04 Note: (not used) P1 has internal pressure (not used) P2 has internal suction Interior Pressure 21.3' 0.64 16.73 ±0.18 (3.01) (-3.01) Wind Left to Right Wind Right to Left Roof Elements Length P1a(Dlf) P1b(plf) P20(plf) P2b(plf) P1O(Dlf) P1b(plf) P2a(plf) P2b(plf) Left Overhang 1.1' -19.9 -14.8 -19.9 -14.8 -1.9 -1.9 -1.9 -1.9 Left Sloping 13.7' -148.2 -82.5 -65.7 0.0 -163.1 -163.1 -80.6 -80.6 Flat Section 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Sloping BY -163.1 -163.1 -80.6 -80.6 -148.2 -82.5 -65.7 0.0 Right Overhang 1.1' -1.9 -1.9 -1.9 -1.9 -19.9 -14.8 -19.9 -14.8 Roof Totals Horiz. Vert. Vertical Elements Left to Right Right to Left Pla (Left to Rt) -1.0 -316.0 LenQth P1 (plf) P2 (plf EL( P2 (plf) Pib (Left to Rt) 21.4 -248.9 Left Walls-Upr 4.5' 36.1 63.2 45.5 18.4 P2a (Left to Rt) -1.0 -159.4 Left Walls-Lwr 10.2' 74.2 135.7 103.2 41.8 P2b (Left to Rt) 21.4 -92.4 (not used) Plo (Rt to Left) -1.0 -316.0 Right Walls-Upr 4.5' 45.5 18.4 36.1 63.2 P1b (Rt to Left) 21.4 -248.9 Right Walls-Lwr 10.2' 103.2 41.8 74.2 135.7 P2c (Rt to Left) -1.0 -159.4 (not used) P2b (Rt to Left) 21.4 -92.4 (not used) (not used) Code Mm. Horizontal Forces From Roof 21.4 21.4 21.4 21.4 (147)(16 psf)+(4.2')(8 psf): 269 plf Total Horiz. Forces (W) 281 281 281 281 0.6W: 161 plf 0.6W: 168 168 168 168 Summary of Results - Wind Load besign Force: 0.6W: Left to Right: 168 Rif Right to Left: 168 Dlf Seismic Force : 0.7E: (6.80) (34.00) : 231 Of Seismii I 'I[ II / / II / II / /Ws I Magnolia 4/4/2019 Typical Shear Panel 2016 CBCICRC TYPICAL EL EMEN 7,b OF REb1b 1/YE MOMENT A I .5HEA R PA NEL .5: 111111111111 CONT. 05L. TOPPL. F WHERE OCCURS LUSH 5EAM. OR HOR. 'IWW I/WHERE OCCURS I = OROP'O DM OR WHERE OCCURS ,— H LLLLL4 \ / / / / / / / P = LOAD FROM HEA PER OR MA U Wr = UN/FORM LOAD OF ROOF ADO YE Ww = UN/FORM LOAD OF WALL AM YE Wf = UN/FORM LOAD OF FL OOR A DOVE Ws = UN/FORM L OA P OF WALL 5EL F WEIGHT 1) = IJFL /FT FROM 0.7E, W, Eli, 4, 09 WW WALL, ROOF 4 PARTITION WIEGHTS (,v) _____ .91 ___ 10' ROOF TRUSS SPAN 72 Pt F Dl PLF 90 Pt F EXTERIOR 112 PLF 126 Pt F 140 Pt F INTERIOR W000 72 Pt F DI PLF 90 PL F INTER/OR 6 YP. 64 PL F 72 PLF DO Pt F Magnolia 4/4/2019 5hecirwoll Schedule 2016 CSC/CPC Magnolia 4/2/2019 Guards and Railings Interior Ballustrade Base 2016 CBC/CC 9.1 Railing Design Forces Height of Railing (location of Horiz. Force) : 42 inches Vertical (Newel) Post Spacing 60 inches Horizontal Force Along Railing : 20 plf Concentrated Load at Top of Post 200 lbs. Design Bending Moment at Base of Post Assembly 8400 lb.-in. Connection-- Laa Screw in Pullout CBC Load Duration Factor Cb (wood connectors) 1.60 Base Plate Size 4.00 inches. Moment Arm (x) of Lag Screws : 3.4 inches. Lag Screw Pullout 1: C: M/x/Cb 1527 lbs. total Quantify of Lag Screws at Tension / Compression side of Base Plate : 3 Screws Pullout Force Per Screw . 509.1 lbs Each Screw Isteet Base Plate and (6)1/4" Screws From NbS Table 11.2A for Specific Gravity of 0.50, Pullout is (ber inch of embedment) Screw NA. - Embedment of Screw (inches) 11 21 2.51 31 3.51 4 1/4 225 450 56* 675 788 900 5/16 266 426 665 798 931 1064 3/8 305 407 635 915 1068 1220 7/16 342 391 611 879 1197 1368 1/2 1 3781 3781 591 851 1158 1512 o T 3" embedment required Connection-- Wall mounted Handrail 2001b any direction CBC Load Duration Factor Cr) (wood connectors) 1.60 Total qty of connectors 2 no. 8 Wood Screws Lag Screw Pullout Required Capacity T: 200/2/Cb Design pullout strength per inch for no. 8 wood screw NbS Table 11.2B Minimum Embedment Capacity of Anchorage : embed x Table value (per inch) 62.50 lbs. total 112.00 lb per inch 1.50 inch 168.00 > 62.50 Mm. (2) no. 8 wood screws into blocking I Magnolia 04/18/18 Guards and Railings Interior Pony Wall 2016 C/cRC Railing besign Forces Height of Railing (location of Horiz. Force) 42 inches Vertical Support Post Spacing 60 inches Horizontal Force Along Railing 20 lbs. Concentrated Load at Top of Post : 200 lbs. Design Bending Moment at Base of Post Assembly 8400 lb.-in. 5r:M/Fb(CqU)(Cp)Cb 3.54 6x2* Flat OK Fb:900 CfU:1.5 C:1.1 5:4.64 Connection-- Lag Screw in Pullout CBC Load Duration Factor CO (wood connectors) : 1.60 Pullout Force Prying action M/CD 5,250 lb.-in. Moment Arm (x) of Lag Screws 12.0 inches. Lag Screw Pullout T: C: M/x/Cb : 438 lbs. total Quantity of Log Screws at Tension / Compression side of Base Plate 3 Screws Pullout Force Per Screw : 145.8 lbs Each Screw I (6) 1/4' Screws I From NbS Table 11.2A for Specific Gravity of 0.50. embed 1.25" into rim Pullout is (oar inch of embedment Screw NA. - Embedment of Screw (inches) 21 2.51 31 3.51 4 1/4 L 225 4501 5631 6751 7881 900 D M. BDRI f OPT. BDRM. 5/ DINING COURTYARD OPT. BA. 4 2 CCTX.WSI 11 ,' Ju 3-CAR GARAGE/ I ® RXAlID BONU V 'f -WiL.T,X TNt P aN I XVNCI IM U BDRM. 3 cb £ ROOF FRAMING PLAN 'B' (A) &L.Ww Magnolia 4/2/2019 ROOF FRAMING, Plan 1 10 Typical Roof Framing: Factory Trusses @ 24" 0/c 2016 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" 0/c, see caics pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Grid line Uniform load Load Table (pg. 2) or Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Gable Ends (3/2)(38) +10 : 67 plf Hi Hip Ends (9/2)(38) +10 = 181 Of H2 4/5 (9)(38) +10 = 352 plf H2 b/G (11)(38) +10 : 428 plf H3 RB-10 Span: 16.4' . Garage boor (roof) (wall) (floor) (misc.) wi : (9/2)(38) +35 206 plf , 1111111111 IlIlIllIllIll IRl TR2 Ri: (Critical Ri / 1.25 LbF: 1,351 lbs) Ri (max.): 1,689 lbs R2: (Critical R2 / 1.25 LbF: 1,351 lbs) R2 (max.): 1,689 lbs Moment: (Critical M / 1.25 LbF: 5,541#ft) Moment (max.): 6,926#ft 31x11 LSL beflection: (W. : L/984) 224/I: 0.46" : L/430 RB-11 Span: 16.0' Grid 7 Family room boor (roof) (wall) (floor) (misc.) (Live Load Reduction R:0.94) wi : (32/2)(38) +35 : 643 plf , IllIllIllIll I I!IlIIlllIIl 'Ri 1R2 Ri: (Critical Ri / 1.25 LbF: 4.001 lbs) Ri (max.): 5.001 lbs R2: (Critical R2 / 1.25 LbF: 4,001 lbs) R2 (max.): 5,001 lbs Moment: (Critical M / 1.25 LbF: 16,002#f t) Moment (max.): 20,003#ft 5T1x11j PSL beflection: (LLL: L/632) 461/I: 0.63" : L/305 RB-12 Span: 15.4' Outdoor Room opening (roof) (wall) (floor) (misc.) wi : (12/2)(38) +35 : 263 plf IllIllIllU lllllllllllllll fRi 1R2 Ri: (Critical RI / 1.25 LbF: 1,620 lbs) Ri (max.): 2,025 lbs R2: (Critical R2 / 1.25 LbF: 1,620 lbs) R2 (max.): 2.025 lbs Moment: (Critical M / 1.25 LbF: 6,238#f t) Moment (max.): 7,797#ft 5*x9+ PSL beflection: (ALL: L/913) 166/I: 0.44" : L/417 Magnolia 08/12/19 LATERAL bISTRIBUTION-SEISMIC, Plan 1 One Story bwelling 1-Story Load SHEARWALL ANALYSIS-SEISMIC Grid Shear IWoll Net Wall Wall Wall Pier WALl.. O.T. Resisting Elements (pif) End (O.9-011)x Uplift Holdown (A I Self Roof Walls I Floor Line Force ILengths Length Shear Height H/B H/B TYPE Moment Loads Resisting from Uplift Uplift Hardware m (lbs) (feet) (feet) (plf) (feet) Patio Ratio (#-FT) Wt. Above Above Above (Ibs) Moment Above (plf) (Ibs) (Simpson or Eq.) One Story bwelling A 1,189 8 8.0 149 9 1.1 4 10,702 150 126 280 8.747 92 244 LSTh08 B 1.166 8 8.0 146 9 1.1 4 10,492 150 45 280 6.699 178 474 LSTHb8 C 1.431 12 12.0 119 9 0.8 1 4 12,881 1 150 198 280 1 22,449 (797) none b 987 13.7 2.3 10.4 95 9 0.7 2.3 4 8.887 150 45 280 17.487 (628) none E 1,321 3.9 3 3.4 391 9 2.3 6 11,887 150 1 45 280 2.034 2,526 STHb10 415.5 191 154 9 2.3 4 4.921 150162 280 2,857 387 516L5THb8@4' G 1,281 12 12.0 107 9 0.8 4 11,532 150 81 280 none 1 392 5.5 5.5 71 9 1.6 4 3,528 150 108 280 4,299 (140) Sill Anchorage 2 479 12 12.0 4090.8 4 4,307 108 108 280 14,940 (886)none 3 606 2.8 2.8' 3.5 174 9 3.2 4 2,725 150 36 576 822 767 LSTHb8 4 2.030 12 2 7.8 260 9 0.8 1.8 4 18,270 108 162 200 17,254 50 Sill Anchorage m 5 1,897 11.5 11.5 16590.8 4 17,069 150171 280 19,312 195) none I-I - - 6 1,966 3.2 3 13.9 16.2 122 9 2.8 4 2,489 150 144 280 1,897 174 185 LSThb8@3.2' 7 2,172 4 16 2 15.6 140 9 2.3 1.8 4 4.468 108 180 200 2,452 378 504 HTT4 @4' 8 333 3 3 4.0 8393.0 4 1,498 15036 661 279279LSTHD8 9 436 3.7' 3.7 3 1 6.1 72 9 2.4 4 1,960 150 36 1,006 209 258 LSThb8 ElevB LOT 6 1 392 3.8' 3.2 122 9 2.4 4 3,528 150 108 280 2,312 253 320 L5THb8 0 (A -4. 0 ________________ 1 _____ ___________________ ____________ ____ ':7 ................._L._....._................_....................._______________ J Comments: Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwall (3) Net Wind Siesmic Maximum Total Force (Ibs) Force (P9.11) (lbs) Lateral Force (lbs) 730 1,189 1.189 730 1,166 1,166 803 1,431 1,431 803 987 987 1,022 1,321 1,321 1.679 2,931 2,931 657 1,281 1,281 438 392 438 803 479 803 584 606 606 1,022 2,030 2,030 657 1,897 1,897 730 1,966 1,966 1,095 2,172 2,172 365 333 365 584 436 584 Magnolia 4/4/2019 LATERAL bISTRIBUTION-WINb, Plan 1 One Story bwelling F3 I WINb bISTRIBUTION First Section Grid Lineal Tributary Line Force Width (plf) (ft) Second Section Lineal Tributary Force Width (plf) (ft) Load From Above (Ibs) One Story bwelling A 73 10.0 B 73 10.0 C 73 11.0 b 73 11.0 E 73 14.0 F 73 23.0 & 73 9.0 1 73 6.0 2 73 11.0 3 73 8.0 4 73 14.0 5 73 9.0 6 73 10.0 7 73 15.0 8 73 5.0 9 73 8.0 SHEARWALL ANALYSIS-WINb 0.67 x Resistina Elements Grid Shear Wall Net Wall Wall Wall Pier WALL O.T. 0.67 x Uplift Holdown Self Roofs Walls Floor End Line Force I Lengths Length Shear Height H/B H/B TYPE Moment Wt. Above Above Above Loads Resisting from Uplift Uplift Hardware (lbs) (feet) (feet) (plf) (feet) Ratio Ratio - (#-FT) (plf) (plf) (plf)(plf)(Ibs) Moment Above (plO (Ibs) (Simpson or Eq.) One Story bwelling A 730 8 8.0 91 10 1.3 4 7,300 101 84 188 7,418 (6) (15) L5THb8 B 730 8 8.0 91 10 1.3 4 7,300 101 30 188 5.682 76 202 LSTHD8 C 803 12 12.0 67 10 0.8 4 8,030 101 133 188 19,039 (917) none D 803 13.7 2 9.4 86 10 0.7 2.5 4 101 30 188 14,831 (496) none E 1,022 3.9 3.0 336 10 2.6 6 101 30 188 1,725 2,178 STHb10 F 1,679 4 15.5 18.7 90 10 2.5 4 101 109 188 2,423 84 113 LSTHb84' 6 657 12 12.0 55 10 0.8 4 F4,360 101 54 188 13,395 (569) none 1 438 5.5 5.5 80 10 1.8 4 101 72 188 3,646 133 Sill Anchorage 2 803 12 12.0 67 10 0.8 4 72 72 188 12.671 (387) none 3 584 3 2.5 4.1 144 7.5 3.0 4 2,585 101 24 561 675 675 LSTHD8 4 1,022 12! 7.7 133 10 0.8 2.0 5 10,220 72 109 134 14,633 (92) Sill Anchorage 5 657 11.5 11.5 57 10 0.9 4 6,570 101 115 188 16.379 (853) none 6 730 3.2 13.9 15.9 46 10 3.1 4 937 101 96 188 1,609 (197) (210) LSThD8@3.2 7 1,095 4 16 2 14.2 77 10 2.5 2.0 4 2,468 72 121 134 2,080 73 97 HTr4 @4 8 365 3 3 3.6 101 10 3.3 4 1,825 101 24 561 421 421 LSTH08 9 584 3.7 3.7 5.5 1 107 10 2.7 4 2,920 101 24 853 453 559 LSTHb8 Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwall (3) Roof DL is Comments: opsf wind El CA I M ZE CA '-I z - 0 0 ( CA -f 0 -, PERFORATED SHEAR WALLS w , .LJ IJ.J.4.J..I. - lls.- L 0 0- ENING Li LWIDTH J, L2 L :i -PIER H/B BASED ON FULL HEIGHT Total Wall Opening Total SDPW Net Uplift End Shear Ht. & Ht. & Max. Percent Max H/B Factored Table Lengthj Shear Shear ( , PT W OTMRM Point Net Holdown (V) Width Width Opening Full Ht. Pier Factor Full-Ht. 4.3.3.5 C0ZL1 I V/C01L1 Wall (V)(H) 0.8 DL PM C,!L Load Uplift Hardware (Ibs)LxHLxH _Height Sheathing H/B2L/HLi(ft) Co (ft)J(plf) Type (lbs-ft) (plfl (lbs.ft) (Ibs) (Ibs) (Ibs) (Simpson non I JflC ory b 987 13.740.0 2.04.5 0.35H 85% 2.5 0.80 9.36 1.00 9.4 105 4 9.874 156 14.640 -348 224 -572 none 4 2,030 12.040.0 2.6x6.8 0.68H 78% 2.0 1.00 9.40 0.82 7.7 265 5 20,300 216 15,552 619 160 459 Sill Anchors OK 7 1.171 16.0x10.0 5.04.0 0.80H 69% 2.0 1.00 11.00 0.70 7.7 153 4 11,708 230 29,491 -1.111 160 -1,271 none 0 0 0 I- CTF 000 California I TrusFrame= "People, Drive, Honor... Our Formula for Success!" II , II TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: MAGNOLIA CARLSBAD LOCATION: CARLSBAD DEVELOPER: ASHTON 3 CUSTOMER: TIMBER RIDGE FRAMING Project No. 305751 23665 Cajalco Ro CBR20I9-1247 951657-7491 ho I635BRADYCIR ' p MAGNOLIA-BRADY: (LOT 6):2,593 SF LIV 11719SF GARAGE /146 SF PATIO 11203 SF CALIFORNIA ROOM PRINT DA1 ESR #1311 DEV201 8-0010 2052210600 10/15/2019 CBR20I9-1247H 0400 CTF California I TrusFrame= "People, Drive, Honor... Our Formula for Success!" 23665 Cajalco Road, Perris, CA 92570 Phone: (951) 657-7491 / Fax: (951) 657-0486 Project: MAGNOLIA CARLSBAD Location: CARLSBAD Developer: ASHTON 3 Customer: TIMBER RIDGE FRAMING Truss Structural Calculations Date: 10/03/2019 Kevin Chae Kim My license renewal date for the state of California is June 30, 2021. I NOTES: Truss Engineer's responsibility is solely for the design of individual trusses based upon the design parameters as shown on the referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification I ' specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer/Engineer of Record, not truss Engineer, per ANl/TPl-1 Chapter 2. The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and approved by the truss design engineer as indicated by the Engineer's seal and wet signature on this cover page. This review and approval apply solely to the attached truss design drawing pages that are bound together. Job 1Truss Trims lype Qry Ply Magnots1A GABLE 1 lJob - I 601 - - - - - Reference (optional) ..., .-=.... ,u1; o.qu 5 L#= 0 uio rnnl o.squ 5 LISV o uis Si. 05 InOSiOlOS. inc. . flu uci 4 14urq du15 rare 1 lD2Fl3c9vothrEMVfP7?S5SJz7t4q.a5s7w7gstrLYPN2p2oBW?mDXJC43AXuRimJl9RyX5L3 6-1.4 • 10-5-4 15-2-0 19-10-12 • 24.2-12 • 30-4-0 6-1-4 ' 4-4-0 4-8-12 4-8-12 • 4-4-0 6-1-4 Scale a 1:48.5 5x6 = 58 25 59 24 6023 61 22 62 21 83 20 64 1985 18 660 1815 88 14 89 13 70 12 71 11 72 10 73 9 74 8 75 3x10 = 3x4= 300 10-5-4 • 19-10-12 • 30-4-0 In-&A CLrLft • an..c.A - Plate Offsets (XY)- 120-0-0.0-0-0I, (30-0-0.0-0-01. 113:0-2-0.0-1-81,120:0-2-0.0-1-81 LOADING (psf) SPACING- 24-0 CSI, DEFL in (bc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) rita - nla 999 MT20 2201195 I TCDL 14.0 Lumber DOL 1.25 SC 0.18 Vert(CT) nla - rita 999 BCLL 0.0 Rep Stress Inc YES WB 041 Moiz(CT) 0.01 7 rita nla BCDL 10.0 Code 18C20151TP12014 Matrix-SM Weight 213 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc puilins. SOT CHORD 20 OF No.2 G 801 CHORD Rigid ceiling directly applied or 644cc bracing. Except: WEBS 2X4DFStudtStdG 10-0-ooc bracing: 20-21.12-13. OTHERS 2X4 OF Stud/Std G Mifeic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. AN bearings 30-4-0. (Ib) - Max Horz182(LC 43) Max Uplift All uplift 100 lb or less atioint(s) 17,18, 21. 22, 15. 12, 11 except 1-191(LC 27), 7=-200(LC 38). 13=-382(LC 30), 20=-392(LC 35), 24-101(LC 55), 9=-101(LC 72) Max Gray All reactions 250 lb or less at icings) 24.9 except 1371(LC 73). 7371(LC 91). 13815(LC 1). 20=815(LC 1), 17278(LC 82), 18273(LC 81), I9=285(LC 80). 21=283(LC 78). 22=273(LC 77), 23=285(LC 76), 25334(LC 74), 15=273(LC 83), 14285(LC 84), 12=283(LC 86). 11273(LC 87), 10=285(LC 88), 8=334(LC CO) FORCES. (Ib) - Max. CompiMax. Ten. - AN fortes 250 (lb) or less except when shown. TOP CHORD 1-54=454/531, 2-54=-478/383, 2-3=-294/351, 4-55=-2281377. 4-56=-195/371. 5-6=-2621351, 6-57=-478/409, 7-57=454/545 801 CHORD 1-58=-5261569, 25-58=-403/510. 25-59=4731437, 24-59=-3491406, 24-60=-3181359. 23-60=-2621345, 23-61=-2561314. 22-61=-226/277, 22-62=-1951252, 20-64=-274/299. 13-69=-274/299, 11-71=-1661253, 11-72=-1971277, 10-72=-2281314. 10-73-2341345, 9-73=-2891369, 9-74=420/406. 8-74=-344/437, 8.75=-3751510, 7-75=-497I569 WEBS 4-13=-4831354. 5-13=-3371101, 6-13=-526/164, 4-20=483/382, 3-20=-336(102, 2-20=-5251164 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuIt.110mph (3-second gust) Vasd=87mph; TCDL6.0p5f BCDLS.0ps1 h20ft Cat. II; Exp 8; Enctosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-04. Interior(l) 3-0-6 to 15-2-0. Exterior(2) 15-2-0 to 18-2-8. Interior(l) 18-2-6 to 3044 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/WI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. O1ESS/0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 24)4 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the XP- 6/30121 Bottom Chord. nonooncurrent with any other live loads. Wj \ Continued on page 2 NO. C53821 Job TrUSS Tns I Magnolia IA 601 GABLE C,17 1' -Reference (oponal) iD2F13c9vxxbrEMVIP7?S5SJz7f4q-a5s7w7gstrLVPN2p26BW?mDXK43AKuR019Ry5L3 NOTES- 11) This truss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to I 304-0 for 46.2 pIt. LOAD CASE(S) Standard tI, I' Is 3*8 II 3*8 II 4x6 = 3*4 = 2*4 II 4x8 =US = 4*8 = 4*6 = LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 1-4=-68.4-7=-66,12-26=,30(F-10), 15-25-20 tTnlss tirusslype ;0b 0II31A G02 COMMON r7Job - - - - 110 Reference (optional) W LL%... ru15, NUW O.L4U S usc e 4U15 Iru1t 5*4U S USC S *015 MITX InausSleS, Inc. TflU oa a 1Z40:44 2515 PS5 1 ID:ZFl3c9vothrEMVfP7?S5SJz7f4q-WT_tLoh7PSbGehCB9DD_4Blo4uaAoo0Hl4orEJyX5L1 6-1-4 10-5-4 15-2-0 , 19-10-12 24.1-8 30-4-0 6-1-4 4-4-0 4-8-12 • 4-8-12 1 4-2-12 6-2-8 Scale = 1:49.2 6-1-4 10-5.4 6-1-4 4-4-0 19-10-12 9-5-8 Plate Offsets MY)- 11:0-",0-1-11.11-0-2-3.Edgel. (7 0-2-3.Edgel, (7:0-0-0.0-1-11. (8:0-2-8.0-2-01, (10:0-2-0,0-2-01 LOADlNG(pst) SPACING- 2-0.0 CSI. DEFL in (Icc) Well lid TCLL 20.0 Plate Grip DOL 125 TC 0.45 Vert(LL) -043 8-17 561 240 TCOL 14.0 Lumber DOL 1.25 Sc 0.85 Vert(CT) -0.78 8-17 306 180 BCLL 0.0 Rep Stress Incr NO WE 0.41 Horz(CT) 0.02 7 Na Na BCDL 10.0 Code 1BC20151TP12014 Matiix-MSH PLATES GRIP MT20 2201195 Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF StudlStd G WEBS WEDGE Left 20 OF Stud/Std -G, Right 2x4 OF StudlStd -G Structural wood sheathing directly applied or 4-7-7 cc purtins. Rigid ceiling directly applied or 6-0-0øc bracing. 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=167910-5-8 (mm. 0-1-13), 1=31710-5-8 (mm. 0.1-8), 7=77310-3-8 (mm. 0-1-8) Max Harz 160(LC 16) Max Uplift10-16(LC 8), 1-14(LC 12). 7-25(LC 9) Max Grav10=1679(LC 1), 1428(LC 33), 7=773(LC 1) FORCES. (lb) - Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-390127, 2-18=-361159, 2-3-131558,3-18=01499,4-19=01564, 4-20-1024187, 5-20=-1076171. 5-6=-1076139, 6-21-1499191, 7-21=-1528/75 BOT CHORD 1-22=491311, 1-23=-521350, 11-23=-521350, 11-24--521350.24-25=52/350. 1O-25=-52t350, 10-26=01306.26-27=01306.9-27=01308.9-28=01308.8-28=01306. 8-29=-4211424, 7-29=-4211424, 7-30=-251683 WEBS 4-8=-2711002, 5-8=-310197. 6-8=-508198, 4-1O=-1188143, 3-10=-311190, 2-10=-757176, 2-11=01376 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCOL6.0psf BCOL-$.opsf; h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 3.04. lnteriw(1) 3-0-6 to 15-2-0. Extenor(2) 15-2-0 to 18-2-6, Interior(l) 18-2-6 to 3044 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=160 plate grip DOL1.60 This buss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.0p5f. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). Job Tiuss Eruss Type Qty Ply Magnets IA 003 COMMON I lJob - Reference (optional) Iufl; o.0 5 USC S LWS rnnr 3qu s usc e xuia Milex rnausures, IflC. Thu ocr 3 1240:44 2U19 Pass 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-wT_tLoh7PSbGehCB900_4BlpfubxooBHl4orEJyX5L1 6-1-4 10-5-4 15-2-0 19-10-12 24-14 30-1-0 6-1-4 4-4-0 4-8-12 4-8-12 4-2-12 5-11-B Scale = 1:48.8 4x4 II 354 =2X4 II 4x8 =4XG = 4=8 = 58 = 3x8 II 6-1-4 10-5-4 19-10-12 30-1-0 6-1-4 444 • Q•çg lfl.A Plate Offsets (X,Y)— 11:0-2-3.Edgel. (1:0-0-0,0-141. 14:0-2.0,0-1421. 0-3-3,Edgr' I7:0-0-00•2-11. (8:0-2-8,0-2-01,110:0-2-0.0-2-01 -- - LOADlNG(psf) SPACING- 2-0-0 CSI. OEFL in (icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.42 8-10 2,581 240 MT20 2201195 TCOL 14.0 Lumber OOL 1.25 BC 0.83 Vert(CT) -0.70 8-17 '339 180 BCLL 0.0 Rep Stress Incr NO WS 0.40 Harz(CT) 0.02 7 n/a n/a ECOL 10.0 Code IBC2015ITPl2014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G SOT CHORD WEBS 2X4 OF StudlStd G WEBS WEDGE Left: 2x4 OF StudlStd -G, Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=1661/0-5-8 (mm. 0-142), 1=322/0-5-8 (mm. 0-1.8). 7=764/Mechanical Max Hosz182(LC 12) Max Uptiftl0=.20(LC 8). 1=-11(LC 12). 7-23(LC 9) Max Grav10=1661(LC 1), 1432(LC 33), 7764(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-4(4/16, 2-18=-375/45, 2-3=-211541, 3-19=0/481,4-19=01546,4-204-1004/83. S-20=1057166.5-6--1053f34.6-21=1434186.7-21=-1472169 BOT CHORD 1-22=-471315, 1-23=-46/363, 11-23=-46/363, 11-24=48/363.24-25=461363, 10-25=461383. 10-26=0/304.26-27=0/304, 9-27=0/304,9-28=01304.8-28=01304, B-29=-W/1360,7-29--3811360,7-30-251654 WEBS 4-8=-26/977, 5-8=-322/97, 6-8=455/96, 4-10=-1160147, 3-10=-311/90,21O=753/77, 2-11=01375 Structural wood sheathing directly applied or 4-10.9 cc pullins. Rigid ceiling directly applied or 6.0-0 cc bracing. 1 Row at midpt 4-10 MiTeic recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=6.0psf BCOL6.0pst h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-6, Interior(1) 3-0-6 to 15-2.0, Exterior(2) 15-2-0 to 18-2.6, Intetior(1) 18-2-6 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL'.1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3.6.0 tell by 240-0 wide will lit between the bottom chord and any other members, with BCOL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard At'ISIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate Increase=1.25 Uniform Loads (pIt) Veit 1-4=-68,4-7=-68,12-26--30(F=-10), 15-25=-20 Job Truss Truss type Qty Ply Manctia IA G04 GABLE 1 - - Job Reference (optional) ,... Icun; ou 5 usc aitwin rmw s.0 s usc e Luis wiex IOU5Ifl55, Inc. 11W u 1:eU:4D xuis Page 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-_gXFY8il9mj7GmOjwkDd0,05HyuXFSQ_KJCPmmyX5LO 6-2-8 10-5-4 15-2-0 • 19-10-12 24-1-8 30-1-0 6-2-8 4-2-12 448-12 4-8-12 4-2-12 I 5-11-8 Scale = 1:49.1 4x4 II 110 a 4x8 24 25 II 26 10 4x6=US 5x$ 44 = 3x811 I 10-54 19-10-12 . 30-1-0 10.5-4 1 0.5.5 I Ifl.4 Plate Offsets ()(,Y)— 11:0-0-4.0-1431. 12:04-7.0-241. I4:0-2-0.0-1-121. 17:0-0-0,0-2-11. 17:0-3-3,Edgel, 18:0-2-8.0-2-01.110:0-2-8.0-2-01 LOAOING(psf) SPACING. 2-0-0 CSI. OEFL in (ICC) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 115 IC 0.31 Vert(LL) -044 8-10 >530 240 MT20 2201195 TCOL 14.0 Lumber OOL 1.25 BC 0.75 Vert(CT) -0.70 8-19 3-338 180 SCU. 0.0 * Rep Stress Incr YES WS 0.40 Harz(CT) 0.01 7 n/a n/a ECOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 134 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.20 I TOP CHORD Structural wood sheathing directly applied or 4-10-11 cc pudins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 64.0cc bracing. WEBS 2X4 OF Stud/Std G WEBS I Row at midpt 4-10 — OTHERS 2X4 OF Stud/Std C Mfrek recommends that Stabilizers and required cross bracing be WEDGE installed during buss erection, in accordance with Stabilizer Right 2x4 OF Stud/Std G I Installation guide. REACTIONS. AN bearings 10-8-0 except (rlenglh) 7=Mechanical. (Ib)- Max Horz162(LC12) Max Uplift All uplift 100 lb or less at joint(s) 1. 10,7 Max Gray All reactions 250 lb or less at joint(s) I except 1=322(LC 33), 101564(LC 1), 7=762(LC 1), 11377(LC I 35) FORCES. (lb) - Max. ConipiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CMORD 2-3=-391551, 3-21=0/457,4-21=0/549. 4-22-996179, 5-22-1050163, 5.64046131, 6-23=-1428182, 7-23=-1473165 601 CHORD 10-27=0/298, 27-28=01298,9-28=0/298,9-29=0!298,8-29=0/298, 8-30=4511354, 7-30=-3511354,7-31=-241552 WEBS 4-8=-281974, S4--323197.64--456196,4-10--1157155,3-10-336193.2-10=-4721126 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultll0mph (3-second gust) Vasd87mph; TCOL=6.0psf. 0C0L6.0psf h=201t Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedo42) 0-0-0 to 3-0-6. Intenor(1) 3-0-6 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6, Interior(l) 18-2-6 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/WI 1. Gable studs spaced at 1-4.0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to In connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type city Ply Magnolia 1A GO5 COMMON ],Job - - - - Reference (optional) I .-.. '••• S.". un; a LItV 0 U10 rum; 044I S UOC 0 U10 Ml ICC IflOUSIflOS. Inc. mU UCK J lx:4u:4D U1U Iage 1 ID:ZFl3c9vxxbrEMVIP7?S5SJz7f4q-..gXFY8iI9mj7GmOjwlcDdOry_Hyrx7Eo_kxpmmyx5Lo 7-3-4 • 12-0-0 16.8-12 • 20.11-8 26-11-0 7-3-4 4-8-12 4-8-12 • 4-2-12 5-11-8 Scale = 1:44.0 454 = 30 II 4x8 = DXO Wb= 4x8 = 5x8 = 3x8 II 16-8-12 28-11-0 I Qca • lfl.A Plate Offsets (XV)— lt0-3-0.0-1-81.(6:0-0-0.0-2-11. 160-3-3.Edgel. 17:0-2-&0-2-01.( 10:0-2-0.0-0-121 -- - - LOADING(psf) SPACING- 24-0 CSI. DEFL in (bc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.57 Veit(LL) -0.44 7-9 533 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 SC 0.76 Vert(CT) -0.71 7-13 p331 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 C WEBS 2X4 OF StudlStd G SOT CHORD OTHERS 2x4 OF Stud/STD G(2) WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=7010-3-8 (mm. 0-1-8). 9=151710-5-8 (mm. 0-1-10), 6=768/Mechanical Max Horz10=40(LC 17) Max Uplift10.50(LC 24). 9=-8(LC 8), 6=-20(LC 9) Max Grav10=298(LC 31). 9=1517(LC 1), 9=768(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14---39/381, 2-14=-27/463, 215=0I366,3.15=0I427. 3-16=-1016176, 4-16=-1071159, 4-5=-1064127, 5-17-1444!18, 6-17=-1489I61 SOT CHORD 9-19=0!314,8-19=01314.8-20=0/314, 7-20=0/314, 7-21=-31/1370, 6-21-3111370, 6-22=-231557 WEBS 3-7=-32/974, 4-7=-326198, 5-7=456/96, 3-9=-1038154, 2-9=477/132, 1-9=493156 Structural wood sheathing directly applied or 4-104 oc purtins, except end verticals. Rigid ceiling directly applied or 9-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be -- installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDLS 0psf 8CDL8.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 3-3-12 to 84-2, Interior(l) 64-2 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6, Interior(1) 18-2-6 to 30-1-Ozone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSWTPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss type ly Magnolia IA GOB rly COMMON -- - Reference (optional) .. ._.•.- -..•-, -. . 11CC U £1110 full. atoll a uitc C LU IC rllllCft IMGUCII1C5, 111G. i flU UGL .1 1CU.0 Lu.. rage i ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-Ss5emUjNw4rzu?MaHeFs9cc6_hI3GauaDoHylcyX5L? 7-3.4 12-0-0 16-8-12 20-11-8 , 26-11-0 7-3-4 4-8-12 4-8-12 4-2-12 ' 5-11-8 Scale a 1:43.9 4x4 = 3x6 IJ 4x8 = 5X0 Wb 4x8 = 4x6 II im 7-3-4 164-12 26-11.0 r.3—.d n_c_n I IflA Plate Offsets 0(Y)— [1:0-3-0.0-1-8), [6:0-0-5,0-7-15),f 6:0-0-3,0-0-8), [6:0-2-8.0-0-13). ][7:0-2-8.0-2-UI, 110:0-3-0.04)-121 - - LOADlNG(pst) SPACING- 2-0-0 CSL DEFL in (bc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.44 7-9 >533 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 7-13 3-331 180 BCLL 0.0 Rep Stress Inor YES WO 0.92 Ho,z(CT) 0.03 6 We We BCOL 10.0 Code IBC2015ITP12014 Matrix-IriSH - Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4DFStudIStdG BOT CHORD OTHERS 20 OF StudISTD G(2) WEBS WEDGE Right 20 OF Stud/SW -G REACTIONS. (lb/size) 10=7010-3-B (nun. 0-1-8), 9=151710.5.8 (mm. 0-1-10), 6=768/Mechanical Max Horzlo=-60(LC46) Max Upliftlo=-451(LC 35), 9=-92(LC 28), 6-463(LC 30) Max Grav10507(LC 46), 9=1517(LC 1), 6866(LC 47) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=92911104.2-14=-6711860,2-1 S--287/471, 3-15=-135/427, 3-16=-10161231, 4-16=- 1 1651474. 44=-1477/763, 5-17=-180811021. 617=2107l1192. 1-10=-4441482 BOT CHORD 10-18-286/316.9-180-6091686,9-19=2901526,6-19=01314,8-20=01314, 7-20=-3761612.7-21=-71211564.6-21=-101411958,6-22=-3971740 WEBS 3.7=.79!974. 4-7---3261124, 57=4561196, 3-9=-10381163, 2-9=477/137, 1-9=-11791906 Structural wood sheathing directly applied or 4-1-11 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 1-9 Muck recommends that Stabilizers and required cross bracing be - installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL6.0psf BCOL=6.opsf; h=20ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 6-4-2, Interior(l) 6-4-2 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6, Interior(l) 18-2-6 to 30-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate grip DOL--1.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 4)° This buss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIJTPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord nonconcurTent with any other live loads. This buss has been designed for a total drag load of 2200 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag Ic along bottom chord from 044 to 26-11-0 for 81.7 plf. LOAD CASE(S) Standard Job Truss Truss type uty Ply Magncfla1A 607 COMMON 1 lJob - Reference (otb:onal) - u.,. o, nun; e.qu s uec 0 (H* rnnl; LLU S usc to min MuCK unsussles. Inc. mu uct .11:4u:4b ssiu sage 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q.Ss5emUiNw4,zu?MaHeFS9c05PhHKGcZaDOHyICyx5L? 4.114 9-8-4 • 13.11-0 19-10-8 4-11-8 4-8-12 4-2-12 5-11-8 4.00rii 44 = Scale z 1:33.9 454= 4x8 = 5x8 0-2-f 2 9-8-4 - 19-10.8 0-2-12 e-5-R • ln.,_d Plate Offsets (X.Y)- [5:0-7-15.0.0-5). 150-0-8.0-0-31. [6:0-2-8.0-2-0117:0-1-8.0-1-121 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Well lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 IC 0.68 Vert(LL) -0.53 6-7 >444 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.91 6-7 >259 180 BCLL 0.0 Rep Stress Inor YES WB 0.79 Horz(CT) 0.03 5 nla n!a BCDL 10.0 Code I6C20151TP12014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF StudfStd G SOT CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 7=908/0-5-8 (mm. 0-1-8). 5--908/Mechanical Max Hoiz7-93(LC 10) Max Uprmf17-7(LC 9), 5=-24(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1368181. 3-13=-1424I65. 3.4=-1418/33, 4.14=-1796!85, 5-14=-1849169 BOT CHORD 7-15=01626, 15-16=01626. 16-17=01626. 6-17=01626. 6-18=-39/1704. 5-18=-3911704. 5-19=-251673 WEBS 2-6=-1911019.3-6=346196.44=455/N, 2-7=474163 Structural wood sheathing directly applied or 4-4-10 cc puilins, except end verticals. Rigid ceiling directly applied or 8-0-1 cc bracing. Mflelc recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vutw1l0mph (3-second gust) Vasd87rnph; TCOL6.0psf 8CDL6.0psf h20ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 1044 to 13-4-10, Interior(1) 13-4-10 to 15-2-0, Exterior(2) 15-2-0 to 16-24. Interior(l) 18-2-6 to 30-1-Ozone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. • This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will [It between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 200A has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.0mb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job TrUSS TrUSS Type Qty Ply Maia 1A G08 CAL HIP 1 - - - - Job Reference (optional) .uar,a,oc L5... rcrllb_ ,..fl. JfU ICun: s.su 5 usc a uia ,nm: u.qu s usc a uie MuT5K Ineusmes, InC. Thu act a iz:u:y auis rage 1 ID:1bJOpsdczmZJ11vFKMLnuz6OGW.w210zok?hNzqV8xmrt.nhipwEh5da?6SiS2Ovaevx5l. 3-4-8 7-1-8 - - 2-9.8 3-4-3. 6-6-8 6-6-13 13-4-11 19-10-8 2-9-8 0-6.1? 3-2-0 b-b-s 6-3-3 I 645-13 0-0-5 0-6-11 4.00lii 5x8 = 4x8 II = - 4x8 = " 5x6 = 2-9-8 7-1-8 14-9-6 19.10-8 2-9.8 4-4-0 7.7-14 Plate Offsets (XV)- t2:04 -0.0.1.81,(4:0-O-2.0-2.O1.15:0.0-8.O-0-31, (5:0-7-15.0-0-51.17:0-2-0.0-2-01 LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (bc) l/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 081 Vert(LL) -0.27 6-7 866 240 MT20 220/195 TCDL 16.0 Lumber DOL 125 Sc 0.80 Veit(CT) -0.56 6-7 p420 180 BCLL 0.0 Rep Stress lncr NO W8 0.62 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 99 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=1221/0-5-8 (mm. 0-1-8), 51009/Mechanical Max Hoiz10=-100(LC 24) Max uplift10 -326(LC 21), 5=-588(LC 22) Max Grav101221(LC 1). 51089(LC 39) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-8 cc purlins, except end verticals, and 0-0-0 cc purlins (4-10.6 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 5-1-2oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-726/238, 2-14=-12521177,14-15--12441291, 15-16=-12441298, 3-16=-12351495, 34--170411078.4-5--253611426.1-10-11871346 BOT CHORD 9-17=.2361293, 8-9=-1881711. 8-18=-2441711, 7-18=482/938, 7-19--62011952, 6-18=-104311952, 6-20=-99212186, 5-20=-132212370. 5-21=476/859 WEBS 2-9--.8871297, 2-7=-2551788, 4-7=-7631240, 1-9=-341/1146, 4-6=-3/385 NOTES- Unbalanced roof Five loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL=60psf BCDL6.0psf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This truss has been designed for alive load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load 01250.0th live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1800 lb. Lumber DOL(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0.0-0 to 19-10-8 for 90.6 p1t. Girder carries tie-in spans of 3-04 from front girder and 4-0.0 from back girder. Graphical purlmn representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 39 lb up at 16-9.0, and 177 lb down and 39 lb up at 13-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate lncrease=1.25 Job Truss Truss type Qy Ply Magnolia 1A GO8 CAL HIP 1 -- - Job Reference (optional) I W5I,B LLI... II11S I.P. 11U LOAD CASE(S) Standard Uniform Loads (p11) Veit: 1-2-72, 2-14=-72, 3-16-72, 3-5=-72, 1Q-11=-20 Concentrated Loads (lb) Vert 14-150 16-150 Trapezoidal Loads (p11) Vert 14-9O-to-I5=-126, 15-126-to-16-90 Run: 82405 Dec 82018 Pm1t 8.240 s Dec 6 2018 MiTek IndusInes, Inc. Thu Oct 3 1240:47 2019 Page 2 ID:lbJOp_sdczmZJTIvFKMLnuzSQGW-w210zqk'?hNzqV8xmrLnhipwEh5dg?6SjS2OVqeyx5L_ Job ITr%Jss Truss Type uty, Ply Magnolia 1A IG09 CAl. HIP 1 lJob Reference toptional) .. .... .,. ...• .-.. Iwi'. a.Lu lJCi U LV IC null. CLIV C .doc C LUIC .. IWI InCuome,. 1110. iou IJCL 4 1d;cu:.o ZUi, rage 1 ID:lbJOp_sdczmZJ11vFKMLnuz6OGW-PFDoBAkdsn5h7lwzo3IwF1TRbv?t)cbmsgim3M4yx5Icz 2-7-3 4-11-8 7-3-13 9-8-8 14-6-4 19-10-8 2-7-3 2-4-5 2-4-5 2-4-11 4-9-11 • 54•4 I 4.00fi1 Scale' 1:33.5 c.a '7 20 II - 300 = 3,4 = 44 4x8 II 441-8 9-8-8 14-8-4 16-4-15 • 19-10-8 4_Il_fl 44% I Plate Offsets (X.Y)- 11:044I.Edgel. 14:0.3-12.04-81. 17:0-3-3,Edge), I70-0-11,0-1-121.19:0-1-12.0-1-81, [10.O-4-0,0-141 - - LOADING (psf) SPACING- 2-0-0 CS!. DEFL in (lao) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.19 8-9 3-999 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.43 8-9 "547 180 BCLL 0.0 Rep Stress Inor NO WS 0.49 II orz(CT) 0.05 7 n/a n/a BCDL 10.0 Code 1BC2015!TP12014 Matrix-MSH Weight 101 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 12=1001/0-5-8 (mm. 0-1.8), 7'943/Mechanical Max Horz12=-86LC 10) Max Uplift12=.88(LC 9). 7.46(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, except end verticals, and 0-0-0 cc puilins (5-104 max.): 1-4. Except 5-10-0 cc bracing: 1-4 SOT CHORD Rigid ceiling directly applied or 10.0-0or. bracing. Mileic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=10511266. 16-17-10511266. 3-17=-10511265. 3-18=-10511266, 18-19=-1051/265, 4.19=.10511266. 4-20=-1460/280. 6.20.1553!273. 6-21-1955/163, 7-21=-2010/155, 1-12=-954/233 SOT CHORD 10-23=-211/1431, 9-28=-21111431. 9-24=-167/1814, 8-24=-167/1814. 8-25=-115/1855 7-25=-1 15/1855. 7-26=-621711 WEBS 1-10=-229/1201, 3-10-360/120, 4-10=-495/143, 4-9=01444, 6-9=-403/75, 6-8=0/380 NOTES- Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL6.0psf BCDL=5.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone and C-C Exterior(2) 10-6-12 to 14-9-11. Interior(l) 14-9-11 to 19-94, Exterior(2) 17-6-5 to 2144. Interior(1)21-94 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL--1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) tail by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconculTent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job lrussType Magnolia IA [russ 010 CAL NIP I Ifj IJb - - Reference (optional) pcun: d.ZeU a uec o ZU1V mm!: e.zau S U5C b xuie MuCK unausues, inc. i flu act i lx:40:4e xu!S mace 1 lD:lbJOp_sdczrnZJTlvFKMLnuz6QGW-PF0OBAkdSh5h7lWzO3lwF1TNbV_FkYCsgim3M4yX5Kz 0.9.8 9.8-8 0-9-3, 4.114 9-14 9-1r13 14.64 • 19-10-8 0-94 4-2-0 4-2-0 0-6-5 ' 4-9-11 fl_It_c 4.00111 5x8 = 2x4 II 5x8 = 5x6 = 4-11-8 , 9-8-8 , 14-6-4 16-4-15 19-10-8 4-11-8 4-9-0 ' 4-9-Il 39-9 Plate Offsets (XX)- 11:0-4-8,Edge), (3:04-0,0-1-81, 15:0-7-15.0-0-51. 15:O-0-8.O-0-31,17:0-1-12,0-l-81. 18:0-2-12.0-1-121 110:0-2-0.0-1-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (Icc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.21 6-7 999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 - BC 0.71 Vert(CT) -0.47 6-7 507 180 BCLL 0.0 Rep Sbess Inc, NO WS 0.65 Horz(CT) 0.08 5 n/a We BCDL 10.0 Code 18C20151TP12014 Matrix-MSl1 Weight 96 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=135110-5-8 (mm. 0-1-8), 510551MechanicaI Max Korzlo=-94(LC 6) Max Upliftl8=-140(LC 5), 5.63(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals, and 0-0-0 oc purlins (4-10-14 max.): 1-3. Except 4-11-0 oc bracing: 1-3 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-13741155. 2-14=-1374I155, 2-15=-13741155. 3-15=-1374!155. 3-44-1874/168, 4-5-2291I128. 1-1(1=-1303/165 SOT CHORD 8-17=-83I1733, 7-17=43/1733, 7-18=-149/2111, 6-18--149/2111,6-19=-8612122, 519=-8812122, 5-20=46/800 WEBS 1-8=-15311604,2-8=-6251141,3-8=-496/41. 3-7=01436,44=491N76,44-8/344 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=8.0psf BCDL8.0psf, h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 001=1.60 plate grip 001= 1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-64 tall by 2'0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. 71 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI I This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points alone Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 3.0-0 from front girder and 4-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 33 lb up at and 172 lb down and 33 lb up at 11-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of LOAD CASE(S) Standard. I Continued on page 2 1 Scale = 1:33.4 I Job Truss Truss I ype Qty Ply MagnallalA G1O CAL HIP 1 ] - I Job Reference (optional) lD:ibJOpsdLmvFuz6QGW.PFDOBAkdSh5hThVzO3iwFiThbVfkVCsgim3M4y)PCz LOAD CASE(S) Standai i) Dead + Roof Live (balanced): Lumber lnciease=1.25. Plate Increase—r1,25 Uniform Loads (pit) Veil: 1-114=42.3-15=42.3-5-72, 10-11=-20 Concentrated Loads (lb) Vert: 14=-iSO 15=-150 Trapezoidal Loads (pit) Veil: 14=.90-to-2=-128, 2.127to-15-9O e 1 Job I russ puty ' Magnalta1A G11 7—sType HIP I ' IJob Reference (optional) r0•,, , rcUn. sgqu 5 IJc 0 £Ifl0 rnn 0.5U 5 USC 0 4Ub NIUSK Il1UU5U1SS, InC. IUU UC3 .3 1;qu:q5 U15 V0S 1 lD:1bJOp_sdcznlJTlvFKMLnuz6QGW4RnrnOwlFD?DVlS59ymp9nE0dqvLsT270vMVcuXyX5Ky 6-5-2 10-1-13 • 12-8-8 19-10-8 6-5-2 • 3-8-11 2-6-11 7-2-0 Scale = 1:33.3 J 19 454 = 4x4 4x8 II 6-5-2 . 12-8-8 19-10-8 I R..W I 7•fl Plate Offsets (XV)— I20-2.8,011, 15:00.0-1-51j0-3.Edoel. 19:0-1-12.0-2-01 LOADING(psf) SPACING- 24-0 CSI. DEFL in (too) I/deS L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.19 6-7 499 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.39 6-7 >603 180 BCLL 0.0 Rep Stress Inor NO WS 0.48 Hcrz(CT) 0.06 5 n/a n/a BCDL 10.0 Code lBC2015lTPl2014 Matrix-MSH Weight: 86 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G GOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud!Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 9=943/0-5-8 (mm. 0-1-6), 5=954/Mechanical Max Horz9-95(!C 8) Max UphI-54(LC 9), 54-48(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, except end verticals, and 0-0-0cc purlins (4-3-5 max.): 1-3. Except: 444 cc bracing: 1-3 GOT CHORD Rigid ceWmg directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 2-9 Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-18131490, 14-15=-18091490, 3.15-18091491, 3-16=-18441408, 16-17=-1907/401, 5-17=-1972f392 BOT CHORD 9-18=-18811728, 8-18=-18811728, 7-8=-18811728, 7-19=-18811728, 6-19=-18811728, 6-20=34711809,5-20=-34711809. 5-21=-110l718 WEBS 2-9=-1805/325, 2-7=0/380, 2-6=-1721274,3-6=01257 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd>67mph; TCDL=60psf 8COL=8.0psf h=205 Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) 1044 to 13-4-10, Interior(l) 134-10 to 22-11-0, Extenor(2) 20-4-5 to 24-7-13, lntenor(1) 24-7-13 to 30-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This buss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the pu,lmn along the top and/or bottom chord. I LOAD CASE(S) Standard to iJob iTruss 7 russ Type Qty Ply I I I Magn0to1A G12 CALJIIP I I 2 Job Reference (optional) carOmia ilusi-rane LW, VeMS, GA. V20141 iun: U24U a usc b xuie nrn: 5240 S uec a suta MITeK unausTnes. Inc. mu act a iz:u:a auiu rage 1 lD:lbJOp_sdczmZJflvFKMLnuz6QGW-tRnmOWIFD?DVlS59ymp9nE0aevJFTzo0vMVcuXyX5Ky -2-2-8 6-5-2 12-1-13 12-8-8 19-10-8 2-2-8 6-512 I 5-8-11 0-6.11 7-2-0 I 1= Scale = 1:33.2 3x4 II 4x8 = 4e6 4.00L12 N 454 = 4x8 = 254 II 354 = 556 6-5-2 12-8-8 • 19-10-8 13-5.2 • G.-a 7-2-0 Plate Offsets (X.Y)- 12:0-3-0.0-1-8). 13:0-2-12,0-2-01. 14:0-0-80-0-31. 14:0-7-15.0-0-51,18:0-1-12,0-2-01 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.16 5-6 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.42 5-6 >567 180 BCLL 0.0 • Rep Stress mc, NO WE 0.82 Horz(CT) 0.09 4 n/a n/a BCDL 10.0 Code 1BC2015!TP12014 Matrix-MSH Weight: 156 lb FT = 20% LUMBER- TOP 2X4DFNo.2G TOP CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lblsize) 8=2886/04.8 (mm. 0-1-9),4--197'7/Mechanical Max Horz8=-76(LC 6) Max Uplitt5=-245(LC 5), 4=-44(LC 5) Max Grav8=2910(LC 17).4=1 977(LC 1) BRACING- TOP CHORD Structuial wood sheathing directly applied or 5-10-9 oc purlins, except end verticals, and 04-0 oc purlins (5.3-13 max.): 1-3. Except: 5-4-0oc bracing: 1-3 BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. I FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---4254/250. 3-4---45551250. 1-6=-i 156/234 BOT CHORD 8-13---18114188, 7-13=-18114188, 7-14-18114188, 6-14-181/4188, 6-15=-18114188, 15-16=-181/4188, S-16=18114188.5-17=-186/4243.4-17=186/4243.4-18=-67/1680 - WEBS 2-8=43841236, 2-6=0/576, 2-5=-1521276, 3-5=0/385 NOTES- 1)2-ply buss to be connected together with lOd (0.131"53*) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-941 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been Provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL>9.0psf, BCDL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconculTent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. In This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/'°' I This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points al Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 84-0 end setback. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 717 lb down and 136 lb u and 717 lb down and 136 lb up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility LOAD CASE(S) Standard Continued on page 2 Job TrUSS Truss Type uty Ply Magnolia 1A G12 CAL HIP 1 2]Job Reference (optional) 10:ibJOp..sdvFKMLnUZ6OGRnmoWIFD?DYlS59jnnp9nEOaevJFTzooMvcuxy&y LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase1.25 Uniform Loads (p11) Vert 1-3-172, 3-4-72, 8-948(F-28) Concentrated Loads (lb) Vert: 1.624 3.624 o truss Truss lype Uly Hy H01 CALHIP I 1 !Job - - - - - Reference (optional) - .i. rwu, .. i2576 hun: u.zqu s uec b ajiu inrn: a.qu S uec b zulu MileS lflSUSS1CS, inc. mu ad i 1:4u:49 ZU1V Page 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-tRnmOWIFD?DYlS59ymp9nEOYmvlST_w0vMVcuJ(yx5Ky 2-1.0 13-10-0 14.0 2.0.11 1.8.0 13-30 13-5 21-10-0 1.6-0 0.6.11 5.7.0 5-7-0 (145 8-0-0 0.0.5 . 0-6-11 Scale = 1:38.8 4.00 ru 5x8 = 20 II 558 = 20 II 5x6= 5x10= 20 II 34 1 748-0 13-10-0 21-10-0 1-6.0 -6-0 6-2.0 • 6-2-fl 6_n_fl Plate Offsets (XV)- 120.4-0,0-1-81, 14:04-0.0-1-81. (7:0-2.4.0-3-41 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (lc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -024 6-12 =999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.51 6-12 .507 180 BCLL 0.0 Rep Stress Inor NO WS 0.7$ Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrlx-MSH Weight: 95 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G Excepr TOP CHORD Structural wood sheathing directly applied, except end verticals, and 13: 2X4 OF No.1&Btr G 04-0 oc purtins (3-4.9 max.): 24. Except BOT CHORD 2X4 DF No.2 G 3-5-0 oc bracing: 2-4 WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing, Except 6-0-0 oc bracing: 8-9. MuTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=110910-3-8 (mm. 0-1-8).9=124710-3-8 (mm. 0-1-8) Max Houz9=-67(LC 6) Max Uplift5=-80(LC 5), 6=-111(LC 4) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=6665f72,2-13--23901259.13-14=.23901259.3-14--2390/259, 3-15=-2341/247, IS-16=2341/247,4-16--23411247,44=2520/221, 1-9=-1273/93 BOT CHORD 8-18=-131710, 7-18=-131710, 7-19=-16212314, 6-19=-162/2314, 6-20=-156!2322, 5-20=-158/2322 WEBS 2-8=-1026/164, 2-7=.191/1841, 3-7=471/164, 4-7=.153/265, 4-6=0/378, 1-8=-10211318 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuIt=10mph (3-second gust) Vasd=87mph; TCDL=8.0psf BCOL6.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL--1.60 Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. Girder carries tie-in spans of 24-0 from front girder and 4-041 from back girder. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 19-9J' and 122 lb down and 28 lb up at 8-7-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncrease1.25 Uniform Loads (p11) Vert: 1-2=48, 2-13=48, 14-15=-102(6=-34), 4-16=48,4-5=48, 9-10-20 Continued on page 2 I I lype Oty Ply E--W TIUSS TC:HIPHOI 1 Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13-1O2 16-102 Trapezoidal Loads (pit) Vert: 13-68-to-14=-102. 15-102-to-16=.68 I, 1 Scale = 1:36.8 4.001W = 2x4 II 5x6 = 5x10 = 2x4 II 34 = - " 1 Job truss I TIUSS type IHY I M59flOII3lA H02 CALHIP I l IJob - - - Reference (optional) (California Trus lsme LLC.. Penis, CA. 92570 Run: 8.2405 Dec 6 2018 Print: 8.2405 Dec 6 2018 rbT&c Industries. Inc. Thu Oct 3 12:40:50 2019 Page 1 ID:ZF13c9vxxbrEMVfP7?S5SJz7f4q-LdL8bsmuiLPMcfLWUKOKSYjJf2CTh98OFAQzyX5Kx 1.6.0 • 4-0.11 748-0 . 11-3-5 13-10-0 21-10-0 1-6-0 • 2-6-11 3-7-5 • 3-7-5 2-6-11 8-0-0 1-6-0 , 7-8-0 13-10-0 21-10-0 1-6-0 • 6-2-0 6-2-0 8-0.0 Plate Offsets (XY)— I2:0-3-12.0-0-81. I5:0-4-0.0-1-81. 17:0-6-0.0.0.91, 19:0-34.0-3.01 LOADING (psi) SPACING- 2-0-0 CSI. - DEFL in (ICC) Udell L/d PLATES GRIP TCLL 20.0 PlatiGnp 001 1.25 TC 0.94 Vert(LL) -0.25 8-14 '999 240 MT20 2201195 TCOL 14.0 LurnberDOL 1.25 BC 0.75 Vert(CT) -0.50 8-14 2517 180 BCLL 0.0 Rep Stress mc, NO WS 058 Horz(CT) 0.05 7 nfa nla BCDL 10.0 Code 1BC2015!TP12014 Matrlx-MSH Weight: 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X40F No.2 G TOP CHORD Structural wood sheathing directtyapplied or 3-3-14 ocpurlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc purtins (4-1-9 max.): 2-5. Except WEBS 2X4 OF StudlStd G 4-2-0 oc bracing: 2-5 BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing, Except 6-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=100110-3.8 (mm. 0-1-8), 11=1042/0-3-8 (mm. 0.1-8) Max Harz 11-70(LC 8) Max UpIift7-60(LC 9), 1147(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-579!133, 2-15=-1949/405. 1S-16=19491405.4-16--1949)40S, 4-17=4918I396, 17-18=-19181396, 5-18=-19181396, 5-19=-20851426, 19-20-2149/420, 7-20=-22281401, 1-11=10691190 BOT CHORD 10-22=-2051640, 9-22=-205l640, 9-23=-36812043, 8-23=-36812043, 8-24=-36212051, 7-24=-36212051 WEBS 2-10=-926I418, 2-9-28311431, 4-9=4251120, 5-9=-2851143, 5-8=01381, 1-10-36511202 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL5.0psf BCDL=60ps1 h=20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Extertor(2) 6-7-12 to 9-7-12. Interior(1) 9-7-12 to 10-8-11. Exterior(2) 8-1-12 to 12-4-11, Interior(l) 12-4-11 to 20-2-4, Exterior(2) 17-9-5 to 22411-4. Intenor(1) 224114 to 284-0 zone; cantilever left and right exposed; end vertical left and right expQsed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. GraPhical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Truss Truss Type aty iy rmon nolla 1A H03 1 CAL 1 1 - - - - - Job Reference (optional) ,un; O.5IJ 5 um c&uiarnni;o.z4usLmc o U1D lIIeK InOussles. Inc. mu UCI 3 1:qu:su ajis maqe i lD:ZFI3c9vocbrEMVfP7?S5SJz7f4q-LdL8bsmuJLPMcfLWUKOKSYjKlgECUa980FAQzyX5Kx 5.0-8 10-10-8 448 5.0-3 10-3-8 10-3-13 15-7-5 21-10-0 4-5-8 0.6-11 5-3-0 0-8-5 44-12 6-2-11 00-5 04-11 Scale = 1:36.8 4.00rir 46 6 2X4 II 4x4 = - 4x6 = if 3x6 = 10-10-8 17-3-0 21-10-0 Plate Offsets (XV)— 12:040,0.1-81, [3:0-2-12.0-2-01,15-0-0-0,04)-91, [7:0-2-8.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.92 Vert(LL) -0.20 6-7 s999 240 MT20 2201195 TCDL 14.0 I Lumber DOL 1.25 BC 0.68 Vert(CT) -0.44 6-7 s595 180 BCLL 0.0 * Rep Stress Insi' NO WS 0.53 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2015lTPl2014 Matrix-MSH Weight: 100 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G Except' TOP CHORD Structural wood sheathing directly applied or 3-8-15 cc puilins, except T2 2X4 OF No.1&Btr G end verticals, and 0-0-0 cc purlins (3-84 max.): 2-3. Except: SOT CHORD 2X4 OF No.2 G 3-8-0 cc bracing: 2-3 WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=105610-3-8 (mm. 0-1-8), 10=114610-3-8 (min. 0-1-8) Max Ho,z 10-58(LC 6) Max Uplil6--41(LC 5), 10-70(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1252/114, 2-14=-17051164, 14-15=-1702/164, 15-164-1699/165, 3-16=-1693/164, 34=-18381161, 4-5=-2417/138, i-10=-1108188 80T CHORD 8-9=-34/1186, 7-8=-34I1186, 7-18---137I2170, 6-18=-137/2170, 6-19=-91/2226, S-19=-914 2226 WEBS 2-9=-530/110, 2-7=491641. 4-7=-525192, 1-9=45/1306, 4-6=01387 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL=6.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--11.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p51 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 'This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 2.0-0 from front girder and 4-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 16-9-8, and 122 lb down and 28 lb up at 11-64 on top Chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ' 1) Dead • Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pin Vert: 1-2=48, 2-14=-68, 3-16=-68, 3-5=48, 10-11-20 Concentrated Loads (lb) Vert: 144-102 16-102 Continued on page 2 I- I Job Truss Truss Type Qty Ply Magnolia 1A CAL HIP I JJob - - Reference (optional) ID2F13bEMVfP7?S5SJz7f4qLdL8bsmulLPMcLWUXOKSYjKIgECUa98OFAOzy9Kx LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 14-68-to-15=-102, 15-102-to-1648 I , II I, 1 I I I Job truss TrUSS lype Qty Ply Maota1A H04 COMMON 1 1 -- - - - Job Reference (optional) ... VAUlij kums..mus USC 0 uiu rnm u.xau S USC b 5U1U Ililex Inausmes, InC. 11w on a 12:4O:1 zois page 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-ppvXCnWlcTG_mEX48rdsf5y1i,axvpJMgjyPyx5Kw 0.-14 5-0.4 7-8.0 10-3-12 15-0-7 21-10-0 0-3-14 4-8-6 2-7-12 2-7-12 4-8-11 6-9-9 I Scale = 1:35.9 3x4 = 4.00111 Lo 20 II = 4x6 = 40 = - 0 3x6 0,3-14 5-0.4 5-2-0 10-2-0 10-3-12 16-7-13 21-10.0 nh.ig a.a_n ntia, cn.n n_lu', n_Al I Plate Offsets (XV)— (1:0-2-0,0-1-121. 13:0-2-0.Edgel, [5:0-0-2.0-1-81,18:0-1-12,0-1-121.110:0-1-12.0-1-12] - - - LOADING (psf) SPACING. 2-3-12 CSI. DEFL in (lao) I1defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Veit(LL) -0.21 7-8 z,999 240 M120 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 0.97 Vert(CT) -0.72 7-8 360 180 BCLL 0.0w Rep Stress Incr NO WS 0.65 Harz(CT) 0.03 6 n/a nla BCDL 10.0 Code lBC20151TPI2014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 2-0-0 cc puffins (3-4-11 max.). except end verticals SOT CHORD 2X4 OF No.2 G 'Except' (Switched from sheeted: Spacing 24-0). 81: 2X6 OF No.2 G. 83: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. Except WEBS 2X4 OF StudlStd G 6-0-0 cc bracing: 10-11. REACTIONS. (lb(size) 6=118810-3-8 (mm. 0-1-8), 11=1219/0-3-8 (mm. 0-1-8) Max l-lo.z 11-70(LC 17) Max Uplift6=-28(LC 9), 11=-2(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 1-15=-1590/41, 15.16=-1474I52, 2-16=-1462154, 2-3=-318I49, 3-4=-258/55, 4-17-1516150, 5-17=-1631149. 5-18=-2800162, 6-18=-2877/46, 1-11=-1329/54 801 CHORD 9-10=0/1466,8-9=0/1466, 8-20=-4112399, 7-20=4112399,7-21---612657, 6-21=-6/2657, 6-22=0/1100 WEBS 5-8=-10851130, 4-8=0/316, 2-4-1232(40, 1-10=-811624, 5-7=01621 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.opsf BCDL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 6-7-12 to 9-7-12, Interior(1) 9-7-12 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2.0 to 28-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip 00L160 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-041 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. He or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 4 lb up at 1148-0. and 52 lb down and 4 lb up at 1641-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pIt) l Vert: 1-3=-83, 3-6=-83,11-12=-23 Concentrated Loads (lb) Vent 8=-50 10=-50 I, Job jTfU5S russ type I MagnohalA 1H05 jC'OMMON IQly 1 lJob Reference (optional) na injs,-rama u.c., rams, cA 82310 Run: 8.240 a Oec 8 2018 Print 8.240 S vac 62018 MiTek Industries, Inc. Thu Oct 3 12.,40:512019 Page I ID:ZFl3c9vxxbrEMVfP7?S5SJz714q-ppvXpCnWlcTG_mEX4Brdsf5u9iyFxwwJMgjyPyX5Kw 0,3-14 5-0-4 7-8-0 10-3-12 14-11-7 21-10-0 0--14 4-8-6 2-7-12 2-7-12 4-7-11 6-10-9 Scale = 1:36.2 354 = 4.00111 354 30 Zr 17 15 17 15 5 5 Is 2x4 II 4x4 = 4x6 =4X4 = ,, 3x6 = 0-3-14 .,ff,J 4-8-6 0-1-12 u_%I 5-0-0 0-112 S 5-11-6 I U 5-6-14 Plate Offsets (XV)— 11:0-1-12.0-1-121. [3:0-2-0,Edgej. 15:0-0-2.0-1-121, [6:04)-0,0-0-91,18:0-1-12,0-2-01,110:0-1-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.91 Vert(LL) -0.37 7-8 >699 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.23 7-8 >212 180 BCLL 0.0 • Rep Stress bncr NO WS 0.59 Hosz(CT) 0.04 6 nla n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G Except* TOP CHORD 12: 2X4 DF No.2 G SOT CHORD 2X4 DF No.1&Btr G Except" BOT CHORD B2: 2X6 DF No.2 G WEBS 2X4 DF Stud/Std G REACTIONS. (lb/size) 6=1032/0-3-8 (mm. 0-1-8), 11=108310-3-8 (mm. 0-1-8) Max Horz 11-60(LC 17) Max Uplift6-24(1.10 9), 11-2(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1343/34, 15-16=-1255/46, 2-16=-1243147, 2-3-295/45, 4-17=-1331146, 5-17=-1429/44, 5-18=-2240/52. 6-18=-2374/38, 11-11=4123/50 BOT CHORD 9-10=0/1267, 8-9--011267, 8-20=-35/2067, 7-20=-35/2067, 7-21=.6/2181, 6-21=-6/2181 WEBS 5-8=-948/112,4-8=0/431,2-4=-1074/34, 1-10=-1211448,5-7=01473 Structural wood sheathing directly applied or 2-11-15 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 10-11. Milek recommends that Stabilizers and required cmss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.opsi; BCDL>6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 6-7-12 to 9-7-12, Interior(l) 9-7-12 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0. Interior(l) 17-2-0 to 28-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 4 lb up at 11-8-0, and 52 lb down and 4 lb up at 1648-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. I I, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate Increase1.25 Uniform Loads (plQ Vert: 11-31=42.3-6=72,11-12=20 Concentrated Loads (lb) Vert: 8-50 10-50 4 Job ITruss Type COMMON lJob 117 Reference (optional) sa rnisr-mme Lc.. Pems, CA. 92510 Run: 8.2405 Dec 6 2018 FlInt 6.240c Dec 6 2018 MiTek Industries. Inc. Thu Oct 3 12:40:52 2019 Page 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-H0SvOXo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 6-10-9 11-6-4 14-2-0 16-9-12 21-5-7 28-4-0 6-10-9 4-7.11 2-7-12 2-7-12 l 4-7-11 6-10-9 Scale = 1:46.6 354 = 4.00 [W D=1200# 21 19 22 23 24 12 25 10 26 a 27 II S 2x4 II 4x6 54 = 4x6 2x4 II 4 456 454 = I 5-6-14 11-6-4 4- 514 5-11-6 114-0 04 12 164-0 54.0 16-9-12 0.112 22-9-2 5-11-6 Plate Offsets (XY)- 11:0.0-0.0-1-11. (3:0-2-0.0.1-8], 14:0-2-0.Edgel, 15:0-2.0.0-1-81. (7:0-0-0,0-1-11 LOADING (psf) SPACING- 24-0 CSI. DEFL in (lc) I/dell L/d - TCLL 20.0 Plate Grip DOL 1.25 IC 0.67 Vert(LL) -0.34 8-9 988 240 TCOL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 11-12 e443 180 I GCU. 0.0 Rep Stress Inor NO WS 0.46 Horz(CT) 0.17 7 n/a We SCOL 10.0 Code 18C2015/TP12014 Matrix-MSH PLATES GRIP MT20 220/195 Weight: 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G 'Except' 82:2X6 OF No.2 G WEBS 2X4OFStudIStdG I REACTIONS. (IbIsize) 1=1353/0-5-8 (mm. 0-1-8),7=13531044 (mm. 0-1-8) Max Ho,zl=56(LC 36) Max Uplift1=-227(LC 27), 7.227(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3oc purlins. SOT CHORD Rigid ceiling directly applied or 7-4-14 cc bracing. WEBS 1 Row at midpt 34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-31921588, 2-19=-3110/444, 2-20=-2571/333, 3.-20=-24651151, 3-4=-318/163, 4-5=41181168,5-21=24651152, r.--21=-25711342,6-22=-31101435,7-22-31921581 BOT CHORD 1-23=-35/2950. 23-24.680/2950, 12-24=-680/2950, 12.25=-69712909, 11-25=-69712909, 10-11=-56112383, 9-10=-56112363.9-26=58212909.8-26=-582J2909,8-27-54212950. 7-27=-54V2950 WEBS 6-9=-726/172, 2-11=-726/165, 5.9=0/504,3-11=0/504, 3-5=-211117, 2-12=0/381, 6-8=0/381 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASIDE 7-10; Vutt=llomph (3-second gust) Vasd87mph; TCDL=6.0p5f BCDL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 3411-0. Interior(l) 3.0-0 to 14.2-0. Exterior(2) 14-2-0 to 17-2-0. Interior(l) 17.2-0 to 2844 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl!TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1200 lb. Lumber DOL--(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 240 for 600.0 pIt. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 11-8-0. and 50 lb down and 4 lb up at 16-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease11.25, Plate lncrease1.25 Uniform Loads (p11) Vert: 1-4=42,4-7=42.113-16-20 Continued on page 2 I I) Job Truss Truss Type Qty Ply Magnolla IA HO5 COMMON I i I I I ]Job - - - Reference (optional) :ZF3c9vobrEMVfP7?S5SJz7(4q-HDSvOXo8Wwb7cwpkauMsPteTh6LL9PDSbKkGVsy5Kv LOAD CASE(S) Standard Concentrated Loads (Ib) Veil: 9-50 11-50 I I I I I I I I Job Truss TrUSS Type Ply Maolia IA H07 COMMON 4 -. - - - - Job Reference (optional) ,.,.s. ,.,*. n, ,tUfl: Km S USC 0 ztnis mm: 52405 uec 0 xuie Mu -es rnausmes. inc. iiw act s 1240:az 2019 mane i lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-HDSvOXo8Wwb7cwpkduMsPte7b6u.gPDSbK]cGvsyX5tcv 6-10-9 11-64 14-2-0 16-9-12 21-5-7 28-4-0 8-10-9 4-7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale = 1:48.6 354 = 4x8 2x4 II 4x6 = 4x4 = 2X4 II 4x8 5-6-14 • 11-64 114-0 16.841 16-9-12 22-9-2 284-0 s-a-ia cii.a n.ui, c.a1.n Plate Offsets (XV)- 11:04).0.0.111. 13:0-2-0.0-141, 14:0-2-.Edce1. 15:0-2-0.0-141.17:0-0-0.0-1-11 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) lldefi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.67 Vert(LL) -034 8-9 '988 240 MTZO 2201195 TCOL 16.0 Lumber DOt. 1.25 BC 0.76 Vert(CT) -0.77 11-12 '443 180 BCLL 0.0 Rep Stress Inor NO WE 0.48 Holz(CT) 0.17 7 n/a nla BCDL 10.0 Code 13C201511P12014 Matrix-MSH Weight 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 901 CHORD 2X4 OF No.2 G 'Except 82:2X6 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb!ssze) 1=1353/0-5-8 (mm. 0-1-8).7=135310-3-8 (mm. 0-1-8) Max Ho,z15S(LC 12) Max Uplift1=-19(LC B), 7=-19(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 cc purlins. 901 CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. WEBS 1 Row at midpt 3-5 MiTeic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 1-19=4192/25, 2-19=-3110140, 2-20=-2571/35, 3-20=-2465/36, 3.4=-318159, 4-5=-318159,5-21=2465436. 6-21=-2571135.6-22=-3110140.7-22=-3192125 SOT CHORD 1-23=-35/2950, 1223=.35I2950, 12-24=-6312909, 11-24=-6312909, 10-11=0/2383, 9-10=0/2383, 9-25=-22!2909, 8-25=-22/2909, 8-26--0/2950.7-26=012950 WEBS 6-9=-7261127, 2-11=-726/127, 5-9=01504,3.11=0/504, 3-5=-211117, 2-12=0/381. 6-8=0/381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL=8.0psf BCDL-5.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0-0, Intenor(1) 3-0-0 to 14-2-0, Exten(142) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 2844 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6)1his truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 11-841, and 50 lb down and 4 lb up at 16-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I i) Dead r- Roof Live (balanced): Lumber lncrease=1.25, Plate lncreasel.25 Uniform Loads (p1t) Vert 1-4-72,4-7=72,13-16-20 Concentrated Loads (lb) Vert 9=-50 11=-SO 1 I, Truss Truss Type Qty lty [ Job MaciiaIA H03 COMMON 3 1 lJobReference(optlonal) - - -- -- .• ._... •• ..... nw.. DCtj a you u cu to nuu6 gao a you o £010 lvii IWI Il10050105, tug. I flu uu a ig;qu:aa LUJU rare 1 lD2Ft3c9v,ocbrEMVfP7?S5SJz7f4q-IC0HEtomHD_D3OwBcu5y4AK,cWgoPu7bqjq1IyX5Ku 7-10-12 14-2-0 20-5-4 . 28.4-0 7-10-12 6-3-4 6-34 7-10-12 Scale= 1:45.1 4116 II 6x8= 4114 = 6x10MT18HSWS= 454 6x6 = 9-5-12 I 18-10-4 28-4.0 on., Plate Offsets 0(Y)— 11:0-2-0.00-11I,I1:0-1-0.0-2-131.[4:0.0-0,0-0-0I, 17:0-2-0.0-0-111, I7:0-1-0.0-2-131,18:0-0-8.0-2-01.1 10:0-0-0,0-2-01 - -- LOADING(psf) SPACING. 240 CSI. DEFL in (lc) Udell tJd PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.57 Vert(LL) -0.52 8-10 2,641 240 MT20 2201195 TCDL 16.0 Lumber OOL 1.25 Sc 0.81 Vert(CT) -1.04 8-10 "323 180 MT18IIS 2201195 BCU. 0.0* Rep Stress Inor YES WS 0.35 Ho,z(CT) 0.13 7 n/a n/a SCOL 10.0 Code 16C20151TP12014 Matrix-MSH Weight: 111 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2X4 OF Stud!Std G MiTek recommends that Stabilizers; and required cross bracing be OTHERS 2x4 OF StudISTO G(2) installed during truss erection, in accordance with Stabilizer SLIDER Left 20 OF StuWStd -G 1-11-14. Right 2x4 OF Stud/Std -G 1-11-14 Installation guide. REACTIONS. (lb/size) 1=128610-5-8 (mm. 0-1-8).7=128510-3-8 (mm. 0-1-8) Max Horz1-55(LC 13) Max Uplittl-17(LC 8), 717(LC 9) FORCES. (Ib) - Max. CompJMax. Ten.. All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-169510, 2-19=-2831135. 3-19-2772f53.3-20=2601138,4-20-2524150, 4-21=-2543151, 5.21=-2622139.5-22=2798154.6-22--2828136.6-7=-180810 SOT CHORD 1-23=41/2629, 1-24=4112629,10-24=41/2629,9-10=011840, 8-9--011840, 8-25=-0/2654, 7-25=-012654, 7.26=-012654 WEBS 4-8-l1/864, 5-8=495/132, 4-10=-11/841, 3-10=-4841132 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasdo87mph; TCDL=6.opsf; BCDL=5.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(l) 3-2-12 to 14-2-0, Exterior(2) 14-2-0 to 17.2-0, Interior(1) 17-2-0 to 28-2-4 zone; àntllever left and right exposed; and vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=160 All plates are MT20 plates unless otherwise indicated. This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p51 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonConcurrent with any other live loads. LOAD CASE(S) Standard I Job Truss [russ Type uty Ply Magnolia 1A H09 COMMON 1 I 1 - - - - Job Reference (optional) .. r,..s, .'. rwn. o.qu s usc s LUIS rllnl; 5.L'W 5 usc o LU1D 55 CII InCUSCICS, SIC. mU UCI J 1LIIU:5 41115 rage 1 ID:ZFl39xxbrEMVlP7?S5SJz7t4q-DOafRDpO2XrnDz6UPKUIjVow2h8Jdl3eDN2kyX5Kt 7-10-12 14-2-0 20-5-4 28-4-0 7-10-12 6-3-4 6-3.4 7-10-12 Scaler 1:45.1 40 II CS 4x4 454 3x8 2223 8 7 6 3x8 9-5-12 18-10-4 . 284-0 4-5-12 94-8 9-5-12 Plate Offsets (XV)- 11:0-2-3.0-1-81. [2:0-1-12.0-2-01. (3:0-0-0.0-0-01, 14:0-1-12,0-2-01.15:0-2-30-1-8] LOADING (psi) SPACING- 2-0-0 CSl. DEFL in (lc) lldell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.43 6-8 261 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -056 6-15 2199 180 BCLL 0.0 Rep Stress Incr YES WS 046 Hot2(CT) 003 1 nla nla BCDL 10.0 Code 18C20151TP12014 Matrix-MSI-1 Weight: 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5.3-7 cc puilins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 64114cc bracing. WEBS 2X4 OF StudlStd G I MiTe1c recommends that Stabilizers and required cross bracing be OTHERS 2x4 DF StudISTD G(2) SLIDER Left 2x4 OF Stud/Std -G 7-10-12, Right 2x4 OF StudfStd G 7-10-12 I installed during truss erection, in accordance with Stabilizer I Installation guide. I REACTIONS. All bearings 13-10-8 except (jt=length) 1=044, 5=0-3-8. (Ib) - Max Horz 1=-73(LC 38) Max Uplift All uplift 100 lb or less at joint(s) except 1=-179(LC 27), 5=-158(LC 30), 5=-303(LC 30). 8=-278(LC 27) Max Gray All reactions 250 lb or less at joint(s) except 1480(LC 60). 5=475(LC 65). 6903(LC 1), 8852(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-12531223. 2-17=-12391224, 3-18=-2571293, 3-19=-3201380. 4-20=-1252f253. 5-20=-12651212 SOT CHORD 1-21=-5021648. 1-22=-502/648, 22-23=-5021648. 8-23=-3471612, 7-8=-2311388, 6-7=-6481770. 6-24-3Th533, 5-24=3771533. 5-25=-3Th533 WEBS 3-6=-5561436, 4-6=-572/143. 3-8---484I405. 2-8=-5671148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=50psft BCOL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 0-2-12 to 3-2-12. Interior(l) 3-2-12 to 14-2-0. Exterio(2) 14-2-0 to 17-2-0. Interior(1) 17-2-0 to 28-24 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL'1.60 plate grip DOL=1.60 This truss has been designed lbr a 10.0 psI bottom chord live Iced nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 24)-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIFTPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed For a total drag load of 1400 lb. Lumber OOL=(133) Plate grip DOL(1.33) Connect buss to resist drag loads along bottom chord from 5-0.0 to 18-10-8 for 100.9 plf. I LOAD CASE(S) Standard Job ITruss Type F Magnolia:1A [WSS HIO 1COMMON I ' 2 IJob Reference (optional) I wa-lame u.s.... renla. M. a,u lun: e.Lau S usc e 2U15 rnm: azqu S usc e aria iniex uncusines. inc. i flu uct a ix:4u:a 2Q15 race 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-hb81fZq0piziTNYJJ1wZ1VGgOJJvtjMuI-lIyx5ByX5Ks 5.6-13 9-4-11 14-2-0 • 20-2-8 23-11-1 28-4-0 5-8-13 3-9-14 4-9.5 • 6-0-8 3-8-9 4-4-15 Scale a 1:45.2 456 = azia 4x1u= 45111= 0*111= axe= 6*8= 3*4= 6-71 3 14-9-4 20-2-8 28-4-0 5-7-13 5.1.7 5.c.4 5.1.5 Plate Offsets (X.Y)- LOADIPIG(psf) SPACING- 24)-0 CSI. OEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.14 10-11 >999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 Sc 0.90 Vert(CT) -0.41 10-11 >424 180 BCLL 0.0 • Rep Stress Incr 110 WB 0.62 Horz(CT) 0.02 10 nla n/a BCDL 10.0 Code 1BC2015!1P12014 Matrix-MSH Weight: 303 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X6 OF No.2 G WEBS 2X4 OF Stud/Std G Except W2: 2X4 OF No.2 G SLIDER Left 2x6 DF No.2 -G 5-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except: 10.0-0 cc bracing: 1-11. REACTIONS. (lb/size) 1=2433/0.5-8 (mm. 0-1-8), 7=26410-5-8 (mm. 0-1.8). 10925610.3.8 (req. 04-15) Max Horzl=-64(LC 29) Max Upliftl=.229(LC 27), 7-247(LC 30) Max Grav12591(LC 53), 7=339(LC 3), 109256(LC 1) FORCES. (Ib) - Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=41391548,2-3=4083/374.3-4-3751311.4-54-121/3676. 5-6=-34311166, 6-7--524/929 BOT CHORD 1-19=-537/3913, 1-20=-540/3918, 11.20a.509!3998, 11-21=-587/813. 10-21=-605/784, 9-110=-11087/550,9-22=-110871550, 22-23=-10871550, 8-23-10871550.8-24=.8741542, 24-25=-874/542, 7-25=-8741542.7-26=-3401306 WEBS 3.11=015223, 3-10-3709132. 4-10=-2571I135, 5.10=3549/179, 5.8=-2512288, 6.8=421/84 NOTES- 1)2-ply truss to be connected together with lOd (0.13 Vx3) nails as Follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0.5-0 cc. Webs connected as follows: 20 -1 row at (1-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered fOr this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL6.0p51 BCDLS.Opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOLe 1.60 This buss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 10 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points alor Bottom Chord. nonconcuffent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOLC(1.33) Plate grip OOL=(1.33) Connect truss to resis' loads along bottom chord from 0.0-0 to 2-0-0 for 700.0 p11. Girder carries tie-in span(s): 30-4-0 from 0-0-0 to 3-4-0; 27-2-0 from 3-4-0 to 10-10-0; 20-1-8 from 10-10-0 to 184-0; 6-0-0 from 2844-.20-2-0 from 04-0 to 18.4-0; 2.6-0 from 4-0-0 to 28-4-0; 2-6.0 from 22-4-0 to 284.0 Continued on page 2 .4 MagnctUi1A - - - COMMON - - - - 2 JobRefence (optional) I aIuonsa rnlsj-wme uj., Iems, c& 9510 Run: 8.240 a 62018 FrUit: 8.240 s Dec 62018 MTek In8us8ias, Inc. Thu Oct 1240552019TPa2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-hb81tZq0prziTNYJJ1wZ1VGgOJJvtjMuHlyx59yX5Ks NOTES. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1895 lb down and 76 lb up at 20-2-8 on bottom Chord. The designlselection I of such connection device(s) is the responsibility of others. LOAD CASE(S)Standard 1) Dead + Roof Live (balanced): Lumber lncrease= 1.25. Plate lncrease1.25 Uniform Loads (p11) I Vert: 1-4=-72,4-7=-72, 12-23431(F.411)23.24=-20. 16.24=-25(F=.5) Concentrated Loads (Ib) Vert 8-1895(F) FES UJI P. 6/30121 m NO. C53821 -V Cr I I. 4 I, I I. I I I I I I Dec Job Truss Truss Type Uty Ply H1O Job TrUSS truss Type Qty iy Magnolia IA J01 GABLE 1 T JJob - -Reference (optional) '-S. nun: uzu a usc e zulu pnnc 0.2411 s Dec 6 2016 lareic Indusuies, Inc. Thu Oct 3 12:40:56 2019 Page 1 lO:ZFI3c9vothrEMVfP7?S5SJz7f4q-AniOsvreaa5Z4X7vskRozjowHjrpcHu2w)iuedyx5Ics F— 15-1-11 10-11-0 16-8.5 21-10-0 5-1-11 5-9-5 I 5-1-11 Scale = 1:34.7 5x5 U n=Rnnft V 16 C5 34 = 40 17 41 16 42 15 43 14 44 131245 11 46 10 47 9 46 8 49 1 50 6 51 3x4= 4x4= 3x4 = 454= 7-9.10 14.0-6 • 21-10-0 7-9-10 &2.13 7..olfl Plate Offsets 0(Y)— 13:0-3-6.0-2-81 - - - - LOADING(psl) SPACING- 24-0 CSI. OEFL in (lc) Udell L/d PLATES GRIP TCLL 20.0 Plate Glip DOL 125 TC 0.18 Vert(LL) n/a - nla 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.15 Veit(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.16 Holz(CT) 0.01 5 n/a n/a SCDL 10.0 Code IBC2015fTPI2014 Matrix-SH Weight: 128 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0°c purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud(Std G OTHERS 2X4 OF StudlStd G Mifek recommends that Stabilizers and required cross bracing be installed dining truss erection, in accordance with Stabilizer Installation guide. l%CM%.liUl5a. P41 bearings 1-10-0. (Ib) - Max Horz167(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 11, 13. 16. 10,7 except 1-138(LC 27), 5-141(LC 38), 9=-180(LC 30), 14-183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1=351(LC 67). 5351(LC 79), 9=587(LC 1), 14587(LC 1), 11=275(LC 73), 13280(LC 72). 15=292(LC 70), 16=255(LC 69). 17=316(LC 68), 10=280(LC 74), 8=292(LC 76), 7=255(LC 77), 6=316(LC 78) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-36=4621379, 2-36=-274!265, 2-37=-2141276, 3-37.981336, 3-38=-69/336, 4-3S--17&K271,4-3o- 2621235, 5-39=449/387 130T CHORD 1.40=-384/373, 5-51=-353/383 WEBS 3-9=3611175,4.9=-5401152,3-14=-3611177.2-14=-5401153 NOTES- Unbalanced roof live loads have been considered fbi this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 340 to 10-11-0, Exteno,(2) 10-11-0 to 13-11-0, Interior(1) 13-11-0 to 21-10-0 zone; cantilever left and right exposed; end vertical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip 00L1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. • This buss has been designed fore live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along thl Bottom Chord, nonconcuwent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 10-0, 18-10-0 to 21-10-0 for 1333 plf. LOAD CASE(S) Standard 3x6 = 34 = 44 II 404= 4x6 = 4x4 Job Truss Truss Type Qty iy MagnoIia1A J02 COMMON 13 1 - - - - - JobReferenceoptional) .,.. . MUMD.ZW5 lJc 0 41110 mm,; o.4u s uec o LU1O IVII lee Ifl0U5UlO5. inc. InUUO .1 144U;0, JUIV rage ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-ezGo3FrHLSEOdi1hQSy16wL1O74st4wBlcR1A3yX5Kq 55•5 10-11-0 16-4-11 21-10-0 5-5-5 5-5-11 5-5-11 ' 5.5-5 Scale' 1:35.1 7-3-3 • 144-13 21-10-0 7-3-3 • iz.io I 7.1.. Plate Offsets MY)- 13:04-00-0-01 LOADING(psf) SPACING- 2411-0 CSI. DEFL in (Icc) I/dell L/d PLATES GRIP TCU. 20.0 Plate Gnp DOL 1.25 TC 0.41 Vert(LL) -.027 6-8 p969 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -056 6-8 '470 180 BCLL 0.0 • Rep Stress Incr YES WS 0.24 Horz(CT) 0.08 5 n/a n/a BCOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 81 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudfStd G REACTIONS. (lb/size) 1=961/0-5-8 (mm. 0-1-8), 5=96110-3-8 (mm. 0-1-8) Max Hozz 1=44(LC 35) Max Upliftlol-.259(LC 27). 5=-259(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-80c pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mi1'ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-21901707, 2-15=-20931510, 2-16---19171348.3-16=18561166,3-17=-18561176. 4-17=-19171349.4-18=-2093(467.5-18--21901707 801 CHORD 1-19-34412023, 19-20=-9812023, 8-20=-96/2023, 7-8=011379, 7-21=0/1379, 6-21=0/1379, 6-22=-6412023, 22-23=-6412023, 5-23=-31212023 WEBS 3-6=-37/660.4- -"95(137.3-8=-371660,243=-3951137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0951 BCDL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 04-0 to 3-0-0. Interior(l) 3-0-0 to 10-11.0, Exterior(2) 10-11-0 to 13-11-0, lnterior1) 13-11-0 to 21-10-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL--1.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will ft between the bottom chord and any other members. A plate rating reduction of 20% has been applied For the green lumber members. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0mb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2.0-0, 19-10-0 to 21-10-0 for 350.0 pIt. LOAD CASE(S) Standard 5x6 = 556 = 454 = 20 II 4x8= 2x4 Ii Job Truss Truss Type 1Ut) OUEENPOST 1"'Y 1(01 II Job Reference (optional) ...., rnw,. V uu nun; O.qU a ujec 0 jU10 mm; 0.L40 S USC 0 xule euuex uflausmnes IAC. IflU OCT 3 lZ:4U:3S eiis mass 1 lD:ZFl3c9vubrEMVfP7?S5SJz7f4q-6AqAHbsv6mMGKrHu_9TGe8tALxKC46xLzGBbivyX5Kp 5.0.11 8.11.8 12-10-5 • 17.11-0 5-0-11 . 3-10-13 3-10-13 • 5-0-11 I Scale = 128.7 5-0-11 8-11-8 12-10-5 17-11.0 54-I1 Unin • %.IILI5 Plate Offsets ()(.Y)- 11:0 -0-0.0-1-91,I5:0-O-0.0-1-91. (60-2-4.0-1-01. 18:0-2-4.0-1-01 - - - LOADING(psf) SPACING- 2-0.0 CSI. DEFL in (los) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.53 Vert(LL) -0.13 6-14 .999 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.38 6-14 =563 180 BCLL 0.0 Rep Stress lncr NO WS 0.47 Horz(CI) 0.05 5 We n/a BCDL 10.0 Code lBC20151TP12014 Matrix-MSH Weight: 69 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF Noi&Btr G WEBS 2X4 OF StudlStd G REACTIONS. (lblsize) 1=9261044 (mm. 0-1-8),5=1711/0-3-8 (mm. 0-1-13) Max Hoiz136(LC 28) Max Upliftl-151(LC 19). 5-141(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-Soc purlins. 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-20&94376,2-3--16321181.3-4--16381184,4-5--2854/376 BOT CHORD 1-15=-37911923. 8-15=-379I1923. 8-16=-37911923. 7-16=-379/1923. 7-17=-40612681, 6-17=-406/2681.6-18=-40612681. 18-19=40612681, 19-20=-40612681, 5-20=-3112681 WEBS 2.7=.527198. 3-7=01792. 4-7-1369177. 2-8=0/305,4-6=0/639 NOTES- Unbalanced roof live loads have been considered lbr this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)This buss has been designed icr a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for 400.0 plf. Girder carries tie-in span(s): 12-7-8 from 13-3-0 to 17-11-0 .' 10) In the LOAD CASE(S) section. loads applied to the face of the buss are noted as front (F) or back (B). ' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate Increase-1.25 Uniform Loads (p11) Vert 9-18=-20, 12-18.247(F.227), 1-3-68. 3-5448 1 Job Type 707 FOUEENPOST I7Job I Refenceopional) 1 .,euuiuriva 1 w,i-jume u.... r8m5. NUn: 0.2405 uec 0 2010 Pflflt 02405 uec 02010 MITeI( Iflausmes, Inc. Thu Oct 312:40:58 2019 Page 1 ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-6AqAHbsv6mMGKrHu_9TGe8tFgXPq4AZLzGBbiVyX5Kp 4-5-11 8.11.8 • 13-5-5 • 17-11-0 4-5-11 4-5-13 ' 4-5-13 1 4-5-11 Scale = 1:28.7 484 = 4x8 = 4x6 = 4x6 = 8-11-8 17-11.0 I 0.11.0 Plate Offsets PC—Y)— III :o-o-o.o-1-1J. 15:044.0-141 LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (fec) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.25 Vert(LL) .0.32 6-12 >675 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.54 6-12 >401 180 BCLL 0.0 • Rep Stress tncr YES WB 0.21 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code 18C201 511P12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G ROT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 178610-3.8 (mm. 0-1.8), 5=78810-3-8 (nun. 0.1-8) Max Horz 135(LC 12) Max Upliftl-11(LC 8), 54-11(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 441.8oc purlins. ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) . Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-154-1728152, 2-15=-1653165, 2-16=-1286I7, 3-154-1235118. 3-17=-1235118, 4.17.12651.4-154-1653/65, 5-154-1728/52 ROT CHORD 1-13=-57/1598.6-13=.5711598,6-14=3111598. 5-14=-3111598 WEBS 2.54-484/116.3.5401530,4-54.484/116 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL6.0psf; h20ft; Cat. II; Exp B. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0.0, lntenor(1) 3-0-0 to 8-11-8, Extenor(2) 8-11-8 to 11-11-8, Interior(1) 11-11-8 to 17-11-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumbar members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard Job SS Truss type oly Ply OUEENPOST il-c,*U- 1 Reference(oplional) S wou 0 £UJO riuir. 02U S IJOC 6,661 a riuiex UflOUSUWS, Inc. mU UCI J lx:qu:Ds U15 rage 1 ID:ZFI3c9v,ocbrEMVfP7?S5SJz7f4q.aMOYUxt)(s3U7xs4YsVBLQL1xl1pxGuCaEyyx5I(o 4-11-12 8-11-8 • 12-114 17-11-0 4-11.12 3-11-12 3-11-12 4-11-12 Scale = 1:28.4 40 = I, ONO - 450 II 8x6 = Bali = 4-11-12 8-11-8 12-11-4 17-11-0 4-11-12 .11.12 • Plate Offsets (X.Y)- III 0-30.0-3-51.(5:0-30.0-3-5).(60.3.12.0.1.81,17:O.4.0.O.1.121,[8:0.3.12.Q.141 - - -- -- LOADING(psf) SPACING. 24-0 CSI. OEFL . in (loG) I/del) Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.08 8-14 999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -027 6-14 p810 180 BCLL 0.0 Rep Stress lncr NO WE 0.63 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code IBC2015fTPI2014 Matriz.MSH Weight: 82 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X6 OF SS G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=99710-5-8 (mm. 0-1-8), 5=2184/0-3-8 (mm. 0-2-5) Max Horzl=38(LC 36) Max Uplift1=-250(LC 19). 5=-235(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-8 cc purtins. BOT CHORD Rigid ceiling directly applied or 10.0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb).Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=.23501622, 2-3=-18931327, 3.4--1896r322,4-5=a5691632 SOT CHORD 1-15=-2781953. 1-16=-65112187, 8.160.661/2187.8.17=46112187. 7-17=-661/2187, 7-18=49713368, 6-1"9713368.6-19=-69713368,19-20=-69713368,20-21=49713368, 5-21=-16713368, 5-22=-293I1788 WEBS 3-7=0/950. 4-7=-1830168. 4.6=0,1135. 2-7=-538/117, 2-8=01279 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd-87mph; TCOL8.opsf; BCDL=6.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip 00L1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber 00L(1.33) Plate grip DOL=(1.33) Connect truss to resist dreg loads along bottom chord from 15-11-0 to 17.11-0 for 700.0 plf. Girder carries tie-in span(s): 17.11-0 from 13-3-0 to 17-11-0 In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate lncrease1.25 Uniform Loads (plf) Veil: 1-3=48,3-60-68, 9-19-20, 12.160.364(F=-344) Job liruss truss type K04 Qty ty CAL HIP I -Job Reference (optional) nun. L,fi u U U mm. U.LUU U U LU tO PUt PUtt UUtUUU1UU, n. u flu ,m 1L..u;aa Luiu rase 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q.aMOvlixtXs3U7x_s4Ys_VBLOMPxispdnucww8EyyX5Ko 7-11-11 4-9-5 • 7-5-0 7-,l2 9.11-5 10.6.0 13-1-11 17-11-0 4-9-5 2-7-11 04.12 • 1-11-10 0.6-fl 2-7-I1 • 4-94 0.4-15 Scale = 1:29.5 8x8 4x10 = 3x10 = 3x10 = 7-54 10-6-0 . 17-11-0 75-0 3-1-0 • 7-5-0 Plate Offsets (X.Y)- r3:0.3.12.Edgel. (4:0-5-0.0-1-6) LOADING(psf) SPACING- 24-0 CSl. OEFL. in (los) I/dell Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.12 7-8 >999 240 M120 2201195 TCLL 20.0 TCDL 14.0 Lumber DOL 1.25 Sc 077 Vert(CT) -0.37 8 >573 180 BCU. 0.0 Rep Stress Incr NO WS 0.21 Horz(CT) 0.09 6 We n/a BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight: 84 lb FT = 20% LUMBER- • BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc pullins, except SOT CHORD 2X6 OF No.2 G 0-0-0 oc purlins (2-10-1 max.): 3-4. Except WEBS 2X4 DF StudiStd G 2-10-0 oc bracing: 3-4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1770/0-3-8 (mm. 0-1-14), 6=1782/Mechanical Max Ho,z 133(LC 8) Max Uptiftl=.64(LC 4). 6=-68(LC 5) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=4340/345. 2-3=-43361343, 3-15=-3981/331. 4-15=-3974/333, 4-5=-4202/342, 5-6=4374/356 BOT CHORD 1-16=-89/1591, 1-17=-31714104, 8-17=-31714104. 8-18=408/4188, 18-19=-308/4188, 19-20=-30814188, 7.20=.308/4188, 7-21=.30114114, 6-21-301/4114. 6.22.77/1695 WEBS 3-8=0/380. 3-7--.400156. 4-7-01527 NOTES- Unbalanced roof live loads have been considered for this design. Wind: AscE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.opsft BCDL=6.Opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psI bottom chord live load nonconcun'ent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. Girder carries hip end with 844 end setback. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb UP- 10-f" and 703 lb down and 162 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of othei In theLOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate increase1.25 Uniform Loads (pit) Vert: 1-3---68. 34-165. 4-6=-68. 9-12=-49(F.29) Continued on page 2 Job Truss Truss Type Qty Ply Magnolia IA K04 CAL HIP I 1 I kob -. - Referenoe (optional) LOAD CASE(S) Standard I Concentrated Loads (lb,) Vért: 3-589 4 -589 I i 1 1d I' 456 = 2x4 II 354 = Scale = 1:28.8 454 = co Job I mss itruss type Illy Magnolia IA 1(05 I 6 I lJob 1OUEENPOST - Reference (optional) wn. Q.U5 UV;; u "so mm; D.44U5 vec 0 ruic rJUIeJUJU5g10S. inc. mu uci J 1LUU 4ulv mare 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-2YxwiGu9dNc_Z8OG5aWkkZzaIK4wY4fdRaginOyX5Kn 4-5-11 I 8-11-8 12-8-12 .13.7-13 17-11.0 4-5-11 4-5-13 3-9-4 • 0-11-1 4-3-3 8-114 - 12-8-12 17-11.0 A.1 1.A 1..0.A Plate Offsets (X.Y)- 17:0-2-8.0-2-01 L.OADING(psf) SPACING- 2-0-0 CSI. OEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.28 7-10 '552 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.51 7-10 2,300 180 BCLL 0.0 Rep Stress Inci- NO WE 0.24 Horz(CT) 0.02 6 nla n/a BCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G SOT CHORD WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 1=546/0-3-8 (mm. 0-1-8), 5=220/0-3-8 (mm. 0-14). 6862105.8 (mm. 0-1-8) Max Horzl=36(LC 12) Max Uplift1-8(LC 8), 5=-6(LC 13),6=-1 3(LC 9) Max Grav1553(LC 27). 54382(LC 31), 54862(LC 1) I .FORCES. (Ib). Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-1055147. 2-17=888I61, 2-18=-55210, 3-18=-SiC/S. 3-19=-529112, 4-19=.54610 SOT CHORD 1-14=-531978,7-14--531978 WEBS 2-7=-5451111,4-7=-121531,4-6=-721155 Structural wood sheathing directly applied or 5-11-13 oc puilins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind:- ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0psf 8CDL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0-0, Interior(l) 3-0-0 to 8-11-8. Exterior(2) 8-114 to 11-11-8, Inteno41) 11-114 to 17-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLI.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LI 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate 1ncrea5e125 LOAD CASE(S) Standard Uniform Loads (pit) Veit 6-8=-20. 6-11=-30(F=-10), 1-3=-68, 3-5=-68 Truss Iruss Type Qty [ Job Maelia IA K06 OUEENPOST Fly - - - - - - Job Reference (optional) -,-•. '• nun; 045U 5 pec o owe mm: e;squ 5 U?C e oil5 Miles lfl5U5U13. Inc. mu UCt 3 1:41:uu u1a mane 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-2YxwiGu9dNc_Z8QG5aWkkZzalK4wY4fdRaginOyX5Kn 4.5-11 I 8-11-B 12-8-12 13.7-13 17-11-0 4-5-11 4-5-13 I 0-11-1 4-3-3 Scale = 1:28.8 454 = 456 = 2x4 II 354 = 8-114 1241.12 17-11-0 B-Il-a • I Plate Offsets (X,Y)- 17:0-2-8.0-2-01 LOADING (psf) SPACING- 24-0 CSI. DEFL. in (bc) tldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.28 7-10 '552 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.72 Vert(CT) -0.51 7-10 .300 180 BCLL 0.0 1 Rep Stress lncr NO WB 0.24 Hoa(CT) 0.02 6 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF Stud/Std G REACTIONS. (lblsize) 1546/0.3.8 (mm. 0-1-8), 5=22010.3.8 (mm. 0-1-8), 6=862/0.5-8 (mm. 0-1.8) Max Harz l=36(LC 36) Max Uplift1-163(LC 27). 5=-115(LC 38), 6=-59(LC 30) Max Gravl=553(LC 55), 5=382(LC 59), 6=862(LC 1) FORCES. (Ib). Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-11031460, 2-17=-9881344, 2-18=-6441223, 3-16=.5101160, 3-19=.529144. 4-19=-5461138, 5-20=-3521284 BOT CHORD 1-14=-44111025. 7-14-2481978, 5-16=.2511349 WEBS 2-7=.5451145, 4-7=-1051531, 4-6=-7211105 Structural wood sheathing directly applied or 5-11-9 oc purlins. Rigid ceiling directly applied or 64-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=1l0mph (3-second gust) Vasd87mph; TCOL=6.0psf, BCDLG.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 3-0.0, Interior(1) 3.0-0 to 8-11-8 Exterior(2) 8-11-8 to 11-11-8, Interior(1) 11-11.8 to 17-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip 00L1.60 This truss has been designed for 310.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for alive load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-11-0 for 44.7 plf. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert 6-8=-20, 6-11=-30(F.10), 1-3=.68, 3-5=.68 j 54 II Job Truss Truss Type Qty ply Magnolia IA 101 GABLE 1 - -Job Reference (opflonal) ,un;e.q1Js uec otu101`nn1e.L4W51Jec bu10MI1ex1nau5ures.1nc. inuoct 312:41:012019 Page ID:ZFl3c9v1othrEMVP7?S5SJz7r4vJvcunohtcrBl?sflzGmvnjtcxMGzRngEpFJqyx5Km 4-9-14 8.9-0 . 12-8.2 17-64) 4-9-14 3-11.2 • 341-2 4.9-14 Scale = 1:276 3x4 = 29 14 30 13 31 12 32 11 33 10 34 9 35 8 36 7 37 6 38 3x4= 454 = 4x4 = 6-3-14 11-2-2 174-0 5-3-14 A.lfl.A O.'L.IA Plate Offsets (X.Y)— 13:0-3-6,0-2-81 - - - - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in ([cc) l/defl L/d PLATES GRIP TCLL 20.0 ' Plate Grip IDOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WS 0.07 Horz(CT) 0.00 5 n/a n/a BCOL 10.0 Code IBC2015171*I2014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF Stud!Std G MiTeIC recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. M bearings 174-0. (Ib) - Max Holzl-36(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11, 13, 9, 7 except 1=-126(LC 27), 5-131(LC 38), 8=-178(LC 30), 12=-183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1=344(LC 65), 5=344(LC 75), 8=464(LC 1), 12=464(LC 1). 10=279(LC 70), 11=270(LC 69). 13=258(LC 67), 14=321(LC 66), 9=270(LC 71), 7258(LC 73), 6=321(LC 74) FORCES. (lb).Max. CompiMax. Ten.- All forces 250 (lb) or less except when shown. SOT CHORD 1-29=3391369, 5-38=4221352 TOP CHORD 1-25=-3851347, 5-28=485/356 WEBS 3.8=-255/167, 4-8=-3751103, 3-12=-255/173, 2-12=375/103 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL=6.opsf; h=20ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C. Exterior(2) 0-0-0 to 3-0-0, Interio41) 3411-0 to 8-9-0, Exterior(2) 8-9-0 to 11-9-0, Interior(l) 11-9-0 to 1740 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 101 This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconculTent with any other live loads. 11) This truss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resist drag IC along bottom chord from 0-0-0 to 4-0-0, 13-6-0 to 17-6-0 for 100.0 pIt. LOAD CASE(S) Standard I ~ 1, 4*4 = 4*4 = 2*4 Il = = jJOb I russ I ru55 Type Uty Ply agnolia IA L02 I COMMONGIRDER 8 j l JJob I Reference (optional) r*a I n,srlsrne ui.... reins. R. 925ru Hun: 8.240 $ 0C C 2018 Pflflt 8.240 S Uec 82018 MITeK Industries, Inc. 17W OCt J 1241:02 2019 Page 1 ID:ZFl3c9xbrEMVfP7?S5SJz7f4q-_x3h7yvP9_sioSafD?YCp_2L8o9??Wwut9orHyx5KJ 3-10-4 4-5-1, 8-9-0 13-0-15 17-6-0 3-10-4 0-6-13 4-3.15 4-3-15 4-5-1 Scale = 1:28.2 3-10-4 3-104 1 6-6-6 2-8-2 10-11-10 4-5-4 Plate Offsets 0(Y)— 14:0-0-0.0-0-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vert(LL) -0.12 7-15 2,999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.23 7-15 p898 180 BCLL 0.0 * Rep Stress lncr NO WB 0.15 Horz(CT) 0.05 6 nla nla BCOL 10.0 Code IBC20151TP12014 Matrix-MSH PLATES GRIP MT20 2201195 Weight: 68 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=770/0-54 (mm. 0-14). 6=77010-54 (mm. 0-1-8) Max Horzl=35(LC 12) Max Upliltl=-10(LC 8). 6-10(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4.8-6 cc purlins. 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=1689125.2-16--1631132, 2-3=-1613144. 3-17=1418122,4-17=4370f38, 4-18=-1369/21, 5.18=.1417115, S-19--1614151,6-19=.1690138 BOT CHORD 1-20=-3111558, 9-20=-3111558, 9-21=-31/1558, 8-21=4111568.8-22--0/1 IGO, 7-22=011100, 7-23=-2011559, 6-23=-2011559 WEBS 4-7=0/498, S4=-341197.4-8=11495,3-8=386168 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL=6.0p51; BCDLS.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0.0 to 8-9-0, Exterior(2) 8-9-0 to 11-9-0, lnteno41) 11-9-0 to 174-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL-1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcujient with any other live loads. .., I LOAD CASE(S) Standard Li D=1000# 4x6 II 4x4 = 4x4 = 414 = 484 = 6-6-6 10-11-10 • 17-6-0 IrUSS TnJSS lype PJob ly Magnolia Ly IA i Q L03 COMMONGIROER 1 - Job Reference (optional) - . .. rcun; eu a uec a aria .nrir a.z4u 8 uec a 2U1b MuCK IflauS1ries, Inc. Thu OCr 3 12:41:03 2019 P388 1 lD:ZFI3c91ixbrEMVfP7?S5SJz7f4q-S7d3KJw1wl_ZQc9mi3RLBb55y8ucSo47xuMojyX5KJc 4-5-1 8-9-0 • 13-0-15 17-6.0 4-5-1 4-3-15 4-3-15 4-5-1 Scale = 1:28.2 Plate Offsets (XY)- 13:04-0.0.0-01 - - - LOAOING(psf) SPACING. 24-0 CSI. DEFL in (lc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.27 Vert(LL) -0.12 7-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 055 Vert(CT) -0.24 7-10 >890 180 SCU. 0.0 * Rep Stress Inor NO WS 0.15 Horz(CT) 0.05 5 n/a n/a BCOL 10.0 Code 13C20151TP12014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4DFNo2G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 177010-5-8 (mm. 0-1-8). 5=770/0-5-8 (mm. 0-1-8) Max Horz135(LC 44) Max upliftl=-188(LC 27), 5=.188(LC 30) BRACING. TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. compiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14-1690/511, 2-14=-16141353, 2-IS--14171254,3-IS--13691127.3-16=-13691152, 4-16=-14171232.4-17=16141329. 5-17=-16901504 BOT CHORD 1-18=-5711559. 18-19-58211559. 7-19=-59211559. 7-20=480/1216, 6-20=-480l1216, 6.21-47711559, 5-21=47711559 WEBS 3-6-271496. 4-6-342/122, 3-7=-231495. 2-7=-3421117 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0ps1 BCDL=6.opsf; h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04)-0 to 3-0-0. tntenoi1) 3-0-0 to 8-9-0. Exterior(2) 8-9-0 to 11-94, Interior(1) 11-9-0 to 17-6-0 zone; cantilever left and light exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL'1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. • This buss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-64 tag by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonizncurrent with any other live toads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 500.0 p11. LOAD CASE(S) Standard Job miss truss Type Qty Ply Magnolia 1A NO1 GABLE 1 - -Reference(optianal) •.. ., .. sun; OcqU C usc a uo rum: o.qu a usc a LU70 MI 15K Iflausmea, inc. mu ocr lx:41:us mill Pace I lD:1bJOp_sdmZvFKM.nuz6QGws7d3Klw1wZocgmI3RLBb4VyCkow47xuMojyg5Kjc 6-2.4 11-0-0 5-2-4 l 4-9-12 I 5x8 = Scale = 1:21.8 I D=800# 22 23 8 24 7 25 6 26 5 40 = 3x6= 3x611 I 6-24 11-0-0 Plate Offsets (X,Y)- 11:0-0-6.0-2-01 - - -- LOAOING(psf) SPACING- 2-0-0 CSI. DEEL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.37 Vert(LL) nla - n/a 999 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress bncr NO WE 0.42 HOIZ(CT) -0.01 6 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c pudins, except SOT CHORD 2X4 OF No.2 G end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. OTHERS 2X4 OF StudlStd G recommends that Stabilizers and required cross bracing be SLIDER Left 2x4 OF Stud/Std -G 3-3-0 [~.n2tai , tid during truss erection, in accordance with Stabilizer stalation guide. REACTIONS. All bearings 11-0-0. (Ib)- Max Horzl=34(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 8 except 5-576(LC 46), 9=-616(LC 35), 7-265(LC 60) Max Gray All reactions 250 lb or less at joint(s)? except 5555(LC 35), 9=1076(LC 48). 9=421(LC 57) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2371355, 2-19=-2731655, 3-19=4981761, 320=620/788, 20-21=-741/952, 4-21=45711043,445=435(613 BOT CHORD 1-22=-565(62, 1-23=-5911109, 8-23-5911284, 8-24=-5911294, 7-2@-5911381, 7-2S=-5911401.6-25=-6491478.6-26=-3161343 WEBS 3-6=-847I515, 4-6-10151794 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd-87mph; TCOL=60p5ft BCDL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, Interior(l) 3-1.8 to 6-3-12, Exterior(2) 6-3.12 to 9-3-12, Interior(l) 9-3-12 to 10-11-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL--1.60 Truss designed fbr wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per A7ISIFTPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed fore live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This as has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, noriconcurrsnt with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber OOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 11-0-0 for 72.7 pIE. LOAD CASE(S) Standard 34 40 = 2x4 II o Truss Truss Type Qty Ply Magnolia 1A NO2 COMMON GIRDER - - - - - Job Reference (optional) .... run., . Nun; O2U 3 um 0 LUIO rnni 0.eu s uec o zuin reiueui Ingusmes. Inc. mu um .s 1:41:u4 aris rage i ID:lbiOp_sdczmZJTlvFKMLnuz6OGw-xKBRxexghc6O2mlc1KOaguP7E1ywuTvqoMBevwgyx5Iq 6-2-4 11-0-0 6-2-4 4-9-12 Scale = 1:22.5 09-8 6-2-4 11-0-0 n_n_p A..il A04 Plate Offsets (XV)- 11:Edge.0-0-0J. [4:0-1-4.0-1-81. [5:0-2-0.0-0-81. [6:0-1-12.0-1-81 - LOADING (pst) SPACING- 2-0.0 CSI. DEFL in (lc) Well Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 0.39 Vert(LL) -0.09 6-9 >999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 6.9 >818 180 BCLL 0.0 • Rep Stress mc, NO WB 0.16 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix.MSH Weight: 50 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2x6 OF No.2 -G 3-3-11 REACTIONS. (lb/size) 1=47810-3.8 (mm. 0.1.8). 5=478/0-3-8 (mm. 0-1-8) Max Horz136(LC 11) Max Upliftl-2(LC 12) Max Gravl511(LC 30), 5=511(LC 33) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. except end verticals. 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-748/26, 2-11=-504/48, 3-11=496163, 3-12=481/62. 12-13=495149. 4-13=-558147. 4-5-449/70 BOT CHORD 1-14-1021398, 1-15n_29/451, 6-15=-291451 WEBS 3-6=01272.4-6=-71414 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL=6.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-1-8 to 3-1-8. Inteno41) 3-1.8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12. Interior(1) 9-3-12 to 10-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL--1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type oty Ply Magnolia 1A NO3 JCOMMON GIRDER I Job Reference (optional) mu JGl 4 l441U Beyw9 ui, rage i lD:lbJOp_sdczmZmvFKMLnuz6QGw.xK8Rxexghc6Q2mk1Koagup7EhywATweDMyx5Kj 6-2-4 . 12-6-0 6-2-4 • 6-3-12 4x4 = Scale a 1:22.8 SuB 34 II 0.0-8 8-2.4 12-6-0 n-n_a c__I_I, i eq., Plate Offsets (X.Y)— (1.0-2-12.04)-41.13:0-2-0.0-2-41, [5:Edge.0.0-01 - - LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (lc) I/de/l Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.41 Vert(LL) .0.10 643 999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 891 180 BCLL 0.0 • Rep Stress lncr NO WB 0.11 Horz(CT) 0.02 1 nla n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 54 lb FT = 20% P LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFN0.2G WEBS 2X4 OF StudlStd G SLIDER Left 26 OF No.2 -G 3-3-11. Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (lb/size) 1550/044 (mm. 0-1-8),S--65011-11-8 (mm. 0-1-8) Max Hoiz1-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 ((b) or less except when shown. SOT CHORD 1-17=41/474,1-18=0/603,6-18=01603,6-19=0/603.5-19=0/603, 5-20=0/603 TOP CHORD 1-2=-767114. 2-15=474/51.3-15=463/66, 3-16=463163, 4-16=471/48,4-5=428127 WEBS 3-6=0/383 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL6.0psf BCDL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8. Intertor(1) 3-1-8 to 6-3-12. Extedor(2) 6-3-12 to 9-3-12 Interior(1) 9-3-12 to 12-74 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip 1301.=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ~ I, Job Truss Type oty Ply Magnolia 1A Puss 4 COMMON GIRDER 5 jJob Catifemia TmaF,,arn. tie , Q,7fl Reference (optional) - - - - .-,. , - nail. .cw a tee,. U WIU lilies Inauliglali, tilL. lnlj%Jfl 4 1c,1:002uw rage i ID:1bJOP_5dCZmLmVFKMnUZ6OGW-PWIPIJISVEHIVJEU75VRCgPWLSUCNUNa(NSSbYX5KJ 6-2-4 12-6-0 6-2-4 6-3-12 4x4 Scale = 1:22.8 3x6 II 04-8 6-1-12 6:3-12 Plate Offsets (XV)— I1:0 -2-12.0-0-4L13:0-2-0.0-2-41, f5Ere.0-0-0I LOAOING(psf) SPACING- 2-00 CSI. DEFL in (foe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.10 6-13 >999 240 M120 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 2,905 180 BCLL 0.0 Rep Stress Inor NO WB 0.11 Harz(CT) 0.02 1 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 54 lb FTc 20% - LUMBER- I . BRACING- TOP CHORD 2X4 OF No.2 S TOP CHORD 801 CHORD 2X4 OF No.2 G SOT CHORD WEBS 2X4OFStud/StdG SLIDER Left 2x6 DF No.2 -G 3-3-11, Right 2x6 OF No.2 -G 3-5-0 I REACTIONS. (lb/size) 1=550/0.3-8 (mm. 0-1-8),5455010-5-8 (mm. 0-1-8) Max Horzl=-35(LC 13) FORCES. (!b) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-767/13, 2-154-674/51, 3-15=-683/66, 3-154-663/64,4-16=471/48,4-54.848/18 I SOT CHORD 117=.81/474. 1-18=OI6O3,6-18=0/603,5-19=a/6o3 5-19=0/603, 5.20=.771509 WEBS 3.6=0/382 Structural wood sheathing directly applied or 6-041oc purlins. Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cress bracing be installed during buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TC0L6.0psf 8CDL=6.0psf h=201t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, Intesfor(1) 3.1-8 to 6-3-12, Extenor(2) 6-3-12 to 9-3-12, lnterbor(1) 9-3-12 to 12-7-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown: Lumber DOL=160 plate grip OOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Ij II 11 Job I russ i russ Type Qty Ply Ma9nofia 1A N05 COMMON GIRDER 1 - - Job Reference(optional) -P.P.&wa u u,u rum; o.'w cuec 5 41D ee,eic Inguxules. Inc. IflUUCI 4 1q1:uD.u1a rage 1 ID:1bOP_SdCZmZJTIVFKMLnUZ6OGW-PWIPIj4SVEHfVJEU75VRC9PdLSWCNSNarNSSbyX5KI 6-3-12 • 12-7-8 6-3-12 • 6-3-12 4ic4 = Scale = 1:22.9 3x6 II 34 Il I 6-3-12 12-1.8 Plate Offsets (X.Y)-. m:Edge,0-0-01, 13:0-2-0,0-2-41. I5:Ed,S.O.0.OI - - LOADING (psi) SPACING- 2.0-0 CSI. DEFL in (loG) IIdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 6-9 3,999 240 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 BC 0.44 Vert(CT) -0.16 6-9 >936 180 BCLL 0.0 Rep Stress Incir NO WS 0.11 Horz(CT) 0.02 1 n/a nla BCDL 10.0 Code 1BC20151TP12014 Matrix.MSH Weight: 55 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2x6 OF No.2 -G 34-0. Right 2x6 OF No.2 -G 344 I REACTIONS. (lb/size) 155610-5-8 (mm. 0-1-8), 6=55610-5-8 (mm. 0-1.8) Max Horz135(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-00 cc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-847118, 2-15=-687148. 3-15=679/64.3-16=679/64,4-16=487/48,4-64-847118 SOT CHORD 1-17=-831515, 1-18=0/617,6-18=01617,6-19=O/617, 519=0/617. 5-20-761515 WEBS 3.6=01386 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0ps1 6CDL6.0psf, h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 10-0, lntenor(1) 3-0-0 to 6-3-12, Exterlor(2) 6-3-12 to 9-3-12. Interior(l) 9-3-12 to 12-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard Job I Truss ITrUSS Type uty Ply Nos lJob - -J---- JGABLE I J 1 Reference (optional) njs,-rame uc., Ierns, cA. 92370 RurE 8.240 s Dec 62018 Print: 8.2405 Dec 62018 MjTek Indusbies, Inc. Thu Oct 3 12:41:06 2019 Page 1 ID:1bJOp_sdczmZJTIvFKMLnuz6OGW-LiJCyKywODM8H3uQSrc8zqDd7lENxqSWpV70_2yx5Kh I 6-3-12 12-7-8 6-3-12 6-3-12 SX6 = Scale = 1:22.5 D800# 17 10 18 9 19 8 20 7 21 6 22 23 5 24 4 25 4x4 454= 2x4 If LOADING (psO TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 CSI. DEFL in (lc) Udefl Lid PLATES GRIP Plate Grip DOL 1.25 IC 0.22 Vert(LL) We - We 999 MT20 2201195 Lumber DOL 1.25 BC 0.27 Vert(CT) We - nfa 999 Rep Stress lncr NO WB 0.09 Ho,z(CT) 0.00 3 We nla Code IBC2015lTPI2014 Matrix-SM Weight 84 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0°c purlins. BOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-006 bracing. WEBS 2X4 OF StudlStd S Milek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud!Std G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-7-8. (lb) - Max Horz1-38(LC 29) Max Uplift All uplift 100 lb or less at joint(s) 7,9. 10. 5,4 except 1=-250(LC 27). 3-191(LC 30) Max Gray All reactions 250 lb or less at joint(s) 9,5 except 1=340(LC 55), 3=340(LC 63). 7=431(LC 59), 84285(LC 58), 10=339(LC 56), 6=285(LC 60), 4=339(LC 62) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-589I552. 2-3=4381383 BOT CHORD 1-17=4671501,10-17=-3521386,10-18=-2361271, 7-21=2171262.6-21=-2971332. 6-22=-3111345, 22-23=-3331368, 5-23=-.3331368, 5-24---3331368,4-24=-3331368. 4-25=-333068, 3-284-3331368 WEBS 2-7=-3811114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0p5f BCDL=6.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip 00L1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0.0-0 to 84-0 for 100.0 pIf. I I LOAD CASE(S) Standard 1 I Ul II I Joe Truss Truss 1 ype Uty Ply MAGNOlIA 19 G01 GABLE I I 1 lJob Reference (optional) 4--'= lnouamcs, inc. IflUIdOl J 16 ;044 : LUll rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-?Hipyoxk86zevwaJL.z7lv3uqpvkoNRRRcEoLryx5Jo 6-1.4 • 10-5-4 15-2-0 19-10-12 • 24-2-12 30-4-0 6-1-4 • 4-4.0 4-8-12 4.8-12 4-4-0 6-1-4 Scale a 1:46.5 5x6 = 3x4 58 25 59 24 60 23 81 2282 21 63 20 64 19 65 18 1615 68 14 69 13 70 12 71 11 72 10 73 9 74 8 75 3x4= 300 = 3x4= 3a10= 10-5-4 . 19-10-12 30.4-0 ince &cn 411d Plate Offsets (XV)— ':04)-0.0-0-01. I3:0-O-0.0-0-0I,113:0-2-0.0-1-81,120:0-2-0.0-1-81 - - - -- - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (los) Well L/d PLATES GRIP TCLL 20.0 Plate Gap DOL 125 TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 7 Na n/a BCDL 10.0 Code lBC2015ITPI2014 Matrix-SH Weight: 213 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc pudins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 as bracing. Except: WEBS 2X4 OF StudlStd G 10-0-0 as bracing: 20.21.12-13. OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. M bearings 30-4-0. (Ib) - Max Horz 1-62(LC 46) Max Uplift All uplift 100 lb or less at joint(s) 17. 18, 21, 22, 15, 12. 11 except 1-191(LC 27), 7-200(LC 38), 13=-382(LC 30),20=-392(!-C 35), 24=-101(LC 55), 9=-101(LC 72) Max Gray All reactions 250 lb or less at joint(s) 24,9 except 1371(LC 73), 7=371 (LC 91), 13815(LC 1), 20=815(LC 1), 17=278(LC 82), 18=273(LC 81), 19=285(LC 80), 21=283(LC 78). 22=273(LC 77), 23=285(LC 76), 25=334(LC 74), 15=273(LC 83), 14=285(LC 84), 12283(LC 86), 11=273(LC 87), 10=285(LC 88), 8=334(LC 90) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-54=-6541531, 2-54=480/383, 2-3=-2941351, 4-55=-228/377, 4-56=-1951371, 5-6=-2621351, 6-57=-4801411, 7-57=-6541545 SOT CHORD 1-58=-526/589. 25-58=-4031510, 25-59=-373/437. 24-59=-3491406, 24-60=-318/369, 23-60=-2621345, 2361256/314, 2261=.226I277, 22-62=-1951252, 20-64=-2741299, 13-69=-274!299, 11-71=-1661253. 11-72-197/277, 10-72=-2281314, 10-73=-234!345, 9-73=-2891369, 9-74=-320/406, 8-74=-3441437, 8-75=-3751510, 7-75=4971569 WEBS 413=4831354, 5-13=-337/101, 6.13=5261164. 4-20=4831362, 3.20=3361102, 220=525I164 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.opsf BCDL=6.0p5f h20ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 15-2-0. Exterior(2) 15-2-0 to 18-2-0. Interior(1) 18-2-0 to 30-4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlITPl 1. 41 Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 as. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will I between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSllTPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss Type MAGNOLIA IS GO1 GABLE Tly 11"y lJobReference(optional) - NOTES. 11) This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0.0.0 to 30-4-0 for 46.2 p11. LOAD CASE(S) Standard I. . Job Truss Truss Type Qty MAGNOLIA 18 G02 COMMON 10 Ply_T -Reference (optional) "',wn: 6.240 S Dec S 2018 Print: 82411 S usc b 2018 MiTek IndusSies, Inc. ThU Oct 312.42-.28 2019 Page I ID:ZFl3c9vxxbrEMVIP7?S5SJz7f4q.TUGBAMyMvphv7ggBF35Ml6caqp4vgqmagG_MtIyx5Jp 6-1-4 10-5-4 15-2-0 19-10-12 24-1-8 304-0 6-1-4 4-4-0 4-8-12 4.8-12 4-2-12 6-2-8 Scale z 1:49.2 4x6 = 3x4 = 2x4 II 4x8 = 44 = 4x8 = 4x8 = 3x8 II I t1-4 10-5.4 4-0 1-4 4- • • 19-10-12 9-5-8 Plate Offsets (X,Y)- 11:0-0.0.0-111. (1:0-2-3.Edge), [70-2-3.Edge), 17:0.0-0.0-1-11, [8:0-2-8.0-2-01. [10:0-2-0.0-2-01 LOAOING(psf) SPACING. 2-0.0 CSI. DEFL in (too) 1/defi lid - TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) .0.43 8-17 3561 240 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) .0.78 8-17 '306 180 BCLL 0.0 I Rep Stress lncr NO WB 0.41 HorzC1) 0.02 7 n/a We BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH PLATES GRIP MT20 220/195 Weight: 129 lb FT = 20% LUMBER- . BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6.0-0cc bracing. WEBS 2X4 OF StudlStd G WEBS I Row at midpt 4-10 WEDGE MiTek recommends that Stabilizers and required cross bracing be Left 2x4 OF Stud/Std -G, Right 2x4 OF StudlStd installed during buss erection, in accordance with Stabilizer REACTIONS. (Ib1size) 10=167910-5.8 (mm. 0-143), 1=31710-5-8 (mm. 04-8),7=77310-3-8 (mm. 0-1-8) Installation guide. Max Horzl=60(LC 16) Max Upliftlo-16(LC 8). 1-14(LC 12), 7-25(LC 9) Max Grav101679(LC 1), 1=428(LC 33), 7773(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-390127. 2-18=-362/59. 2-3=-131558, 3-19=0/500,4-19=0/564, 4-20=.1024187. 5-20=-1076171, 5.6=-1076139, 6-21=-1500191, 7-21=-1528!75 BOT CHORD 1-22=491311. 1-23=-52/360,11-23=-521350,11-24=,S=50, 24-25=-521350, 10-25=-521350.10-26=01306, 26.27=01306, 9-27=0/306, 9-28=01305,8-28=01306, 8-29=4211424, 7-29=-4211424, 7-30=-251683 WEBS 4-8=-2711002, 5-8=-310197. 6-8-506198, 4-10=-1188/43, 3-10=-311190. 2-10-757176, 2-11=01376 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: VultllOmph (3-second gust) Vasd=87mph; TCDL8.0psf BCDLB.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.0-0 to 3-0.0, lntenor(1) 3.0.0 to 15-2.0, Exterior(2) 15-2-0 to 18-2-0, lnterio41) 18-2.0 to 304.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL-0.60 This truss has been designed for a 10.0 psf bottom chord live toad nonconcunent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. A plate rating reduction of 2(% has been applied for the green lumber members. This truss is designed In accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard i) Dead i Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pIt) LP Vert: 1-4.68, 4-7=-68, 12-25-30(F=.10), 15-25=.20 F Job Truss truss Type Ply MAGNOLIA 13 603 Tiry COMMON Job Reference (optional) - - .%. nw.ur.u.r.u.onnuc., UCUIOtVUIftlflUU5lH5,IflC. gnu UCt314Ca4u1, raqei IDiFl3c9vxxbrEMVfP7?S5SJz7f4qxgqaNiz..gjpMkqkNpmcbrI(gm9DR5uHBkvwjypkyx5Jo 6-14 • 10-5-4 15.2-0 19-10-12 24-1-8 30-1-0 6-1-4 4-4.0 4.8-12 4-8-12 4-2-12 5-11-8 Scale = 1:48.8 4x4 II 354 = 2x4 II 4x8 =4x6 = 4x8 = 5x6 = 6-14 10-5.4 19-10-12 30-1-0 6-1 4-4-0 g.S.a 1fl& Plate Offsets (X.Y)— r:0-23 Edg fli-0.0-00-iij 14:0-2-0.0-1-121. I70-3.3.Edgel [7-.044,0-2-11,18:(1-2-a.0-2-01, [10:0-2-0,Q4M - LOAOING(psf) SPACING. 2-0-0 CSI. OEFL in (too) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.42 Vert(LL) -0.42 8-10 '561 240 MT20 2201195 TCDL 14.0 UimberDOL 125 BC 0.83 Vert(CT) -0.70 8-17 '339 180 ECU. 0.0 * Rep Stress Inor 110 WE 0.40 Hoiz(CT) 0.02 7 n/a n/a BCDL 10.0 Code 16C201511P12014 Matrix-MSH Weight: 129 lb F1' = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G 801 CHORD WEBS 2X4 OF StudlStd G WEBS WEDGE Left 2x4 DF Stud/Std -G, Right 2x4 OF StudlStd .G REACTIONS. (IbIsize) 10=1661/0.5.8 (mm. 0.1.12). 1=32210-5.8 (mm. 0-1-8), 7764!Mechanical Max Horzl=52(LC 12) Max Upl1ft10=-20(LC 8), 1=-11(LC 12), 7-23(LC 9) Max Grav1041661(LC 1), 1=432(LC 33), 7764(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=404116, 2-18=.375145, 2-3=-211541, 3-19=01482,4-19=0/S46,4-20=-1004f83, 5-20=-1057/66, S-6--1053f34.6-21=-1434186.7-21=-1479/69 BOT CHORD 1-22=47/315. 1-23-46/363, 11-23=-46/363,11-24=46/363. 24-25=46/363, 10-25=461363. 10-26=01304.26-27=0/304.9-27=0/304,9-28=0/304, 8-28=0/304, 8-29=38/1360, 7-29=-3811360, 7-30=-25I554 WEBS 4-8=-26/977, 5-8=-322197, 6-8=455/96. 4-10=-1160147, 3-10=-311I90, 2-10=-753177, 2-11=01375 Structural wood sheathing directly applied or 4-10.9 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. I Row at midpt 4-10 Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87niph; TCOL=6.0psf BCDL8.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0.0 to 34).0, Interior(l) 3.0.0 to 15-2-0, Exterior(2) 15-2-0 to 18-2-0, lntenor(1) 18-2-0 to 30-1 -0 zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCOL = 10.Opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (pIt) Veil: 1-4=-68, 4.7.68, 12-25=-30(F=40), 15-25=-20 Scale a 1:49.1 4x4 II 4x8. U 24 25 II 28 10 4x6 = 4x8= 5x8 3x8 II 10-5.4 19-10-12 30-1-0 ob liniss Truss Type Qty Ply MAGNOLIA lB I G04 GABLE I Job Reference (optional) - . .--......- ---.'. -...-, -. 'un,. U CU nut.. u.au a uct U CU IC run run uriuuuinca, U1L. i flu niia a IC+CLCV tutu raua I ID:ZF13c9brEMVfP7?S5SJz7f4q-xgqaNgjpMkqkNpmthrK9orOSDuHCkw4vplcyX5JO 10-5-4 15-2-0 • 19-10-12 , 24-1-8 30-1-0 6-2-8 4-2-12 4-8-12 4-8-12 • 4-2-12 5-114 Plate Offsets (X.Y)— (1.0-0-4.0-1-131,12-0-6-7.0-241.14:0-2-0,0-1-121. I7:0-0-O.0-2-1I. (7 0-3-3.Edoel. (8:0-2-8.0-2-01,f 10:0-2-8.0-2-01 - LOADING(psf) SPACING- 24-0 CS!. OEFL in (foe) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.31 Vert(LL) -0.44 8-10 =530 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.75 Vert(CT) -0.70 8-19 >336 180 BCLL 0.0 Rep Stress mci YES WS 0.40 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 134 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. 801 CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G r WEBS 1 Row at midpt 4-10 OTHERS 2X4 OF Stud/Std G WEDGE MiTek recommends that Stabilizers and required cross bracing be Right 20 OF Stud/Std installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10414 except (jt=length) 7=Mechanical. Qb)- Max Horzl=82(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 10, 7 Max Gray All reactions 250 lb or less at joint(s) 1 except 1322(LC 33), 10=1564(LC 1), 7762(LC 1), 1137?(LC 35) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-391551, 3-21=014S7,4-21=0/549.4-22=-996f79.6-22--1050/63.5-6---1046131, I 6-23-1428/82, 7-23=-1473/66 801 CHORD 1027=01298,2728=0/298,928=0/298,929=0/298,8-29=o,298, 8-30=-35/1354, 7-30--3511354, 7-31=-241552 WEBS 4-8=-281974, 5-8=-323197.643---456196,4-10=-1157/55, 3-10=-336193,2-10=-4721126 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLS.Opsf; 6C0L6.Opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3.0.0 to 15-2-0, Exterior(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 00L1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed fbi a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. - This truss is designed In accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Uty Ply MAGNOLIA 1B G05 COMMON 3 - - - - ---- 1 Job Reference (optional) u., ru. .. Nun: 02410 S uec 0 2010 Print: 9240 S ON 0 2018 MiTek Induslites. Inc. Thu Oct 3 12:42:302019 Page 1 ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-PsNyb2zcR1xDM_JZNu7qNXhuUcoPdcEt7aTSxAyx5JN 7-3-4 i 12-0.0 16-8-12 20-11-8 • 26-11-0 7-3-4 4-8-12 4-8-12 4-2-12 5-11-8 Scale = 1:44.0 4x4 = 354 II 4x8 = axe ws= 4x8 = 5x6 = 3x8 II 7-3-4 I 1641-12 26-11.0 I g. 110-2.4 Plate Offsets (X.Y)— 11:0-3-0.0-1-81,16.0-0-0.0-2-11, f6:0-3-3ge]. 17:0-2-8.0-2-6L 50:0-2-0,04121 -- - LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (bc) b/dell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TIC 0.57 Vert(LL) -044 7-9 >533 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 7-13 2,331 180 BCLL 0.0 Rep Stress lncr YES Wa 0.92 llorz(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC2015ITPl2014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-4oc purlins, except SOT CHORD 2X4 OF NO.2 G end verticals. WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. OTHERS 2X4 OF StudfStd G ' Mifek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Right 2x4 OF StudlStd Installation guide. REACTIONS. (lb/size) 107010-3-8 (mm. 0-1-8), 9=151710.54 (mm. 0-I-10), 6=768/Mechanical Max Horz1060(LC 17) Max Up1ift10-50(LC 24). 9=-8(LC 8), 5=-20(LC 9) Max Gravl0=298(LC 31), 9=1517(LC 1), 5=768(LC 1) FORCES. (lb) - Max. Comp)Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=49/381, 2-14=471463,245--91M, 3-15=01427.3-16=-1016176,4-16=-1071l59, 4-S--1064)27.5-17=14"178,6-17=1489161 BOT CHORD 9-19=0/314,8-19=01314.8-20=0/314, 7-20=01314,7-21=-3111370, 6-21=-3111370, 6-22=-231557 WEBS 3-7=-32/974, 4-7=-328198, 5-7=456/96, 3-9=-1038154, 2-9=-477/132, 1-9=-493156 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL8.0psf, BCDL=6.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 6-3-12, lntedor(1) 6-3-12 to 15-2-0, Extenor(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.0p5f. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. LOAD CASE(S) Standard Job - Truss truss type Oty MAGNOLIA 18 606 COMMON 1 IFIY - Job Reference (optional) ..... .-...., ...,• .....,, .wn; o.qu S USC 0 LIJiD rISC; 044115 USC 0 SC1D MS iSIS Ifl0USIflS. Inc. IflU 001 5 1245:30 2019 sage 1 ID2Fl3c9vrccbrEMVfP7?S5SJz7f4q-PsNyb2zcR1xDM_JZNU7qNxJ1ticoopdcEl7aTSxAyx5JN 7-3-4 12.0-0 16-8-12 20-11-8 26-11-0 7.3-4 4.8-12 4-8-12 4-2-12 • 5-11-8 Scale = 1:43.9 40 = 3x6 II 4x8 = xb wb= 4x8 = 4x6 II 7-3-4 . 16-8-12 26-11-0 7-3-4 0.4.5 1flA Plate Offsets (X,Y)- r1:044.0 -1-8j, 16:0-0-5.0-7-151.18:041.3,0-0.81. (6:0-2-8.0-0-131. (7:0-2-8.0-2-01. [10:0-3-0.0-0-121 - - LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (bc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.44 7-9 >533 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 7-13 431 180 BCLL 0.0 • Rep Stress lncr YES WB 0.92 HorzCT) 0.03 6 nla n/a SCOL 10.0 Code lBC2015fTPI2014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- - BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StuctiStd G BOT CHORD OTHERS 2X4 OF Stud/Std G WEBS WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=70/044 (mm. 0-1-8). 9=1517/0-5-8 (mm. 0.1-10). 6=768/Mechanical Max Horz 10.60(LC 46) Max Upliftlo.451(LC 35), 9=-92(LC 28). 6-463(LC 30) Max Gravlo=507(LC 46), 91517(LC 1). 6=866(LC 47) FORCES. (Ib). Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-92911104. 2-14=.6741860, 2-15=-2871471, 3-15=-1321427, 3-16=-10161231, 4-16=-11651474;4-5=-14711763, 5-17=-180811 024, 6-17=.2107/1192, 1-10=-4441482 SOT CHORD 10-18=-286/316, 9-18=-€09/688, 9-19=-290/526, 8-19=0/314.8-20=0/314, 7-20=3761612.7-211=-711211564, 6-21=101411958,6-22=-3971740 WEBS 3-7-791974,4-7=-3261124.5-7=456/196,3-9z-10381163,2-9=.477/137, 1-9=-1179/908 Structural wood sheathing directly applied or 4-1-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0.00c bracing. I Row at midpt 1-9 MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL:t0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C.CExterior(2) 3-3-12 to 6.3-12, Interior(l) 6-3-12 to 15-2.0. Extenor(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 to 30-1-0 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 344 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1. and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord nonconcun-ent with any other live loads. This truss has been designed for a total drag load of 2200 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag I along bottom chord from 0-0-0 to 26-11-0 for 81.7 pIt. LOAD CASE(S) Standard Scale a 1:33.9 4.00 4x6 = 111 4x4= 4*8= 5x8 56 2x 1 Job Truss TrUSS Type Qty Ply MAGNOLIA 18 G07 COMMON 1 - —JobReference(optional) .,. ..,. rrn,. o-.v a a a,, ia rUnL eaqu a uec a auio (VII I Cil mUuVUIe5, IflC. (flu (.IcI 4 14.41 Zulu rage i ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-u3xKoO_ECK34_7ulxBe3wlE1v06vM5Y1MECOucyX5JM 4-11.8 9-8.4 • 13-11-0 19-104 4-11-8 4-8-12 • 4-2-12 5-11-8 0-2-l2 941-4 • 19-10-8 0.2.12 s.c_A 4flA Plate Offsets (X,Y)— 15:0.7.15.0.0.51. 15:0-0-8.0-0-31, 16:0-2-8.0-2-01. 17:0-1-8.0-1-121 -- - LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (los) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -053 6-7 >444 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.80 Vert(CT) .0.91 6-7 3-259 180 BCLL 0.0 Rep Stress lncr YES WB 0.79 llorz(CT) 0.03 5 nla nla BCDL 10_0 Code 16C201511P12014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G BOT CHORD WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (IbIsize) 7=90810-S-B (mm. 0-1-8). 5=908/Mechanical Max Horz7=-93(LC 10) Max Uplift7=-7(LC 9), 5=.24(LC 9) FORCES. (lb) - Max. CornpJMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 2.13=.1368181. 3-13=-1424165, 3-4=-1418133, 4-14=-1798185, 5-14=-1849169 SOT CHORD 7-15=01626, 15-16=01626. 16-17=01626,6-17=0I626, 6-18=-39/1704, 5-18=-3911704, 5.19=.251673 WEBS 2-6=-1911019. 3.6=-346196, 4-6=-455198, 2-7=-874162 Structural wood sheathing directly applied or 4-4-10 oc puilins, except end verticals. Rigid ceiling directly applied or 8-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer [installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL=8.opsr; BCDL=6.0psf, h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 1044 to 1344, Interior(l) 1344 to 15-2-0. Extenor(2) 15-2-0 to 18-2-0, Interior(1) 18-2-0 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL--1.60 This truss has been designed for a 10.0 psI bottom chord live load nonooncurrent with any other live loads. 4)' This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4.00111 5x8 = 456 Scale • 1:33.5 2x4 Il 40 = --- 4x8 = •-., II 5x6 = Truss TrUSS type Ply GNOLIA uty r1lok 18 G08 CAL HIP 1 Job Reference (optional) unuvc 41:41 4U1 rag 1 3-4-8 ID:1bJOp_sdczmZvFKMLnuz6QGW.u3xKoO_ECK347ulxBe3wlE?S060M8B1MEC0Ucy5JM 7-1-8 2-9-8 p.4-3, 6-6-8 6-13 13-4-11 19-10-8 2-9-8 0.6.11 3-20 O-o.s 6-3-3 I 6-5-13 2-9-8 7-1-8 • 14-9-6 19-104 2-9-8 4-4-0 7-7-14 5-1.2 Plate Offsets (X.Y)- 12:0-4-0.0-1-81,14:0-0-2.0-2-01, 15:0-0-8.0-0-31.15:0-7-15.0-0-5I. r7:0-2-0.04701 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.27 6-7 >866 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 BC 0.80 Veit(CT) -0.58 6-7 >420 180 BCLL 0.0 • Rep Stress lncr NO WS 0.62 Harz(CT) 0.06 5 We n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MSH Weight: 99 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD WEDGE Right 20 OF StudlStd -G REACTIONS. (lb/size) 10=1221/0-5.8 (mm. 04-8),6--1009/Mechanical Max KoIz10-100(LC 24) Max Upliftlo=-326(LC 21), 5=-586(LC 22) Max Gravl0l22l(LC 1), 51089(LC 39) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7261236.2-14r-12521177,14-15=-12441291, 15-16=-12441298, 3-16=-1235/495, 34--170411078,4-5--253611426,1-10--11871346 BOT CHORD 9-17=-2361293, 8-9=-188!711. 8.18=-2441711. 7-18=-4821938, 7-19=-620/1952, 649=-104311952,6-20=-99=186. S-20=-1132=370,5-21=4761859 WEBS 2-9=68871297, 2-7=-2551788. 4-7=-7631240. 1-9=-341/1146, 4-6=-3/385 Structural wood sheathing directly applied or 3-7-8oc purtins, except end verticals, and 0-04 oc purlins (4-10-6 max.): 2-3. Rigid ceiling directly applied or 5-1-2oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87niph; TCDL=6.opsf; BCDLS.opsf; h=20ft; Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 ps1 bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) fOr truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and stall panel points along the Bottom Chord, nonconcwrent with any other rive loads. This buss has been designed for a total drag load 011800 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-8 for 90.6 p11. Girder conies tie-in spans of 3-0-0 from front girder and 4-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlmn along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 39 lb up at 16-9-and 177 lb down and 39 lb up at 13-7.0 on top chord. The design/selection of such connection device(s) is the responsibility of otherr LOAD CASE(S) Standard 1) Dead • Roof Live (balanced): Lumber bncreasel .25. Plate lncrease=1.25 Continued on page 2 Job miss Iruss Type Qiy Ply MAGNOLIA 18 008 CALHIP 1 1 IJo-b - - -- ----------Reference (optional) - - - lD:1biÔdczrnLJ11vF-KMLn ö 1CJI LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-72, 2-14=-72, 3-16=-72, 3-5=-72, 1O-11=-20 Concentrated Loads (lb) Vert 14=150 16-150 Trapezoidal Loads (pif) Vert: 14--90-to-15=-126.15--126-to-16-90 I Job Truss Truss Type Qty Ply MAGNOUA lB G09 CAL HIP 1 - -JobReference(optional) .. .......- ... .••. ... null. 0.olva JC 0tw10 nun. O.L'tU 0 UC 0 CUIOIVIIIOKIUUUOUIOO. lW. IJIUW J l44tCUW rage 1 ID:1bJOp_sdczmZJTIvFKMLnuz8OGW-MFVIOk?szeCxbHTyUv9lSynCMQUD5dvAbuyZ03yx5JL 2-7-3 7-3-13 9-8-8 14.6-4 19-10-8 2-7-3 2-4-5 2-45 24.11 4-9.11 5-4-4 I 4.00F1 -2 Scale = 1:33.5 CuR II 3x10 = 3x4 = -•.. 4x4 41811 4-11-8 . 9-8-8 144-4 • 16-4-15 , 19-10-8 4.11_2 • • AQAI • I Plate Offbets(X,V)— 11:0- 8,Edgel, 14:0-3-12,0.0 81. I7:0-3-3,Edgel, f7 0-11,0-1-121, (9:0-1-12,0-1-81, (10:0-4-0,0-1-8I - - - LOADING (psi) SPACING- 2-0-0 CSI. OEFL in (bc) Well lid PLATES GRIP TCLL 200 Plate Grip DCL 115 TC 0.87 Vert(LL) -0.19 8-9 >999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.43 8-9 >547 180 ECU. 0.0 Rep Stress Incr NO WS 0.49 Horz(CT) 0.05 7 nla nla BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight 101 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4OFNo.2G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF SWd/Std -G REACTIONS. (lb/size) 12=100110.5-8 (mm. 0-14), 7--S43/Mechanical Max Horz12.86(LC 10) Max Uplift12=-88(LC 9), 7=-48(LC 9) BRACING-- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purfins, except end verticals, and 0-0-0 or. puffins (5-104 max.): 1-4. Except 5-10-0 cc bracing: 1-4 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 5 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or loss except when shown. - TOP CHORD 1-16=-10511266.16-17=-10511266,3-17=-10511265,3-18--10511266, 18-19=-10511266, 4-19=-10511268, 4-20=-1460!280, 6-20=-15531273, 6-21=-19551163, 7-21=-20101155, 1-12=-9541233 I BOT CHORD 10-=-211I1431, 9-23=-21111431, 9-24=-16711814, 8-24-16711814, 8-254-11511855, 7-25=-11511855, 7-26=421711 WEBS 1-10=-22911201, 3-10=41W1120,440=4961143, 4-9=01444, 6-9=.403175, 6.801360 NOTES- Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDL5.0psf DCDL=6.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone and C-C Extenor(2) 10-6-12 to 14-9-11, Interior(l) 14-9-11 to 19-94, Exterior(2) 17-6-5 to 21-9.4, Interior(l) 21-94 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber O0L1.60 plate grip D0L1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0p51 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (It between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. Graphical puffin representation does not depict the size or the orientation of the puffin along the top andlor bottom chord. I LOAD CASE(S) Standard I I Iruss Truss Type Qly Ply (MAGNOLIA 18 G10 CAL HIP 1 - - - Job Reference (optional) nun: D.qu5 usc e Zulu rnntecUSUeC exuluejlexlnausmes,inc. 1nuoct i1Z4Z:JNis Pace 1 0-9.8 lD:1bJOp_sdczmZJTlvFKMLnuz6QGW-qR34D40UkyKoOR182ogX?AJJ5qpqq1BKqVh6wyX5JX 9.8-8 0-9-3i 4-11-8 9-1-8 9-1-13 144-4 19-1041 0-941 4-2-0 4-2-0 0-6-5 4-9-11 5.4.4 n_n_c 4.001W 5x8 = 2x411 5x8 4-11.8 9-8-8 14-6-4 • 16-4.15 19-10-8 4-11-8 4-9-0 4-9-11 1-10-11 3-5-9 Design Problems REVIEW REQUIRED Plate Offsets (XV)— [1:0-4-8,Edgel. 13:0-4-0,0-1-81. (5:0-7-15.04341. (5:04-8,0.0-31. ,nsIuq warning - sasLe usn 17:0-1-12.0-1-81, (8:0-2-12.0-1-121. [10:0-2-0.0-1-81 LOADING(psi) SPACING. 2-04) CSI. DEFL.. in (lc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.2$ TC 0.93 Vert(LL) -0.21 6-7 .999 240 MT20 2201195 TCOI. 16.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.47 6-7 >507 180 BCLL 0.0 Rep Stress Incr NO WB 0.55 Ho,z(CT) 0.06 5 na na BCDL 10.0 Code 1BC2015ITP12014 Matrix-MSH Weight: 96 lb FT = 20% LUMBER- TOP CHORD 2X4 DP No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 20 OF StudlStd -G REACTIONS. (Ib1size) 10=13511(I-5-8 (mm. 0-1.8), 51055lMechanical Max Horzl0=-94(LC 6) Max upliftl0=-140(LC 5), 5=-63(LC 5) BRACING. TOP CHORD Structural wood sheathing directly applied or 4-0-I oc pu,lins. except end verticals, and 0-0-0 oc purtins (4-10-14 max.): 1-3. Except- 4-11 -0 cc bracing: 1-3 GOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. [!T—ek recommends that Stabilizers and required cross bracing be talled during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Compf Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=.1374/155, 2-14=-13741155, 2-15=-13741155, 3-15=-13741155, 3-4=-18741168, 4-5-22911128, 1-10=-13031165 BOT CHORD 8-17=4311733. 7-17-8311733, 7-18-14912111, 6-18=-14912111, 6-19=-8612122, 5-19=-8612122.5-20=-461800 WEBS 1-8=-153/1604, 2-8-6251141, 3.6=-496141. 3-7=01436,4.7=-398f76,4.6---8/344 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=80p5f BCOL=8.0psf; h=20ft Cat II; Exp B; Enclosed; MWFRS (envelope) interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip DOLI.60 Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. ThIs buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along Bottom Chord, flonconcurrent with any other live loads. Girder carries tie-in spans of 3.0-0 from front girder and 4-0-0 from back girder. Graphical puilin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 33 lb up at and 172 lb down and 33 lb up at 11-0-0 on top chord. The designlselection of such connection device(s) is the responsibility of I LOAD CASE(S) Standard Continued on page 2 Scale = 1:33.4 Job MAGNOLIA 18 LOAD CASE(S) Standai 1) Dead + Root Live (bal Uniform Loads (pit) Veit 1-14-7 Concentrated Loads ( Vert: 14-150 Trapezoidal Loads (p11 Veit 14-904 Job Truss Truss lype Gil U" Ply MAGNOUA IS I AI HIP 1 . - - - - Job Reference (optional) ... . ,w1: e.4U s uec 0 J10 mm: e..0 s uec U min raex Inaustnes. mc. mu u a x:4:aa u1s mace i ID:1bJOp_sdczinLJTlvFKMLnuz6OGW-qR34D40UkyKoOR182cgX?AIOaqrCq4tKqyh6wyX5JK 6-5-2 10-1-13 . 12.8-8 • 19-10-8 6-5-2 3-8-11 • 2-6-11 • 1-2-0 I Scale = 1:33.3 454 = 454 = 4x8 II 6-5-2 1248-8 19-10-8 6.5.2 1 I 7.11 Plate Offsets (X,V)- 120-2-8.0-1-8, [5'0-0-O,0-1-51, 15:0-3-3,Edge), (9:0-1-12.0-2-01 - - LOADING(psl) SPACING. 2-0-0 CSI. DEFL in (bc) Ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.58 Veit(LL) -0.19 6-7 '999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.62 Veit(CT) -0.39 6-7 1603 180 BCLI. 0.0 Rep Stress lncr NO WB 0.48 Horz(CT) 0.06 5 n/a n/a SCOL 10.0 Code I8C20151TPl2014 Matiix-MSH Weight: 88 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2*4 OF StudlStd .G REACTIONS. (lb/size) 9=943/0-5-8 (mm. 0-1-8), 5--M/Mechanical Max Horz9=-95(LC 8) Max Upl199.54(LC 9). 5.48(LC 9) BRACING- TOP CHORD Sbuctural wood sheathing directly applied or 4-2-13 cc pwlins, except end verticals, and 0-0-0cc pultins (4-3.5 max.): 1-3. Except: 4-3.00c bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. ComplMax. Ten. - Al lbrces 250 (lb) or less except when shown. TOP CHORD 2-14=-18131489, 14-15=-18091490, 3-15=1809/490, 3-16=-18441407, 16-17=-19071401, 5-17=-19721391 BOT CHORD 9-18=-18811728, 8-18=.18811728, 7-8--.18811728, 7-19=-18811728, 6.19=-188/1728, 6-20=-347/1809, 5-20=-347lI809, 5-21=-1101718 WEBS 2-9=-18051325, 2-7=01380, 24--1721274.34=0257 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=8.opst BCDL-8.0psf; h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and CC Exterior(2) 10.44 to 13-44, Interior(1) 1344 to 22-11-0, Exterior(2) 20-4-5 to 24-74, Interior(l) 24-7-4 to 30-1 -0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcwrent with any other live loads. This buss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3.6.0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections, This buss Is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purtin along the top andlor bottom chord. LOAD CASE(S) Standard Job truss Truss Type MAGN0L1B - - - G12 - Fly 1"'y 2 jReference(ponal) .... , I1 1; ogU 5 USC 0 U1D rISK S.L'U S USC C LU1C ta'90011851Z ex II1au5UIes. InC. mU U 3 14i3 xuia raqe 1 ID:lbJOp_sdczmMLnuz6QGW.qR34D40UkyKoDR182cgX?AiLOqpbq?YKqYh6WyX5JK -2-24 8-5-2 12-1-13 12-8-8 19-10.8 2-2-8 6-5-2 5-8-11 0.8-11 7-2-0 Scale = 1:33.2 3x4 U 4x8 = 4x6 4.00112 454 = 44 = U 3x4 = 5x8 = 6-5-2 12-8.8 19-10-8 66-2 S..-G I 7.7-fl Plate Offsets (XX)- (2:0-3-0.0-1-81, [3:0-2-12.0-2-01.14:0-04.0-0-31. 14:0-7-15,0-0-51, 18:0-1-12.0-2-01 LOADING (PSI) SPACING. 24-0 CSI. DEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 IC 0.78 Veit(LL) -0.16 5-6 s999 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.73 Veit(CT) -0.42 5-6 '667 180 BCLL 0.0 Rep Stress mc, NO WS 0.82 Horz(CT) 0.09 4 Na n/a BCDL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 166 lb FT = 20% LUMBER- . BRACING- TOP CHORD 2X4OFNo.20 TOPCIIORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stull/Std G WEDGE BOT CHORO Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 8=288610-5-8 (mm. 0-1-9), 419ThMechanical Max Horz8=.76(LC 6) Max Uplift8=-245(LC 5), 4-"LC 5) Max Grav8=2910(LC M. 4=1977(LC 1) FORCES. (lb) - Max. CorepJMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 24=.42541250, 3-4=45551250, 1-8=-1156/234 BOT CHORD 8.13=.18114188, 7-13=481/4188, 7-14=-18114188, 6-14=-18114188, 6-15=-181l4188, 15-16=18114188, S-16--181/4188,5-17=18614243,4-17=-18614243,4-1"7/1680 WEBS 2-8=-43341236.2-6=01576, 2-5=-1521276. 3-5=0/385 Structural wood sheathing directly applied or 5-10-9cc purtins, except end verticals, and 0-0-0cc purlins (5-3-13 max.): 1-3. Except 544 cc bracing: 1-3 Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- 1)2-ply buss to be connected together with lOd (0.1311*4) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 -1 row at 0-9.0 cc. Webs connected as follows: 20 - I row at 0-9-0 or. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=8.opst 8C0L6.Opsf, h208 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed. end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. This buss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6411 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20%, has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/TPl 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points alor Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 8-0.0 end setback. Graphical purtin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 717 lb down and 136 lb Ups and 717 lb down and 136 lb up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of ILOAD CASE(S) Standard Continued on page 2 Job Truss TruSS Type aty Ply G12 MAGNOLIA 15 -- - CAl. HIP 1 £ Job Reference(optional) LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate lncrease1.25 Uniform Loads (pif) Vert: 1-3-172, 34=-72, 8-9-48(F-28) Concentrated Loads (lb) Vert 1624 3-624 I I I i I Job Truss Truss Type uty Ply MAGNOLIA lB KOS COMMON 1 - - - Job Reference (optional) i..einunsa I ,usrrnme LW.. rams, L.A. vzatu Nun: U.xau $ uec 0 xuie Film: 0.Z40 S vec 0 zuis IeTeX lflcuaales, IflC. Thu Uci 5 12.42:34 2019 Fag. 1 ID:ZFI3c9vxxbrEMVlP7?S5SJz7f4q-IedTQQ17VFSfrbcKcJBmYNsYrE9DZXTT2CRg4xyX5JJ 6-10-9 . 11-6-4 , 14-2-0 16-9-12 21-5-7 28.4-0 6.10-9 4-7-11 2-7-12 2-7-12 4-7-11 l 6-10-9 Scale = 1:46.8 354 = 7 4x6 = 2x4 Il 4x4 = 4x6 =4x4 = 2x4 II 4x6 5-6-14 . 11-6-4 ll8O 16-8-0 16-9-12 22-9-2 284-0 5-6-14 5-11-6 0-112 5-0-0 0-112 5-11-6 5-6-14 Plate Offsets (X.Y)- '1:0-0-0,0-1-11, (310-2.0,0-1-81, (410-2-O.Edgel, (5:0-2-0.0-1-81. (7:0-0-0.0-1-1! LOADING(psf) SPACING- 2-0-0 CSl. DEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.67 Vert(LL) -0.34 8-9 '988 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 11-12 '443 180 BCLL 0.0 Rep Stress lncr NO WS 0.46 Horz(CT) 0.17 7 nla na BCDL 10.0 Code I8C2015ITP12014 Matrix-MSN Weight: 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G Except' 82: 2X6 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lblsize) 1=1353/044 (mm 0-1-8).7=11353M-3-8 (mini 0-1-8) Max I-lorzl=55(LC 35) Max Uplift1-227(LC 27). 7-227(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 74-14 oc bracing. WEBS I Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=4192/588. 2-19-3110/444, 2-20=-2571l333, 3-20=-24651151. 3-4=-3181163, 4-5=.3181168.5-21=-24651152,6-21=-25711342.6-22=-3110143S, 7-22=-31921581 601 CHORD 1-23=-35/2950, 23-24=-68012950, 12-24=-680/2950, 12-25=.69712909.11-2S=.69712909, 10-11 -561I2383 , 9-10=-56112383, 9-26=-582r2909, 8-26=-58212909. 8-27=-542f2950, 7-27---54212950 WEBS .6-9=7261172.2-11=.7261165, 5-901504, 3-1101504, 3-5=-2111/7, 2-12=01381, 6-80/381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL6.0psf BCDLS.opsf; h=20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0. Interior(l) 3-0-0 to 14-2-0, Extenor(2) 14-2-0 to 17-2-0, lntenor(1) 17-2-0 to 284-0 zone; cantilever left and right exposed ; ejid vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed fbi a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag toad of 1200 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0.0 to 2-0-0 for 600.0 plf. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 114-0. a 50 lb down and 4 lb up at 16-8.0 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (plf) Veil: 11-4=42,44=72,113-16-20 Continued on page 2 Job Truss Truss Type Qty Pty MAGNOLIA is _J0 lJob 6 Reference optional) nw, es,va ,Jv,i u.nq rn,,, O.L'tU IJC CLV IC mJ,CJt IIIUUCIflfl, Ins. mu mjn ,J 1L;'C;L dU OUCd ID:ZFl3c9vxxbrEMV1P7?S5SJZ7(4q-IedTQa11VFSfrbcKcJBmYNsYrE9DZxTT2cRgn,4xyX5JJ LOAD CASE(S) Standard I Concehbated Loads (lb) Vert: 9-156 11-5O I I I ~ 1, I ~ i . b TrUSS Truss Type uty Ply GNOUA 16 [MA HO? COMMON 4 —IJobReference(optional) ., • .,.• . ,, ,un; O.0 5 usc o SU1S rnn s.iu 9 L,V U dulU ml u use insuarnea, Inc. mU tiC! J 1Z4LJ4 dU1 39 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-ledrQollVFsftbcgcjBmyNsyrEgDzxrT2cRg4xyx5JJ 6-10-9 11-6-4 14-2-0 16-9-12 21-5-7 . 28-4-0 6-10-9 4-7-11 2-7-12 2-7-12 4-7-11 • 6-10-9 Scale = 1:48.8 3x4 = In 4*6 = 2*4 II 4*4 =4XI3 = 4x4 = U 4*6 = 5.6-14 . 11-6.4 lit" 16-" 16-9-12 22-9-2 • 28-4-C 5-6-14 • 5.11-8 0-1112 5.041 041-112 5.11.4 5.4.14 Plate Offsets (XX)-. fl:O-O-0,0-1-1J, 13:0-2-004-81. 140-2-fl,Edgel, I50.2-0.0-1-81, 170-0-0.0-1-1I LOADING(pst) SPACING. 2-0-0 CSI. DEFL in (lc) 1/defl Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 TC 0.67 Veit(LL) .0.34 8-9 '508 240 MT20 2201195 TCOL 16.0 Lumber DOL 125 SC 076 Veil(CT) -0.77 11-12 '443 180 BCLL 0.0 * Rep Stress Inor NO W8 0.46 Horz(CT) Oil 7 n/a ohs SCOL 10.0 Code 18C20151TP12014 Matsix-MSH Weight 127 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G 'Except 82: 2X6 DF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (Ibisrze) 1=135310-5.8 (mm. 0-1-8),7=135310-3-8 (mm. 0-1-8) Max Holzl=55(LC 12) Max Uplift1.19(LC 8). 7-19(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 cc purlins. SOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompfMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-3192i25 219=.3110140, 2-20=-2571135, 3-20=-2465/36, 34=-318159, 4-5--318159, 5.212465/36, 6-21=-2571135. 6-fl=-3110140, 7-22=-3192125 SOT CHORD 1-23=-35!2950, 12-23=-32950, 12-24=4312909, 11-24=.6312909, 10-11=012383. 9-10=0/2383, 9-25=-22/2909, 8-25=-2212909, 8-26=0/2950,7-26=012950 WEBS 6-9=-7261127, 2-11=-7261127, 5-9=0!504,3-11=0/504, 3-8=-211117, 2.12=01381. 6-8=01381 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL5.0psf, BCOL6.0ps1 IF201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0.0 to 3.0.0, Interior(l) 3-0-0 to 14-2-0. Extenoc(2) 14-2-0 to 17-2-0. Interior(l) 17-2-0 to 284-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber OOL=1.€0 plate grip DOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load non0000urrent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. ' 7) This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 11-8-0, and 50 lb down and 4 lb up at 16.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnorease=125, Plate lncrease=1.25 Uniform Loads (p11) Vert W-72,44=42,13-16-20 L Concentrated Loads (lb) Veil: 8=-60 11=-50 I.- (truss truss type uty NOLIA 18 L h08 COMMON 3 P=Job - noe(optional) null. 0.4'tl0 ua U 411,0 l,l,L 0.011101105 041110 IVIIIWI UIIUUUWCO, WV. lI1U'JVI 13 IAAA-.42 410 rage i lDiFl3c9vxxb!EMVfP7?S5SJz7f4q-mqBreI1IGZaWSIBxA1j?4bPlBdugloNcHsA0doyX5Jl 7-10-12 & 14-2-0 20-5-4 28.4-0 710-12 6-3-4 6-3-4 I 7-10-12 Scale = 1:45.1 W = 600 MT18HS WS= 40 = 6x6 6*6= I 9-5-12 18-104 28-4.0 I A O41 Plate Offsets (X.V)- I1 0-2.0-0-111, I1:0-1-0.0-2-131, [4:0-0-0,0-0-0].17:0-2-0,0-0- II. (7:0-1-0.0-2-131, 18:0-0-8,0-2-01, 1100-0-0,0-2-0I -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lc) Udell L/d PLATES GRIP TCLL 20.0 Plate C-np 001. 1.25 TC 0.57 Vert(LL) -0.52 8-10 2,641 240 MT20 2201195 TCDL 16.0 LuinberDOL 1.25 Sc 0.81 Vert(CT) -1.04 8-10 >323 180 MT18HS 2201195 BCLL 0.0 Rep Stress Inor YES WS 0.35 Harz(CT) 0.13 7 nla nla BCDL 10.0 Code IBC20I5ITPI2014 - Matrix-MSH Weight: 111 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-9cc pullins. 801 CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS 2X4 OF StudiStd G MITeN recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during buss erection, in accordance with Stabilizer SLIDER Left 2x4 OF StudlStd -G 1-1144, Right 2*4 OF StudlStd -G 1-11-14 Installation guide. REACTIONS. (lb/size) 1=128610-5-8 (mm. 0-1-8),7=128610-3-8 (mm. 0-1-8) Max Horz 1-56(LC 13) Max Upliftl-17(LC 8), 7-17(LC 9) FORCES. (Ib) - Max. ConipJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-169510, 2-19=-2831/36, 3-19=.2772153, 3-20=-2601138, 4-20=-2524150, 4-21-2543151, 5-21=-2622139, S-22=-2798f54,6-22=2828136.6-7=180810 BOT CHORD 1-23-4112629.1-24=-4112629.10-24=-4112629, 9-10=011840,6-9411840, 8-25---0/2654, 7-25=-012654, 7-204-0/2854 WEBS 4-04-111864, 5-8=-4951132,4-10=-111841, 3-10=484/132 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0rnph (3-second gust) Vasd=87mph; TCDL=6.0psf BCOL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-2-12 to 3-2-12. Intenor(1) 3-2-12 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 28-24 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 AU plates are MTIO plates unless otherwise indicated. This buss has been deigned for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. LOAD CASE(S) Standard [JOb miSS Truss Type Oty ly MAGNOUA1B H09 COMMON 1 IJobReference(optional) ---w u,Q rnflI o.&u ie o uio iiee Ingu5we5, inc. u flu uc i 1x:q:3a [UW rage i ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-E0lDr52N0tiN4vmfllcEEdoxw31sz1Rtmwvwngqyx5JH 7-10-12 14.2-0 20-5-4 28-4-0 7-10-12 ' 6-3-4 6-3.4 7-10-12 Scale = 1:45.1 44 U 40 414 3x8 2223 8 7 6 318 See WB= 9-5-12 • 18-10-4 • 28-4-0 W 11 4-5-12 94-P • 4-c-I, - Plate Offsets (X,V- 11:0-2-3.0-1-81. [2:0-1-12.0-2-01, (3:0-0-0.0411-01. (4:0-1-12,0-2-01. [5:0-2-3.0-1-81 - - LOAOIPIG(psf) SPACING- 2-0-0 CSI. OEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.56 Vert(LL) -0.43 6-8 '261 240 MT20 220/195 ICOL 16.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.56 6-15 '199 180 BCLL 0.0 1 Rep Stress lncr YES WS 0.46 Harz(CT) 0.03 1 nla n/a BCOL 10.0 Code 1BC2015/TP12014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-7oc purtins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 Os bracing. WEBS 2X4 OF Stud/Std G Muck recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 OF Stud/Std -G 7-10-12, Right 2x4 OF Stud/Std -G 7-10-12 Installation guide. REACTIONS. All bearings 13-104 except at--length) 10-5-8,5=0-3-8. (lb) - Max Horz 1-73(LC 38) Max Uplift All uplift 100 lb or less at joint(s) except 1-179(LC 27), 5=-156(L.0 30), 6=-303(LC 30), 5=-278(LC 27) Max Gray All reactions 250 lb or less at joint(s) except 1480(LC 60), 5=475(LC 65), 5=903(LC 1), 8=862(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.17=.12531223,2-17=-1239/224.3-18=-257/293, 3-19-3201380, 4-20-1252/253, 5-20=-12651212 SOT CHORD 1-21=-502!648, 1-22=-502/648, 22-23=-502!648, 8-23=-347/612, 7-8=-231/388, 6-7=4481770, 6-24=-377/533, 5-24=-3771533, 5-25-3771533 WEBS 3-6=-5551436, 4-64-572/143, 3-8=-4841405, 2-8=-567/148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL480psf, BCDL-6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 14-2-0, Exteiior(2) 14-2-0 to 17-2-0, lnteno41) 17-2-0 to 28-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0pslon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip DOL--(1.33) Connect truss to resist drag loads along bottom chord from 5-0-0 to 18-10-8 for 100.9 p11. 4.00112 5x8 = 5x8 = 20 II i t 456 = 2*4 I! 5512 = 5*8 = 2x4 II C'4 Job Truss Truss Type uty Ply MAGNOLIA IS CALHIP 1 1IJHII -JJobReference(optional) '.. rcun: aeu S uec b ZU1n 'nnI: 524U a usc e 2018 MITeR Indussies, Inc. Thu Oct 3 12:42:35 2019 Page I ID:ZFl3c9vxxbrEMvtP7?s5SJz7f4q-EolOr52NotiN4vmjjIcEEdoxrv1qc31MRmwvwn9qyx5JH 8-7-0 204-0 80-0 8.6-l1 14-2-0 19-9-0 19-5 • 21-10-0 8-0-0 0-8-11 5-7-0 5-7-0 61-5 1-6-0 0411-5 04-11 Scale = 1:38.5 8-0.0 14-2-0 • 20-4-0 • 21-10-0 8-0-0 6-2-0 • 8-2.0 1.5.0 Plate Offsets (XV)- 04-0,0-1-81, 14:044.0-1-81 15:0-2 '.0-1-12l. 18:0-4-4.0-3-01 - - - - - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 115 IC 0.89 Vert(LL) -0.24 9-12 p999 240 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 BC 0.79 Vert(CT) -0.52 9-12 3,50S 180 BCLI. 0.0 Rep Stress lncr NO WB 0.81 Horz(CT) -0.07 1 n/a n/a BCDL 10.0 Code IBC2015iTP12014 Matrix-MSH Weight: 95 lb FT = 209/6 LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G Except TOP CHORD Structural wood sheathing directly applied, except end verticals, and Ti: 2X4 OF No.1&Btr G 0-0.0 cc purlins (2-11-12 max.): 2-4. Except: BOT CHORD 2X4 OF No.2 G 3.0-0 cc bracing: 2-4 WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. [MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1191/0-3-8 (mm. 0-1-8),6=139910-M (mm. 0.1-8) Max Hoiz6=67(LC 7) Max Uplift1-102(LC 4), 6-153(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-747/95, 2-13=-25711310, 13-14=-25711310, 3-14-25711310, 3-15=-2624/324, 15-16-2624!324. 4-16-26241324, 1-2=-2770/290, 5.6=-1423/134 BOT CHORD 1-17=-224/2561, 9-17=22412561,9-18--22812553,8-18--22812553.8-19=361802, 7-19=-381802 WEBS 4-7=-11771205, 4.8=-234/1998, 3-8=-7271180, 2-8=-163/25$, 2-9--0/370,5-7=-14811487 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=6.0psf BCDL=60ps1; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)'This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6411 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. Girder carries tie-in spans of 4-0.0 from front girder and 2-0.0 from back girder. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 19-9-0, and 162 lb down and 37 lb up at 8-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pIt) Vert: 4-5=-68,2-14=-102,14-15=-102(F=-34).4-15=-102,1-2=-68.6-10=-20 Continued on page 2 Job miss Truss Type Uty Ply MAGNOLIA IS Hil CAI.HIP I - Job Reference (optional) - Pu ,fluuau,n• I,.. P PHI ¼Ia •Cj.L..,o lD2Fl3c9vobrEMVfP7?S5SJz7f4q-EOlDr52NOtiN4vmjjkEEdoxIv1qG1MR1nvvvwngqyX5jH LOAD CASE(S) Standard I Concentrated Loads (lb) Vert: 13-13516=-136 I Job Iruss 1TrUSS Type uty Ply MAGNOUA IS H12 CM. HIP 1 I Job Reference (optional) ...., ...,... wu Nun: O.xqu S USC 02010 Mill: 0240 spec c zuia Miles Indusales. Inc. Thu Oct 3 12:42:37 2019 Page 1 ID:ZF13c9vxxbrEMvfP7?S5SJz7f4q4DJb3R3?nAqDi2LvHsff9ou?_RMmsHvk9fIthGyx5JG 10-6.11 • 14-2-0 17-9.5 204-0 21-10-0 8-0-0 2-6-11 3-7-5 • 3-7-5 2-6-11 1-6-0 Scale = 1:36.5 4.00111 3A = 20 If 5x10 = 5X6 = 4 It 8-0-0 14-2.0 20-4-0 , 21-10.0 841-0 6-2.0 • 6.2-0 i.e-fl I Plate Offsets (XY)— L1:0 -0-00-O-91, 12:0-4-0.0-1-8). (5:0-3-12.0-0-81. 110:0-34.0-3-01 - - - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) I1defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.94 Veit(LL) -0.25 11-14 '999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vest(CT) -0.50 11-14 3,517 180 BCLI. 0.0 Rep Stress lncr NO WS 0.58 Horz(CT) .0.05 1 n/a n/a SCDL 10.0 Code I8C2015lTP12014 Matrix-MSH Weight: 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc pudins. except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc purlins (4-1-9 max.): 2-5. Except WEBS 2X4DFStud/StdG 4-2-0 cc bracing: 2-5 801 CHORD Rigid ceiling directly applied or 10-0-ooc bracing. Except 6-0.0cc bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ibisize) 1=10011044 (mm. 0-1.8), 941042/0-3-8 (mm. 0-1-8) Max Hosz9470(LC 9) Max Upliftl=-61(LC 8), 94-108(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 5-7=-5791133, 2-15=-19181408. 15-194-1918/408, 4-16=-1918/408, 4-17=-1949/417, 17-194-1949/417, 5-18=-1949/417, 1-194-22281409, 19-20=-21491427, 2-20=-20851434, 7-8=-10691190 SOT CHORD 1-21=-359051, 11-21=-369/2051, 11-22=-37512043, 10-22=-375/2043. 10-23=-2051840. 9-23=-2051640 WEBS S-9=-926/418, 5-10=-27711431, 4-194-425/120, 2-10=-2851141, 2-11=0/381, 7-9=-38511202 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL=6.0psf BCDL=6.opsf; h=208 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0.0, Interior(l) 3-0-0 to 10-6-11. Exterior(2) 8-1-12 to 12-4-11, Interior(l) 12-4-11 to 20-2-4, Exterior(2) 17-9-S to 2144 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces S MWFRS for reactions shown; Lumber DOL1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconculTent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.04 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/a has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 81 This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 3118 = 2x4 II 4x6 4.00(j 5x8 = 4-7-0 10-11-8 17-4-8 2140-0 J 1 Job Truss truss Type Qty Ply MAGNOLIA IS JH13 CAL HIP 1 - -Job Reference(oplional) u1ornn1;o.qu9uev ou1eMuueKlneu5mex,unc. IflUUCT ii JfU1S P8981 ID:ZFl3c9VxxbrEMVIP7?S5SJz7f4q.iWb3R3?nAqDi2LvHSrrgoU_DRBvmSZVI(gf)csiGyX5JG 11-6-8 17-4-8 6-2-11 10.11-8 1144 16-96 16-9-13, 21.10-0 6-2-11 4-8-12 0-6-11 5-3.0 0-6-5 ' 4-5-8 0-0-5 0-6-11 Scale = 1:36.5 Plate Offsets (XX)- rl:O-0-0.0-0-9J. 13:0-2-8,0-2-0), [4:0-4-0.0-1-81, (7:0-l.12.0.2.(11 [9:0-2-8.0-2-01 - - - - - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 099 Vert(LL) -021 9-10 999 240 MT20 220/195 TCOL 14.0 LumbCrDOL 115 BC 0.70 Vert(CT) -0.46 940 3555 180 BCLL 0.0 • Rep Stress mc, NO WB 060 hoiz(CT) -007 1 n/a n/a BCDL 10.0 Code lBC2015ITPI2014 Matrix-MSH Weight: 100 lb FT 20% LUMBER. BRACING. TOP CHORD 2X4 OF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins, except 12: 2X4 OF No.18Btr G end verticals, and 0-0-0 cc pudins (241-1 max.): 3-4. Except: SOT CHORD 2X4 OF No2 G 2-8-Coo bracing: 34 WEBS 2X4 OF StudhStd G SOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1123/0-3-8 (mm. 0-1-8),6--1270/0-3-8 (min. 0-1-8) Max Horz659(LC 7) Max Uplift1.79(LC 4), 6.105(LC 5) FORCES. (Ib) - Max. CompJMax. Ten.. AN forces 250 (lb) or less except when shown. TOP CHORD 4-5=-14081157, 3.14=-1890!219, 14-15=-1897/220, 15-16=.18981219, 16-17=.19021219, 4-17=.19051219, 1-2=-2599/189, 2-3=-20451219, 5-6=-12321122 SOT CHORD 1-18=-.13912398, 10-18=-13912398, 10-19=-19612347,9-19=-18612347.8-9=-7811341, 7-8=-78/1341 WEBS 4-7=-816/134, 4-9=-621692, 2-9=-501/85, 5-7=-13311481, 2-10=0/379 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf BCOLS.opsf; h20ft; Cat. II; Cxp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL.=1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss his been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, ñonconcurrent with any other live loads. - Girder carries tie-in spansof 4-0-0 from frOnt girder and2-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 16-94, and 162 lb down —0117 lb up at 11-6-8 on top chord. The M-1-1; -# of such connection device(s) is the responsibility of others In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13). LOAD CASE(S) Standard 1) Dead • Roof Live (balanced): Lumber lncrease=1.25. Plate Increase1.25 Uniform Loads (pif) Vert: 4-5-68, 3-15=102,15-16-102(F=-34),4-16=-102.1-3=-68, 6-11-20 Continued on page 2 I Job Truss TrUSS Type Uly Ply MAGNOLIA 18 1113 CAL HIP I lJob'Reference (optional) LOAD CASE(S) Standard I Concentrated Loads (lb) Vert: 14-136 17-136 I H I 11J (•1 c.1 a Job Truss Qty Ply MAGNOLIA 18 H14 Truss T I ype COMMON 1 I T - Job -Reference(optional) O.GU 5 U U LUIS rnni D.4II 5 USC C £IflD lilJIS5 Ifl5U5lfle5. Inc. mu Uci J 13U 51W rage 1 ID:ZFI3brEMVfP7?S5SJz7f4q-APszGn4dYUy4JCw6r9GiiD1ElrS?VIl3zpptDiyX5JF 6-9-9 11-6-4 14-2-0 16-9-12 21-6-2 2110-0 6-9-9 4-8-11 2-7-12 2-7-12 4-8-6 04-14 Scale = 1:35.7 3x4 = 4.00112. 4x6 20 6.2-3 1144 1140 1640 16412 2142 21,10.0 5.2-3 6-4-1 n.l.i 51 fl. 1J12 4.6.6 Plate Offsets (X.Y)- 0-0-2.0-1-81, 14:0-2-0.Edpel. 16:0-2-00-1-121.18:0-1-12.0-1-12! 110:0-1-12.0-1421 - LOADING(psf) SPACING- 2-3-12 CSI. DEFL in (los) IIdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Veit(LL) -0.21 10-11 >999 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.72 10-11 >360 180 BCLL 0.0 Rep Stress Incr NO INS 0.68 Horz(CT) .0.03 1 nla n/a BCDL 10.0 Code l3C2015ITPl2014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 2-0-0 cc purlins (3-4-I1 max.), except end verticals SOT CHORD 20 OF No2 G Excepr (Switched from sheeted: Spacing > 2-0-0). 63: 2X6 OF No.2G. 81: 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 or. bracing. Except WEBS 2X4 OF Stud!Std G 6-0-0cc bracing: 7-8. REACTIONS. (lb/size) 1=118610-3-8 (mm. 0-1-8), 7=1219/0-3-8 (min. 0-1-8) Max Horz770(LC 16) Max Upllftl=-28(LC 8). 7=-2(LC 9) FORCES. (Ib) - Max. ConipiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-318149, 5-IS--1462154.15-16--1474152, 6-16=4590141,147=4877146. 2-17-2800162. 2-18=-1631/49. 3-18=-1516/50. 3-4-256155. 6-7-1329154 BOTCHORD 1-19=0/1100. 1-20=-6!2657 11-20=-612857, 11-21-412399,10-21=41/2399. 9-10=0/1468.8-9=0/1485 WEBS 2-10=-10851130. 3-10=0/316, 3-5=1232/40, 6-8=-811624. 2-11=0/821 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL6.0psl BCOL=6.0p5f, h'20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 34-0, Interior(l) 3.0-0 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 2144 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL:--11.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss Is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/WI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the ptalin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 4 lb up at 11-8-0, and 51 lb down and 4 lb up at 16-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate lncrease1.25 Uniform Loads (pIt) Veit 4-8=-83. 14=-83.7-12=23 Concentrated Loads (lb) Vert 10=-SO 8=-SO Job Truss truss Type Uty Ply MAGNOLIA lB H15 COMMON 1 Job Reference (optional) --... -...-. -.. rn,. i.246 a Dicc 0 LUlO rrinn oj.'nu 5 uec 0 LU1D Mileil In5U5U1e5, inc. IflU UCT j 1:4x:ss xuis Iage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-APszGn4dyuy4Jcw6rgGiiD1AgrmvJp3zpptojyx5JF 6-10-9 . 11.641 . 14-2.0 16.8-12 214.2 21r10-O 6-10-9 • 4-7-11 2.7-12 2-7-12 4.8-6 0-'3-14 Scale = 1:35.9 3x4 = 4.00112 4x6= 2x4 II 5-6-14 • 11-6-4 11,8-0 16.6-0 16--12 21-6-2 2140.0 I • IL4_4 Plate Offsets (X.Y)- 11:0-0-0.0-0-91, 12:0-0-2.0-1-121. 14:02 0,Edge1. 160-1-12,0-1-2L 18:0-1-12,0-2-01.110:0-1-12.0-2-01 - - - - LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (Icc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.37 10-11 699 240 M120 220/195 TCOL 16.0 Lumbar DOL 1.25 BC 0.95 Vert(CT) -1.23 10-11 p212 180 BCLL 0.0 Rep Stress Incr NO WS 0.59 Horz(CT) .0.04 1 nla n/a BCDL 10.0 Code lBC20151TP12014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G 'Except' TOP CHORO Structural wood sheathing directly applied or 2-11-15 oc purina, except TI: 2X4 OF No.2 G end verticals. SOT CHORD 2X4 OF No.1&8tr G*Except! 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except 62:2X6 DF No.2 G 6-0.0 oc bracing: 7-8. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=1032/0.3-8 (mm. 0-1-8).7=1063&3-8 (miii. 0-1.8) Installation guide. Max Morz780(LC 16) Max Upliftl=-24(LC 8), 7=-2(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-295/45, S-16--1244147,15-16--125S(46.6-16=1343134,1-17-2374138, 2-17=-2240152.2-18--1429144,3-18=-1331146,6-7=1123150 BOT CHORD 1-19=-6/2181. 11-19=.612181, 11-204-35/2067, 10-20=-35!2067, 9-10=0/1267. 8-9=011267 WEBS 2-10=-9481112,3-1"431,3-5=-1074134.6-8=1211446,2-11=0/473 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuhb'llOmph (3-second gust) Vasd87mph; TCDL6.opsf; BCDL6.Opsf; tw20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-2.0, Exterior(2) 14-2-0 to 17-2-0. Interior(l) 17-2-0 to 21-8-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L160 plate grip DOL--1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 4 lb up at 11.8-0, and 51 lb down and 4 lb up at 16.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I 1) Dead Roof Live (balanced): Lumber Increase--1.25. Plate lncrease=1.25 Uniform Loads (p11) Vert: 4-6=42,11-0-72,742=-20 Concentrated Loads (lb) Vert 10=-SO 8=-50 I Job Truss Truss Type uty I MAGNOLIA 18 H16 COMMON - - - 1 Fly JobReference(opional) - fl.,. ,.• ,. flu,,. Ca,, ijc, CLub rHo,. o.cquu ye U LUIC CUICS InCMUU1C5, InC. •OUIJCI 4 I4UC.)U eu,, rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q-fbQMU74FJo4xxMvIPtrlxERZS9FpFEm7CCT8RmgyX5jE 44-15 • 8-1-8 . 14-2-0 18-11-4 22-9-2 28-4-0 4-4-15 • 3-8-9 6-0-8 49-4 3-9-14 5-6-14 Scale: 1:44.7 44 = 3:4 = 6:6 = 4:6 = 58 = 8x10 = We = We = 5:10 8-1-8 . 13-6-12 21-8-2 28-4-0 8-1-8 • S-S.d R.14 Plate Offsets (XV)— [3:0-1-12,0-2-01,14:0-3-0,0-2-41.15:0-3-12,0-1-121. l7:0.70,01.141, (6:0-3-4.0-441,19:0.4-0.0-241, [11:0-3-0.0-"] - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.14 8-9 999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.41 8-9 '425 180 BCLL 00 • Rep Stress mci NO WS 0.62 Horz(CT) -0.02 9 n/a n/a BCOL 100 Code 15C2015/7P12014 Matrix-MSH Weight: 303 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purina. SOT CHORD 2X6 OF No.2 G SOT CHORD Rigid ceiling directly applied or 64-0 cc bracing. Except: WEBS 2X4 OF Stud/Std G Excepr 10-0-0 cc bracing: 7-8. W6: 20 OF No.2 G SLIDER Right 2x6 OF No.2 -G 5-7-13 REACTIONS. (lb/size) 12613/0-5-8 (mm. 0-1-8),7=243310-S-8 (mm. 0-1-8), 9=9257/0-3-8 (req. 0-4-15) Max Horz764(LC 28) Max Upliftl=-247(LC 27), 7-229(LC 30) Max Grav1342(LC 3), 7=2591 (LC 59). 99257(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5241925, 2-3=-34311162, 3-4=-12113676, 4-5=-37513311, 5-6=-4080/374, 6-7=4137/548 SOT CHORD 1-19=436(307. 1-20=471/542.20-21=471/542,21-22=471/542. 11-22=-871/542, 11-23=-10331550, 23-24=-10831550, 10-24=-10831550, 9-10=-10831550, 9-25=-6051782. 8-25=-5871811, 8-26-50913996,7-26=45110/39116, 7-27=-53713910 WEBS 2-11=-422/84, 3-11=-25I2292, 3-9=-3554/179, 4-9=-25711135, 5-9=-3707131, 5.8=0/5223 NOTES- 2-ply truss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 cc. Webs connected as follows: 20 - 1 row at 0-9.0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL8.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 9 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along th Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL--(1.33) Connect truss to resist dra loads along bottom chord from 26-4-0 to 284-0 for 700.0 plf. Girder carries tie-in span(s): 2-6-0 from 040 to 6-0-0; 20-2-0 from 10-0-0 to 28-4-0 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1895 lb down and 76 lb up at 8- design/selection of such connection device(s) is the responsibility of others. I, Job Truss - truss lype MAGNOLIA 10 - HIS COMMON CafamIa TiusFrame LLC., Penis. CA. 92570 LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate lncrease=1.25 Uniform Loads (plO Vert 1-4-72, 4.7-72, 12-21=-26(F=-6), 21-23=-20, 15.23=.431(F=-411) Concentrated LoadS (lb) Vert 114895(F) I I I I It / 1; I. I Ii I $ I, 1- Id Truss Truss Type utyPly ~GNOU A .102 COMMON 13 TjbReference(optioflai) •--. .-.... -... -...-. -.-- .... o.0 v 10 rnni; o.w C LICC o AW10 Ivu leic mauselea. Inc. 11W u a 1:4z:au aulu uage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4qthaMu74FJ0xxMvlPlnxERzrfFujEsAccT8Rm9yx5JE 5-5-5 10-11-0 16-4-11 • 21-10-0 5-5-5 • 5-5-11 1 5-5-11 5-5-5 Scale = 1:35.1 4x6 II 4x4 = 4x6 = 4x4 356 = 3x6 = I 7-3.3 14-6-13 21-10.0 7..t.l i 7•C fl I Plate Offsets (X.Y)- [30-0-0.0-0-01 - - -- - - LOAOING(psf) SPACING. 2-0-0 CSI. OEFL in (Icc) Ildefl Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 TC 0.41 Veit(LL) -0.27 6.8 p989 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -056 6-6 p470 180 BCU. 0.0 Rep Stress lncr YES WB 0.24 Hwz(CT) 0.08 5 n/a n/a BCDL 10.0 Code IBC2015ITPl2014 Matrix.MSH Weight: 81 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.20 SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1951/0-5.8 (mm. 0.1-8), 8=961/0.34 (mm. 0-1-8) Max Holz144(LC 35) Max Uphftl.259(LC 27), 8=-259(LC 30) BRACING. TOP CHORO Structural wood sheathing directly applied or 3-11-8 cc pwtins. 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 115=2190I707. 2-1S=-2093(510, 2.16=-19171348, 3-16=-18561165. 317=1856I178, 4.17=.19171349, 4-18=-2093!467, S18=.2190/707 BOT CHORD 1-19=44412023, 19-20=-9812023, 8-20=-9612023, 7-8=0/1379, 7-21--0/1379, 6-21=0/1379,6-22=.84/2023,22-23=.6412023, 5-23=-312/2023 WEBS 3-6-371660,4-6-3951137,3.8-37/SW. 244-395/137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vulteiulomph (3-second gust) Vasd37mph; TCDL6.0psf BCDL&opsf; h=2011% Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteno42) 0-0-0 to 3-0.0, lnteiior(1)3.0-0 to 10-11-0, Exterior(2) 10-11-0 to 13-11-0, tnte,ior(1) 13-11-0 to 21-10-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLei1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This truss has been designed for a moving concentrated load of 250.0110 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL1.33) Plate grip DOL--(1.33) Connect truss to resist drag loads along bottom chord from 0.0-0 to 2414, 19-10-0 to 21-10.0 for 350.0 pIL LOAD CASE(S) Standard MAGNOLIA lB 5.1-11 10.11-0 16.8.5 - 21-10-0 5-1.11 • 5-9-5 5.9-5 5.1-11 Scale = 1:34.7 56 II n=Rnnft 3x4= 40 17 41 16 42 15 43 14 44 131245 11 46 10 47 9 48 8 49 7 50 6 51 3x4= 4x4 = 3x4 7-9.10 • 14.0.6 2140-0 7.A..10 I =_,_1.1 , Plate Offsets (X.Y)— 13:0-3-6.0-2-81 - - - - - - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 018 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 125 SC 0.15 Veit(CT) n/a - n/a 999 SCLL 0.0 Rep Stress (nor YES WB 0.16 llorz(CT) 0.01 5 n/a n/a SCOL 10.0 Code 13C2015/TP12014 Matrix-SM Weight: 133 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puilins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF StUWStd G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G 'Except' I installed during truss erection, in accordance with Stabilizer STS: 2*8 OF No.2 G I Installation guide. I REACTIONS. All bearings 21-10.0. (lb) - Max Horz 167(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 11, 13. 16. 10. 7 except 1=.138(LC 27), 5-141(LC 38), 9=-180(LC 30), 14-183(LC 3$) Max Gray All reactions 250 lb or less at joint(s) except 1351(LC 67), 5351(LC 79). 9587(LC 1), 14=587(LC 1). 11=275(LC 73), 13=280(LC 72), 15=292(LC 70), 16=255(LC 69). 17=316(LC 68), 10=2$0(LC 74). 8=292(LC 76). 7255(LC 77), 6316(LC 78) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-36=4621379, 2-36=-274/265, 2.37=-214/276, 3-37=-98/336, 3-38=69/336, 4-36=-178/271, 4-39=-2621235, 5-39-449/387 SOT CHORD 1-40=-364/373, 5-51=353/383 WEBS 3-9=3611175.4-9=-501152,3-14=-3611177,2-14-S401153 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDLS.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 3-0-0, Interior(l) 344 to 10-11-0. Extenor(2) 10-11-0 to 13-11-0, lnteno41) 13-11-0 to 21-10.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip OOL1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. This buss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. I. Truss Type iy Qty L;G-NOLIA IS TK02SS OUEENPOST jJ1b -• - - - - -- - Reference opllonal) - ........., g..0 u Lim u £Ino i-nfl; o..cw s uec o LU1D ft1JUK InUusu1e5 IflC. inuUCi 14241 u1 IaQe 1 ID2Fl3c9vxxbrEMVfP7?S5SJz7f4q-b_Y6up6WrPKfAgfgWHqPKsrsg2Zwim3vrndYq1y)15JC 4-5.11 I 8-114 13-5-5 17-11-0 4.5.11 4-5-13 4.5-13 I 4-5-11 I Scale = 1:28.7 4x4 = 458 4x8 = 4x8 = 8-114 17-11.0 a_Il_A , e_44g Plate Offsets ((Y)— 11:0-0-0,0-1-11, [5:0.0-0.0-1-11 - - - - LOAOING(psf) SPACING- 240 CSI. DEFL in (bc) Ildefi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.32 6-12 '675 240 MT20 220I195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.54 6-12 "401 180 BCLL 0.0 Rep Stress mc, YES WS 0.21 Horz(CT) 0.05 5 nla nla BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud!Std G REACTIONS. (IbIsize) 178810-3-8 (mm. 0-1-8), 5=78810-3-8 (mm. 0-1-8) Max HoIz136(LC 12) Max Upliftl=-11(LC 8), 5=41(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc pullins. SOT CHORD Rigid ceiling directly applied or 10.0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.15=-1728152, 2-15=-1653165, 2-16-128617, 3-16=-1235118, 3-17=-1235/18, 4-17=-1286f7,4-18=1653165, 5-18=-1728152 801 CHORD 1-13=-5711598,6.13-5711598,6-14-3111598,5-W-3111598 WEBS 2-6=4841116,3-6=01530,4-6=4841116 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCOL6.opsf; BCDL=6.Opsf; h20ft Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0-0, Interior(l) 3.0-0 to 8-11-8, Extenor(2) 8-11-8 to 11-11-8, Inte4ior(1) 11-11-8 to 17-11-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL"1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSWTPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all paflel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job TrUSS truss Jype Qty Ply MAGNOLIA 18 HIP JCAL 1 K04 - Job Reference loptional) null. o.tqu S USC U LU US nUlL SLUMS USC U LU10 lID lUll IflOUSIflUS, InC. IflU Urn .1 1s:UL;,z dM15 raqe 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-3A6U6978cjSWoqDt4?Les3BzPSlyRDHeuRN5MuyX5JB 7-Il-li 4-9-5 7-5-0 7+12 9-11-5 ao-6-o 13-1-11 17-11-0 4-9-5 2-7-11 Oih12 1-11-10 0.6-11' 2-7-11 4-965 0-4-15 Scale: 120.5 8x8 4x10 = .350= 3x10 = 3x10 = I 7-5.0 10-6-0 , 17-11.0 7-5.0 L1..fl • 7çfl Plate Offsets (XV)— 1:0-3-12.Edge1. 14:0-5-0.0-1-61 - - - LOAOlNG(psf) SPACING- 2-0-0 CS!. DEEL. in (lc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.51 Vert(LL) -0.12 7-8 '999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 077 Vert(CT) -0.37 8 '573 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 !-Iorz(CT) 0.09 6 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight: 84 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except SOT CHORD 2X6 OF No.2 G 0-0-0 oc purlins (2-10-1 max.): 3-4. Except: WEBS 2X4 OF StudlStd G 2-10-00c bracing: 3-4 BOT CHORD Rigid ceiling directly applied or 10-0-00o bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1177010-3-8 (mm. 0.1-14). 6=1782/Mechanical Max Horz 1=33(LC 8) Max Upliftl=-64(LC 4), 6=-68(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-43401345, 2-3=4336/343, 3-15=-3981/331, 4-16=-39741333, 4-5=4202/342, 54=43741356 BOT CHORD 1-16-89/1691, 1-17---31714104, 8-17=-31714104, 8.18=.308/4188, 18-19=-30814188, 19-20=4=4188, 7-20=-30814188, 7-21=-301/4114, 6-21=-301/4114, 6-22=-77/1695 WEBS 3.8=0/380,3.7=400156,4-7=0/527 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCOL6.opsf; BCDL:6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip 00L1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psr bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Girder carries hip and with 8-0-0 end setback. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up at 104 and 703 lb down and 162 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of othei In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncreasel .25 Uniform Loads (pIt) Vert: 1-3.68, 3-4=-165, 4-6=-68, 9-12=-49(F=-29) Continued on page 2 Job truss Truss Type Qty Ply MAGNOLIA lB 1(04 CAL HIP 1 IJb 1 Reference (optional) - ----------- - iD2Fc9ocbrEMVfP77S5SJz7f4q-3A6U6978cSWoqDt4?Les3BzPStyRDHeuRN5MUyT5JB 1..dluurmd ,,urmIn Is.... rcnla, 1n. t,u LOAD CASE(S) Standard ' concentrated toads (lb) Vert: 3-589 4-589 I I I I I I I I I I 1JOb 11niS5 jTrussType r'' MAGNOUAI B 1K05 6 - ' r l lJobReference(optional) 1OUEENPOST ..., •.,,.. ,-.•,, ..,,, nun; nqu s ijcc u LU IC rum; c.t,u CUtS U cult vu Cit unousgit,, inc. I"" IJSi .3 Ic;4c,c Lu], rate 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-3A6U6978cjSWoqDt4?Les3B0YSunRDveuRN5MUyX5JB 12-8-12 .13-7-13 17-11-0 4-5-11 4-5-13 39-4 • 0-11-1 1 43-3 Scale = 1:28.8 4x4 = 4x6 = 354 = 8-11.8 • 12-8-12 17-11.0 a-Il-a ' s..x Plate Offsets (XXI— 17:0-2.8.0-2-01 LOADING WO SPACING- 2-0-0 CSI. OEFL in (Icc) I/dell L/d PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.28 7-10 >552 240 M120 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.72 Veit(CT) -0.51 7-10 >300 180 BCLI. 0.0 Rep Stress mci NO W8 0.24 Horz(CT) 0.02 6 We n/a ECOL 10.0 Code IBC2015lTP12014 Matdx.MSH Weight 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G 601 CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=54610-3-8 (min. 0-1-1), 5=220/0-3.8 (mm. 04-8).6=N210-5-8 (min. 0-1.8) Max Horz136(LC 12) Max Uplift14(LC 8), 5=.6(LC 13), 6=-13(LC 9) Max Grav15$3(LC 27), 5=382(LC 31), 6862(LC 1) FORCES. (Ib) - Max. CompJMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1055/47, 2.17=.986181, 2-18-552/0, 3-18-510/6, 3-19-525112, 4-19-54610 SOT CHORD 1-14-531976, 7-14=-53/978 WEBS 2-7=-5451111, 4-7=-12l531, 4-6-721l55 Structural wood sheathing directly applied or 5-11-13 oc puiluns. Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vutw1110mph (3-second gust) Vasd467mph; TCDL6.0psf BCOL8.0psf h=208; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Extefloi12) 0-0-0 to 3-0-0, Intefioi(1) 3-0-0 to 8-11-8, Exterior(2) 8-11-8 to 11-11-8, lntesior(1) 11-11-8 I , to 17-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MINERS for reactions shown; Lumber 00L1.60 plate gap 001.1.60 This truss has been designed for 310.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load o120.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 244 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard AIlSI!TPI 1. 7)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcwrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ~ 11 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncieasel.25, Plate lncreasel.25 Uniform Loads (plf) Vert 6-8--20.6-11-30(F=10), 1-3=-68,3-5=48 Job itruss Truss Type I city ly GNOUA18 K06 QUEENPOST I jJob I I 1 Reference (optional) 3UTOiT55 lnml-rame w... rem,, i. vD,u nun: a.au 5 LISC C U1C rimt C.qu S usc u Zulu Ivule, uneuscles. IRc. mu um J 14 ;qL:qJ u1s rays 1 JD:ZFl3c9vxxbrEMVtP7?S5SJz7t4q-XMgsJV7mN0aNQzo3elsuPHkBIsD0Ag9o756evwyX5JA 4-5-11 8-11-8 1241-12 13-7-13, 17-11-0 4-5-11 4-5-13 3-9-4 0-11-1 4-3-3 Scale = 1:28.8 4,4 = 4x6 = 2,4 II . 8-11-8 . 12-8-12 8-11-8 • 3-9-4 Plate Offsets (X.Y)— (7:0-2-8.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (bc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.28 7-10 2,552 240 TCDL 14.0 Lumber DOt. 1.25 BC 0.72 Vert(CT) .0.51 7-10 '300 180 BCLL 0.0 Rep Stress lncr NO WS 0.24 HoIz(CT) 0.02 6 nla nla BCOL 10.0 Code 13C20151TP12014 Matrix.MSH 3,4 = 17-11-0 5-2-4 PLATES GRIP MT20 2201195 Weight: 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=54510-3-8 (min. 0-14), 5a220/0.3.8 (mm. 0-1-8), 685210.5-8 (mm. 0-1.8) Max Horz136(LC 36) Max Upliftla.163(LC 27), 6vu.115(LC 38). 6-59(LC 30) Max Grav1553(LC 55), 5382(LC 59), 6=862(LC I) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-11031460, 2-17=-9881344, 2-18=6441223, 3.18-5101160, 3-19=-529144, 4-18=.546l138, 5-28=-35V284 BOT CHORD 1-14=-4411102$, 7-14=-248l978, 5-16=-251 /349 WEBS 2-7--S451145,4-7=1051531, 4-6=-7211105 Structural wood sheathing directly applied or 5-11-9 oc pwtins. Rigid ceiling directly applied or 64.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 740; Vultvullomph (3-second gust) Vasd=87mph; TCDL5.0psf BCDL6.0psf; M20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0.0 to 3-0-0, lnterlo41) 3-0-0 to 8-11-8. Exterior(2) 8-11-8 to 11-11-8, Interior(l) 11-11-8 to 17-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4)' This miss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 250.0mb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been deSigned for a total drag load of 800 lb. Lumber OOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0.0.0 to 17-11-0 for 44.7 p11. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate bncrease=125 Uniform Loads (pif) Vert 6-8=-20, 8-1130(Fvu.1O). 1-3=.68, 3-5.68 5x8 = 5x8 = 40 = 2x411 4x8 = 2x411 Job miss Truss Type Q1y y MAGNOUA18 K07 QUEENPOST 1 r -- - Job ReferenceopUonaI) .. ...... ..,. n.nv flu,,. u.:..u. IJtc C £V•C rnnl. o.s..0 C 51CC C £5150 01110K IflUUSU1C5. inc. mu IaI a 14Ot.43 LUIC rose 1 ID:ZFl3c9v,ocbrEMvfP7?S5SJz7f4q-xMgsJv7mN0aNQzo3eisuPHic7rs9mAcxo756evwyX5.JA 5-0-11 8-11-8 12-10.5 17-11-0 5-0-11 • 3-10.13 3-10-13 5-0-11 Scale: 1:26.7 5-0-11 1 8-114 12-10-5 17-11-0 54-I1 5-Ifl.1 I Plate Offsets (XV)- I1:0 -0-0.0-l-91, [5:044.0-1-91. 160-2-4.0-1-01, (8:0-24.0-1-01 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ice) lldefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.53 Vert(LL) -013 6-11 >999 240 MT20 2201195 TCDL 14.0 LumberDOl. 1.25 Sc 0.99 Vert(CT) -0.38 6-11 >563 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Hotz(CT) -0.01 1 n/a n/a BCDL 10.0 Code IBC2015FTPI2014 Mathx-MSH Weight: 69 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Stud!Std G REACTIONS. (lb/size) 51711/0-3-8 (mm. 0-1-13). 1926/038 (mm. 0-1-8) Max Horz536(LC 38) Max Uplifl5-141(LC 22). 1=.151(LC 19) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-5oc purlins. 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=1638/181, 4.5=.2854/366, 1-2=-2085/385, 2-3=-1632/184 SOT CHORD 1-1/1923, 15.16=416I1923, 816=416/1923, 8-17=-41611923, 7-17=-41611923. 718=370!2681, 6-18=-370/2681, 6-19=-370/2681, 19-20=-370/2681, 5-20=-370!2681 WEBS 4.7=-1359/87, 3-7=01792, 2-7=-527/88, 4-6=0/839.24=0/305 NOTES Unbalanced roof live loads have been considered for this design. Wind:- ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.opsf; BCDL=6.0psf; h=2011t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent.with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL(133) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for 4001 plf. Girder carries tie-in span(s): 12-7-8 from 13-3-0 to 17-11-0 In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease1.25 Uniform Loads (pit) Veil: 121920, 9.19.247(B227), 3568, 1.30.68 Job Truss truss Type Oty H)' MAGNOLIA IS 1(08 OUEENPOST 1 Job Reference (optional) ..dlIromJa Iusrfleu...ren15,M. a4IU Nun:qus uec b wits lnm:Lzqusuec ezuleMliexlnausmes Inc. InuucI as 1x:44:e4u1s agei l0:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-?ZEFXq8O8KiE27NFQN7xUGlBGZ.Jv0ZxLlsCRMyX5J9 4-11.11 • 8-11-8 12-11-5 17-11-0 4-11-11 • 3-11-13 3-11-13 4-11-11 Scale = 1:28.4 4x4 = 8x6 = axe = 4.11-11 8-11-8 1 12-11-5 1 17-11-0 4.11.11 .11-15 1 5.11.15 4-11-11 Plate Offsets (X.Y)- 11:0.3-0.0-3-91. 15:0-3-0.0-3-91. (6:0-4-0.0-1-81. (7:0-5-0.0-1-121. (8:0-4-0.0-1-81 LOADING(psf) SPACING- 2411-0 CSI. DEFL in (lc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.08 8.11 s.999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.28 8-11 777 180 BCLL 0.0 Rep Stress mo- NO WS 0.67 Horz(CT) -0.05 1 nla nla BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 82 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6 OF SS G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=2261I0-3-8 (mm. 0-2-7), 5=1026/0-5.8 (mm. 0-1-8) Max Horz9=36(LC 27) Max Uplift1-234(LC 19), 9=-249(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-40c puflins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=37801630, 2-3=-19851321, 34=-19821326. 4-8=-24301621 BOT CHORD 1.15=-29211873, 1-16=-165I3567, 16-17=495/3567.8-17=49513567,8-18=495/3567, 7-18=-69513567, 7.19=.66012263. 6-19=-66012263. 6-20=-660/2263, 5-20=460/2263. 5-21=-2781984 WEBS 3-7=011004,4-7=-520-1117,4441273.2-7=-1955167.2-8=011227 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL60psf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 200p5f on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for 700.i pIt. Girder carries tie-in span(s): 17-11-0 from 0.0-0 to 5-0-0 In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). II LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate Increase= 1.25 Uniform Loads (p11) Veil: 1-3=-68, 3-8=-68, 8.9=.364(F-344). 8.1220 Job Truss Truss Type MAGNOLIA 18 i GAB Qty - 1 1121Y 1 - - - - - - -- Job Reference (optional) lun: o.iau S usc e zu-to mm: e.xsu S USC b xum Miles Ineusmes, inc. u flu Oct J 12:45:45 2u1S mage I ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.11ndkA90veq5fHySI7uMUipZUf1hebA5aPblzoyX5J8 4-9-14 • 8-9-0 12-8-2 17.6-0 4-9-14 • 3-11-2 3-11-2 4-9-14 Scale = 1:27.6 5x6 II W 29 14 30 13 31 12 32 11 33 10 34 9 35 8 38 7 37 8 38 354= 40 = 454 = 6-3-14 11-2-2 17.6-0 5.5-14 I 41fl4 5%14 Plate Offsets (X,Y)— 130-3-6.0-241 LOADlPlG(psf) SPACING- 2-0-0 CSI. DEFL in (lc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.14 Vert(LL) n/a - nla 999 MT20 2201195 TCDL 14.0 I Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - rile 999 SCLL 0.0 • Rep Stress Inor NO W8 0.07 Horz(CT) 0.00 5 We nla SCOL 10.0 Code 13C20151TP12014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF Noi G TOP CHORD Structural wood sheathing directly applied or 8-0-0 cc puilins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 øc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer Insta ll a tion guide. REACTIONS. All bearings 17-6-0. (Ib) - Max Ho,z1-35(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11, 13.9.7 except 1-126(LC 27), 5-131(LC 38), 8=-178(LC 30), 12=-183(LC 35) Max Gray All reactions 250 lb or less at Joint(s) except 1344(LC 65), 5344(LC 75), 8464(LC 1), 12464(LC 1), 10=279(LC 70), 11270(LC 69), 13=258(LC 67), 14321(LC 66), 9=270(LC 71), 7=258(LC 73). 6=321(LC 74) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-25=-3851347, 5-28=385/356 SOT CHORD 1-29=-3391369,5-38=-322/352 WEBS 3-8=-2551167,441--3751103.3-12-2551173.2-12=-375/103 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL=8.0p51 BCDL=6.0psf, h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3-0-0, lntenor(1) 3.0.0 to 8.9-0. Exterior(2) 8-941 to 11-9-0, Interior(l) 11-9-0 to 17-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 00L160 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4.0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 4-0-0. 13-6-0 to 17-6-0 for 100.0 pIt. LOAD CASE(S) Standard I- 4*4 = 4*4 = 4x8 II D=1000# 4X4 = 454 6-6.6 10-11-10 17-6-0 Job I Iruss TrU5S Type L03 COMMONGIRDER I I 119 IJb I I . Refer ... (opti,;,I) I aiuurua ,w54-rame u.k., rams. LA. 5(0 twA: 5.240 S uec 52015 Pnm: 5240 S 08C 52015 MITeS IngustrIes, Inc. mu UCI 5 1242:45 2015 Page 1 lD:ZFI3c9vorbrEMVfP7?S5SJz7t4q-tocL?yWAegxyyHRXeJrPb1vMh53IRN1IEp3LJVFyx5J7 4.5.1 8-9-0 13-0-15 17-6.0 4-5-1 4-3-15 4-3-15 • 4-5.1 Scale = 1:28.2 Plate Offsets (X.Y)— (3:0.0-0.0-0411 LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (lc) I/deS Ltd PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.27 Veit(LL) -0.12 7-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 7-10 >890 180 BCLL 0.0 Rep Stress lncr NO WS 0.15 Horz(CT) 0.05 5 n/a n/a SCOL 10.0 Code 1BC2015/TP12014 Matzix-MSH Weight: 65 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4 OF Stud/Std G REACTIONS. (lb(size) 1770/0-54 (mm. 0-1-8), 577010-5-8 (mm. 0-14) Max Horzl=35(LC 44) Max Upliftl-188(LC 27), 5-188(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 44-7 oc pwlmns. SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib).Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1690/511, 2.14=.16141353. 2-15=-14171254, 3-15=-1359/127, 3-16=-1369/152, 4-16-14171232,4-17=16141329. 5-17=-1690/504 SOT CHORD 1-18=-57/1559, 18-19=-582/1559, 7-19=-582/1559, 7-20-48011216, 6-20=-480/1216, 6-21-47711559. 5-21=-477/1559 WEBS 3.6-271496, 4-6=-3421122, 3-7=-23/496, 2-7=-3421117 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL6.0ps1 BCOL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 8-9-0, Exterior(2) 8-9-0 to 11-9.0, Interior(l) 11-9.0 to 17-6-0 zone; cantilever left and light exposed; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLe1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 1000 lb. Lumber DOL=(i 33) Plate grip 00L(1.33) Connect buss to resist drag loads along bottom chord from 04-0 to 2411.0 for 500.0 plY. * LOAD CASE(S) Standard Job liruss MAGNOLIA lB 1.04 COMMON GIRDER is Job Reference (optional) rUmU, UJu nun; 9.4qu U LOM U LU1 runi; V.LUU U UUC C I&IJID 11411 UK IUVUSUVUS, Inc. 11W UUV 3 1.440 £U1U ruye 1 ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-xxL?yWAegxyyHRXeJrPb1vMh53lUN1GEp3LJVFyX5J7 4-5-1 i 8-9-0 13-0-15 13-7-12 17-6-0 4-5-1 4-3-15 4-3-15 0-8-13 3.10-4 Scale = 1:28.2 456 II Rh 454= 454 2x4 II 4x4 = 454 = I 6-6-6 10-11-10 13.7-12 174-0 I t1fl.d Plate Offsets (X,Y)- [3:0-0-0.0-0-01 LOADING(psI) SPACING- 2-0-0 CSI. DEFL in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.27 Vert(LL) .0.12 9-12 j,,999 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.23 9-12 898 180 BCLL 0.0 • Rep Stress Incr NO WS 0.15 Hosz(CT) 0.05 6 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix.MSH Weight: 66 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud!Std G REACTIONS. (lb/size) 1=770/0.5.8 (mm. 0-1-8). 54770/0-5-8 (mm. 0-1-8) Max Hotz1-35(LC 17) Max Upliftl=-10(LC 8), 54-10(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 441-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. =1durincl mends that Stabilizers and required cross bracing be truss erection, in accordance with Stabiliz uide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1690137, 2-154-1614151, 2-17=-1417115,3-17=-1369/27,3-18=1370138, 4-154-1418122,4-54-1613/45, S-19=-1631/32.6-19=1689/2S BOT CHORD 1-254-45/1559,9-20=45/1559, 9-21=0/1100. 8-21=011100, 8-22=-611558, 7.22=4/1558, 7-23---811558. 6-23=-611558 WEBS 3-8=-11495,4-Oz-386168.3-9=0/498,2-9-341/97 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCOL=8.0psl BCDL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 10-0, Interior(l) 3-0-0 to 8-9-0, Exterior(2) 8-9-0 to 11-9-0. Interior(l) 11-9-0 to 17-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I JOD russ i truss type I MAGNOLIA IS IM1112 GIRDER 1 IJob - 1COMMON Reference (optional) uawuma .wsrrame u.i., reins. i. sLaf U MUfl 5I4U a UM to *Ui0 PflflE 02U 5 USC 0 205 Max Inousmes, Inc. Thu Oct S 12.'42.4 2U19 rage 1 ID:lbjOp_sdczmZJT1vFKMLnuz6QGW-xxL?yWAegxyyHRXeJrPb1vMfH3KLN14Ep3LJVFyX5J7 6-2-4 I 11-0-0 6-24 4-9-12 I 4x4 = Scale = 1:22.5 2x4 Ii 0-0.8 6-2.4 • 11-0-0 n_fl_a 9.1.12 L.Q.i) Plate Offsets (X.Y)- 'l:Edge.O-O-Ol. 14:0-1-4.0-1-81. j21.0.0.8j. 16:0-1-12.0-1-81 LOAOING(pst) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.39 Vert(LL) -0.09 6-9 p999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 6-9 418 180 BCLL 0.0 Rep Stress Incir NO WS 0.16 Horz(CT) 0.03 1 n!a We BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 50 lb FT = 200/6 ' LUMBER- TOP CHORD 20 OF No.2 G SOT CHORD 20 OF No.2 G WEBS 2X4 OF StudStd G SLIDER Left 2*6 OF No.2 -G 3-3-11 REACTIONS. (lb/size) 1=47810-3-8 (mm. 0-1-8). 5478/0.3.8 (mm. 0-1-8) Max Horzl=36(LC 11) Max Uphft1-2(LC 12) Max Gravl51l(LC 30). 5511(LC 33) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-Coo puilins, except end verticals. SOT CHORO Rigid ceiling directly applied or 10-0-0 cc bracing. MiTeic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-748/26,2-11=-504148, 3.11=495163, 3-12=-481I62, 12.13=-498149. 4-13-558147, 4-5--449/70 BOT CHORD 1-14--102J396.1-15---291451,6-15--291451 WEBS 3-6=0/272, 4-6=-71414 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL-8.0psf BCDLS.opsf; h20ft Cat. Ii; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-1-8 to 3-1-8, lnteuio4l) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12. Interlor(1) 9-3-12 to 10-11-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonooncunent with any other live loads. LOAD CASE(S) Standard 454 = Scale a 1:22.6 3x6 CS Job liruSS Luss Type Qty I MAGNOLIA1E 103 COMMONGIROER I Fly I J IJob Reference (optional) I ..., ,S •fl mum o.zqus tim a LU1D rlinl e.qU S uec S LU1S MileS IflUU5UM5, Inc. mu uu J 14:e:4, uia rage i ID:1bJOp_sdczmZJTlvFKMLnuz6QGW-Q8vN9sBGRF4pvb6qlYwqZ7uqhTgG6V8N2j4s2hyX5J6 6-2-4 12-6-0 6-2-4 6-3-12 0-0-8 6-2-4 12-6-0 0.0_a a_I_I, i en.I, Plate Offsets (X,Y)— 11:0 -2-120-O-41.13:0-2-0.O-2.41, 15:Edge.04-0I l.OADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.10 6-13 999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 a891 180 BCLL 0.0 Rep Stress Incr NO W8 0.11 Horz(CT) 0.02 1 n/a n/a BCOL 10.0 Code IBC2015!TP12014 Matrix-MSH Weight: 54 lb FT = 20% I LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 DF No.2 G WEBS 2X4 DF StudfStd G SLIDER Left 2x6 OF No2 -G 3-3-11. Right 2x6 OF No.2 -G 3-5-0 I REACTIONS. (lb/size) 1550/0-3-8 (mm. 0-1-8),S--55011-11-8 (mm. 0-1-8) Max Hozz1-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0.0oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CornpJMax. Ten. - All fbrces 250 (Ib) or less except when shown. TOP CHORD 1-2=-767114, 2-15=-674/51. 3-15=-663166, 3-15=463163, 4-16=671/48. 4-5=-828/27 BOT CHORD 1-17=-81I474, 1-18--0/603, 6.18=0/603,6.19=0/603.519=01603,5.20=0/603 WEBS 3.5=0/383 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.0p5f BCOL6.0psf h20ft; Cat. II; Exp B; Enclosed; MWPRS (envelope) gable end zone and C-C Exterior(2) 0-1.8 to 3-1-8, lnteiio41) 3-1-8 to 6w3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(1) 9-3-12 to 12-7-8 zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.01b five located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 454 = Scale = 1:22.8 3x8 If 34 II Job Truss Truss Type Uty Ily MAGNOLIA lB N04 COMMON GIRDER 5 Job Reference (optional) — CslifonhlaTrusFrameU.C.. Penis, CA. 92510 Runt 8.2405 DeC 6 1 Inc. Thu Oct 3 12:42:47 2019 Page I ID:lbJOp_sdczmZJT1vFKMLnuz6QGW.Q8vN9sBGRF4pvb6qtYwq27uqmTgL6V8N2)4s2hyX5J6 6-2-4 12-6-0 6-2-4 1 6-3-12 0-0-8 0-0-8 6-24 6-1-12 12 6- Plate Offsets (XX)— :0-2-12.04-41. 13:0-2-0,0-2-41. 15:Ee.0-0-0I LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (lac) 1/defi Lid TCLL 20.0 Plate Grip DOL 1.25 Ic 0.41 Veit(LL) -0i0 6-13 "999 240 ICOL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 '905 180 BCU. 0.0 * Rep Stress Inor NO WS 0.11 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code IBC20151TP12014 Mathx-MSH PLATES GRIP MT20 220/195 Weight: 54 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SUDER Left 2x6 OF No.2 -G 3-3-11, Right 2x6 OF No.2 -G 3.5-0 I REACTIONS. (lb/ 1 size) 155010-3-8 (mm. 0--8), 5=55010-5-8 (mm. 0-1-8) Max Holz1-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-17-811474, 1-18=0/603, 6-18=O/603,6-19=0/603,5-19=0/603, 5-20=-771509 TOP CHORD 1-2=-767/13, 2-15=-674151, 3-15---663166, 3-16=463/64, 4-16=.671/48, 4-54.848118 WEBS 3-840/382 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL&opsf; BCDLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-1-8 to 3-1-8, Interior(l) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, lntedo41) 9-3-12 to 12-7-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ob Truss 1TrUSS Type NO5 1 GIRDER 1COMMON I i Job Reference (optional)1 ...sr.s,,,s ...s.. ,ns S.... ..Ufl; 5.0 5 UM U 4U o rflflL O.'IU 5 Usc U LU1D Ifil 155 II1UU5U155. inc. i flU 'JCi 4 U15 rsqs ID:lbJOp_sdczmZJflvFKMLnuz600W-uKT1MCBvCZDgWIh1OGS36KR?dt0cryMxGNqPa7yX5J5 I 6-3-12 12-7-8 6-3-12 • 6-3-12 I 40 = Scales 1:22.9 3x6 II 3x6 Il 6-3-12 - 12-7-8 A-14-1 12 1 =2_I, Plate Offsets (X.Y)-. r1:Ee.041411, (3:0-2-0,0-2-41. [5:Edp.0-0-0J - LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (Icc) Wdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.40 Vert(LL) -010 6-9 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 6-9 >936 180 BCLL 0.0 Rep Stress lncr NO WE 0.11 Horz(CT) 0.02 1 ala ala BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight 55 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4OF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-5-0, Right 2x6 OF No.2 -G 3-5-0 I REACTIONS. (lb/size) 1556104.8 (mm. 0-1-8),5=55610-5-8 (mm. 0-14) Max Horzl=35(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puilins. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-847118, 2-15=-687148, 3-15-679164, 3-16.679164, 4-16=-687I48, 4-5-647118 BOT CHORD 1-17=431515, 1-18=01617,6-18=01617,6-19=01617.5-19=01617, 5-20=-761515 WEBS 34=01386 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf 19CDL=6.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0.0, lnterio41) 3-0-0 to 5-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(1) 9-3-12 to 12-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed lbr a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard [Job Truss truss type Qty Iy MAGNOLIA 1 0 N06 GABLE 1 JJ1b Reference (optional) rusi-rameLLQ. I-ems, c.#. uaiu Nun: 8.240 s Dec 6 2018 Print: 8.240 s Dec 62018 laTex Industries, Inc. Thu Oct 3 12:42:48 2019 Page 1 ID:1bJOp_sdczmZJ11vFKMLnuz6QGW-uKTlMCBvCZDgW1h100S36KR2Nt2EnjiXGNqPa7yx5j5 6-3-12 12-7-8 6-3-12 • 6-3-12 5x6 = Scale = 1:22.5 D=800# 4x4 17 10 18 9 19 8 20 7 21 6 22 23 5 24 4 25 40 = 2x411 LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 SCOt. 10.0 SPACING- 2-0-0 CSi DEFL in (lc) 1/defi Lid PLATES GRIP Plate Grip DOL 1.25 IC 0.22 Vert(LL) n/a - We 999 MT20 220/195 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a - n/a 999 Rep Stress Inor NO WB 0.09 Horz(CT) 0.00 3 n/a n/a Code I3C2015ITP12014 Matrix-Sit Weight: 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. SOT CHORD 2X4 OF No.2 G BOY CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF StudlStd G I Mifek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G I installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 12-7-8. Installation guide. (Ib) - Max Horzl=-38(LC 29) Max Uplift All uplift 100 lb or less at joint(s) 7,9,10, 5.4 except 1-250(LC 27), 3-1191 (LC 30) Max Gray All reactions 250 lb or less at joint(s) 9,5 except 1=340(LC 55), 3340(LC 63). 7431(LC 59), 8=285(LC 58). 10=339(LC 56), 6=285(LC 60). 4339(LC 62) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5891552, 2-3=-4381383 BOY CHORD 1-17=-467I501, 10-17=-3521386, 10-18=-2361271.7-21=-2171262,6-21=2971332, 6-22=311/345, 22-23=-3331368.5-23---3331368,5-24=-3331368.4-24=3331368, 4-25=333/368,3-25=333/368 WEBS 2-7=-3811114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf BCOL=6.opsf; h20ft; Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-0.60 plate grip DOL--1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will bit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated lOad of 250.0lb rye located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 100.0 plf. I LOAD CASE(S) Standard I Job Truss I fuss Type Ply MAGNOLIA lB NO? GABLE My 1 lJobReferencefoplional) - - -- nil,.. u.a*, a .sc, - svua null. C.LIIU a uc C LillO IVIUCIl unuu.uic; Inc. IOU UCI .1 I4;q;qC LUJC rage 1 ID:1bJOp_sdczmLJflvFKMLnuz6QGW-MW18avCxzsLx8uGD_leY_BhHoual(7gv1zz6ayX5J4 -11.0-0 4-9-12 6-2-4 4-9-12 I 5x6 = Scale a 1:21.8 n=goou j 22 23 8 24 7 25 6 26 5 4x4 = 4*8= Us 11 -11411-0 4-9-12 5114 AO-) Plate Offsets (XV)— 11:0-0-6.0-2-01 - -- LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.38 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 SC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr NO WS 0.40 Horz(CT) -0.01 6 n/a n/a SCOL 10.0 Code 15C2015/TPI2014 Matrix-MSH Weight: 70 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. except SOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 OF StudlStd G Except SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WI: 2x8 DF No.2 G OTHERS 2X4 OF SludlStd G Mrrek recommends that Stabilizers and required cross bracing be SLIDER Left 2x4 OF StudlStd 43-3-0 installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 114-0. (Ib)- Max Holz1=34(LC11) Max Uplift All uplift 100 lb or less at joint(s) 8 except 5=-579(LC 45), 6=-620(LC 35), 7=-262(LC 60) Max Gray All reactions 250 lb or less at joint(s) 7 except 5=567(LC 35), 6=1082(LC 48), 8=415(LC 57) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=232l348, 2-19=-2Th660, 3-19=-502f768, 3.20=624/794, 20-21=-7451960, 4-21=460/1049, 4-5=-5371616 SOT CHORD 1-22=57264,1-23=5961112, 8-23=4961287.8-24=596/297,7-24=596/384. 7.25=.5961414, 6-25=654/481, 6-26=-3141341 WEBS 3-6=41551520,44=4018f796 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd467mph; TCOL46.0psf, BCOL6.0p51 h--20k- Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, lntenor(1) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12. Interior(1) 9-3-1210 10-11-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=160 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlITPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4.0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSI/TPl 1. This truss has been designed fora moving concentrated load of 250.0lb live located at all mid panels and at all panel points along IN Bottom Chord. nonconcurrent with any other live loads. 11), This truss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip 00L(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 11-0.0 for 72.7 plf. LOAD CASE(S) Standard Job Truss I russ I ype Qty Ply MAGNOLIA 2A AOl CAl. HIP 1 — A Job Reference foptional) 7-4-4 7-111l 12-1-6 16-10-8 20-4-2 • 23-11-8 • 26-11-12 • 30.3-12 33-0-0 35-8-4 41-8-I , 49-0-0 7-4-4 0-7.7 4-1-11 4-9-2 3-5-10 • 3-7-6 3-0-4 3-4-0 ' 2-8-4 2-8.4 5-11-13 7-3-15 Scale = 1:82.4 3x6 = 3x6 3x8 zt 8 I 28 29 21 30 20 31 19 18 32 17 33 16 34 15 14 13 35 12 36 37 4x6 = 3x6 II 4x6 = 4x6 = 8x8 = 4jc6 = 4x6 = 3x6 II 558 6x8= 5x8= 8x8 WB= 2-16 18-10.8 ,20.4-2,23-ll.8l26.11.l23O.3.123O,5.8 3548 3518.4 418.1 I Plate Offsets (X,Y)- 12 -0-2-B.0-2-81,13.044.0-1-81,14-.0-2-8,0-2-01I 16:028.01171 (8:0-3-O,Edgel,115:0.2-12.0-2-01. f16:0-3-8,O-4-121,(17:O -2-8.O-2-01 - -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) lldefi Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.38 17-19 p999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.88 Vert(CT) -1.28 17-19 2,335 180 BCLL 0.0 • Rep Stress Incr NO WB 0.90 Horz(CT) 0.08 13 nfa nla SCOL 10.0 . Code 18C20151TP12014 Matrix-MSH Weight: 1144 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2x8 OF SS G 'Except' B3: 2X4 OF Stud/Std G WEBS 2X4 OF StudlStd G OTHERS 2X4 OF StudlStd G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 Os purlins, except 0-0-0 oc purlins (6-0-0 max.): 2-5, 5-8. Except 644cc bracing: 2-5 BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. JOINTS 1 Brace at Jt(s): S. 6,7 REACTIONS. (lblsize) 1=372710.54 (mm. 0-14), 11=-126110-5-8 (mm. 0-1-8), 13862310-34 (mm. 0-1-12) Max Harz 156(LC 12) Max Upliftl.251(LC 8), 11=-1498(LC 19), 13=.239(LC4) Max Grav1373S(LC 19), 11143(LC 8), 136623(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (ID) or less except when shown. TOP CHORD 1-2=-113901802, 2-3=-108901782, 3-4=-16846/895, 4-5=4647/430,8-64-350146, 9-10=-191/4063, 10-11=-44016407, 5-84-3443/181, 6-7=-18613900 BOT CHORD 1-28--54117888, 1-29=-779110877, 21-29=-779110877. 21-30=-945/15884, 20-304-945115884, 20-31=-945115884, 19-31=-945115884, 18-19=495116846, 18-32=-895116846, 17-32=-M/16846,17-33=-42518483,16-33=425/8483. 16-34-156/3295, 15-34=-15613295, 14-15z-38081228,13-14=-38081228, 13-35=4131/433, 12-35=4131/433. 12-384-6131/433, 11-36=-61311433. 11-37-43621326 WEBS 2-21=0/2295, 3-21=-5458/181,3-20=0/653,3-19=011049, 4-19=-4411894, 4-17=4578/486, 6-16=-36417630, 6-184-93821495, 7-15=-716180, 9-13=-1989/116, 5-17=49/2332, S-16=-62851326.7-9=18414017,10-12--16041167,10-13=-23212S45 S 1 NOTES- 1)4-ply truss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x8 -3 rows staggered at 0-4-0 cc. Webs connected as follows: 20 -1 row at 0-9.0 cc. Attach TC WI lIT diani. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 cc. Attach BC WI l/T diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf, BCDL=6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOLI.l Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Continued on page 2 r Job Truss Truss type aty Ply MAGNOUA2A Aol CAL HIP -Reference (optional) ....---... -..- .. snuu j 1:j*:Du1s age ID:ZFl3c9vxxbrEMvfP7?S5SJz7f4q-d4ap5ZPdMuElwo6qyyJ7nqvdrgpqykogNb6Evryx5Mh NOTES. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. Girder carries hip end with 8.0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to Secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Hanger(s) or other connection device(s).shall be provided sufficient to support concentrated load(s) 698 lb down and 156 lb up at 744 on top chord, and 50 lb down and 2 lb up at 30-5-8, and 50 lb down and 2 lb up at 35-6-8, and 2650 lb down and 111 lb up at 16-10-8 on bottom chord. The designIselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase--1.25, Plate Increase--15 Uniform Loads (pit) Vert:1-2.68, 2-4-165, 4-5-68, 8-11-70, 19-22-49(F-29), 19-25-20, 5-8-68 Concentrated Loads (lb) Vert: 2-589 19-2650(F) 15-50 1340 Job Truss Truss Type Qty Pl MAGNOUA 2A A02 CAl. HIP - I 21 Job -Reference(optional) ouslFrame I.M. rnl5, '..M. :z,u itun: 82409 U8C 62018 prim: 8240 s Dec 62015 Mrrek Industries, Inc. Thu Oct 3 12:38:58 2019 Pane I 944 lD:ZFI3c9v2oibrEMVfP7?S5SJz7f4q.d4ap5ZPdMuElwO6qyyJ7nqvbg9NDynugNb6EvTyX5Mh 54-8 • 8-10-12 94 17-14 25-6-0 30-3-12 33-0-0 35-84 39-5-8 40-3-14 494-0 5-4-8 34-4 0-74 7-7-0 8-4-8 4+12 ' 2-8-4 244 34-4 0-1018 84-2 0.0-S Scale: 1:82.8 3x0 = 3x8 3x6 3.50 F1 —2 =_ — 8 8 28 29 18 30 17 16 31 15 32 14 13 12 33 11 34 35 5x8 = 4x8 US llaxe = 4x8 = 4x6 =exe = 4*8 = 3x5 II 5*8 = 33-0-0 35-24 2-10-12 11-1.8 - 25-6-0 • 30-3-12 3044 354.8 •, 40-3-14 490-0 -8-10-12 8-2-12 48 12 0-133 2fL12 7.10 • Plate Offsets (XV)— 11:0-3-7.0-0-81, 15:0-2-10 2-2-81. 170-3-0.Edgel. 110:0-3-7.0-0-81. Cl-- - -- - - - (14:0-2-00-2-01.118:0-2-8 0-2- LOAOING(pst) SPACING- 2411-0 CSI. DEFL in (ICC) 11defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.88 Vert(LL) -0.38 14-15 '999 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 099 Vert(CT) -1.16 14-15 2,388 180 BCLL 0.0 * Rep Stress Incr NO WS 0.75 Hotz(CT) 0.08 12 We Wa BCOL 10.0 Code 18C201511P12014 Matilx-MSH Weight: 563 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.23 9xcepr TOP CHORD - T2:2X4DFNo.1&BbG SOT CHORD 2x8 OF SS G 'Except 91: 2x8 OF No.23, 83: 2X4 OF StuWStd 3 601 CHORD WEBS 2X4 OF Sti, dJStd 3 Excepr JOINTS - W3:2X4DFNo2G REACTIONS. (lblsize) 1=17221044 (min. 0.1-8). 10=74/0-3-8 (mm. 0-1-8). 12=373210-3-8 (mm. 0-2-0) Max Horzl=88(LC 8) Max Upliftl-138(LC 4), 10=-165(LC 19). 12=-257(LC 4) Max Grav11728(LC 19). 10=246(LC 41). 12=3732(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5073I481. 2-3=48081440, 3-25-460W434, 25-26=4605/434, 4-26=4611/433, 4-5=4S981468.7-8-368166,8-27=01600, 9-27=W73, 9-10=-22711533, 5.6=-91437, 6-7=-268/70 SOT CHORD I-28=-28812949, 1-29=49514827,18-29=495/4827.18-30=44416245.17-30=444/6245, 16-17=-644/6245. 16-31=44416245. 15-31=4"/6245,15-32---46114488, 14-32---46114488,13-14--397160,12-13--397160,12-33=-1441/M, 11-33=-1441/229, 11-34=-14411229, 10-34=-14411229, 10-36=4721168 WEBS 4-16=-17161224, 4-17=-11t273, 4-15=-17361186, 5-14-54521555. 9-12=-228!1263, 8-12468/98, 5-15=-9511911, 6-14=-356/93, 6-8=-11651, 9-11=-11091215, 3-18=0/837 Structural wood sheathing directly applied or 5-11-2 cc purlins, except 0-0-0cc purlins (5-5-3 max.): 3-5.5-7. Except 5-5-0 cc bracing: 3-5 Rigid ceiling directly applied or 6-0-0cc bracing. 1 Brace at Jt(s): 5.6 NOTES- 1)2-ply buss to be connected together with lCd (0.1 31'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0cc. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9.0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced root live loads have been considered for this design. Wind: ASCE 740; Vultllornph (3-second gust) Vasd87mph; TCOL6.0pst BCOL8.0psf h20ft Cat. II; Exp B; Enciosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip OOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a10a pat bottom chord live load nonconcurrent with any other live loads. 1 This buss haè been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSllTPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Girder carries tie-in spans of 240.0 from front girder and 4-0-0 from back girder. does not depict the size or the orientation of the puilin along the top and/or bottom chord. Job Truss Iruss Type MAGNOUA2A A02 CAL HIP 1 7-Ty L Job Reference (optional) lDFl3C9bEMVf7?S5SJz7t44ap5ZPdMuEo6qyJ7nqvbggNDynUgNb6EvTyh NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at 39-5.8, and 121 lb down and 27 lb up at 9-6.8 on top chord, and 50 lb down and 2 lb up at 30-5-8, and 50 lb down and 2 lb up at 35.6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11) Vert 1-3-68, 3-25-68, 5-26-102(6=.34), 7-8=-104(8=-34),10-27=70,19-22=-20, 5-7-102(8.34) Concentrated Loads (lb) Veit 14-50 12-50 25-102 27-102 Trapezoidal Loads (p11) Vert 2548-to.26402, 8-102.to-27=-70 Job Truss TrusS Type Qty riy MAGN0UA2A - -- A03 -2 Job Reference (optional) , Nun; O.g4U a Lmc a gina mm: a.gqu sues ouia Miles InausUles, inc. mu uci .i 1x:30:0agu1u rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-5G7BlvQF7CM9YYg0WgrMK2Sn1ZnXhlgqcFso1vyX5Mg 5-3-7 . 9-4-4 .11-7-11 17-7.0 25-114 30.3-12 33.0-0 • 35-8.4 39-10.6 • 49-0-0 5-3-7 4.0-13 • 2-3-7 5-11-5 8-4.8 . 4-4-4 2.8.4 ' 2.8-4 ' 4-2-2 • 9-1-10 Scale = 1:82.8 3x6 = 3x6 3x6 8 ci 9' 34 35 19 36 18 17 37 16 38 15 14 13 39 12 40 41 5X8 = 4x8 = 3x8 II 4x6 = 4x6 = 4x6 = 3x6 II 6x8= 5x8= 6x8 = 33.0-0 35.54 17-7.0 25.11.8 • 30-3.12 lO,f-B 35-6-6 39-10-S 49-0-0 9-4.-S 2.2.12 6.4.2 • 4.2.4 1L1.1.R.2 2.4.4fl.ILII Plate Offsets (XV)— lt0-3-7.0-0-81. [8:0-3-0,Edgej, [11:0-3-7.0-0-81,119:0-2-8,0-2-01 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.81 Vert(LL) -0.24 15-16 3-999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.85 15-16 '505 180 BCLL 0.0 Rep Stress mci NO WO 0.49 Horz(CT) 006 13 n/a n/a BCOL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: $69 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0cc purlins, except TOP CHORD 2X4 OF N0.2 G 801 CHORD 2x8 OF SS G Except' 0-0-0cc purtins (641411 max.): 3.6.6-8. Except: BI: 24 OF No.2G. 83: 2X4 OF Stud/Std G 6-0-0 cc bracing: 3-6 WEBS 2X4 OF Stud/Std G 'Excep? 801 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. JOINTS 1 Brace at Jt(s): 6, 7 W3: 2X4 OF No.2 G REACTIONS. (lb/size) 1=147510-3-8 (mm. 0-1-8), 11=1641044 (mm. 0-1-8), 13=288510-3-8 (mm. 0-1-9) Max Horz172(LC 16) Max Upliftl=-75(LC 8), 11-78(LC 23), 13=-41(LC 8) Max Grav11480(LC 23), 11333(LC 45), 132885(LC I) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=221101182,1-27=-420111420, 227=.4159/431, 2-28=-38721495, 28-29=-38031500, 3-29=-3795/501. 3-30=-3701/570, 30-31=-37021569, 5-31=-37061559, 5-64-31121161, 8-9=296164,9.32-251421,10-32-361350,10-33=-12S/1152, 11-33=-139/1101, 6-42-271353,742=481375 BOT CHORD 1-34=-251I2468, 1-35=-435/3993, 19-35=435/3993, 19-36=-347/4535, 1836=347/4535, 17-18=-34714535, 1737347I4535, 16-37=-347!4535, 16-38=-14213023, 15-38=-14213023, 14-15=355/102, 13-14=455/102, 13-39=-1076/155, 12-39=-10761155, 12.40=-1076/155, 11-40=-10761155, 11-416801146 WEBS 2-119-3081811,349=11(625, 5-19=-876139, 5-18=0/324, S-16---15051271.6-15--3900/220. 10-13=-137/927, 9-13=-599187, 6-16=-5411635, 7-9=-491572,10-12=-636113S NOTES- 2-ply truss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9.0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered fOr this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf BCOL6.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3-0-0. Interior(l) 34-0 to 11-7-11. Exterior(2) 944 to 13-7-3. lntenor(1) 13-7-3 to 33-0-0. Exterior(2) 33-0-0 to 37-2-15, Interior(l) 37-2-15 to 49-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the ConJPb9 onconcuITent with any other live loads. 3.50F type uty Ply MAGNOLIA 2A A03 CAL HIP _V 1 ljobReterence(optional) I .., u,.. Run: eiqu Dec uie nnt e.aqo S Dec 52015 MItek Indus8teS, Inc. Thu Oct 3 12:38:59 2019 Page 2 lD:ZFl3cbrE77S5SJz7f4q.5G7BlvQF7cM9vvgowg,tv1x2sn1znxrIlgqcFso1vyx5Mg NOTES. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 30-5-8, and 50 lb down and 4 lb up at 35-6-8 on I bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard V 1) Dead + Roof Live (balanced): Lumber lncrease 1.25, Plate Inciease=1.25 Uniform Loads (pit) I Vert: 1.26.68, 26-29-70, 3.29.68, 3-4=-SB, 3-30-28, 630.68, 8-11-70, 20.23-20, 6-8-68 Concentrated Loads (lb) Vert 15=-50 13=-SO I a NO. CS CIVIL 1 V.. I I. I i I I I V. I I) Job Truss ]Truss Job Truss Truss Type Qty Ply MAGNOLIA 2A A04 CAL HIP I - ---------------- - Reference(oetional) - ........- _... _.., - -. - S••. VVIU roil.. u.snu U U iu flU lEn UULU3. inc. iou UM 0 lt;4w;w 13-3-0 turn rage 1 ID:ZFI3CVQIbrEMV?P7?S5SJZ714q.ZhZWERUUVUQAiFC3NMbSF?VA1QfiPVbULyX5M1 7-2-13 13-04 I1..7.11I8-1O.10 i 21-3-0 i 25-7-7 28-74 33-0.0 • 35-84 41.5-5 i 49-0-0 7-2-13 5.9.7 o•7J7 3-2-9 • 4.45 444 4-0-2 • 34-8 2-84 5-9.1 74-It 04-S Scale = 1:82.4 8x10 MTI8HS= 2x411 II 2x4 3x6 = 5x8 =5X6 = 37 8 9 ill 30 19 31 18 32 17 16 33 15 14 3413 35 12 36 4x8 2x4 II 416 = 558 = 6x8 = 316 6x8 = 2x4 II 4x6 = = 3x10 MT18HS 35-10.0 LOADING(pst) I TCLL 20.0 TCOL 14.0 BCLI. 0.0 SCOL 10.0 SPACING. 24-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress lncr NO Code 1BC2015/7P12014 CSI. TC 0.97 Sc 0.96 WS 0.89 Matrix-MSH DEFI.. in (bc) lldefl Lid Vert(LL) -0.45 18-19 '951 240 Veit(CT) -1.18 18-19 '361 180 Horz(CT) 0.20 13 nla nla PLATES GRIP MT20 2201195 MTIBHS 2201195 Weight 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.186tr G*Except' I TOP CHORD Structural wood sheathing directly applied or 244 cc pudins, except T2,T3: 2X4 OF No.2 G 041-0 cc purlins (2-10-5 max.): 3-7,7.8. Except SOT CHORD 2X4 OF No.2 G Except' 2-10-0 cc bracing: 3-7 51: 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-3-2 cc bracing. WEBS 2X4 OF Stud/Std G -Excepr WEBS 1 Row at midpt 6-15,8-13 W7: 2X4 OF No.2 G WEDGE - MiTeIc recommends that Stabilizers and required cross bracing be Left: 20 OF Stud/Std -G Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11741/0.3.8 (mm. 0-1-14), 11=403104U (mm. 0-14), 13=4360I0.3-8 (req. 0-4-10) Max Hosz 159(LC 8) I Max Uplift1-166(LC 4), 11-632(LC 19), 184-353(LC 4) Max Grav11751(LC 19). 11=147(LC 8), 13=4360(LC 1) FORCES. (Ib) - Max. CampJMax. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 1.284.47871433,2.26=41751456,2.27=4099/497, 3-27.4041114,3-284-3873/504, 4-2844889/505,4.29=3684/528, 5-29=-36841528, S-6-36841628,64=63411153, 8-9-29213372,9-10--3181=1. 10.11.431/2364, 7.37=719/193, 8-37=474/200 SOT CHORO 1-30=46314521, 19-30=463/4521, 19-31=369/4493, 18.31 -559/4493, 18-32=-56514151, 17-32--565/4151, I6-17-56514151, 16-33=-375e'2375, 15-33=-375/2375, 15-34=-12841130, 14-34=-12841130,13-14=-12841130,13-35=-24901349, 12-384-24901349, 12-384-22291421, 11-36=-2229/421 WEBS 2-19=-7/405, 2-18=463197, 3-18=-321711, 4-184-434/137,4-16=439/93, 6-16=-160/1764, 6-184-2516/363,8-184-416/3150, 8-13-.40011462,10-13--11401129, 10-12=01654, 7-15=.6361165, 9-13--302(75,5-16=-5871146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL=6.0psf BCDL=6.0psf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip OOL1.60 Provide adequate drainage to prevent water pending. All plates are MT2O plates unless otheiwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a rye load of 20.opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 13 greater than input bearing size. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. Girder carries tie-in spans of 4-0-0 from front girder and 44114 from back girder. does not depict the size or the orientation of the puilin along the top and/or bottom chord. 3.50 ii 5x8 Job Truss Truss Type Qty Ply MAGNOLIA 2A A04 CAL HIP 1 —Job Reference (optional) NOTES- 11 IW rgt lD2FI3c9vathrEMVfP7?S5SJz7t4q-ZrhZWERuuVU0AiF'C3,I .NMbsWF?vAW IL.a,.1olzzUU vbLZLU yaX5Mr Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 54 lb up at 13.8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11) Vert: 1-26=48, 26-27-70, 3-27=-68, 3-28-68, 7-29=-136(B-68), 8-11-70, 20-23-20, 7-37-136(8-68), 8-37-48 Concentrated Loads (lb) Vert: 28-204 Trapezoidal Loads (p11) Vert: 28-102-to-29-136 I I I I ~ I 11, I 11, I. Job Truss TrUSS Type Qty Ply MAGNOLIA 2A A05 CAl. HIP - -Job Reference (optional) ,s. vzww loin: 6240 S USC 6 2018 Flint: 8.240 a Dec 62018 MiTek Industries. Inc. Thu Oct 3 12:39:00 2019 Page I ID:ZF13c9VxXbrEMVfP7?S5SJZ7f4q-ZThZWERuuVuDAIFC3NMbsF?yMZ3dQI2zrvbLZLyx5Mf 7-2-13 i 13.0.4 15-7-1116-lO-lO 21-3.0 25-7-? . 29-7-8 • 33.0-0 • 35-8-4 41-5.5 49-0-0 7-2-13 5-9-7 2-7-7 1-2-15 4-4-6 44-6 ' 4-0.2 • W. ' 2-94 5-9-1 I 74-I1 Scale = 1:82.5 5x6 II 3.5111f-12 5x8 2x4 II 4 3x8 2x4 II 5x6 10 4x8 = ! 12 ('I a 35 20 36 19 37 18 17 38 16 15 39 14 40 13 41 4x5= 2x411 4x6= 4x8 = 4x8 = = = 5x8 = 4 4 = 35-10-0 4-10-10 13.04 21-30 • 29-7-8 33-0.0 35-8-4 • 43-84-10.10...... 34- 49-0-0 4-10.10 8.1-In 8..15 I Plate Offsets MY)— 11:0 -0-0,0-I-fl, (3:0-2-8.0-2-81J [16:0-2.0.0-2-41,(17:0-1.12.O.141,(19:0-240-201 - -- - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) I/del! L/d PLATES GRIP TCLL 200 Plate Gnp OOL 1.25 TC 0.77 Vert(LL) -0.37 19-20 '999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 DC 0.93 Vert(CT) -1.03 19-20 3-416 180 DCII 0.0 Rep Stress Inor NO WB 0.87 HOrZ(CT) 0.15 14 n/a n/a BCOL 10.0 Code lBC2015/TP12014 Matrix-MSH Weight: 226 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G Except' TOP CHORD Structural wood sheathing directly applied or 2-8-0 cc pu,tins, except 14: 2X4 OF No.18Db G 0-0-Coo purlins (3-94 max.): 3-8. 8-9. Except., SOT CHORD 2X4 OF No.2 G 3-9-Coo bracing: 3-8 WEBS 2X4 OF StudlStd G DOT CHORD Rigid ceiling directly applied or 4-S-7 cc bracing. WEBS IRow at rnldpt 9-14 MITeIC recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=136010-3-8 (mm. 0-1-8), 12421/0-3-8 (mm. 0-1-8), 14=319410-3-8 (mm. 0-3-7) Max Horzl=74(LC 12) Max Uplift1-71(!.0 8), 12=-350(LC 23), 14=-47(LC 8) Max Grav1=1369LC 23), 12167(LC 45), 14=3194(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-27=-3611l27227-28=-3600/281, 2-28=-35371292, 2-29=-2823/418, 29-30=-27701427, 3-30=-2723/432, 3-31=-2650!507, 5-31=-2864/507, 5-32=-2235!309, 6-32=-22351309, 6-7=-22351309. 9-10=119/2411,10-33--14612442,11-33=16012340,11-34=-21611486, 112-U-22611448,84=2731117 BOT CHORD 1-35--31013395.20-35-3101339S, 20-36=393f3312,19,%=-39313312,19-37=391/2639. 18-37=-.391/2639, 11-18=-39112639, 17-38=-11511310, 18-38=-i 15/1310, 16-39=-1000/119, 15-39=-10001119, 14-15=-1000/119, 14-40=-16201156, 13-40=1620/156,13-41=-1390/229.12-41=1390/229 WEBS 2-20=0/476, 2-19=-705/108, 3-19=01439,5-17=-5541232,7-17=-13711251, 7-16=-16011209,9-16=-151/1931, 9-14=-26851193, 11-14=-1084/114, 11-13=01620, 8-16=-299181,10-14--307f77,6-17=-299168 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL=6.OpsI BCDL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)0-0.0 to 3-0-0, Interior(1)3-0-0 to 15-7-11, Exterior(2) 13-0-4 to 17-3-2, Interior(1)17-3-2 to 310-0, Exterio42) 33-0-0 to 37-2-15, Interior(l) 37-2-15 to 49.0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. 41 This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 5) 1 This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/1P1 t This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other Ewe loads. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. *LCSEl2ndard Job truss Truss Type ly Ply 2A AO5 CA HIP F 1 - - Job Reference (optional) ...... ---.-i52Fl3c9vxxbrEMVfP7?S5SJz7f44-1(FxjaSWrpótnsqdd4tqPTX76MPs98i64ZLu6nyxMe LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber IncreaSé1.25, Plate lncrease1.25 Uniform Loads (pit) Vert 1-27=-68, 27-29-70, 3-2968, 3-4-68, 3-31=-28, 8-31=68,942=40,21-24=20, 8-9-68 5x6 4x6 4x6 US zr 3.50fW 10 ! 33 18 34 17 16 35 15 36 14 1337 12 38 11 39 I Job Truss truss type uty Ply MAGNOLIA 2A A06 CAL HIP I - - - - - - - Job Reference (optional) iurrarne u...., renla, G& a,u ,un: 9240 a Dec S 2019 Prult: 9240$ Dec 9 2019 MITeS Inausuies, IflC. mu act 3 1Z3901 2019 Page 1 ID:ZFI3cw,ocbrEMVtP7?S5SJz7f4q-1aSWtpctnsqOd4tqPTX59MOn94s64ZLu6nyX5Me 21-6-0 31-11-12 11-2-3 174-4 17.1111 21-8-3 27-3-13 31.40 31,4-5 35-8-4 • 40-2-4 49-0-0 6-1-1 5-1-2 5.18-1 0-77 44.3 5.7-10 44.3 045 344 • 4-6-0 8-9-12 04.5 0-7-7 Scale = 1:824 4x8 3x6 =US = 4x8 = 4x8 = 6*8 = 4x6 = 2x4 II 4x6 = 3x6 = 8-7-5 • 17411-4 24-6-0 31-11-12 • 35-8-4 41-11-14 • 49-0-0 8-7-5 • 8-4-15 7-5-12 7-5-12 • 3-8-8 6-3-10 7-0-2 Plate Offsets (X.Y)— rl0-n 04.1) 14:0-24.0-2-81. (6t-3-0.0-1421, 18:0-3-0.0-1-1. f14:0-1-12.0-241. 115:0-3-0.0-1-121. 117:0-1-8.0-2 1) LOAOING(psf) SPACING- 2.0-0 CSI. DEFL in (Icc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.96 Vert(LL) -041 17-18 2,999 240 M120 220/195 TCOL 14.0 Lumber DOL 1.25 BC 087 Veit(CT) -1.04 17-18 '413 180 BCU. 0.0 Rep Stress Incr NO WB 0.95 Hrxz(CT) 0.17 12 n/a n/a BCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight 224 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.1&Btr G Except' TOP CHORD Structural wood sheathing directly applied or 2-7-9 cc purtins, except 12: 2X4 OF No.2G 0-0-0cc purfins (34-2 max.): 4-7. Except SOT CHORD 2X4 OF No.2 G Except' 3-4-0 cc bracing: 4-7 B1: 2X4 OF Noi&8tr G BOT CHORD Rigid ceiling directly applied or 3-10-14 cc bracing. WEBS 2X4 OF Stud!Std G Excepr WEBS I Row at midpt 6-14 W7: 2X4 OF No.2 G WEDGE Milek recommends that Stabilizers and required cross bracing be I Left. 2*4 OF Stud/Std -G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1e1603103.8 (mm. 0-1.11). 104-610-3.-8 (mm. 0-1-8), 12=3544/0-3-8 (req. 0-3-12) Max Horz1S8(LC 12) Max Uplift1-111(LC 4). 104-256(LC 19), 12-214(LC 5) Max Grav11603(LC 1), 104189(LC 31), 12=3544(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-25=-4370/345,2-25=.4358/361, 2.26=40441309. 3-26=-39941319, 3-4=-30081327, 4-27=-2825/325, 27-28=-28311325, 5-28=.-28371324, 5-29=.21041268, 6-29=-21041268, 8-9=-120/2064, 9-104-214/1362 SOT CHORD 1-33=.35514125, 18-33=-355/4125, 18-34=-31513607, 17-344-31513607, 16-17=-25312600, 16-35=-253/2600, 115-35=25=600.15-36-116211S26. 14-36=-16211526, 13-14=-1965/170, 13-37=-19651170, 12-37=-1965/170, 12-344-14121165, 11-38=-1412/165, 11-344-1264/216. 10-39=-12641216 WEBS 2-18=-336199, 3-16=0/555, 3-17=-903/94. 4.170,404,5.17=01370, 5-15=-10171158, 6-144-53/1186, 6-14=-2210!244, 7-144-454/72, 8-14=-247!2963, 8-12=-29451248, 9-12=1027/112,9-11=01534 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-1 Vutt=llomph (3-second gust) Vasd=87mph; TCDLS.opsf BCOL=6.0psf h20ft; Cat. II; Erg, B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=t60 plate grip DOLe1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pef bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 12 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at at panel points along Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 4-0-0 from front girder and 2-0-0 from back girder. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at and 36 lb up at 1748.0 on top chord. The design/selection of such connection device(s) is the responsibility of Job Truss I A06 I Truss Type 'C" jPly MAGNOLIA2A CAL HIP 1 lJob JI Reference (optional) WTh,Wrd I ,uurrahlls LLI.., rains, S. SLillu nUlL c.tau. USC CLV IC filTh C.L'IU 5 USC C tillS IVIlIWI U1UU5W55, inc. i flU IJGt J 1L;35;V1 LVI, raqst ID:ZFl3c9v,xbrEMVfP7?S5SJz7t4q-1fFxjaSWfpctnsqOd4tqPTX59MQn94s64ZLu6nyX5Me NOTES- 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lndrease=1.25 Uniform Loads (p11) Vért: 1-25-68, 25-2670, 4-2668, 4.-28-102, 2830-102(834), 7-30.102, 732.68, 10-3270, 19-22-20 Concentrated Loads (lb) Vert 27136 31-136 if Jo 12 if 2*4 II 15 4*6 = 4*6 = 5x8 = 3*6= 4*6 5*10 = 4*8 = 18 31 32 33 34 13 14 3.50f11 5x8 3*8= 5x8 534 _4 7 4*8 3*6 Job Truss Truss Type Oty iy MAGNOUA2A 1A07 CAL HIP I - - Job Reference (optional) I4un 52409 Dec 5 2018 FlInt 82403 Dec 52018 MiTek Indultitel, Inc. Thu Oct 3 1239:022019 Pane I ID2FI3c9vlmbiEMVfP7?S5SJz7f4q-VrpJxwS807kkP0PbBoO3yg4HamIWuXxGID4seEyX5Md 19-8-0 29.11-12 6-3-8 1218-12 1 19-04 lSrlill 244-0 1 294-0 29*5 3544 • 404.5 • 494.0 6-3-8 6-74 6-1-6 0-1-'? 4-10-0 4-10-0 044 54-8 • 4-6-1 8-9-11 04.5 0-1-7 Scale = 1:83.8 LOADING(psf) SPACING- 2-0-0 CSI. DEFI.. in (Icc) Well Lid PLATES GRIP TCLL 23.0 Plate Grip DOL 1.25 IC 0.85 Vert(U) -0.60 15.16 '715 240 MT20 220119$ TCDL 14.0 Lumber 001. 125 BC 3.90 Ve,t(CT) -1.28 15-16 '334 180 ECU. 00 • Rep Stress lncr NO WE 097 llorz(CT) 0.16 13 nla nla BCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No2 G Except' TOP CHORD Structural wood sheathing directly applied or 2-6-10 cc putlins, except Ti: 2X4 OF Noi&8tr G 04-0cc purllns (4-1-5 max.): 5-7. Except 601 CHORD 2X4 OF No.1&Btr G Except' 4-1-0 cc bracing: 5-7 03:2X4 OF Noi G EDT CHORD Rigid ceiling directly applied or 3-9-1 cc bracing. WEBS 2X4 OF Stud!Std G WEBS 1 Row at midpt 6-15 WEDGE Left. 2*4 OF Stud/Std Mflek recommends that Stabilizers and required cross bracing be installed during buss erection, In accordance with Stabilizer Installation guide. REACTIONS. (IbIsize) 1115810-3-8 (mm. 0-1-8), 13=282610-3-8 (min. 04.0). 1=144110-3-8 (mm. 0-1-10) Max Horz155(LC 27) Max Upriftll-521(LC 30), 13=-322(LC 22), 1=-820(LC 19) Max Grav11=578(LC 35), 13=2828(LC 1), 1=1542(LC 40) FORCES. (lb) - Max. CcinpfMax. Ten. - All fomes 250 (lb) or less except when shown. TOP CHORD 1-24=-445212581,2-24=-438412520. 2-25=367911930, 3-25=-343511711, 344-331111393, 4-5=-248711430, 5-26=-20161803, 5-26=-20241566, 6-21=-8541657, 7-27=-5501135, 7-28=-586/347. 8-28=4981649, 8-9=-43011486, 9-10=-il 2(1480, 10-11=-i $3511729 BOT CHORD 1-29=-253114269, 17-29=-253114269, 17.30=-262214013, 16-30=-262214013, 16-31=-2801/3540, 31-32=-207312812, 32-33=-1519!2258, 33-34=-149712161, 15-34=-95711697, 14-15=-14011164, 14-35=-2037I1604, 13-35=-231311604, 13-35=-183811531, 12-36=-183811531, 12-37=-169511555, 11-37=-169511555 WEBS 2-17=4961241, 4-17-581678, 4-16=-I 0111177, S-16--1641396.6-16=W/766. 6-15=-14061426, 8-15=41812394, 8-13=-22551394, 10-13=-959/185, 10-12=01522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCOL6.0ps BC0L60psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=160 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This buss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 344 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lOOps1. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed far a total drag load of 4800 lb. Lumber 00L(133) Plate grip DOL=(133) Connect truss to resist drag along bottom chord from 2044 to 34-9-0 for 342.9 p11. Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 9 lb up at 2944 40 lb down and 9 lb up at 1948-0 on top chord. The designlselection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard Job Iruss Truss Type Pty MAGNOLIA 2A A07 CAL HIP jury 1 - Job Reference (oponal) nun. u.GV Id U cwrn null. U.LU 5 UV4 U LMIO lVlJlCfl IflUUWJl, UlG. IflU IJGI 0 JL05.UL thIS ro £ lD:ZFI3c9vxxbrEMVfP7?S5SJz7t4q-VrpJxwS6O7kkPOPbBoO3yg4HamnNuXxGID4SeEyMd LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber lncrease11.25, Plate lncrease=1.25 Uniform Loads (plQ - Vert: 1-24-68, 24.25-70, 5-25=68.5-7=48.7-28=48, 11-28=-70,18-211=20 Concentrated Loads (lb) Veil: 26-34 27-34 Job Truss jiruss iype 1aty Ply I MAGNOUA 2A A08 MONO TRUSS 1."t, Reference (optional) I — ,%Ufl O.0 5 Lmc U 41110 rlufl 0.4U U IJUC 041.110 Ml I WI 11151155105, 1110. mU VOl .1 14351141115 rase 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q-VrpJxwS8Q7ktcP0PbBoO3yg4KzmmluZ9OlD4SeEyX5Md 8-3-3 14-9-8 8.3-3 6-6-5 2x4 11 Scale = 1:27.8 34 40 = 418 = 6-2-15 14-9-8 r.7-1 S I - a._0 Plate Offsets (X,Y)— 11:Edce.0-2-01. [2:0-0-5.0-1-121 LOADING(pst) SPACING- 2-0-0 CSL DEFI... in (bc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Veit(LL) -0.44 6-7 2,399 240 M120 2201195 TCDL 14.0 Lumber DOL 125 BC 0.87 Vert(CT) -0.74 6.7 '234 180 BCLI. 0.0 Rep Stress lncr NO WS 0.89 Horz(CT) 0.03 6 nla We BCOL 10.0 Code IBC201SITPl2014 Matrix-MSH Weight: 59 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lblsize) 1647/044 (mm. 0-14), 6=670/Mechanical Max Horzlllg(LC 8) Max Uplift12 8(LC 8), 6=46(LC 8) FORGES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11-131110,11-12=.129910,2-12-123810 801 CHORD 1-15---4211168.7-15=4211186.7-16-117/101S.6-16z-117/1016 WEBS 2.7=01550, 2-6=-11001126 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-2 cc purtins. 801 CHORD Rigid ceiling directly applied or 9.1-600 bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Miss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=5.0psf; BCDL4.0p51; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3.0-0, Interior(l) 3-0-0 to 14-941 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and Ibrces & MWFRS for reactions shown; Lumber DOLI.60 plate grip OOL=1.80 This Miss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. This truss has been designed Ibr a live load of 20.0psf on the bottom chord in all areas where a rectangle 344 tall by 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to Miss connections. This Miss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other re loads. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11) Von: 1-11-68, 11.13-70,4-134-68, 5-8=-20 [JOb Truss Truss Type aty Ply I MAGNOLIA 2A A09 MONO CAL HIP 1 L Job Reference (optional) nrainia I ,usrinme u.%;.. reins, I.j. 5WU RUfl 524U 9 uec 0 2015 rflfll: e.0 s usc u aim Max InCILISmes, Inc. iny uct i 1x:is:uJ ails ragr 1 ID:ZFl3c9viocbrEMVfP7?S5SJz7f4q-z2Ni8GTmBQsb1A_nlVvIUudW4A8Fd3EPXtq?AgyX5Mc 13-10.0 I 7-5-1 • 13-2-4 .13-9-1I 14.9.8 7.6-1 5-9-3 0-7-7 0-11.8 4x4 1: 0.0-5 Scale 1:27.1 30 = 456 = 2x4 It 5-1-7 • 13-24 14-9-8 1.74 Plate Offsets (X,Y)- (1:0-0-0.0-1-11.12:0-0-10-1-121.16:0-2-8.0-2-81 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFt.. in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Veit(LL) -0.26 6-7 '673 240 MT20 2201195 TCOL 14.0 Lumber0OL 1.25 BC 0.74 Vert(CT) -0.46 6-7 '366 180 SCU. 0.0 * Rep Stress bncr NO WS 0.65 Horz(CT) 0.05 5 n/a nla SCOL 10.0 Code IBC20151TP120I4 Matrix-MSH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except SOT CHORD 2X4DFNo.2G end verticals, and 0-0-0 oc purtins (641141 max.): 3-4. WEBS 2X4 OF Stud/SW G 801 CHORD Rigid ceiling directly applied or 44-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1855/0-3-8 (mm. 0-1-8), 5-83710-3-8 (mm. 0-1-8) Max Horzl=132(LC 26) Max Uplift1-619(LC 19), 5-173(LC 20) Max Grav1957(LC 40), 54037(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-11=-259611787, 2-11=-250411701. 2-12=-121611001, 3-12=-9161713, 3-13=-3521211. 13-14=-307159.4-14=-311161,4-S--9361116 SOT CHORD 1-15-1769/2493,7-15=-176912493.7-16-191812413,16-17=-191812027, 6.17=-1157/1844, 6-18=-3991390 WEBS 2-7=4/546, 2-6=-928/259, 4-6=-72/871 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCOL=6.0psf BCOL=5.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever belt and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip 00L160 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcun'ent with any other live loads. 5)This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b five located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. This truss has been designed for a total drag load of 2000 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 6-9-8 to 14-9-8 for 250.0 pif. Girder comes tie-in spans of 440 from front girder and 2411-0 from back girder. Graphical purtin representation does not depict the size or the orientation of the putlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at 13-IC on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate lncrease1.25 Continued on page 2 Job Truss Truss Type idly MAGNOLIA 2A A09 juty MONO CAl. HIP 1 Job Reference CMIU tVi1iVl% i,iU033,fl, 1t3. thU 'Jfl J i.a.U., Ui3 r C £ ID:ZFI3c9vothEMVtP7?S5SJz7f4q-z2Ni8GTmBOsb1A_nivviuudw4A8Fd3Epxtq?AgyMc LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-11-68, 11-12-70, 312=-68. 314.1O2 4-14=-138(B-34), 5-8=-20 Concenfrated Loads (ib) Vert: 13436 Job Tniss TrussType 2w ZA JA10 MONOCAL HIP II I I I lJob Reference (optional) Kun;uz4us usc a crla Fran: a.su $ USC omits 15115* Incu$$les. Inc. mcci J 1z:ja:us *uia aoe 1 ID2FI3vmocbrEMVfP7?S5SJzThq-REx4McUOykSeJZzJDQX159deaTbMa5ZmJCZZi6yX5Mb 4-9-13 . 9.4.4 . 11-11-11 • 14.9-8 4-9-13 • 4-6.7 2-7-7 • 2-9-13 Scale = 1:24.9 430 = 2K4 11 9.4-4 14-94 5.44 c_c_a Plate Offsets (X.Y)- (8:020,0-0-81, (7:0-2-12.0-2-01 LOAOING(pst) SPACING. 2-0-0 CSI. DEFL in (foe) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.33 7-10 2,532 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.62 7-10 '286 180 ECU. 0.0 Rep Stress lncr NO WE 0.42 Horz(CT) 0.03 6 nla n/a ECDL 10.0 Code IBC2015ITPl2014 Matrlx.MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4OFNo.2G TOP CHORD Structural wood sheathing directly applied or 4-11-9 cc pwlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0cc purlins (5.11.1 max.): 3-5. WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb!size) 1=87510-34 (mm. 0-1-8), 6=7031044 (nun. 0-1.8) Max Horz1100(LC 9) Max Upliftt.28(LC 8), 6=-57(LC 8) FORCES. (to) - Max. CcmpJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-11-15011160. 11-12=-14611161, 2-12=-14501173, 2-13=-1016!230. 13-14=-9311234, 3-14---9221235.3-15r-940/324, 15-16=-M/324,16-17-9411324.5-17=4"1323. 5.6=-665/217 SOT CHORD 11-118=-1981F`1463,7-118=-19&1403 WEBS 2-7=484/98. 3-7=-1811259, 5-7=-30511030 NOTES- Unbalanced roof five loads have been considered for this design. Wind: ASCE7-10; VulL=llomph (3-second gust) Vasd-87mph; TCOL8.0ps? BCDL&.opsf; h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-00 to 3-0-0, Interior(1) 3-0-0 to 11-11-11, Extedor(2) 944 to 13-7-3, Interior(l) 13-7-3 to 14-7-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOLn1.60 plate gap DOL--1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 344 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (p11) Vert 1-11=48,111-114=-70.3-114=68. 3-448, 3-16=-28, 5-16=-68, 5-6=-20 1JOD TrUSS liruss lype I MAGNOLIA I' I 2A JAII MONO CAL HIP 1l Job Reference (optional) ruerreme k.. revile, %.di. 5WU Nun: .L4U 5 lJviC lv Ullv rilni lv44U S uec lv U1lv lvii leli lflQUsevlv5. InC. i flU UCt iUU uie rage i ID:ZFIc9vxxbrEMVIP7?S5SJz7f4g-REx4McUOyk_SeJZzlDQX159tTaTUMawZmXZZi6yX5Mb 10-0-0 4-9-13 9.4-4 9-11-11. 14-94 4-9-13 44;-1 0-7-1 4-9-8 045 Scale: 115.0 48 40 = 4x8 = 2x411 9-4.4 14-9-8 &A.A w Plate Offsets (X.Y)- 14:0-1-8.0-1-121,15:0-2-0.0-0-41. (6:0-2-8.0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Vert(LL) -0.33 6-9 p527 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.61 6-9 3287 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 HoI2(CT) 0.03 5 We n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 62 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-60c purlins, except 001 CHORD 2X4 OF No.2 G end verticals, and 0-0-0°c puffins (4-10-7 max.): 3-4. Except WEBS 2X4 OF StudfStd G 4-10-0 oc bracing: 3-4 001 CHORD Rigid ceiling directly applied or 10-0-0 or. bracing. [MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=69510-3-8 (mm. 0-1-8), 5=85110-3-8 (mm. 0-1-8) Max Ho,z181(LC 7) Max upliftl=-37(LC 4), 545(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1587/148, 2-3=-1072181, 3-10=-982/89. 10-11-987189. 4-11=-993189, 445=-8111103 SOT CHORD 1-12=-14111487, 6-12=-14111487 WEBS 2-6-524/109.4-6=-6311057 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf, BCDL6.0psf; h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/a has been applied for the green lumber members. This truss Is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncreasel.25 Uniform Loads (p11) Vert 1-3s-68,340=68, 5-7=-20 Concentrated Loads (lb) Van: 10=402 Continued on page 2 0 TruSs Truss Type I'' NOLIA ZA JA11 I MONO CAL HIP 7' I 7Rf,,nee I (optional) LOAD CASE(S) Standard Trapezoidal Loads (pif) Vert: 10-684o-11.102, 11=-136(B=-34)-to-4=-102(B=.34) Job Truss Truss Type uty Ply MAGNOUA2A Al2 MON0 CAL HIP 1 1 - Job Reference (Opttonal) - . .. ... .• .-,,..• .,. 5 USS S O flflL C.0 5 usc s &I15 Mi IMi IflUU5lfl53. Sic. ISU UCi 1;aa;ua .iU15 rags 1 ID2FI3c9vxEMVfP7?S5SJz7f4q-wOVSZyV0j26JGT8Aswym2Jio3pA5vTLBJ6FZyX5Ma eqs I 7413 • 7-11-Il • 1140 14-94 70-13 0-10-14 340 3-9-8 Scales 125.1 558 454 = 2x4 II 4x6 = 3x10 MTIBHS= 7-0-13 14-9-8 74-I21 7.4.14 Plate Offsets (X.Y)— (2:0-2-8.0-2-81. (3:0-2-00-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi lid PLATES GRIP TCLL 20.0 Plate Grip DOt. 1.25 TC 0.77 Vert(LL) -029 5-6 '602 240 MT20 220/195 TCOI. 14.0 Lumber 001. 125 BC 0.77 Vert(CT) -0.69 5-6 2-254 180 MT18HS 220/195 SCLL 0.0 Rep Stress lncr NO WS 0.92 Horz(CT) 0.08 5 nla n/a SCOt. 10.0 Code 18C201511P12014 Matrix-MSH Weight: 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G 'Excepr TOP CHORD Structural wood sheathing directly applied or 2-8-2 cc purlins, except 72: 2X6 OF No.2 G end verticals, and 0-0-0or, purtins (3-7.13 max.): 2-4. Except SOT CHORD 2X4 OF No.1&81r G 3414cc bracing: 2-4 WEBS 2X4 OF StudlStd G GOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTeic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=1352/0-3-8 (min. 0-1-81),5077010-3-8 (mm. 0-144) Installation guide. Max Horzl=84(LC 7) Max Upliftl-32(LC 4), 54-146(LC 4) FORCES. (ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-33251220. 2-10=-31081219, 10-11=-31311223, 3.11=3142I221 SOT CHORD 1-12=-13W3104, 6-12=-18813104, 6-13=-289/2401, 13-14=-28912401, 14-15=-28912401, 15-16=-269/2401. 5-164-289/2401 WEBS 3-8=0/885,3-64-2701/375 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuttallomph (3-second gust) Vasd87mph; TCOLS.Opsf; BCDL8.0psf, h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSI(TPI 1. This buss has been designed for a moving concentrated toad of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Girder carries hip end with 8-0.0 end setback and tie-in span of 2-0-0 from subgirder. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 805 lb down and 180 lb up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-2-60, 24-165, 5-7.49(F-29) Continued on page 2 I It 1Job TfUSS I TrussType I I MAGNOUA2A Al2 I M0N0CALH1P I Iar' i 1 IJobRererence(optional) - - I I IDZfl3brE1?S5SJz74q.wQVSZOj26GT8AswymZJio3pA5v1iBJ6FZy)Ma LOAD CASE(S) Standard Concentrated Loads (lb) Veil: 10-680 Job Truss Truss T ype Qty Ply MAGNOLIA 2A 801 GABLE I Job Reference (optional) ..alnanaa InJsp-,ame u.., rams. 1A. WADIU pain: U. x4gg S uec a ie IM6-0a usc a xiiia iex Incuss1e5, Inc. mu U 4 US aiis raje 1 ID2FI3c9vxxbvEMVfP7?S5SJz7f4q-Od3qmIVeULEAudjMOeT?6WFzSNA1qMCsDq2fn1yXbMZ 74.0 7,9-5 14-9.4 . 21-2.12 . 28-2.11 28.6-0 36.0-0 7-6-0 0-3-5 6.11-15 6-5-8 6.11-15 0-0-5 7-6-0 Scale = 1:51.4 4x8 = 8x8= 3x6 II 6x12 = 1202 = 3x8 II 410 = 7-9-5 14-9-4 • 21-2.12 28-241 • 36-0.0 I I S..Il.IS 4R aii.ic Plate Offsets MY)- [2t-2-0.0-2-01,16,0-24.0-2-81, 170-3-7.0-0-81. (814-12.0-1-81.[9-0-4-0.0."], [11.0-".0-2-01,112:0-3-12,0-1-81 LOADING (pat) SPACING- 2411-0 CSI. DEPL. in (too) Udell Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 IC 0.80 Vert(LL) -0.18 6-9 '999 240 MT20 220/195 TCOL 14.0 Lumber 001. 1.25 BC 0.73 Vert(CT) -0.57 8-9 '447 180 BCLL 0.0 * Rep Stress ma- NO WB 0.89 Horz(CT) 0.05 7 Na We BCOL 10.0 Code I3C2015fTP12014 Matrix-MSH Weight: 262 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF Noi&81r G TOP CHORD Structural wood sheathing directly applied or 2-5-4 cc purina. SOT CHORD 2x8 OF No.2 G 'Except' 801 CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 822x8DFSSG WEBS l Raw atmidpt 4-11.2-11 WEBS 2X4 OF StudlSld G 'Except' 2 Rows at 113 pts 6-9 W6: 2X4 OF No.2 G, W3.W5,W7: 2X6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G Installed during cuss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=255/0-54 (mbl. 0-1-8), 7=1885/0-3-8 (mm. 0-2.1). 11=7183/0-54 (req. 0-7.10) Max Ho,z 183(LC 36) Max Uplift1.211(LC 27), 7=-233(LC 30), 11-368(LC 20) Max Grav1441(LC 54), 71920(LC 44), 117163(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORO 1-2=-8721984, 2-3=-666/3309, 344-335/3242. 4-5--19031260.5.6=49191456, 6-7-5464/874 801 CHORD 1-40=-4811555. 141 =-7751663. 12.41=4801505.12.42=4811607.42-43=481/769. 1143=4811769, 10-11=-~18,9-10=4;941718,9-44--46915190,844--86915190, 846-81596190, 7.45=46915190,746=.40212731 WEBS 4-9-2S4/4298.5-9-4221112, 6-9=-3599/273, 6-8=0/1163. 4-11=4852/294. 3-11=442(112.2-11=2914123Z 2-12=0/941 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasth87mph; TCDL=6.0psf BCDL=6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the /ace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/WI 1. Gable studs spaced at 144 cc. ThIs buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 'This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 11 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconairrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber OOL=(1.33) Plate grip OOL(1.33) Connect truss to resist drag loads along bottom chord from 041-0 to 9.7-0 for 146.1 plF Girder carries hip end with 7-641 end setbadc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 604 lb down and 135 lb up at and 604 lb down and 135 lb up at 7-6.0 on tap chord. The designlselection of such connection device(s) is the responsibility Of olh In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 LOAD CASE(S) Standard EXP. 6130121 NO. C53821 Job ruSS Truss Type 1Q MAGNOLIAZA 1 -601 GASLE I IP7' b Reference (optional) .c1u,,.a..ur.ahupc 6t... rcuu, .n. &JIw nUll O.W 5 LICG U LUIO flint; LL,U 5 IJUV C LU1D ItUICIt UIUUUUICS. Inc. 11113 IJCi J 1L:fl;UC AU1! raget ID:ZFl3c9vxxbiEMVfP7?S5SJz7i4q-Od3qmlVeULEAudjMOeT?6WFzSNA1qMCsDq2fn?yX5M2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease11.25 Uniform Loads (plQ Veil: 1-4=48, 4-7=-68, 12.34=-45(F=-25), 11-12=-165(F=.145), 8-11=-296(F=-276), 8-37=-45(F=-26) Concentrated Loads (lb) Vert: 6-510(F) 2-510(F) I I? I Job Truss TrUSS Type Qty Ply MAGNOLIA 2A 802 COMMON 6 - Job Reference (optional) iD:ZFi3c9vxbEMv75S5SJz7Mq-spcCeWHFfNoVnYL_Efkn7NnTjTh9?sUoDJRyxTMY 1-9-8 5-7-0 9-5-12 14-9.4 • 18-0-0 23-7-11 . 29-7.14 36-0-0 1-9.8 3-9-8 3-10-12 5-3-8 3-2-12 5-7-11 6-0-3 6-4-2 Scale = 1:59.4 6x10 MTI8HS= 3.50fl147.4 = 2x411 5 4 - 7 2x4 II 47.4 = 15 14 3x6 = 2x411 47.4 = LOADING(pst) SPACING. 2-0-0 CS,. DEFL in (bc) Well Lid ICU. 20.0 Plate Grip DOL 1.25 IC 0.85 Vert(LL) -0.38 11-22 '677 240 TCDL 14.0 Lumber 001. 1.25 I BC 0.83 Vert(CT) -0.70 14-15 0252 180 BCLL 0.0w Rep Stress lncr NO WB 0.97 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code 13C2015/TP12014 Mat,ix.MSH LUMBER- BRACING- 3x8 = PLATES GRIP MT20 220/195 MTI8HS 220/195 Weight: 169 lb FT = 20% TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purtins. SOT CHORD 2X4 OF No.2 G 'Except' SOT CHORD Rigid ceiling directly applied or 6.0.0cc bracing. 52-.2X6 OF No.2 G WEBS 1 Row at midpt 6-13 WEBS 2X4 OF Stud/Std G Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/siza) 1444/0-5.8 (mm. 0.1-8). 10=778/0-3-8 (mm. 0.1-8), 13=2046/0-5-8 (mm. 0.23) Max Horz1S3(LC 16) Max Uplift1-23(LC 12), 10-25(LC 13), 13=-6(LC 8) Max Grav1528(LC 23), 10=787(LC 24). 13=2046(LC 1) FORCES. (lb) - Max. ComplMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-2=-i 044/50, 2-23=-980175, 3-23=-962/85, 3-44-41 V185, 4-5=-2191276. S-6=.74/2388, 6-7=-39/2322, 8-9=-1313/33, 9.25=-1735/100, 10-25-1787183 BOT CHORD 1-26=.1071941, IS-26-1071941.15-27=-1071941.14-27=1071941,14-28-1771341, 13.25=-177/341, 13-29=-1351375. 12-29=-135f375, 12-30=0/839, 11-30=0/839, 11-311=4911666,110-311=-59111666 WEBS 3.14-679179. 4-14=0/521, 13-16=-1854/28, 6-16=-393184, 12-16=-5561198, 7-12=0/791. 8-12=-10061104, 8-11=01896.9-11=S401130.7-15=-2747154, 5-15=-23041124, 2-15=0/402 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=il0mph (3-second gust) Vas4487mph; TC0L6.0psf BCOL=8.opsf; h2011; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extesioi(2) 040 to 3-0-0, Interior(l) 343.0 to 18-0-0, Exterior(2) 18-0.0 to 21.0-0. Interior(1) 21-0-0 to 36-0.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL'1.60 plate grip DOL1.60 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psi bottom chord live load noncoricurTent with any other live loads. 5)' This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.thb live located at all mid panels and at aft panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 9-7-8, an lb down and 4 lb up at 14.7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase 1.25. Plate lncrease=1.25 Continued on page 2 Job Truss Truss type Qty A 6O2 COMMON 6 nJob Retence(oPonaI) iD:ZFI3c9vothrEMVrP7?S5SJz7f4q-4cCeWHFrN0VnIVLEflcfl7NnTjZn9?suoDjRyXMy LOAD CASE(S) Standard Uniform Loads (pif) Veit: 1-7=68,7-10=68.17-20=40 Concentrated Loads (lb) Vert: 14=-50 13=-60 Job rUSS 1 1 TrUSS Type I 18-03 IW,-7 I MAGNOLIA 2A - - 1COMMON - Job Reference (optional) I I,u, rrdma uj. . rem5. I..M. aaru IUfl 82403 U8C e 2018 Pnrn 8.240 a Dec 52018 IliTeic Ineussies. Inc. Thu oct 3 12:39:072019 Pace 1 ID:ZFI3c9vxbrEMVfP7?S5SJz7f4q-spcC_eWHFfN0VnIY_L_EffinFXnWrZw6?SUoDJRyX5MY 1-9-8 7.6-9 12-2-12 12-6. 1-9-8 5-9-1 4.8-3 C3-12 20 ii Scale: 112=1 45 2x4 It 434= 438 1-9-8 • 4-7-4 . 12-2-12 12-6.6 1-9-8 2-9-12 7-7-9 Plate Offsets (XV)— 11:Edce.0-2-01. 13:0-0-1.0-2-01 - - - LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (ICC) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Gap DOL 125 IC 0.33 Vert(LL) -035 7-8 '420 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.60 7-8 '247 180 BCLL 0.0 Rep Stress Incr YES WS OAO Hoiz(CT) 0.02 7 n/a n/a SCOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 51 lb FT = 20% LUMBER- TOP CHORD 2X40FNo.20 SOT CHORD 2X4DFNo2G WEBS 2X4 OF Stud/SW G REACTIONS. Ph(size) 1538/0-5-8 (mm. 0-1-8), 7566/Mechanical Max Horzll0l(LCS) Max UpIift14(LC 8), 7-39(LC 8) Max Grav1543(LC 23), 7=586(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15 cc purtins. GOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed duang buss erection, in accordance with StabWizer Installation guide. FORCES. (lb) -Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1.2=.1122(0,2.13=.1133/0,313=.1112/0 BOT CHORD 1-15=-2011068, 9-15=-2011038, 9-16=-2011068. 8-16=-2011088, 8-17-100/709, 7-17=-1001709 WEBS 3-7=-7951112, 3-8=01685. 2-9=-261/74 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL-6.opsf; BCDL=8.0psf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 3-0-0. Interior(l) 3-0-0 to 124-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI/TP1 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. LOAD CASE(S) Standard Job miss Truss Type Uty Ply I MAGNOUA 2A 804 COMMON I L bReference (optional) run. 5L5u 5 Um U LU Q rJU1L OLU 5 ijee U LU15 IVIICA UU551e3. USC. i flu U 4 1L:45:ue LU5 rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-K?AbBzXv?zVt7xslX3VTBxXQGBs4lNM8hexm,tyx5MX 1-9-8 7-6-9 12-2-12 12.6-a 1-9-8 5-9-1 4-8-3 0-3-1 2x4 ii Scale: 112'sl D=1400# 4 5 254 1-9-8 4-7-4 12-2-12 12-6-8 1-- 2.Q-i Plate Offsets (X.Y)- (3:0-0-1.0-2-01 - - - LOAOING(psl) SPACING- 2-0-0 CSI. OEFL in (ice) Well Lid PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 TC 0.33 Vest(LL) -0.35 7-8 '420 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.60 7-8 '247 180 BCLL 00 Rep Stress lou YES WS 0.40 Horz(CT) 0.03 7 n1a nba BCDL 10.0 Code lBC2015rrP12014 Matrix-MSH Weight: 51 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudJStd G REACTIONS. (lb/size) 1=53810.5.8 (rein. 0-14), 7=566lMechanicat Max Horz1136(LC 27) Max Uplift1.425(LC 27). Th-60(LC 28) Max Grav1712(LC 48), 7=566(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc purlins. BOY CHORD Rigid ceiling directly applied or 5-6-0cc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-198211162, 2-13-18181992, 3-13=.14881695, 3-14=-5731529, 4-14-3311301 301 CHORD 115.1233I1981, 9-15=-114611874, 916=1059l1787, 816=.814I1S42, 8-17=.949/1319, 7-17-3971828 WEBS 3-7=-7951182, 3-8-41685. 2-9=-2611129 NOTES Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd-87mph; TCDL=6.opsf; BCDLa5.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envel- ope) gable end zone and C-C Extezior(2) 04-0 to 3-0-0, Interior(l) 3.0-0 to 124-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL"1.60 This truss has been designed fore 10.0 psI bottom chord live load nonccncurrent with any other live loads. 1 This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fix between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss isdesigned in accordance with the 2015 International Building Code section 2206.1 and referenced standard ANSIITPI 1. l) This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed fOr a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip OOLa(1.33) Connect truss to resist drag loads along bottom chord from 04-0 to 12-6-8 for 111.6 pit. LOAD CASE(S) Standard TrussType I'1Ply NOLIA2A [7-lruss COt GABLE I I 1 IJb Reference (optional) I IW7IU5 uec o*ulornnl;a.*4usuec OU1lViIIAtflUU5lJ15 Inc. inuuci ai:aue*uw raqei lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-K?AbBzXv?zVt7xsI3VTBxKHHBnZlH88h8XmttyX5MX 4-6-0 , 7-11-5 • 16-0.0 • 24.0-12 27-6-0 32-0-0 4-6-0 3-5-5 8-0-11 8-0-12 I 44.0 Scale = 1:50.8 6*10 MTIBHS= US = 44 = 3*6 II 5*16 = 3*6 II 46 = 7-114 . 160-0 16-2-12 24-0-12 32-0-0 7.-HA • fls'a 7..n.n I Plate Offsets (XX)- f1:0 -1-4,0-2-0l,12:0-2-8.0-2-41j4:0-2-8,0-2-41,15:0-1-4.0-2.01. (604-4,0-1-8). f7:0.841,0-241, (9:044.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL.. in (Icc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) -0.12 9-33 '999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 0.99 Vert(CT) -0.36 9-33 '537 160 MT18HS 220/195 ECU. 0.0 • Rep Stress Incr NO WE 0.30 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code lBC2015iTPI2014 Matsix-MSH Weight: 219 lb FT = 20% LUMBER- TOP CHORD 20 OF No.I&Str 3 SOT CHORD 2X6 OF No.2 G WEBS 2X6 OF No.2 G Exoepr W4: 2X4 OF No.2 G, W2: 2X4 OF Stud/Std G OTHERS 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3.7-11 oc puitins. Rigid ceiling directly applied or 1044 oc bracing. I Row at midpt 4-7 2 Rows atl/3p1s 2-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1-938/0-5-8 (mm. 0-14), 5=644/0-5-8 (mm. 0-1-8), 74450210-5.8 (mm. 0-4.13) Max Hoszl-56(LC 13) Max Upliftl-45(LC 6), 5=-40(LC 9). 7=-132(LC 4) Max Gray 1992(LC 19). 5=724(LC 35). 74502(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-37=-2045/143, 2-3Th.192W143, 2-3=-5611897, 3-4=-47/1898, 4-38---957/126. 5-38=-1084/126 BOT CHORO 1-39=-52/844, 1-40=-153/1885, 9-40=-15311885, 9-41-153/1885, 8-41=-153/1$85, 7-8=-153!1885, 742=41/963, 642=.81/963, 6-43=-81/963, 5-43=41/953, 544=-11/498 WEBS 3-7-1531197,4-7-2655=3,4-6=011023,2-7=-36171242.2-9=011350 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd-87mph; TCDL=6.0psf BCOL=6.0psf; h20ft; Cat. II; Exp B; Enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-,1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. AN plates are MT20 plates unless otherwise indicated. Gable studs spaced at 1-4-0oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcun'ent with any other live loads. This Was has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240.0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at aft panel points along the Bottom Chord, nonconcunant with any other live loads. Girder carries hip end with 4.641 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 41 lb up at 27-6- and 190 lb down and 41 lb up at 4-64 on top chord. The design(selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the lade of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job 1Truss lruss Type 1Qty r' MAGNOLIA I I Job Refeflce (optional) rum; 014W 5 usc ;r io rulw. ou 5 UM S J1O 551551115555155 Ifl5. IllU ULI 4 i:4s;us U15 ra,iss ID:ZFl39vxxbVfP7?S5SJz7f4q.oClczPJYXmGdkl5RxmOik9tS1b7oIkOivoHKOKyXffMW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 1-3-72, 3-5=-72, 3140-30(F-10), 740.174(F-1$4), 743.103(F.83), 3443-30(F-10) Concentrated Loads (lb) Vert: 37.162(F) 38-162(F) I Job Truss Truss Type Qty Ply MAGNOUA2A CO2 COMMON 2 jJob -- Reference (optional) - 8-1-7 • 16-0-0 23-10.9 32.0.0 8-1-7 • 7-10-9 7.10-9 8-1-7 Scale: 1:51.7 5x8 = 3 £X II iX4 = 4x4 5x10 294 II 40 3X8 11 10 11 1643-0 16-212 25-11-8 32-0-0 I6-0-9 • 9.11-7 0-2-'12 9-8-10 6-0-10 Plate offsets (X.Y)_ '1:0-2-3EdgeJ, (1:0-1-8.0-1-5). 12:0-0-5,0-1-8), 130-34I.Edgel. 14:0-0-5.0-1-11, (5:0-2-3.Edgel, 1504-8.0-1-5j, r7,044,0-1-121 LOAOING(psf) SPACING- 2-0.0 I CSI. I OEFL.. in (Icc) Well lid I PLATES GRIP TCLL 20.0 Plate Gap OOL 125 Ic 0.19 I Vert(LL) .0.53 7-9 "359 240 I MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.75 Ven(CT) .0.80 7-9 "240 180 I BCLL 0.0 Rep Stress Incr YES WE 0.47 Hotz(CT) 002 5 n/a n/a SCOI. 10.0 Code IBC201S/TP12014 Matrix-MSH Weight 130 lb FT = 20% LUMBER. BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 8-7.7 oc bracing. WEBS 2X4 OF StudlStd G Exoep? WEBS I Row atmidpt 2-7.4-7 W3: 2X6 OF No.2 G WEDGE I MiTek recommends that Stabilizers and required cross bracing be Left 2x4 OF StudlStd -G, Right 2X4 OF StUd/SW -G installed during buss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (lb/size) 719771044 (mm. 0-2-2). 1-483/0-54 (mm. 0-1-8), 5=483/0-5-8 (mm. 0-1-8) Max Horz156(LC 12) Max Uplift141(LC 12), 5=49(LC 13) Max Grav71977(LC 1), 1=534(LC 23), 5=534(LC 24) FORCES. (Ib). Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-958/85, 2-16=-836/83.2-17=0/786,3-17=0!858,3-16=O!858,4-18=0/786, 4-18=4351107,5-18=458/90 801 CHORD 1.20=-74/509, 1-21=-90/869, 9-21=-901869, 9-22--1541673, 8-fl=-164/673, 74=-1641873, 7-23=-1321614, 6-23=432(674, 6-24=--571859, 5-24=47/869, 5-25=-47/509 WEBS 2-9=01577. 2-7=-13381157, 3-7=453144, 4-7=-1338/15E. 44=01576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87rnph; TCOL=8.0psf, BCOLS.0p51; 1r208 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterlar(2) 0.0-0 to 3-0-0, lntenoi(1) 3-0-Oto 16-0-0, Exte,ior(2) 164-0 to 194-0. Interior(l) 19.0-0 to 32.0.0 zone; cantilever left and nght exposed; end vertical left and nght exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL=1.€0 This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/WI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard TrUss Type city Ply [MAGNOLIA [fUSS CO3 COMMON 1 12A ,Job Reference (optional) I Iu,rrdnlc u.I..., rein,, wk .IU NW!; *4u s uec u uie Inni u.zqu a uec e xuiu Milex unausules. inc. (flu US! J 1:.u:1u uiu rage 1 ID:ZF1309vuobrEMVfP7?S5SJz7f4q-GOlLctY9XalbME07fTXxGMPdo?V6mGjR8S0twmyX5MV 8-1.7 16.0.0 23.10.9 324.0 8-1.7 7-10.9 7-10-9 8-1-7 Scale '1:51.7 5*8 = 40 = 2K4 11 3x4 = 220 Il 5*10 = 40 = 3*8 II 6-0-9 13.6.0 16.0-0 l6,212 1840 • 25-11.6 32-0-0 5.0.4 • 7.5.7 • R.fl fl.J1 .1.4 • 7.5.5 • 5.0.10 Plate Offsets (X,V)— I1:0.23,Edge1. I1:0-1-8.0-I-51, 12:0-0-5.0-1-81. (3:0-3-0,Edgel. (4:0-0-5.0-1-51, 15:O-2-3.Edoel. 15:0-1-8.0-1-51, 170.5-0.0-1-121 LOADING (psf) SPACING- 2.0-0 CSI. DEFL in (bc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) -0.53 7-9 '359 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.85 Veit(CT) -0.84 7-9 "229 180 BCU. 0.0 Rep Stress bncr NO WS 0.47 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code IBC2015!TP12014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 641-0 oc bracing. WEBS 2X4 OF Stud/Std G Except WEBS I Row at midpt 2-7.4-7 W3: 2X6 OF No.2 G Muck recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left 2x4 OF StudlStd -G, Right 2*4 OF StudlStd -G Installation guide. REACTIONS. (lb/size) 720801044 (mm. 0-2-4), 148210-S4 (mm. 0-1-8), 5=48210-5-8 (mm. 0-1-8) Max Horz156(LC43) Max Uplift7-134(LC 21), 1-167(LC 35), 5=-347(LC 38) Max Grav72080(LC 1), 1=532(LC 51), 5=552(LC 47) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16--9611398,2-16=-8391161, 2-17=-81I802, 3-17=-2281874, 3-18=-3541981, 4-18=-60411159. 4-19=-1100/722, 5-19=-1430/978 BOT CHORD 1-20=-2161508, 1-21=473/all, 9.21 =.4731871, 9-22=-5561687, 22-23=-555!687, 8-23=-5561687, 7-8=-556/687, 7-24-5941751, 24-25=-5941757, 6-25=-594/757, 6-25=-541/964, 26-27=418/871, 5-27=4701899, 5.28=.4261678 WEBS 2.9=0/584, 2-7-134181, 3.7=.963/211, 4-7=1349/207,4-6=01583 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL6.0psf BCDLS.opsf; tw20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0-0, Interior(1) 3-0-0 to 16-0.0, Exterior(2) 16-0.0 to 19-0-0, Interior(l) 19-0-0 to 32.0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 284-0 to 32411-0 for 350.0 pIt. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 13-6-0, a 50 lb down and 4 lb up at 18-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 LO T Truss Type QtyPy COON Job Reference (optional) nan. U.WYa hhiugaula,. hhh. 11W ¼1L1 J I4.Ja.,U Cam ro £ ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.GOILcfY9XaIbMEO7tTxxGMPdo?V6mGjR8SotwmyXrMv LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (PlO Vert: 1-31L72,34=72, 1043=-20 Concentrated Loads (lb) Vert: 2340(P) 24-50(F) 11 1 4 Job 1nJss r I MAGNOLIA 2A I Truss Type I"" 2 I Lob 1004 COMMON Reference (optional) - I casionia mm-lame u.5., m'ems, uA. a,lu lsal1: 54US usc o xuis mn,; s4U a usc e mis MuSS unauswss. IflC. unuuU ., 1m;i1 SU15 rsgs 1 ID2Fl3c9vxxbrEMVfP7?S5SJz7f4q-kasjq?znlutS_ObJDB2Apayss0qFVfTbN8mQSCyX5MU 4-11-6 • 8-0-5 13-3-12 16-0-0 i 1848-4 , 23-11-11 32-0-0 4-11-6 3-0-15 1 5-3-7 2-8-4 248-4 • 5-3-7 • 8-0.5 Scale = 1:51.6 4v4 354 = l k;; 4x8 = 356 II 430 = 656= 4x6 =3X5 11 4*8 = 4-11.6 • 13-3-12 13,5.8 18-6-8 18,8.4 27-0.10 32-0-0 'Ell 116 8.4.8 fl.1I2 5.1.0 8-112 8.4.8 4-11-6 Plate Offsets (X.Y)- ':0-1-15.0-0-8!. 120-3.0.0-1-121. 14:0-2-0.Edael. [6-0-0-1.0-2-01,17:04-0.0-2A. 111.0-2-12.0-2-01 LOAOING(psf) SPACING- 2-3-12 CSI. OEFL. in (ice) Vdefl Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 TC 0.69 Veit(LL) -0.22 11-12 >999 240 M120 2201195 TCOL 16.0 Lumber DOL 1.25 SC 0.92 Vert(CT) -0.81 11-12 >277 180 ECU. 00 Rep Stress Inor NO WE 0.76 Horz(CT) 0.06 7 nla nla BCOL 10.0 Code 13C20151TP12014 Matrix-MSH Weight: 182 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 2-0-0 oc purfins (2-10-6 max.) 801 CHORD 2x8 OFSSG 'Except (Switched from sheeted: Spacing> 2.0-0). 82:2X4 OF StudlStd G, 63:24 OF No.2 G SOT CHORD Rigid ceiling directly applied or 10.0-0cc bracing. WEBS 2X4 OF StudlStd G REACTIONS. (IbIsize) 1=1189lMechanlcal. 7=96210-5.8 (mm. 0-1-8). 9=135310-3-8 (mm. 0.1-8) Max Horz1S4(LC 12) Max upliftl-50(LC 12). 7.8(LC 9), 8=-30(LC 9) Max Gravl=1203(LC 23). 7952(LC 1), 8=1353(LC 1) FORCES. (lb) - Max. CcmpJMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-19=-3407188, 2-19--33331111.2-20=-149&107,3-20--13801108,3-4=-29018l. 4-5=-334162, 5-21-13811128, 6-21=-14351127, 6-22=-202710, 7-22=-210510 BOT CHORD 1-23=.3711582. 1.24=.11413199. 12-24=-11413199. 12-25=-19112510, 11-25=-19112510, 10-11=-5611359, 9-10=-5511359, 9-26=47I1938, 8.28=47l1938, 8-27=011946, 7-27=011946.7-2841962 -fl 01946.7-28=01962 WE13S 5-9=-2671108. 6.94-8271169, 6.8=-108I463. 2-11=-12791149, 2-12=01990, 34-1148I101 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCOL=6.0psI 8CDL=6.0psf h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0.0 to 34-0. lntenor(1) 3-0.0 to 16.0.0. Exterior(2) 16-0-0 to 19-0-0, Interior(l) 19.0-0 to 32.0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.80 plate grip 00L1.60 This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.olb five located at all mid panels and stall panel points along the Bottom Chord. nonconcurrent with any other live loads. 91 Graphical purlmn representation does not depict the size or the orientation of the purtin along the top andlor bottom chord. 10) Hangar(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 134.8, 50 lb down and 4 lb up at 18-64 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnorease1.25, Plate lnereasel.25 Uniform Loads (plf) Vest: 1-4--83, 4-7=43,13-194-23 Continued on page 2 Job 1TruSS lrussjype WGNOLIA i s' CO4 ?A I COMMON F'y IJob RelerenGe (optional) nun. 0.OW4 IJ U &11IU rulER.. U.OflI U lJVfj U CUED UVUIUR. IrIMUDIJIn. iiii. lIEU ljlit a s.a. II CUED r DC lD2FI3c9vEMVP7?S5SJz7t4qKasjq?ZnlutS_ObJDB2ApayssOqFVfTbN6mQSCyMU LOAD CASE(S) Standard Concenbatad Loads ON Vert: 9=-50 11-50 I I, I Job truss iTrussType IQtv 2A ccc I 1 r'y Lb jCOMMON Reference (optional) l%un: 5.LU 5 .JC 0 eiia runt 524U S USC U LU10 MileS lflSU5lflS5. InC. IllU U 3 1:3v:11 *U15 P395 1 lD2FI3c9vxxbrEMVfP7?S5SJz7f4q.kasjq?ZnlutS_ObJDB2Apayu6OVg4bN6mQSCyX5MU 4-11-6 • 8-0-5 13-3-12 16-0-0 18-8-4 • 23-11-11 • L2_ 4-11-6 3-0-15 5-3-7 • 2-8-4 2-8-4 5-3-7 Scale = 1:51.9 3x4 it 4x8 =axe ii 4*6 = 8x8 = 4*8 = 3*8 I 458 = 4-11.6 13-3-12 13-5-8 18-6-8 188-4 27-0-10 - 32-0-0 A."n-1-1112 c.i..n 11-11-411 • Plate Offsets (XX)— (1 -0-1-150-0-121, (2:041-1,0-1-81. (4:0-2-0,Edael, 16:0-0-1.0-1-8L17:0-1-15,0-0-121 LOADING(psf) SPACING- 2-0-0 Cs,. DEFL. in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.54 Vert(LL) -0.20 11-12 '999 240 M120 2201195 TCOL 16.0 Lumber DOL 1.25 SC 0.88 Vert(CT) -0.75 11-12 2,299 180 SCLL 0.0 Rep Stress mar NO WS 0.65 Hoiz(CT) 0.06 7 nfa nia BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 182 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4DFNo.2G TOP CHORD SOT CHORD 2x8 OF No.2 G Except' SOT CHORD 62 2X4 OF StudlStd G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=1041/Mechanical, 7=84710-5-8 (mm. 0.1.8). 9=115510-34 (mm. 0-1.8) Max Horz1=56(LC 12) Max Upliftl44(LC 12). 7-5(LC 9), 9-27(LC 9) Max Gravl=1052(LC 23), 7=847(l.0 1), 6=1155(LC 1) Structural wood sheathing directly applied or 3-2-9 oc putlins. Rigid ceiling directly applied or 1044cc bracing. MiTek recommends that Stabilizers and required aass bracing be installed duting buss erection, in accordance with Stabllw Installation guide. FORCES. (lb) - Max. CcrnpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=.3000/76, 2-19=-2936I96, 2-20=-1357193. 3-20=-1257l94, 3-4=-253/53. 4-54-293/54, S-21=-12561112, 8-21=-1304!111, 6-22=-179310, 7-22=.1851/0 SOT CHORD 1-23=-3511343, 1-24=-99!2819, 12-24--99I2819, 12-254-168/2231,11.254-168/2231, 10-11=49/1235,9-10=49/1235,9-26=4111730,8-26=4111730. 8-27=0/1722, 7-27=0/1722,7-28=0/852 WEBS 6-9=7071147,641--Ill/439,2-11=-1105/129.2-12=01908.3-5--1051/86 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDLS.Opsf; BCOL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exte,ior(2) 0-0-0 to 3-040, Interior(l) 3-0-0 to 1644, Extenor(2) 1641-0 to 19-0-0. Interior(1) 19-0-0 to 32-0-0 zone; cantilever left and tight exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate gtip DOL=160 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20 0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. ThIs truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI!TPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcutrent with any other live loads. Hanger(s) or other connection device(s) shah be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 13-5.8, and 50 lb down and 4 lb up at 184-8 on bottom chord. The designlsebection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I i) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease0.25 Uniform Loads (pIt) Veit 14=72,44=72,113-16=20 Concentrated Loads (lb) Veil 9=40 11-SO I 11 I I 4 00111 3x10 4x6 = 18 19 " 20 21 9 22 23 24 25 300 UT18HS= 3x8 = 3x8 = 4x6 = 4x6 = 4x6 = Scale ' 1:43.7 J DIOMISS I I I NOL1A2A - - irrusslype LMA CAL HIP I 1 I 2 LOb Reference (optional) I I ru,rwmc LI.'..., rn15, .M. .41U KUn: s.0 S uec U U15 rnnt 5241) S uec U ZU15 rbviex lnausales, Inc. u nu up j lx:js:lx zuix rage 1 lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-CnO51LaP3B?JcYAWmuaPMnV?VoBgECbkbmV_tyX5MT 3.8.4 • 7-5-0 711.p 13.1-0 18-2-5 18-9./I 22.5-12 26-2-0 3-8-4 3-8-12 0-6-11 5-1-5 5-1-5 06-1'1 3-8-12 3-8-4 6x8 If 20 II 8x8 II 7-5-0 13-1-0 18-9.0 • 26-2-0 754 I 5-5-fl • 7-5_fl Plate Oftsets(X,V)- (1:0-2-3,Edqel, 11:0-0-0.0-1-5L 13:0-2-0.0-2-01, [5:0-2-0.0-2-Cl, 17:0-2-3.Edsel, (7:O-0-0.0-1-51.18:0-2-12.0-1-81.[11:0-1-12.0-1-81 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL,. in (100) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.82 Vert(LL) -0.21 10 '999 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.69 8-10 '456 180 MT18HS 2201195 SCU. 0.0 Rep Stress Incr NO WS 0.32 Horz(CT) 0.18 7 n/a n/a BCOL 10.0 Code IBC20151TPl2014 Matrix-MSH Weight: 224 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Left: 2x4 OF Stud/Std -G. Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 1=266410-3.8 (mm. 0-1-4),7=26541044 (mm. 0-1.8) Max Horz130(LC 8) Max Uptiftl-128(LC 4), 7=-128(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-2 cc pullins, except 044cc puillns (4-5.13 max.): 3-5. Except 4-6-0cc bracing: 3-5 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) Max. CcmpiMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD. 1-2=.65601460.2-3=46701517,34--43291505,4-5=-63291506, S.6=46701517, 6-7=-65501460 SOT CHORD 1-18=-183/2880, 1-19=.41116128,11-19=41116128,11-20=-59518028.20-21=59518028, 10-21=-595/8028, 9-10=-595/5028, 9-22=-595/8028,22-23=-595/8028,8-23=-595/8028, 8-24=-39016128, 7-24=390/6128, 7-25=-16612880 WEBS 2-11=-112/410. 3-11=0/990,4-11=1974/191,4-10=0/514, 4-8=-19741197, 5-8=0/990, 6.8=112/410 NOTES- l)2-ply truss to be connected together with lOd (0.1 31'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-941 cc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 cc. Webs connected as follows: 2x4 - I row at 0-941 cc. AN loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (5), unless otherwise indicated. Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL-6.0psf, BCDL=6.opsf; h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 pall bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 8-0-0 end setback. Graphical purtmn representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up at 18- and 703 lb down and 162 lb up at 7-5.0 on top chord. The design/selection of such connection device(s) is the responsibility of othe tandard Exp. 6130/21 NO. C53821 1 Job 1Truss Truss type 10ty Piy I I MAGNOUA2A - JDO1 CAL HP - - I 2I Job Reference (optional) I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease1.25 Uniform Loads (pit) Veil: 1-3-88, 3-5=-165, 5-7=-68, 12-15-49(F=-29) Concentrated Loads (ib) Veil: 3589 5-589 48 354 = 5 Jj 4x6 .nn =in 0 lruss lrusslype I 3N0LIA2A 002 I I CALH1P 10'y ijJob I - - Reference(opUonaI) II lUfl; O.0 5 uec a 41110 rnnz: D.LU 51196 021110115195 II1aU5U155, 1116. mU 1161 i 14i5 1241115 rane 1 tD2FI3c9vothrEMVIP7?S5SJz7f4q-CnQ5lLaP3B?JcYAWmuaPMnV3koAjEEBkbmV_fyX5MT 10-0-0 16-9-0 5-0-1 9.5.0 9,11.11 13-1-0 16-2-0 16-2-5 21-1-15 • 26-2-0 5-0-1 4-5-0 06-1'l 3-1-0 3-1-0 04-5 4.4-15 5-0-1 041-5 0.6-11 Scale = 1:43.7 456 = 300 = SaG We= 3x10 = 458 = 9-5.0 16-9.0 26-2.0 a-s-n 74.4) 9-5.4) Plate Offsets 0(Y)— 130-24.0-2-01. 15:0224AJ82.0,0-1-8I, [10:0-2-0.0-148' LOADING (psi) SPACING- 2-0-0 CSL OEFL in (100) uldefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.55 Vert(LL) -0.37 10-13 2,848 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.75 10-13 2,416 180 BCU. 0.0 Rep Stress lncr NO WB 0.22 Horz(CT) 0.15 7 n/a n/a SCOL 10.0 Code lBC20151TPl2014 Matdx-MSH Weight 108 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2 G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OP Stud/Sal G OTHERS 2X4 OF No.20 REACTIONS. (lb/size) 1=1305/04.8 (mm. 0-14), 7=130810-3-8 (mm. 0-14) Max Ho,2138(LC 12) Max Uprjft1-74(LC 4), 7-74(L.0 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-1200 puilins, except 0-0-000 pu,llns (344 max.): 3-5. Except 3-9-ooc bracing: 3-5 801 CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Miss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. ConipJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3133/242, 2-3=-27441185, 3-17=-25641189, 4-17=-2575/189, 418=_2515/189, 5-l8=-25641189, 5-6=-2744/185, 5-7-3133/242 BOT CHORD 1-18=-220/2911, 10-19=-22012911. 10-20=-170/2861, 9-20=-170/2501, 8-9=-170!2081. 8-21=-1193129111,7-21=-1932911 WEBS 2-10=-382/108, 3-10=01539,4-10=.4911103, 44=491I103, 5-8=0/539, 6.8=-382/105 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; vultllOmph (3-second gust) Vasd87mph; TCDL6.0p5f BCOL80psf h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1 60 plate grip DOL--1.60 Provide adequate drainage to prevent water ponding. - This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This buss has been designed fore live load of 20.opsfoñ the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumbar members. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSlfl'Pl 1. This truss has been designed for a moving concentrated load of 250.01h live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. Graphical puilln representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 16-2-0. and 122 lb down and 28 lb up at 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. I LOAD CASE(S) Standard i) Dead + Roof Live (balan ed): Lumber lnci-ease1.25, Plate Incriase1.25 Uniform Loads (pit) Vert: 1-3=48,3-17=-68, 5-18=-W, 5-7-68, 11-14-20 Concentrated Loads (lb) Vert: 17=-102 18=-102 Continued on page 2 I Job TfUSS Truss Type Ply JMAGNOL 002 CAL HIP 114Y -Lb Reference footional) LOAD CASE(S) Standard Trapezoidal Loads (pH) Vert: 17-6B-to-4=-102, 4=-102-to-18=-6$ 1 Job iTruss Truss Type 101'003 I pCALHIP 1 IJob Reference (optional) I wrrni L.C., rcrlla, L.A. wAoiu cun: 92403 uec 0 2019 liUtt 9240 S uec 0 2019 MITeR Incusmes. inc. ThU Uci 5 123912019 agei ID:ZFI3xbrEMVIP7?S5SJz7f4q-hz_UFhb1qV7ADiIiKc5eu?1A0CWOzhmtqQF)CX5yX5MS 5-0-1 • 9.5-0 !1073, 15-1-0 15-6-13 16-9-0, 21-1-15 26-2-0 5-0-1 4-5-0 1.2-3 2-5-13 • 2-5-13 1-2.3 • 4-4-15 5-0-1 Scale = 1:43.7 4x6 4.00111 7 3x4 = 4xe 4x6= 3x10 = 6 = 3x10= 4x6= 94-0 i 16-9-0 • 26-2-0 _c_n 4 ?.A.n • 4_c_n Plate Offsets (XV)— (3:0-2-12,0-2-01.16:0-2-12.0.2.01.110:0-2.0.0-1-8). (12:0-2.0.0.1-81 LOAOING(pst) SPACING. 2-0-0 CSI. DEFL. in (Icc) Udefl Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.2$ TC 0.77 Ved(LL) -0.36 12-15 2,870 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 Sc 0.88 Vert(CT) -0.74 12.15 2426 180 ECU. 0.0 Rep Stress Incr NO WS 0.20 HOIZ(CT) 0.14 9 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except SOT CHORD 2X4 OF No.2 G 040 oc purlins (4-1-9 max.): 3-6. Except WEBS 2X4 OF Stud/Ste G 4-2.0 oc bracing: 3-6 SOT CHORD Rigid ceiling directly applied or 10.0-0or. bracing. Mflelc recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1184/0-3-8 (ruin. 0-1-8). 9=118410-3-8 (mm. 04.8) Max Horz 1.42(LC 17) Max Uplift147(LC 8), 9=47(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-2789/177, 2-19=-27291190, 2-3=-2403/177, 3-20=-2238/218, 5-20=2242/218, 5-21=-2242/218, 6-21=-22381218, 6-8=-2403/177. 8.22=-2729/190, 9-22=-2789/177 801 CHORD 1-23=-18312589, 12-23=-18312589. 12-24-136!2436, 11-24=-136/2435, 10-1143612436, 10.25=-1432589, 9.25=-143/2589 WEBS 2-12=-396/111, 3-120/487, 6-12-388/104, S.10=-3881104, 6-10=0/487,6-10=3961112 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psl BCDL6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.04 to 3.0-0, Interior(l) 3-0-0 to 26-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconculTent with any other live loads. This truss has been designed for a live load of 200ps1 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chard and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This truss is designed in accordance with the 201$ International Building Code section 2306.1 and referenced standard ANSI(TPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical puilin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOUA2A 004 CAL HIP 1 - - Job Reference (optional) .J1WTh3 Iw5rInw.u.,rems.. L31U Kun:5.i4U5 usc euiei'nm:eusuec bu1bMfleKIncu5ne3,Inc. inuocr J 1Z:3V:13zU19 waei lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-hz_UFhb1qV7ADiliKc5eu?1CUCzeOtqQFXX5yX5MS 1344 12-7.8 14-14 6-3-0 12-0-8 12-74 134-13 19-11.0 25-10-6 6-30 ' 5-9-8 0-6-11 045 1 548 5-11-8 Scale =1432 0-0-5 0-6-11 0-11-0 2x411 4 2z411 416= 16 = 5x10 5x0= LOADING (psi) 20.0 TCLL TCOL 14.0 SCU. 0.0 SCOL 10.0 SPACING- 2411-0 CSI. Plate Grip DOL 1.25 TC 0.68 Lumber DOL 1.25 SC 0.91 I Rep Stress Incir NO WS 0.41 Code 15C201511P12014 Matrix-MSH DEEL in (lc) b/dell Lid Vert(LL) -0.28 7-8 .999 240 Vert(CT) -0.75 7-8 .414 180 HOZ(CT) 0.14 6 n1a nla PLATES GRIP MT20 220/195 Weight1113lb FT20% LUMBER- BRACING- TOP CHORD 2X4OFNo.2G TOP CHORD SOT CHORD 20 OF No.2 G WEBS 2X4 OF StudfStd G 501 CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 1=130510-3-8 (mm. 0-1.8). 6=1310/Mechanical Max Hoizl.90(LC 8) Max Uplift1.67(LC 4), 647(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-31351149. 2-3=-25141177. 3-17=-22901176, 17-18=-22781175, 18-19=-2277/175, 4-19=-22661174, 4-5=-2441/173. 5.6=-29701142 SOT CHORD 1-20-14112908, 10-20=-14112908. 1O-21-199/2862, 9-21=-199/2852, 9-22.11412333. 8-22=-11412333,8-23--15512751, 7-23=-15512751,7-24--9712759,6-24--9712759, 6-254 8/980 WEBS 2-10=01386,2-9-5911100,3-9=01469,3-8=-3371118,4-8--0/451, 5-8=-552/97, 5-7=0/332 Structural wood sheathing directly applied or 3-1-11 oc puilins, except 0.0-0 oc purllns (4-0-13 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. Mfiek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. I 'IF NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; 1CDL=50psf 8C0L6.opsf; h2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcunsnt with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. This truss has been designed for a moving concentrated load of 250.0111 live located at all mid panels and at aft panel points along the Bottom Chord, nonconcunent with any other live loads. Girder carries tie-in spans of 4-0-0 from front girder and 2.0-0 from back girder. 111 Graphical purlin representation does not depict the size or the orientation of the pullin along the top -Al., bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 134 and 102 lb down and 37 lb up at 12-7-8 on top chord. The design/selection of such connection device(s) is the responsibility of othert LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease11.25 Uniform Loads (plQ Vert: 1-3--.66.3-4=102,4-6=-68,1144=-20 Continued on page 2 I 1 Job TrUSS TrUSS Type Ply 2A ty OO ALHIP F 1 Job Reference (opbon) I iurrme LLI.. rems, U#t VAZfU LOAD CASE(S) Standard Concentrated Loads (lb) Veil: 17136 19436 Iun:S24Us usc b Will pnnl:s.z4osOft 52018ITeIIJnGusDies,Inc. ThUOCI 312:39132019 P50a2 ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-hz_UFhb1qV7ADiIiKc5eu?lCUCVwzeOtqOFXX5yX5MS J0b 1Truss Type I'Y MAGNOUA2A [[rUSS 005 i Lb 1FINK I Reference (optional) isa I nm-lame uj., rem,, (A. 8270 Run: 8.2403 Dec 6 2018 Pflnr. 8.2403 Dec 62018 MuTek InSusSies Inc. Thu Oct 3 12:3913 2019 Page 1 1D.ZFI3c9vxxbfEMVfP7?S5SJz7f4q-hz_UFhb1qWADiliK'c5eu?1ByCYMzgFtqOFXX5yX5MS 6.7-3 13-1-0 19.6-13 . 25-10-8 6-7-3 1 6-5-13 I 6-5-13 6-3.11 Scale = 1:41.8 4*6 H FE 4*8 = 4*4 = 5*8 VVB= 4*4 = 5*8 = I s-a-is 8-8-15 , • 17-5-1 8-3-3 Plate Offsets (XX)- (30 -0-0,0-0-CL (5:0-0-4.0-0-11.15:0-7-7.0-0-2! LOADING(psf) SPACING- 2.0-0 CSL OEFL in (icc) i/dell L/d - TCLL 20.0 Plate Grip DOL 1.25 IC 0.71 Vert(LL) -0.43 6-8 '719 240 TCDL 14.0 LwnberDOL 1.25 BC 0.75 I Vert(CT) -0.88 6-8 '353 160 BCL.L 0.0 * I Rep Stress Incr YES WS 0.29 Hoiz(C1) 0.11 5 nla nla SCOI. 10.0 Code IBC2015/1P12014 Matrix-MSH PLATES GRIP MT20 2201195 Weight 98 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4OFStud/StdG OTHERS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 1=1139/0-3.8 (mm. 0-1-8), 8=113911ilechanical Max Hoiz154(LC 12) Max Upliftl-16(LC 8). 6=-15(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 cc pullins. BOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilw Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Pb) or less except when shown. TOP CHORD 1-19=-2632144, 2-19=-2513165, 2-20--2301121,3-20=-2223132,3-21=-2163131, 4-21=-2241120.4-22=-2431161. 5.22253343 SOT CHORD 1-15440/2434, 8-15=-00/2434. 8-16=011630.7-16=011630.6-7=011630,6-17=1712346. 5-17=4712346. 5-18=-16/850 WEBS 2.54-4861136,3-8=01754,34=01698. 4-6=-4441131 NOTES- Unbalanced roof live loads have been considered for this design. Wind; ASCE 7-10; Vulthlomph (3-second gust) Vasd87mph; TCDL5.0pst B DL5.Opsf h2011 Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extellor(2) 0-0-0 to 3-0.0, Interior(1) 3-0.0 to 13-1-0, Exteltoi(2) 13-1-0 to 16-1-0, lnteiior(l) 16-1-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcwent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)4 wide will lit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 international Building Code section 2308.1 and referenced standard ANSlfT'Pl 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. LOAD CASE(S) Standard 1iruss Type my MAGNOLIA2A fQiy [truss 6 00 l. CA HIP I lJob Reference (optional) . rwn. 5.g-.v5 usc s su. r-nrn; O.mu 5 USS 0"10. uecurluuscum, Inc. ,nuuci J 1:4s;1q £515 FSSS 1 lD2FI3c9vxxbrEMVfP7?S5SJz7f4q-99XsS1cgbpF1rsKuuJctRCaKdcsYu82134_53XyX5MR 5-0-1 9-5.0 11-11-11 13-1-0 14-2-5. 16-9-0 21.1-15 . 25-10-8 5-0-1 4-5-0 24-11 1-1-5 1-1-5 • 2-6-11 4-4-15 • 4-8-9 Scale z 1:43.2 4x8 = 3x10 =Us We= 3x10 = 5xe = I 9-54 • 16-9.0 25-10-8 5.5.0 • 7.4.0 44.R Plate Offsets (XV)- (3:0-2-8.0-2-01.[6.,0-2-12.0-2-01, 19*0-7-7.0-0-21.[9-0-0-4.0-0-11. 110:0-2-0.0-1-81.112:0-2-0.0-1-81 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (too) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 Ic 0.85 Veit(LL) -0.38 12-15 3-882 240 MTZO 220/195 TCOL 14.0 Lumber DOL 125 Sc 0.88 Vest(CT) -0.73 12-15 >423 180 BCLt. 0.0 Rep Stress lncr NO WS 0.20 Horz(CT) 0.13 9 n/a n/a BCOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight 114 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 DFNo2G WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF No.2 G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 1=120910-3-8 (mm. 0-1-8). 91211/Mechanical Max Hozz 149(LC 12) Max Uplift1.66(LC 8), 9.66(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 34-12 oc purtins. except 0-0-0or. purtins (4-04 max.): 3-6. Except 4-0-0 cc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 9-11-14 cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection. in accordance with Stabilizer i Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=48471334. 249=-27841349,2-3-24901398,3-20--23381466,5-20=-23411465, 5-21=-23061466. 6-21=-23031487, 6-8=-24501399. 8-22=-2641!331, 9-22=-2705!318 SOT CHORD 1.23-38612841, 12-23=-366/2641. 12-24=-38812514• 11-24=-38612514. 10-11=-38612514, 10-25=-268/2505, 9-25=26812505,9-26=109/906 WEBS 2-12--3491100,3-12=45M2. 5-12=-3721208. 5-10=-412/205.6-10=-43/461, 8-10=-253f87 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vutt=il0mph (3-second gust) Vasd37mph; TCDL6.0psf. 8CDL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 344, Interior(1) 30-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.80 plate grip DOLI.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed far a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. LOAD CASE(S) Standard I- MAGNOLIA 2A HIP 10-0.0 16.9.0 - - 5.0.1 9.5.0 91I.11 13-1-0 16.2-C 16.-5 21-1-15 25-10-8 5-0-1 4-5-0 O-6-1'I 3-1-0 3-1-0 045 4-4-15 4-8-9 0-05 0-6-11 Scale = 1:43.2 4110 FiT 4x6 3x4 = 4x8 4X6 = 300 = 54 W8= 3x10 = 6x6 = 9-5-0 16-9.0 25-10-8 4_c_n I 74_n ' 0_1.a Plate Offsets (X,Y)- (3:0-24.0-2-01, (5:0-24.0-2-01, F7:0-7-7.04)-21. 17:0-04,0-0-111. [6-.0-2-0.0-1-81.110:0-2-0,0-1 -a] LOADING (psi) SPACING. 2-0-0 CSI. OEFL in (bc) 1/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 1.00 Vert(LL) -0.37 10-13 .841 240 MT20 220/195 TCDL 14.0 LurnberDOL 1.25 BC 0.90 Vert(CT) -0.74 10-13 p420 180 BCLL 0.0 Rep Stress bncr NO WS 0.22 Hosz(CT) 0.14 7 nla nla BCDL 10.0 Code 18C2015/TP12014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4OFNo.2G WEBS 2X4 OF StudlStd G OTHERS 2X4 OF No.2 G WEDGE Right: 2x4 OF Stud/SW -G REACTIONS. (lb/size) 1=1291/0-3-8 (mm. 0-1-8),7=1295/Mechanical Max Horz 139(LC 8) Max Uplift1-74(LC 4), 7-74(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-13 cc purlins. except 0-0-00c puilins (3-9.9 max.): 3.5. Except 3-10-0oc bracing: 3-5 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb). Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-30931241. 2-3=-2702/184, 3-17=-2525/187, 4-17=-2535/187, 4-18=-24981188, 5-18--2487/187.6-6--2659/184,6-7=-2943/225 GOT CHORD 1-19=221/2874,10-19--22112874.10-20--17212799,9-20=-172J2799, 8-9=172/2799, 8-21=-175/2730, 7-21=-17512730, 7-22=-681976 WEBS 2-1O=-3841108. 3-10=0/525, 4-10=-462/104, 4.84-507/101,5-8=0/498.6-84-277/93 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL=8.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 16-2/' and 122 lb down and 28 lb up at 10.0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-3-68, 3.17=.68, 5-184-68, 5.768, 11-14=-20 Continued on page 2 Job Truss I russ lype Qty my MAGNOLIA 2A iDOl CAL III? 1 I Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17-102 18-102 Trapezoidal Loads (pit) Vert 17.68-to.4-102, 4-102-to-18-68 I Job 1Tnjss Truss Type QtY Fly 2A 008 1CALHIP 2 ljob Reference (optional) I ......• .-,.., ..,c. run: azw 5 iec 0 *U10 11511: 0.*4u S 11CC 0 *U10 MuCK IflausUleS. IflC. mu Ua 11*:jS:13 *015 uage 1 lD2Fl3c9v,cthrEMVfP7?S5SJz7f4q-dL.5EfNclM6NuT0v5S176zQ6WuOCKRZ8AIkkebzyX5MO 3.8-4 7-5-0 7-111-I1 13.1.0 • 182-5 lB-9 22-5-12 25-10-8 34-4 3-8-12 0-6-11 5-1.5 • 5-1-5 0L6.11 3-8-12 3-4-12 Scale = 1:43.2 4*6 = 4.00 ru 3*10 = 4*6 = 18 19 20 21 9 22 23 24 25 4*5 = 3*8 = 5*8 WB= 3*8 6*6 = 8*8 II 2*4 II I 7-5-0 13-1-0 • 1844 . 25-10.8 7fl SR41 K_P_fl • 7..1_Q Plate Offsets (X.Y)- (1:0-2-3.Edqel, 11 :0-0-0.0-1-51. I3:0-2-00-2.01.15:0-2-0.0-2-01. (70-7-7.0-0-21, I7:O-0-4.0-O-11.18:O-2-12,0-1-81. 111:0-2-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/deft lJd PLATES GRIP TCLL 200 Plate Grip OOL 125 IC 0.81 Vert(LL) -0.20 10 ON 240 MT20 2201193 TCOL 14.0 Lumber DOL 1.25 BC 0.85 Vezt(CT) -0.67 8-10 '484 180 BCLL 0.0 - Rep Stress lncr NO WE 0.33 Horz(CT) 0.17 7 n/a nla SCOt. 10.0 Code IBC2015ITP12014 Matrix-MSH Weight 225 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4OFStudIStdG OTHERS 2X4 OF StudlStd G EDT CHORD WEDGE Left 24 OF StudlStd .G, Right 2*4 OF StudfStd -G REACTIONS. ((blsize) 12634/0-3-8 (mm. 0-1-8), 72680/Mediarrlcal Max Horzl31(LC 8) Max Uplift11.127(LC 4). 7=.133(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2---6481I457, 2-3=4585/514, 3-4=-82481503, 4-5=-61131495, 5-8=-64361505. 6-76058I43S BOT CHORD 1-18=-18312847, 1.1911.411/6054.1119=411/6054,11.2011.591/7819. 20-21=-59117879, . 10-21=-59117879, 9-10=-59117879, 9-22=-59117879, fl-23=-59117679, 8.23=.591l7879. 8.2411.36615597,724=386(3597, 7-254-143/2200 WEBS 2.11=-112400, 3.11=0/961. 4-11=-19041193,4-10=01523,4-8=-20451199. 54=01888, 6.54-1211708 Structural wood sheathing diredly applied or 44-9 cc pullins. except 0-0-0cc pur8ns (4.64 max.): 3-5. Except 4-6-0cc bracing: 3.5 Rigid ceiling directly applied or 10-0-0cc bracing. NOTES. 2-ply truss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2*4-1 row at 0-9-0 cc. Bottom chords connected as follows: 2*4 - I row at 0-9.0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDLS.0p5f BCDL8.0psf. h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water pending. This buss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a (we load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIrn This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel paints air Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 6-0.0 end setback. Graphical purlin representation does not depict the size or the orientation of the puffin along the top andlor bottom chard. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up a ConfAMOWgM and 162 lb up at 7-5-0 on top chord. The design!selection of such connection device(s) is the responsibility of Job Truss Truss Type Qty Ply MAGNOUA2A - - DOS CALHJP - I l _l Job Reference (optional) —D—w. u g twin rum. a.c.M n IJcc utuua MJICA Inc. InMuci a1c;aa;I L5 asvm rauv £ lO:ZFl3c9vxxbiEMVfP7?S5SJz7t4q-dEfNciM6NuTOv5S176zQ6WuOCKRZ8Alk1ebzyX5MQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber increasel.25. Plate lncrease1.25 Uniform L.oads (pit) yen: 1-3=-68, 3-5-165, 5-7-88, 12-15=-49(F=-29) Concentrated Loads (lb) Vert: 3.589 5.589 Job TRISS TrUSS Type Qty Ply MAGNOLIA 2A E01 GABLE 1 Job Reference (optional) cahforniaTrusFrame LLC.. Penis, CA. 92570 Run: 8.2405 Dec 6 2018 Print: 8.2405 Dec 62018 MlTexinduattes, Inc. Thu Oct 312:39:162019 Page 1 ID2Fl3c9vothEMVfP7?S5SJz7f4q-5YfcljdwTQVl49UH?keLWdfoIPdzA5bKWOT87OyX5MP 8-0.0 16-0.0 8-8-0 8-0-0 Scale = 1:25.1 4x8 = US = 25 12 28 Ii 27 10 26 9 29 8 30 7 31 6 32 5 33 4 34 3XIS LOADING (psi) TCLL 20.0 14.0 TCOL BCLL 0.0 SCOL 10.0 SPACING- 2-0-0 CSI. DEFL in (bc) 1/defi L/d PLATES GRIP Plate Grip DOL 125 IC 0.32 Vert(LL) ala - rVa 999 MT20 2201195 Lumber DOL 1.25 BC 0.57 I I Vert(CT) ala - n/a 999 Rep Stress lncr YES WS 0.00 Hoiz(CT) 0.03 3 n/a n/a Code 19C2015/TPl2014 Matrix-SH Weight: 73 lb F1 = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 64-U oc pwlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 OF StudlStd G MlTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabifizer Installation guide. REACTIONS. Al bearings 16-0-0. (Ib) - Max Hoiz1-29(LC 37) Max Uplift All uplift 100 lb or less at joint(s) 8, 9,12,7.4 except 1-181(LC 27). 3-181(LC 30), 11=-108(LC 55), 5-108(LC 64) Max Gray All reactions 250 lb or less at joint(s) 11,5 except 1449(LC 65), 2=449(LC 75), 8279(LC 70). 9273(LC 69), 10=290(LC 68), 12=381(LC 68), 7:273(LC 71), 6290(LC 72), 4.=381(LC 74) FORCES. (lb) - Max. CompiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-21=.10081752, 21-22=-928/531, 2-22=-9091508. 2-23=-909/519, 23-24=-9281588, 3-24=-100W763 I SOT CHORD 1-25-691/897, 12-25-625/888, 12-26=-558/888, 11-26-5251888, 11-21=-4911888, 10-27=.4531838, 10-28=4181888, 9-28=-3911888, 9-29---358/888. 8-29=-3221888, 8-30=-322/888, 7-30=358/888, 7-31=-391/888, 6-31 .418/888, 8-32=458/888, 5-32=4911888, 5-33=-525/888, 4-33.558/586, 4-34--425/8118,134=6911897 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL6.0ps1 BCDL6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 04.0 to 341-0. Exteno42) 341.0 to 84-0, Comer(3) 8-0-0 to 11411.0, Exterior(2) 1140-0 to 16-0-0 zone; cantilever left and right exposed; end vertical left and right exposed-.0-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bosom chord bearing. Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This truss has been designed bra moving concentrated load of 250.0lb live located at all mid panels and at all panel points along thi Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip OOL(1.33) Connect truss to resist drag along bottom chord from 0.0-0 to 16-0-0 for 50.0 plf. LOAD CASE(S) Standard I I Job iTruss TrU5S Type IY PIY MAGNOLIA2A E02 I lJob 16 I Reference (optional) I ,. o. ruin; b.qUa ijec U LII1U rflfl1 a.iau a ijec a uia an u eM InaU5u1ea, inc. i flu v . 11..4*.1I UW rage i lD:ZFI3c9vtothrEMV(P7?S5SJz7f4q-2kD_42eYukdciJ2TZR9a3iCsVpxMNZfl2DlgsyX5MO 84-0 16-0-0 8-0-0 • 8-0-0 Scale = 1:25.8 4*6 = 2*4 40 4*4 = 8-0-0 16-0-0 R4.fl R.fl.fl Plate Offsets (XV)— '1:Edge.0-2-01, (2:0-3-0.0-2-81, [3:Edge.0-2-01 LOADING (psf) SPACING- 2-0-0 CS!. OEFL in (Ice) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOt. 1.25 IC 0.81 Veit(LL) -0.27 4-7 404 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.65 Vert(CT) .0.47 4-7 2,405 180 ECU. 0.0 Rep Stress Incr YES WE 0.15 Horz(CT) 0.03 1 n/a n/a SCOt. 10.0 Code 1BC201511P12014 Matrix.MSH Weight: 47 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=70410-5-8 (mm. 0-1-8), 3=704/0-5-8 (mm. 0-1-8) Max Horzl=28(LC 12) Max Uplift1-9(LC 8), 3=-9(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2.00c purlins. 801 CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Tek recommends that Stabilizers and required cross bracing be iostalled dunng buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11-140W20, 11-12=-1333124. 2-12=-1318137. 2-13=-1318137, 13.14-1333!24, 3-14-1406120 801 CHORD 1-15=0!1280.4-15=011280. 4160/1280. 3-16=0/1280 WEBS 24=01426 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 740; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf. BCOL6.0psf h=20f1 Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0.0 to 3-0-0, Interior(l) 3.0.0 to 8-0.0. Exterior(2) 8-0-0 to 11-0-0. Intenor(1) 1140.0 to 16-0.0 zone; cantilever left and right exposed; end vertical left and right exposedC-C for members and forces 8 MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for alive load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss type Qty Ply MAGNOLIA 2A FOI GABLE 2 -- Job Reference (optional) (.apjonhia InsrrameLw.. reins, R. vtu Kun:exqus usc exul mm:s.4usuec b2U1MJIeICIrlUSUIe9.lflC. IflUUCT J1x;Ja:1dU1a iaae ID:H33w5zlNME2Ocp22Nz35P2z7O4C-1wnMIOfAf1ITKTdg79gpb2k9JDNje_XdjylCIyX5MN 7-6-0 15-0-0 I 1.6-0 I 7-64 Scale = 1:23.5 5x6 = 3x4 17 10 18 9 19 8 20 7 21 6 22 5 23 4 24 = 2x4 II 3x4 = 744 • 15-0-0 7" 7fl Plate Offsets (X.Y)— 11:0-2-0.Edael, 12:0-3-0,0-3-01, 13:0-2-0.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 125 IC 0.29 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 14.0 LumbérDOL 1.25 BC 0.29 Vert(CT) n/a - Na 999 BCLL 0.0 • Rep Stress mar YES WS 0.10 Horz(CT) 0.00 7 n/a Na BCDL 10.0 Code IBC2015ITP12014 Matiix-SH Weight: 66 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF Stud/Std G Muck recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 154-0. (lb) - Max Horz127(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1-147(LC 27), 3-151(LC 30), 9=-135(LC 55), 5=-135(LC 62) Max Gray All reactions 250 lb or less at joint(s) 9, 5 except 1=362(LC 63), 3=362(LC 71), 7529(LC 1), 8290(LC 66), 18=361(LC 64), 6=290(LC 68), 4361(LC 70) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25-4741438.25-26=2691272.27-28--2531267,3.28--.4741432 801 CHORD 1-17=3991414.10-17=2981327,4-24=-3041327, 3-24=-3991414 WEBS 2-7=-515/93 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuttllOmph (3-second gust) Vasd87mph; TCDL6.0psf BCDL=6.Opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteno42) 0411-0 to 3411-0, Interior(l) 3-0-0 to 7-6-0, Exterior(2) 7-641 to 10-6-0, Interior(l) 10-6-0 to 15-0-0 zone;cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip 00L1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITTPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 14-000. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This Was has been designed for a live Iàad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 15-0-0 for 53.3 p11. LOAD CASE(S) Standard I I., Job Truss TrUSS Type fQty Ply I I MAGNOLIA 2A F02 2 INGPOST I - Job Reference (optional) I .d.Vmql uru,rldjlw Us.., 1W115, I. IU Nun: &zqu 5 USC 0 LU1S rimt 04U 5 USC S pia miiex IfiSUSSiSS, SIC. mU UCI U 1 US 10 U15 raqe 1 lD:H33w5z1NME2O*22Nz35P2z704C-lwnMlO1At11TKTdg79gpb2k3MDlvez_d_iyICIyX5MN I 7-6-0 15-0.0 7-6-0 7-6-0 Scale: 112=1' 4x6 = 2x4 4x4 4x4 = 7-6.0 15-0-0 I 7-fO I Plate Offsets (XV).- 120-3-0.0-2-41 LOADIPIG(psf) SPACING- 20-0 CSL OEFL in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.22 4-7 '801 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.60 Veit(CT) -0.38 4-7 '469 180 SCLL 0.0 * Rep Stress lncr YES WB 0.14 Horz(CT) 0.02 1 n/a n/a BCDL 10_0 Code 18C201511P12014 Matsix-MSH Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G I REACTIONS. (lb/size) 1560/0-3-8 (min. 0-1-8). 358010.3-8 (mm. 0-1-8) Max Ho,zl=36(LC 12) Max Uplift1.8(LC 8), 3-8(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 cc pulluns. 601 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing MiTek recommends that Stabilizers and required eross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Marc. CompJMax. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 1-13=-1309128, 13-14=-1241/31. 2-14=-1231/43, 2-15=-1231143, 15.16=-1241131, 3-16=-1309/28 SOT CHORD 1-11=0/1191,4-11=0/1191.4.12=0/1191.3-12=0/1191 WEBS 2-4=0/411 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd37mph; TCOL8.0psf BCOL=6.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C.0 Exterio42) 0411-0 to 3-0-0, Interior(l) 3-0-0 to 7-6.0, Exterior(2) 7-6.0 to 10-6.0, Interior(l) 10-6-0 to 154-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL--1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcwrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load o1 250.01b live located at all mid panels and at all panel points along the Bottom Chord, noncoricwrent with any other live loads. , LOAD CASE(S) Standard N I, I I, LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease11.25 Uniform Loads (p11) Veil: 6-6=-300(F-280), 1-2=48, 2-3---68 IJob Tluss 1TrUss Type I (03 ,KINGPOST Fly 2 IJob Reference (optional) o,, , ,-o,no. ,%ull. o.qu, UOV U II 10 mm: 0,LU S usc o U10 miles lflUUSU1US, Inc. I RU UCI . 1o:1, SUIS ross 1 ID:H33w5zlNME2Ocp22Nz35P2z704C-V7UvkfoQLUydCshsC28GHDkdqNLCmDMirlclyX5MM I 7-6-0 15-0-0 7-6-0 7-6-0 Scale = 1:23.5 4x6 = r 4x6 4x6 = 5-3-13 9-8-3 • 15-0-0 Plate Offsets (XV)— (4:0-2-0.0-0-12). 15:0-2-0.0-0-121 LOADING (Pst) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.09 4-5 "999 240 MT20 220/195 TCDL 14.0 Lumbar DOL 1.25 BC 0.69 Vert(CT) -0.30 4-5 '606 180 BCLL 0.0 Rep Stress Ino- NO W8 0.46 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code IBC2015rrPl2014 Matrix-MSH Weight: 123 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-5-90c purlins. DOT CHORD 2X6 OF No.2 G 601 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4OFStudIStdG REACTIONS. (lb/size) 1=275710-3-8 (mm. 0-1-8), 3=2757/0-3-8 (mm. 0-1-8) Max Horz126(LC 35) Max UpIlft1.104(LC 19). 3=-104(LC 22) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6269/258, 2-3=42691255 BOT CHORD 1-12=-12313073, 1-13=-10115959. 13-14=015959,5-14=0/5959,5-15=0/4370, 4.15=0/4370,4-16=015959, 16-17=0/5959, 3-17=81115959,31-18=411/30611 WEBS 2-5=0/2450,2-4=012450 NOTES- 1)2-ply truss to be connected together with lOd (0. 131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf; 8C0L6.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL--1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0ps1 on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl1TPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL--(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 13-0-0 to 15-0-0 for 200.0 pIt. Girder carries tie-In span(s): 154-0 from 0-0-0 to 15-0-0 I Job Truss I miss Type °' MAGN0L1A2A 7 jJob 1F04 1KINGPOST Reference (optional) ,mrrd,ne..L,., reni; * 51U Nun; micqu5 um 0 £ulernni;0.iqusuec DLUi0 IvilurKInausules, Inc. unuuci 3 14a:1u1a rage i ID:H33w5zlNME2Ocp22Nz35P2z704C-V7UVlcfoQLtJydCshsC25GHETddQNStrnDMirIdyX5MM 1-3.0 14-9-0 7-3-0 7-6.0 Scale = 1:23.4 4x8 = D800# 4x4 11 4 12 13 14 2x4 II 3x8 II 4x4 = 7-3-0 14-9.0 7,;•%•fl 7fl Plate Offsets (X,Y)— ll:0-2-1.0-1-12!, 12:0-3-0,0-2-4!, (3:0--3.Edge1, 13:0-2-0.0-1-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a - nla 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Inor YES WS 0.03 Horz(CT) 0.03 1 n/a We BCDL 10.0 Code lBC2015ITPI2014 Matrix-MSH Weight: 47 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4DFStud1StdG WEDGE Left 2x4 OF Stud/Std -G. Right 2x4 OF Stud/Std -G BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-150c puilins. BOT CHORD Rigid ceiling directly applied or 6.0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-9.0. (Ib) - Max Horz1-27(LC 37) Max Uplift All uplift 100 lb or less at joint(s) except 1=-155(LC 27), 3-153(LC 30) Max Gray All reactions 250 lb or less at joint(s) except 1=504(LC 55), 3=507(LC 63). 4=447(LC 61), 1=477(LC 1), 3=483(LC 1) FORCES. (lb) -Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=.880/442, 15-16=-6771262, 2-16=467/201,2-17=487/239, 17-16=477/326, 3-18=401/420 GOT CHORD 1-11=-4041797, 4-11=-3881781, 4-12=449/843, 12-13=455/848,3-13=455/848. 3-14=-182(447 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf BCDL6.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3.0 to 3-3-0, Interior(l) 3-3-0 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0, Interior(l) 10-6-0 to 15-0-0 zone; cantilever left and tight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.60 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-11-0 for 101.0 plf. I I Job Tru5s TflJSS Type 1 7 Qty iy MAGNOLIA 2A KINGP0ST I I (05 1jot Reference (optional) califomlaT,usFrameLLC.. Penis, CA. 92570 Run:8.240s Dec 62018Pdnt8.240sDec 62018MiTekln5uathes Inc. ThUf3i2:392019 20Patldi ID:H33w5zlNME2Ocp22Nz35P2z704C-zJv7j4gQBt?AZnn2EajHgTqOj1zG6tYvR0RPHByX5ML 7-3-0 • 14-9.0 7-3-0 • 7-6-0 Scale = 1:23.6 4x6 = 3.50112 14 15 13 16 Iry 11 4 12 4x6 = 2X411 40 = LOAOlNG(psl) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 TCDL 14.0 LsmberDOL 1.25 BC 061 SCLL 0.0 • Rep Stress Incir YES W8 0.13 BCDL 10.0 Code 18C201511P12014 Mabix-MSH LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4OFNo.2G WEBS 2X4 OF Stud/Std G WEDGE Left 2x4 OF StudlStd -G REACTIONS.(Iblsize) 1549lMechanical. 3=84910-3.6 (mm. 0-1-6) Max HoIz1-27(LC 13) Max Upliftl-8(LC 8), 3-9(LC 9) DEFL in (lac) I/dell lid PLATES GRIP Veit(LL) -0.23 4-10 775 240 MT20 2201195 Vert(CT) -0.40 4-10 '438 180 HOJZ(CT) 0.02 1 We We Weight: 45 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 4-1-300 purlins. 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1262(31, 13-14-1191I32. 2-14-1184/45, 2-184-1181144, 15-16=-1191/31. 3-16=-1259129 801 CHORD 1-11011143,4-11011143, 4-12=011143,3-12=011143 WEBS 2.4=01399 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllornph (3-second gust) Vasd87mph; TCDL=8.0psf BCDL=6.0psf h20ft Cat. U; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 344, Interior(l) 3-3-0 to 7-6-0. Exterior(2) 7-641 to 10-6411, Interior(1) 1044 to 15-0.0 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOLI.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwTent with any other live loads. LOAD CASE(S) Standard HI Job Truss ITruss Type UIY Ply MAGNOLIA 2A Mill - ICCL0Sco GIRDER Job - - - - Reference (optional) nun; o.qu, iv o Amu rnrn;Lqusuc ou1amJIeKInaUsme5.inc. inuuci 4 1zjv:21xu1v P'SOSl ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-SVTVwQh3yy71BxMEoHEWDhMeKQFxrDJ3ggBypdyX3Mic 4-10-3 8-0-0 4-10-3 I 3-1-13 2x4 II Scalel:17.5 8x6 = I 4-10-3 • 84)-0 Plate Offsets ()(V)— 110-3-0.0-3-41. [4.0-1-17-0-2-01.15.-0-4-8.2 -2-01 LOAOING(pst) SPACING- 2-0-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.37 Vert(LL) -0.05 5-8 'P999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.15 5-8 2.611 180 BCLL 0.0 • Rep Stress Incr NO WB 0.61 Hoiz(CT) 0.02 4 rife n/a BCDL 10.0 Code IBC20151712I2014 Matrix-MP Weight: 74 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X6 OF No.2 G WEBS 2X4 OF StudiStd G GOT CHORD REACTIONS. (lb/size) 1291210-5411 (mm. 0-1-10). 42912fMechanical Max Horzl=70(LC 7) Max Gtavl=3005(LC 22). 43005(LC 25) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=456010 GOT CHORD 1-10=012762.1-11=014349,5-11=014349.5-12=014349,4-12=014349 WEBS 24"13207,24=4866M Structural wood sheathing directly applied or 5-10-12 cc purlrns, except end verticals. Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1)2-ply truss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-941 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 041-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. Wind: ASCE 740; Vult110mph (3-second gust) Vasd=87mph; TCDL-8.opsft BCDL=S.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.011; live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. Girder carries tie-in span(s): 32-0-0 from 0-0-0 to 8-0-0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnorease=l .25. Plate lncrease1.25 I Inifn,w, 1 InIf II JOb Fniss Truss type Qty Ply MAGNOLIA 2A M02 I MONO CAL HIP I I Job Reference (optional) J,u mun;u.z4us usc Du1DInm;5.4usuec bu1sMuexInausrnes.cnc. inuuci a 1x:Js:1xu1s raaei lDZFi3c9vxxbrEMVfP7?S5SJz7r4q-SVWwQh3yy71BxMEoHEWOhMcvOM6rK73ggBypdyX5MK 5-11-11 5.4-4 5-8-12 • 6-0-0 7-5-12 5-4-4 • 0-4-8 6-2-15 1-5-12 bo.3.121 0-0-5 Scale = 1:14.8 506 = I, 7-5-12 7-9-8. 5.44 • fl7.1 l n.i, Plate Offsets (X.Y)- 12:0-114.0-1-41.16:0-1-8.0-1-81 - - - - - - - LOADING(psl) SPACING. 2-0-0 CSI. DEFL in (bc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.2$ TC 0.46 Vert(LL) -0.08 8-11 p999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.2$ BC 0.44 Vert(CT) -0.14 8-11 2,632 180 BCLL 0.0 Rep Stress lncr NO WO 0.17 Horz(CT) 0.01 1 We n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-MP Weight: 32 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4DFNo.2G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (lb/size) 1=482/0-3-8 (mm. 0-1-8), 6=764/Mechanical Max Horz137(LC 4) Max Uplift64.42(LC 5) Max Grav1583(LC 23), 6862(LC 33) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-777114 BOT CHORD 1-13=-151729. 8-13=-151729, B-14-36/622, 7-14=-38/622, 7-15=-391613. 6-164-39/613 WEBS 2-8=01677,2-7=-364194.2-6=-894157 Structural wood sheathing directly applied or 8-0-00c puilins, except 0-0-0cc puilins (6-0.0 max.): 2-4. Rigid ceiling directly applied or 10-0-0 cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.Opsf; 8CDL=6.0psf h=20ft; Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL=1.60 plate grip DOLI.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for alive load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 0-0-0 tight side setback. 6-0-Cleft side setback, and 6-0-0 end setback. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 362 lb down and 81111 up at 5-8-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (p11) Vert 1-2=69.2-3=131,34=68, 5-64-39(F-19) Concentrated Loads (lb) 1: 1,316 I: I I Job jiruss liruss type Qty 1 MAGN0UA2A M03 M I 0N0USS 2 I"Y i I jobReIerence(optional) Iws,-lame u.c.. ems. (. wlelu I4Ufl 8.240 a Dec 8 2018 Print: 8.240 a Dec 82018 Max Industries. Inc. Thu Oct 3 12:39:21 2019 Pace 1 ID:ZFI3cocbsEMVfP7?S5SJz7f4q-SVWwOh3yy71BxMEoHEWDhMeuOMrrt.z3ggBypdyX5Ml( 3-11-0 • 6-0-0 7-5-12 7-9-8 3-11-0 • 2-1-0 1-5-12 6-3-12 20 II Scale = 1:16.7 3x4 394= 6-0-0 7-5-12 .7-94 6434 • 1-5-12 0-3-12 Plate Offsets (X.Y)- 16:0-1-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSi. DEFL in (icc) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Vert(LL) -0.09 7-10 >986 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.17 7-10 >526 180 BCLL 0.0 * Rep Stress lncr YES WS 0.12 Hotz(CT) 0.01 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MP Weight: 30 lb FT = 20% LUMBER- TOP CHORD 2X4OFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=32910-3-8 (mm. 0-1-8), 6357lMechanicai. Max Horz183(LC 8) Max Uptift1-3(LC 12). 6=-25(LC 8) Max Gray 1429(LC 23). 6=455(LC 31) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=40010. 13-14=-377/0, 2-14-37318 SOT CHORD 1-11=451371.7-11=.451371,7-12=-451371.6-12=-451371 WEBS 24=684/81.2-7=01420 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0oc pullins. BOT CHORD Rigid ceiling directly applied or 104-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0pef BCDL=6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0-0, Interior(1) 3-0-0 to 7-9-8 zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed fore 10.0 psi bottom chord live load nonconcurrent with any other live loads. 1 This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOLIA 2A M04 MONO TRUSS 1 Job Reference (optional) uainanira iruspreine uc., reins, uA. xaiu irn: exeu S USC 15515 ran!: S.545 S Dec S 2015 wuTex IflSUS01S5, MC. Tflu UC! 3 1232:2ZU15 rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-wi0I7mihiGFup4xRM?llluvphajcap4CvKwWL4yX5MJ 4-6-0 4-6-0 Scale = 1:11.5 2x411 3x4 = Plate Offsets MY)— 11:0.0.0,0-141 LOADING (PSI) SPACING.. 2-0-0 CSI. OEFL. in (icc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.06 3-6 p895 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.10 3-6 '513 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 44-0 oc puhlins, except SOT CHORD 2X4DFNo2G end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=192/0-3-3 (mm. 0-1-8), 3=192/Mechanical Max Horzl=41(LC 34) Max Upbft1-264(LC 27), 3-45(LC 36) Max Grav1363(LC 48), 3355(LC 55) FORCES. (lb) - Max. CompJMax. Ten.- All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-776/731. 2-8=-2901285 SOT CHORD 1-7=-6681721. 3-7=-367/364 NOTES. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.0p5f 8CDL8.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 3-0-0, Intenor(1) 3-0-0 to 4-4-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurront with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0 to 4-6.0 for 1778 pIf. LOAD CASE(S) Standard I Job TWSS Type I MAGNOLIA 2A I A1O I'J'y MONO CAL HIP 1 1 ii Job Reference (optional) JUrIdfl1 LI.'..., rerfla. '..ii. Vzolu Scale z 1:40.8 2x4 II 4x8 = 4x6 = 5-5-4 . 14-9.8 Plate Offsets (XV)- (6:0-2-12.0-2-01.17:0-2-0.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.82 Vert(LL) -0.33 6-10 p532 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.61 6-10 p286 180 BCLL 0.0 Rep Stress Incr NO WO 0.42 Horz(CT) -0.03 7 We n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4DFNo.2G TOP CHORD Structural wood sheathing directly applied or 4-11-9 cc puilins, except SOT CHORD 2X4DFNo.2G end verticals. and 0-0-0 oc purlins (5-11-1 max.): 1-2. WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 10-0-0 or. bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib!size) 587510-3-8 (mm. 0-1-8). 7=70310-3.8 (mm. 0-1-8) Max Morz5=.100(LC 9) Max Up1iftS=-28(LC 8). 7=-57(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-11=-9221235. 11-12=-9311234, 4-12=40161230. 4-13=-14501173, 13-14=-14611161, 5-14=-15011160, 1-15=9441323,15-16--9411324.16-17=940/324.2-17=940/324. 1-7=4651217 SOT Cl-lORD 6-19=19811403.5-19=19811403 WEBS 4-8---484/98. 2-6=-1811259, 1-6=-30811030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=5.0psf BCDL=8.Opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 13-7-3 to 14-7-12, Exterior(2) 944 to 13-7-3. Interior(1)3.0-0 to 11-11-li, Extenor(2) 0-0-0 to 3-0.0 zone; cantilever left and right exposed ; end vertical left and right expcsed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSlITPl 1. This buss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. Graphical purtin representátiondoes not depict the size or the orientation of the puilin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease= 1.25, Plate Increase 1.25 Uniform Loads (pIt) Veil: 2-31=48.2-11=-68,11-14=40, 5-14-68. 11-16=411,246=48,74-20 (Job (Truss lrussType I MAGNOUA2A A13 1CN. HIP 107-1 4 Lob Reference (optional) I CaliTomla TnisPrame LLC.. Penis, CA, 92970 Run: 82408 Dec 6 2018 Print: 8.2408 Dec 6 2018 MiTek IndusSies, Inc. Thu Oct 3 12:37:05 2019 Page 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-QLF5Nw2lzA?Kt1z6qjodi?kJMcqO_d12OWEm1WyX5OS 7-3-15 • 13-3-12 16-0-0 18-8-4 22-0-4 25.0-8 28-7-14 32-1-8 36-10-10 41-0-5 41 "712 49-0-0 7-3-15 * 5-11-13 2-8-4 2-8-4 3-4-0 3-0-4 ' 3-7-6 3-5-10 4-9-2 l 4-1-11 0[717 744 Scale = 1:82.4 3x6 = 386 3 ww~, arm : mi - sw ~0 i a ~, a 28 29 21 30 20 19 18 31 17 32 16 33 15 14 34 13 35 12 36 37 3*6 II 06 = 4x6 = Us= 4*6 = 3*6 II 4*6 = 5*8 = 6x8 = 8x8 = 5*8 = 8x8 W9 7-3-15 , 13-3.12 13,5-8 18-6-8 184-422-0-4 25-0-8 28-7-14 32-1-8 36-10-10 • 41-7-12 49.0-0 7-3-15 5-11-13 0-112 5-1-0 0.t123-4-0 3-0-4 3-7-6 ' 3-5-10 4-9-2 4-9-2 7-4-4 Plate Offsets (X,'fl— 14:0-3-0.Edgel. [6:0-2-8.0-1-121, [8:0-1-8.0-2-01. [9:0-2-8.0-1-81. [10:0-2-8.0-2-81, [16:0-2-8.0-2-01, [17:0-3-8.0-4-121. [18:0-2-12,0-2-0] LOADING (psf) SPACING.. 2-0-0 CSl. DEFL in (lc) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.38 14-16 >999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.28 14-16 >335 180 BCLL 0.0 * Rep Stress mci- NO WB 0.90 Horz(CT) .0.06 20 n/a n/a BCDL 10,0 Code lBC2015fl'P12014 Matrix-MSH Weight: 1144 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. except TOP CHORD 2X4 OF Noi G SOT CHORD 2x8 OF SS G Except' 0-0-0cc purlins (6-0-0 max.): 7-10. Except 52: 2X4 DF Stud/Std G 6-0-0 cc bracing: 7-10 WEBS 2X4 OF Stud/Std G SOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2X4DFStud/StdG REACTIONS. (lb/size) 11=3727/0-5-8 (min. 0-1-8), 1=-1261I0-5-8 (mm. 0-1-8), 20=662310-3-8 (mm. 0.1-12) Max Harz 1156(LC 9) Max Upliftll-251(LC 8), 1-1496(LC 19), 20-239(LC 4) Max Grav113735(LC 19), 1143(LC 8). 206623(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-113901802, 7-8=436471430, 8-9=-168461895, 9-10=-108901782, 1-2-44016407, 2-3=-191I4053. 3-4=-350146, 5-6=-18613900, 6.7=.34431181 BOT CHORD 1-28=43621326. 1-29=-6131(433, 21-29=-61311433, 21-30=4131/433, 20-30=4131/433, 19-20=-38081228, 18-19=-38081228, 18-31=-156I3295, 17-31=-156/3295, 17-32=-42518483, 16-32=42518483, 16-33=-895/16846, 15-33=495116846, 14-15=-895116846,14-34=.945115884,13-34---946115684. 13-35=-945115884, 12-35=-945I15884, 12-36=-779110877, 11-36=-779/10877, 11-37=-54117888 WEBS 10-12=0/2295, 9-12=-54581181. 9-13=01653, 9-14=0/1049, 8-14=-44/1894, 8-16=4578/486, 6-17=-36417630, 6-18=-93821495, 5-18716l80, 3-20-19881116, 7.16=49/2332, 7-17=-62851326, 3-5=-18414017,2-21=16041167,2-20---23212545 NOTES- 4-ply truss to be connected together with lOd (0.131*x3) nails as follows: Top chords connected as follows: 2*4-1 row at 0-9-0 cc. Bottom chords connected as follows: 2x8 -3 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 -1 row at 0-94 cc. Attach TC W/ 1/2w dlam. bolts (ASIM A-307) in the center of the member wlwashers at 4.0-0 oc. Attach BC wf 112' dlam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOLS.opsf; BCDL6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Conb onconcurrent with any other live loads. Job 1russType I I MAGNOLIA 24 1A13 1CAL HIP Fy Fly 4 IJob Reference (optional) I Nun: 3.240 a Dcc 52018 Print 8.240 a Dec 62018 MJTek Industries, Inc. Thu Od 3 12:37:03 2019 Page 2 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-OLF5Nw2JzA?Kt1z6ajodi?kJMcqO_d12OWEm1Wyx5OS NOTES- Girder carries hip end with 8-0-0 and setback. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 698 lb down and 156 lb up at 41-7-12 on top chord, and 50 lb down and 2 lb up at 18-6-8, and 50 lb down and 2 lb up at 13-5-8, and 2650 lb down and 111 lb up at 32-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 10-11-68, 7-8=-68, 8-10=-165.1-4=-70,14-26=20.14-22=-49(8=-29),4-7=-68 Concentrated Loads (lb) Vert 10-589 14=.2650(8) 18=-50 20=-50 I I 7 1 I E irusprarne u.c., rerns, cP,. 92310 Li' Job Truss Truss Type ly MAGNOLiA2A A14 CAL HIP 177 Job Reference (optional) caliTom,a TrusFrsme u... Porno, CA, 92370 Run: 8.2403 Dec 52018 Pflnt 8.2403 Dec 52018 Muck In6Usllie3, Inc. IlTU Oct 3 12:37:06 2019 Page 1 lD2Fl3c9vxxbrEMVIP7?S5SJz7f4q-vXoTbG2NkU7BUBYlORJsFDHSZ08Hj7qBdA_JZyyX5OR 40-14 8-8-2 13-3-12 16-0.0 , 18-8-4 234-0 31-10-8 39-5-4 39+13 43-74 • 49.0-0 8-6.2 4-7-10 • 244 2-8-4 4-9-12 l 844 7-70 04-5 3-64 544 0-7-7 Scale = 1:82.8 3x6 = 3.50112 27 28 is 29 17 16 15 30 14 31 13 12 32 11 33 34 3x6 H 4x8 = 4x6 = = 836 Us 11 US = 538 = 5x8= 838 16-0-0 6-6-2 • 13-3-12 13-8-6 16-04 • 2340 • 31-10-3 40-14 49-0.0 6-8-2 4-7-10 041fl4-6 • 244 • 4-9-12 8-4.3 8-2.12 9-10-12 Plate Offsets MY)- 110-3-7.0-0-SI, l4,040.Edgel. (6:0-2-12.0-241, (10:0-3-7.04-8Ij11:0-2-8.0-2-01. 115:0-2-0.0-2-Cl LOAOlNG(psf) SPACING- 2-0-0 CSI. DEFL in (ICC) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOt 1.25 TC 0.81 Veit(LL) -0.37 14-15 p999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.97 Vert(CT) 4.15 14-15 p374 180 BCLL 0.0 Rep Stress Incr NO WS 0.74 Hoiz(CT) -0.08 17 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matdx-MSH Weight: 563 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G *Excepr TOP CHORD Structural wood sheathing directly applied or 5-11-3 cc pwlins, except T3: 2X4 OF No.l&Bfr G 0-0-0cc pwlins (5-5-9 max.): 6-8. Except SOT CHORD 2x8 OF SS G Excepr' 5-641 or. bracing: 6-8 S4: 2x8 OF No.2G. 32 2X4 OF Stud/Std G SOT CHORD Rigid ceiling directly applied or 644cc bracing. WEBS 2X4 OF Stud!Std G 'Excepr WT:2X4DFNo.2G REACTIONS. (lb/size) 1017201044 (min. 0-1-8), 152/0-3-8 (rain. 0-1-8). 1735454-34 (mm. 0-1-14) Max Hosz 10-76(LC 8) Max Uplift10-139(LC 4), 1-187(LC 19), 17=-2161LC 4) Max Grav101725(LC 19). 1224(LC 41). 173545(LC 1) FORCES. (lb) - Max. CompJMax. Ten.- Al forces 250 (lb) or less except when shown. TOP CHORD 8-9=-47981442. 9-134-5054/483,6-7=45631473.7-25=4601/435,25-234-45951436, 8-26=-45901436, 1-2=-245l1607 2-3=0l477, 3-"-96176.445-300/80.54-41434 BOT CHORD 1-27=-9301182, 1-234-1514/247, 18-234-15141247.18-234-15141247, 17-234-15141247. 16-17=-394148, 15-16=-394/48. 15-30=-474/4455. 14-334474/4455. 14-31=45516227, 13-31=-65516227, 12-134-65516227, 12-32=-65516227, 11-32=-655/6227, 11-33=.50514817, 10-334-505/4817. 10-34=-295/2944 WEBS 7-11=-1707l226, 7-l2=-81274, 7-14=-17531184, 6-15=-54111556, 2-17=-26211350, 3-17=-789175, 6-14=-9511893, S-115-36W94.3-5=61680, 2-18=-1072/212, 8-11=01834 NOTES- 1)2-ply buss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 tow at 0-94 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL5.0p51 BCOLt0psf h20ft; Cat if; Exp B; Enclosed-, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL1.60 plate grip DOLI.60 Provide adequate drainage to prevent water ponding. This buss has been designed bra 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Ii) Graphical puriin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Continued on page 2 Reference (optional) I I CabrOma Tnjs!rame U.G., Peni$, CA. 92570 Run: 8240$ Dec 62018 Pniit: 82405 DS 6ZO8MTèkin es, inc. Thu 3f237OS25TU Pap T lDZFl3c9vxxbrEMVfP7?S5SJz7t4q-vXoTbG2NkU7BU8YlORJsFDHSZ08Hj7qBdA_JZyyX5OR I NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at 39-5-8 on top chord, and 50 lb down and 2 lb up at 13-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase --1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 8-10=-68, 6-25-102(F-34), 8-26=-68, 1-3-70, 3-4-104(F.34), 19-22-20. 4-6=-102(F=-34) Concentrated Loads (lb) - Vert; 17-5026-102 I Trapezoidal Loads (pit) Vert: 25-102-to-26-68 I I I I. I I I I. I fESSj Job I Truss I TrUSS Type y MAGNOLIA2A A14 CAL HIP ] 2 bob Job Truss Truss Type Uly Ply MAGNOUA 2A JA15 CM. HIP Job Reference (optional) ...viuiwrniia U ruwiame LI.... renhv. 4(U rvUn: DLviU ii uvc uzvoc rnni;p.-*uuLmu U LU1O lvii 1011 IflOUSulOS, inc. i flu .jci 4 14;4,;ur duly rose 1 ID:ZFl3c9vxbrEMVfP7?S5SJz7f4q-NjMroc3?VnF26L6Uy8q5nQpelPYKSexLsojs6OyX500 9-1-10 • 13-3-12 16-0-0 18-8-4 23-0.8 31-5-0 37-4-5 ,39-7.12 43-8-9 49-04 9-1-10 ' 4-2-2 l 2-8-4 2-8-4 4-4-4 ' 8-4-8 • 5-11-5 • 2-3-1 4-0-13 Scale = 1:82.8 3x6 = 3*6 3*6 3 4 5 4x8 33 42 5x6 2 _.- 32 34 35 19 36 18 17 18 31 15 5*8 3*0 II 4x6 = 6*8 = 4x6 = 4*8 = = 3.50 Lj2.. 3x8 9 5x6 826 TA 10 38 14 13 39 12 40 3x811 4*8= 6*8 = 28 11 29 -ó 41 5*8 = 1640 IB-64 I Plate Offsets (X.Y)— (1:0-3-7.0-0-81, 14:0-3-0.Ednel. 111:0-3-7.0-0-81. [12:0-2-8.0-2-01 LOADING (psf) SPACING- 20-0 CSI. DEFL in (loG) lldell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.24 15-16 2,999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.26 BC 0.72 Vert(CT) -0.85 15-16 >505 180 BCLL 0.0 Rep Stress Incr NO WS 0.49 Horz(CT) -0.06 18 We n1a BCDL 10.0 Code I8C2015!TP12014 Matrix-MSH Weight: 569 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0°c puilins, except SOT CHORD 2*8 OF SS G Excepr 0-0-0°c purlins (6.0.0 max.): 6-8. Except 84:20 OF No.2 G. 62:2X4 OF StudlStd G 6-0-0or, bracing: 64 WEBS 2X4 OF Stud!Std G Except SOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WT- 2X4 OF No.2 G REACTIONS. (lblsize) 11=147510-3-8 (mm. 0-1-8), 1=16410-3-8 (mm. 0-1-8), 19=2885/0-3-8 (mm. 0-1-9) Max Horzll-72(LC 16) Max Upliftll-75(LC 8), 1-78(LC 23), 19=.41(LC 8) Max Gravlllvl4ao(LC 23), 1=333(LC 45). 19=2885(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-26=-37951501, 26-27=38031500, 10-27=38721495, 10-28=41591431, 11-29=-4201/420, 1129=2210l182, 6-7=-31121161, 7-30=-3708/589, 30-31=-37021559, 8-31=-37011570, 1-32=-13911101, 2-32=-12511152, 2-33=-381350, 3-33=-251421, 3-4=-296164, S-42=481375,13-42=27/M; BOT CHORD 1-34=-6801146, 1-35=-10751155, 19-35=-10751155, 19-36=-1075/1$5, 18-36=-10751155, 1748=-3551102.16-17=-3551102.16-37=142/3023, IS-37-14213023,15-38=3471453S, 14-38=347/4535, 13-14=347/4535, 13-39=-34714535, 12-39=-347/4535, 12-40=435/3993, 11-40-43513993, 11-41=-251/2468 WEBS 10-12=-308181, 8-12=0/625, 7.12=.876139, 7-13=01324, 7-15=-15051271, 6-16=-39001220, 218=137I927, 3-18=-599/87, 6-15=-54I1635, 3-5=49/572, 2-19=436/135 NOTES- 2-ply truss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2*4 - I row at 0-9-0 oc. Bottom chords connected as follows: 2*8-2 rows staggered at 0-9-0 oc. Webs connected as follows: 2*4-1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (0), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultllomph (3-second gust) Vasd87mph; TCOL8.0ps BCDL6.0psf, h20ft; Cat. II; Exp B; Endosed; MWFRS (envelope) gable end zone and C-C Interior(l) 37-2-15 to 49-0.0, Extenor(2) 33-0-0 to 37-2-15, lnterior(1) 25-114 to 25-11-8, Exterior(2) 9.44 to 13-74, Interior(1) 3-0.0 to 11-7-11, Exterior(2) 0-0-0 to 3-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a nyc load of 20.opsf on the bottom chord in all areas where a rectangle 3-6411 tall by 2-0-0 wide will between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Continued on page 2 II Job TWSS iruss Type 1PIyI MAGNOUA2A 1A15 CAL HIP I 1 I 2 Lob Reference (optional) I '•' iD2l3cbiMVfP7?S5SJz7f4q4ljMrac3?VnF26L6Uy8q5nQpeiPYKSexLsqjs8OIM yxbo NOTES. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical puilin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. I .12) Manger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-8, and 50, lb down and 4 lb up at 13-5-son bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard - 1) Dead + Roof Live (balanced): Lumber lncrease= 1.25, Plate lncrease11.25 I Uniform Loads (p1t) Veit 8-9-68, 8-26=-68, 26-29-70, 11-29-68, 6-31.68, 8-31-28, 1.4à-70, 20-23-20, 4-6.68 Concentrated Loads (Ib) - Veil: 16=-50 18-50 I 10 !0 I I, 6x10 MT18HS= 294 II 3 4 31 SaG = 5x6 = 2x4 II 3x6 = 5x8 3.50112 30 19 31 1$ 17 32 16 33 15 14 34 13 35 12 38 4,cG W fi GaS = 3x8 =axs= 5x8 = 4x8 = 2x4 II 4x8 = 300 MT1SHS= Job TnjsS Truss type Qty Ply MAGNOUA 2A A16 CAL HIP I Job Reference (optional) p ,u,rranc na.l.,., reins, Las. sf02 flu,,; 0.40 S USC U LU 10 nUlL OLUU S 1.2CC 0 £1110 1511105 inousijis,, inc. uriu L1CS .11 1L;11i US LU IC FOUS 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz714q-iwwD?x4dG5NvkVhhWsLKKeMmRpqqBflU5UTQeryX5OP 25-11-12 14-11 , 13-3-12 , 16-04 • 10-44 234-0 27-0-0 32-14 35.4-035.-S 414.3 • 49-0-0 74-Il • 54-1 2.84 344 4-0-2 4-4-7 4-44 3-2-9 o.ó-s 5-9-7 • 7-2-13 0-7-7 Scale 1:82A I t 5-3-10 13-20 7-104 13-342 0-14224-4 3•44 - 19-44 1 27-94 • 0-44 35-11-12 8-2-12 5-3-10 Plate Offsets (X,Y)- (2:0.0-15,0.2.OJ, (6-.0-3-0,0-2-41,18-.0-2-12.0-1-81,19:0-3-0.0-2-al. I1004145.0-1.81, (11:0-0-0,0-1-1J, (13:0-2- ___________________ .0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. OEFL in (Icc) Udell Ltd Plate Grip DOL 125 Ic 0.91 Vest(LL) -0.45 12-13 951 240 TCLL 20.0 TCDL 14.0 LijntherOOL 1.25 BC 0.96 Vert(CT) -118 12-13 p361 180 BCLL 0.0' Rep Stress Inor NO WS 0.69 HcrzCT) -0.20 18 nla n/a SCOt 10.0 Code 13C201511P12014 Matrlx-MSH PLATES GRIP MT20 220119$ MT18HS 220/195 Weight 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&8tr G 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-4oc purlins, except 13,12: 2X4 OF No.2 G 0.0.0 cc puilins (2-10-5 max.): 5-9. Except SOT CHORD 2X4 OF No.2 G 'Except' 2-10-0 cc bracing: 5-9 63:2X4 OF No.1&81r G 801 CHORD Rigid ceiling directly applied or 2-3-2 cc bracing. WEBS 2X4 OF Stud/Std G'Excepl' WEBS 1 Row at midpt 646.4-18 W5: 2X4 OF No.2 G MiTeic recommends that Stabilizers and required cross bracing be WEDGE installed during buss erection, in accordance with Stabilizer Right 2x4 OF Stud/Std -G Installation guide. REACTIONS. (lb/size) 11=1741/0-3-8 (mm. 0-1-14), 1=-403/0-3.8 (mm. 0-14). 18438010-34 (req. 04-10) Max Horzll-69(LC 8) Max (ipliftll.168(LC 4). 16632(LC 19), 16=-353(LC 4) Max Grav111751(LC 19). 1147(LC8), 16=4380(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 9.26=.40411514.1(1-26=410991497, 10-27=-47751456.11-27=-47671433.54=-6341153, 6-7=.36841528, 7-28=-3684/528, 8-26=-3584/528, 8-29---3889/$05, 9-29=4873/504, 1-2=43112364. 2-3=-318/3401, 3-4=--292/3372. 4-37=.6741200, 5-37=-7191193 SOT CHORD 130=2229/421, 19-30=-2229/421, 19-31=-2480!349, 18-31=-2490/349, 17-18=-12841130, 17-32=-1289130, 16-32=-1284/130, 16-33=-375/2375. 15-33=-37512375, 14-15=-565/4151, 14-34=465/4151, 13-34=465/4151, 13-35=-559/4493, 12-35=-559/4493, 12-36=463/4521,11-36=46314521 WEBS 10-12-71405,10-13-4M7.9-13--32(711,8-13=-4341137, 8-15=-639/93, 6.15=-16011764, 6-16=-2516/363, 4-16=-418/3150,4-18=-40011452, 248=4140/129, 2-19=0/664.5-16=436/165, 3-18=-302(75, 7-164-587l146 NOTES- Unbalanced mcf live loads have been considered for this design. Wind: ASCE 7-10; Vuli=1l0mph (3-second gust) Vasd87mph; TCOL6.0psf, BCOL45.0psf; h=20ft Cat. II; Eap B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. All plates are MTZO plates unless otherwise indicated. This buss has been designed for a 10.0 psf bottom chord live load nonconcwrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 18 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on p5962 Job iTruss MAGNOUA2A iruss Type j CAL 1A16 II I JobReference(optional) NOTES. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 54 lb up at 3544 on top chord. The design/selection of such connection device(s) is the responsibility ofothers. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pif) Vert 9-26-68. 26-27-7O, 11-27-68, 5-28.138(F-68), 9-29-68. 1-4-7O, 20-23.20, 4-37.68, 5-37-136(F-68) Concentrated Loads (lb) Vert 29.204 Trapezoidal Loads (pit) Vert 28-136-to-29-102 I I IIf4'Y I -111~ 0 160 XP. 6I3O!2 I NO. C53821 Scale = 1:82.5 5*6 = US 2*4 II 3*6 = 10 5*8 3.50 IlL = 5*6 II 2*4 II :I a Job [russ Truss Type "" Ply MAGNOLIA 2A AlJl CAL HIP 1 Job Reference (optional) CalitomlaTrusFrarneLLC.. Perris, CA. 92510 - Run: 8.240s Dec 62Ol8Ptlnt8.240sDec 82O18Mffelc Industries, Inc. Thu Oct 312:37:082019 Pagel ID:ZFI3c9vlotbrEMVfP7?S5SJz7f4q4wwD?x4dG5NvkVhhWsLKKeMpdprOB?KU5UTQenfX5OP 7.6-11 • 13-3-12 18.0.0 194.8 23-4-9 • 27-9.0 32-1-6 33.4-535-11-12 41-9-3 4900 76-11 5-9-1 2-8-4 3-4-8 4-0-2 44-1 4-4-6 1-2-15 2-7-1 5-9-7 1-2-13 35 20 38 19 18 37 17 38 16 15 39 14 40 13 41 4*6 = 2*4 II 5x8 = 3*8 = 5*8 = 4*8 = 4*8 = 4*6 = 2*4 lb 4*8 = 1900 5-3-10 • 13-2.0 13--12 15-44 V'9.0 • 35-11-12 • 44-14 . 4300 7-104 0-1-1224-4 - 3-4.8 344 8-2-12 • 8-1-10 4-10-10 Plate Offsets (X,Y)— (60-24.o-2-ol. 190-2-8.O.281,112:0-0-0.O-1-11. 114:0-2-4,0-2-01. 116:0-2-12.0-1-81,117:0-2-8.0-2-41.119:0-2-8.0-2-41 LOAOING(psl) SPACING- 2-0-0 CSI OEFL in (lc) lldefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 077 Vert(LL) -0.37 13-14 "989 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.93 Veit(CT) -1.03 13-14 '416 180 ECU. 0.0 Rep Stress (no- NO WE 0.87 Horz(CT) -0.15 19 nfa nla ECOL 10.0 Code 15001517P12014 Mabtx-MSH Weight 225 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G Excepr TOP CHORD Structural wood sheathing directly applied or 2-6-0 cc puilins. except TI: 2X4 OF No.1&Str G 0-0-00c purllns (3-9.8 max.): 5-9. Except SOT CHORD 2X4 OF No.2 G 3-9-0 cc bracing: 5-9 WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 4-S-7cc bracing. WEBS 1 Row at mitipt 4-19 Mflek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12136010-3-8 (mm. 0-1.8), 1-I21I0-3-8 (mm. 0-1-8), 19=3194/0-3-8 (mm. 0-3-7) Max Horz12-74(LC 16) Max UpIift12-71(LC 8), 1-350(LC 23), 19=-47(LC 8) Max Grav1213S9(LC 23). 1167(LC 35), 193194(LC 1) FORCES. (bb) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 9-27=-27231432, 27-28=-27701427, 11-28=-2823(418, 11-29=-35371292, 29-30-36001281, 12-30=-36111272, 8-7=-22351309, 7-31=-22351309, 8-31-2235(309, 8-32=-26641507, 9-32=-26601507, 1-33=-22611446, 2-33=-21611485, 2-34=-16012340. 3-34-14812442, 3-4-11912411, 4-5s-2731117 SOT CHORD 1-35-13901229,20-35=1390=9, 20-36=-16201156, 19-36=-16201155, 18-19=-10001119, 18-37=-10001119, 17-37=-10001119, 17-3$=-11511310, 16-38=-11511310, 15-16--39112639,15-39=49112639,14-39-391/2639.1440=-39313312, 13-40=-39313312, 13-41=-31013395, 12-41=-31013395 WEBS 11-13=01476.111-14=4051"108, 9-1401439, 8-16=-554/232, 6-16-13711251, 6-17=-16011209, 4-17=-15111931, 4-19=-26851193, 2-19=-10841114, 2200l620, S-17=299181.3-19=.307/77,7-16--299/68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (34econd gust) Vasd81mph: TCDL6.0psf BCDL6.0psf. M20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 37-2-15 to 49-0-0. Exterior(2) 33-0-0 to 37-2-15, Interior(1) 29-7-8 to 29-7-8. Exteno42) 1344 to 17-3-2, Interior(l) 3-0-0 to 15-7-11, Exterior(2) 0-0-0 to 3-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L 1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purtin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. OAB,SEtndard I I 1 jJOb jTrUSS Truss Type MAGNOUA2A All HIP 1"'y l IJo6 1CAL II Rererence(cptional) I..dlllUjlud 1 luarldriw Lk'..., rc1o, a%. .tolu 1Uw. .LU5 WV Q"lOrMl;G.,9qU5LMG U L1.010 MIIUJ inuuin UK. mu WLI . I;of;UU 41.112 ruU S ID;ZFl3c9v,cibrEMVfP7?S5SJz7f4q.qwwo?x4dG5NvkVtihWsLKKeMpdprOB?KU5UTOeryX5OP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25 Plate lncreasel.25 Uniform Loads (pit) Vert: 91068, 928.68, 28-30-70. 12-30-68. 5-32-68, 9-32-28. 1-4-70, 21.242O, 4-5-63 9 26 10 a Job iwss Truss Type I' I MAGNOLIA 2A I I HIP I 1M8 1CAI. I Job Reference (optional) I California TnjsFrame tic.. Pems, CA, 92570 Run: 8.2408 092 62018 Pnnt. 8.2408 Oec 6 2018 MITeIC Industries. inc. mu oct 3 12:37:092019 rage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-J6UbDH5F1PVmLeGt3ZsZsnJyPDCawQ8dJ71CzAHyX500 174.0 31.11-12 8.8-12 13-3-12 , 174.4 l?rlall 214.3 • 274.13 31-4-0 31-t4 37.9.13 , 4219.15 49.04) 8-9-12 4-6.0 • 3-8-8 0-7-'? 40-3 • 5-7-10 4-0-3 0.6-5 5-10.1 • 5-1-2 ' a-i-i 00-5 0-7-7 Scale = 1:82.4 I 5*8 4*6= 4*6= 5*6 3.50111 17 15 33 18 34 3516 36 14 31 13 12 38 11 39 4*6 = 2x4 ii = 6*8 = 4*6 = 4*6 = 4*8 = 3x8 = 4*8 = 3x6 = 7.0-2 13-3-12 1740.4 24441 . 31-11-12 , 40-4-11 49.0-0 2 6-3-10 3-8-8 • 7-5.12 • 7-5-12 8-4-15 8-7-5 Plate Offsets (X,Y)- [3:0-3-0.0-1-12 1.15:0-3-0.0-1-121, 17:0-2-4.0-2-81. 110:0-0-0.0-1-11, [12:0-1-8,0-2-01,[14:0-3-0,0-1-121, 115.-0-2-12.0-2-41 LOADING(psi) SPACING 2-0-0 CSI. DEFL in (icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Veit(LL) -0.41 11-12 2,999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.04 11-12 "413 180 BCLL 0.0 • Rep Stress Incr NO WS 0.96 Morz(CT) -0.17 17 nla rita BCDL 10.0 Code IBC20151TPI2014 i Matrix-MSH Weight: 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF Noi&6tr G'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-9 cc purlins, except 12: 2X4 OF No.2 G 04-0cc purllns (34-2 max.): 4-7. Except 601 CHORD 20 OF No.2 G Except* 3-4-0cc bracing: 4-7 83:2X4 OF No.1&Btr G SOT CHORD Rigid ceiling directly applied or 3-10-14 cc bracing. WEBS 2X4 OF StudlStd G-Except- WEBS 1 Row at midpt 5-15 W4: 2X4 OF No.2 G MuTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Right 2x4 OF StudlStd Installation guide. REACTIONS. (lblsize) 10=160310-3-8 (mm. 0-1-11). 1=4/0-3-8 (mm. 0-14), 17=354410-3-8 (req. 0-3-12) Max Horz10458(LC 13) Max upliftlo-1111(LC 4). 1-256(LC 19), 17-214(LC 5) Max Grav101603(LC 1), 1189(LC 40), 173544(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-3008/327, 8-25=-39941319, 9-254-4044/309,9-26=43581381,10-254-4370/345, 5-29=-21041268, 6-29=-2104/268. 6-304-2837/324, 30-31=-28311325, 7-31=-28251325, 1-2=21411362.2-3--12012064 SOT CHORD 1-33=-12641216,18-33--12641216,18-34--1412116S, 17-34-14121165, 17-35=-19651170, 16-354-1955/170, 15-16=-19651170, 15-36=-16311526, 14-36=-16211526, 14-37=-25312600, 13-37=-25312600, 12-134-25312600. 12-354-315/3507, 11-354-31513607. 11-354-355/4125, 10-39=-35514125 WEBS 9-11=-336199, 8-11=01555, 8-12=-903194.7-12=0/404.6-12--0/370.6-14-1017/158, 5-14=-5311186, 6-IS--22101244,4-15=-464172,3-15=-24712963,3-17=-2945/248. 2-17=10271112.2-18=0/534 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL-6.0psf BCOL=6.opsf; h20ft; Cat. ii; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL11.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pet bottom chord live Iced nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 17 greater than input bearing size. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI This buss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at and 181 lb down and 36 lb up at 314-0 on top chord. The designlsetection of such connection device(s) is the responsibility of section, loads applied to the face of the truss are noted as front (F) or back (B). Job truss Iruss Type uty p MANOLIA2A A18 CAL HIP I 1 - JobRefence(opUoñãl) UU U U LUJU milL U.SqU LIU U LU1O IiUUA IllUUUlU. 11W. IflU ijgl 4 1;4,;UU £U1 raUU ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.J6UbDH5F1PVmLeGt3ZsZsruyPOCawQ8dJ7CzA}1yX500 LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber Increase-- 1.25, Plate tncrease=125 Uniform Loads (pif) Vert 7-25=-68, 25-26=-70, 10-26-68, 4-28=-1 02. 28.30=-1 02(F=-34), 7-30=-102, 1-32-70,4-32=-6B, 1922.20 Concentrated Loads (lb) Vert 27-136 31-136 5x6 3x6 = 3.5°Li. £5 if JU 16' 1= 14 " 13 4x8 = 2x4 i1 3x8 = 5x8 4x8 = 4x9 = 5x10 j Truss Truss Type Qty Ply 1;~ 2A A19 CAL HIP 1 Job Reference (optional) .agunie ujueriwne u.. rein, ,un: e.qu e usc s Uie rnnc seu S usc e U15 511155 IflOU5U55, 1115. 11W VU 11 1Jf:1U U1S ra 1 lD:ZFl3c9vothrEMVfP7?S5SJz7f4q.n12 OdSuoddzor3dGNoP3R8rdXJftDnYnyXijyX5ON 10-6.0 29-11.12 - 8-9-Il 13-3.12 19-0.4 I97-11 24-6-0 29.40 29*4 36-1.4 42-8-8 404.0 8-9-11 44-1 l 5-5-41 O-7-'l 4-10-0 • 4-10.0 0-64 8-1-8 6-7-4 6-3-8 04.5 Scale = 1:83.8 74-1 13-3-12 - 19-0-4 • 29-11.12 . 39-7-8 49-04 71-1 9.2-111 S."• In_Il_p 4.7-12 44-p Plate Offsets (XY)— '1:0.0.0.0-1-11. (4:0-3-0.0-1-81,(11:0"0.0-1-1I.(13:O-5.0-3-41f140-3-0O-2-41 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (bc) Udell] Lid PLATES GRIP TCLL 20.0 Plate GnpDOL 125 IC 0.85 Veit(LL) -0.60 13-14 '715 240 MT2O 2201195 TCDL 14.0 LumberOOL 115 BC 0.90 Veit(CT) -128 13-14 '334 160 BCLL 0.0 Rep Stress mc, NO WB 097 Harz(CT) -0.16 16 nla n/a SCOL 10.0 Code 15C201511P12014 Matiix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.20 Except TOP CHORD Structural wood sheathing directly applied Cr 2-6-10 oc puilins, except TI: 2X4 OF No.1&8tr 0 00-0cc puffins (4-1-5 max.): 5-7. Except SOT CHORD 2X4 OF No.1&Bb 0 EXCep1 4-1-0cc bracing: 5-7 61: 2X4 OF No2 G BOT CHORD Rigid ceiling directly applied or 3-9-1 cc bracing. WEBS 2X4 OF StudlStd G WEBS I Raw at ntidpt 5-14 WEDGE MiTek recommends that Stabilizers and required cross bracing be Right 2x4 OF StudlStd insta'Jed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=15810-3-8 (mm. 0-1-8),16=28281044 (miii. 0-3-0), 11=144110-3.8 (mm. 0-1-10) Max Horzll65(LC 30) Max UpHft1.521(LC 30), 16=.322(LC 22), 11.820(LC 19) Max Grav1578(LC 35), 162828(LC 1), 111542(LC 40) FORCES. (lb) - Max. CompiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 7-8=-248711430, 5-84-331111393. 9-24=-343511711, 10-24=461911930. 10-25=4384/2520, 11-25=-445212581, 5-26=-580/185, 185-26-4W667,6-27=-202415W, 7-27=-20161803, 1-2=-153611729. 2-3=-712/1480, 3-4=430/1486, 4-28---895/649, 5-2844586/347 BOT CHORD 1-29=-169511555, 17-29=-169511555, 17-30=-183811531, 16-30=-183811531, 16-31-231311604,15-31=203711604.14-15--14011164,14-32=-W7/l697, 32-334-1497/2161,33-344-1519/2258, 3435=2073l2812, 13-384-2801/3540, 13-384-262214013, 12-36=-2822/4013, 12-37=-253114269, 11-37=-253114269 WEBS 10-12-4902,41,01-12—M6711, 8-13--10111177.7-13=-1"3--5,5-13=-3271756. 6-14=-1406/426,4-.14=418/2394,4-16=-22551394.2-16=-959/188, 2-17=0/522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llamph (3-second gust) Vasd87mph; TCDL60psf, BCDL=60psf, h=20ft Cat. II; Eiq B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1 .60 plate grip 00L160 Provide adequate drainage to prevent water pending. This buss has been designed for a 10_0 psf bottom chord live load nonconcwrent with any other live loads. 1 This buss has been designed for a live load of 200pst on the bottom chord in all areas where a rectangle 3414 tel by 2-0-0 wide wifi fit between the bottom chord and any other members, with SCOt. = lOOps?. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. This buss has been designed for a total drag load of 4800 lb. Lumber OOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag along bottom chord from 20-94 to 34-941 for 342.9 pIt. Graphical purlin representation does not depot the size or the orientation of the purtin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 9 lb up at 19-8-C 40 lb down and 9 lb up at 2944 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard Job Truss Truss Type uty Ply MAGNOUA 2A JA19 CAL HIP I Job Reference (optional) Wa•ufl50 •IuJr,aIl.0 L... ruilla, s.n. aCru •' nun. U.O4u S C CUb null. C..C'U 5 UC C CUbS SIlICA IIIUUSUIS, InC. IOU CI .1 ic.cu;iu CVI. IO C £ lD:ZFl3c9vxxbrEMVtP7?S5SJz7f4q.nl2_Qd6uoiddzor3dGNoP3R8rdXJftDnYnyXy4ON LOAD CASE(S) Standard 1) Dead s Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (plQ I .Veil: 72468, 24-25-70, 11-25-68, 5-7-68, 12870, 5-28=48, 18-21=-20 Concentrated Loads (lb) Veil: 26-34 27-34 I IJ 1 I ~ I, I I IJOD TnJss 1rus5 type MONOUs$ I FIy I I ° Fly I I JobReference(optional) I Lactamla I nca-rame LA.. renis. L, ZD,U Nun: 8249 $ uec b 2U18 runt: 8.240 8 uec 8 2018 WeX Ii15US5I55, Inc. ThU OCt 312:31:11 2018 Pane I lD2Fl3c9v,o(brEMVfP7?S5SJz7f4q-FVcMez6WZ0lUbyQFB_vlyG_M_lu3OMgwnRh4F9yX5OM 6-6.5 14-9-8 6.6-5 8-3-3 2x4 II Scale: 1:27.8 4x4 = - 8-6.9 14-94 AAA ic Plate Offsets (X.Y)— 13:0-0-5.0-1-121. 14:Edge,0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (100) lldefi Lid PLATES GRIP TCU. 20.0 Plate Grip OOL 1.25 IC 0.70 Vert(LL) -0.44 5-6 2399 240 M120 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.74 5-6 2,234 180 BCLL 0.0' Rep Stress lncr NO WE 0.89 Horz(CT) -0.03 6 n/a nla ECOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 59 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4OFStudIStdG I REACTIONS. (lb/size) 44547/0-3-8 (mm. 0-1-8), 6=870IMechanicaI Max Horz4-119(LC 8) Max Uptift44-8(LC 8), 6=48(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 44-2oc puulins. SOT CHORD Rigid ceiling directly applied or 9-1-6 cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=123810. 13-14=.129910. 4-144-1311I0 GOT CHORD 6-16--117/1015,5-15--11711015, 5-16=4211188, 4-16=-42l1 188 WEBS 3-S4/550.3-6-1100/126 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=5.opsf; BCDLS.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(1) 3-0-0 to 14-9-8. Exterior(2) 0-0-0 to 3-0-0 zone; cantilever left and right exposed; end vertical left and right exposedC-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This (1us$ has been designed for a 10.0 psf bottom chord live load nonconcun'ent with any other live loads. This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease11.25 Uniform Loads (p11) Vert 1-12=48, 12-14=-b, 4-14-68,7-54-20 I.. Job 1Truss Tniss lype Qty Ply MAGNOLIA 2A A21 MONO CALHIP 1 Job Reference (optional) ao1a I njsprsme u.c.. Iems, Ic. 92D10 Iun: 92403 ON b 2019 AM82408 Dec b 2018 Well IflOuSOlee, Inc. TflU 00 312:37:112019 Pace 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-FVcMez6WZ0lUbyOFBv1yGOL1w2OPVwnRh4F9yX5OM 0.11-13 0-11-8 1-7.4! 1-4-7 14-9.8 0-11.80.6-5 54-3 7-5-1 044 Scale 1:26.7 4x4 394 = 1-7-4 • 9-8-1 14-94 R41.I Plate Offsets (XY)- r3:0-0-1.0-1-121, [4.0-0-0,04-11.16.0-2 -8.0-2-al LOADING(psl) SPACING- 244 CSI. OEFL. in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -026 5.6 '673 240 M120 2201195 TCDL 14.0 Lumber DOt. 125 8C 0.74 Vert(CT) -0.48 5.6 '366 180 BCLL 0.0 * Rep Stress lncr NO W8 0.65 Hoiz(CT) -0.05 7 We nla BCDL 10.0 - Code 18C20151TP12014 Malrix-MSH Weight: 69 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Sbuctural wood sheathing directly applied or 3-7-13 oc purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 04-0 oc purlins (640 max.): 1-2. WEBS 2X4 OF StudtStd G 801 CHORD Rigid ceiling directly applied or 44-9 oc bracing. MiTeic recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=86510-3-8 (nun. 0-1-8), 7=83710-3-8 (mm. 0.1-8) Max Hoa4=-132(LC 26) Max Uplift4=-619(LC 19), 7=-173(LC 20) Max Grav4=957(LC 40), 7=837(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - AU tomes 250 (Ib) or less except when shown. TOP CHORD 2-11=-9161713, 3-11=-121611001, 3-12=-250411702, 4-12=-259611787. 1-13=-311161, 13-14=-307160.2-14=-3620211,1-7=-9361116 SOT CHORD 6-15=-399/390, 6-16=-115711844. 16-17=-191812027. 5-17-191812413, 518.1769l2494. 4-18476912494 WEBS 3-5=-2/546, 3.6=-9281259, 1-6=-721871 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (34econd gust) Vasd87mph; TCOLS.0ps1 8C0L6.Opsf; h'2011 Cat. II; Exp B; Endcsed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate gap DOL=1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psfbolfom chord live load nonconcurient with any other live loads. This buss has been designed far a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 taU by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 2000 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect buss to resist drag loads along bottom chord from 6-9-8 to 14-94 for 250.0 pit. Graphical purlin representation does not depot the size or the orientation of the purlin along the top andlor bottom chord. Ii) Hanger(s) or other connection device(s)deal be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at 0-11-a top chord. The designlseleedon of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or bad (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inorease125, Plate lncrease=1.25 Uniform Loads (pit) Veit 2-11-68, 11-12=-b, 4-12-68, 1-13=-136(F=-34), 2-13=-102, 7-8=-20 Continued on page 2 J0D Truss TIUSS iype i'' PIy MAGNOUA2A I A21 I I MONO CAL HIP 1 ~Retemce i (optional) ID Vff'7z7Mq4VcMez6WZOflibyQFBv1yOUw2OPVwnRMF9yXbM LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14-136 jJob Tru5s Type 2A [WSS A22 CALHIP 1 7-7 i lJob 1MONO Reference (optional) ,wr,ni Ij... r115, i.., Nzatu ruin: IS.94U S urc U aiiu rn,u U.44U S usc u iu15 MIIUS uncurmel, mc. mu ucr i 1:jf:1 iU1S race 1 ID:ZFl3c9cbrEMVtP7?S5SJz7f4q-jhAkrJ78KKtLC6?SlhQGULJWUvOEO7wfv14?5RdncyX5OL 2-9-13 5-5-4 9-11-11 14-9-8 2.9-13 2-7-7 4-6.7 • 4-9-13 I Scale = 1:24.6 2x411 4x6 564 14-9-8 &AA Plate Offsets (),Y)- :0-2-110-2-01. 17:0-2.0.0.1-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (Icc) Udell Lid l PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.33 6.10 p532 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.61 6-10 2,286 180 SCLL 0.0 1 Rep Stress incr NO W3 0.42 Harz(CT) -0.03 7 We n/a SCOL 10.0 Code 13C201511P12014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4DFN02G TOPCHORD Structural wood sheathing directly applied or 4.11-9 oc purlins, except SOT CHORD 2X4 OF No2 G end verticals, and 0-0-0cc pwlins (5.11.1 max.): 1-2. WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTeic recommends that Stabilizers and required eross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=37510-3-8 (mm. 0-1-8),7=70310-3-8 (mm. 0-1-8) Max Horz5=-100(LC 9) Max Uprift5=.28(LC 8), 7-57(LC 8) FORCES. (ib) - Max. CornpJMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 211-9221235, 11-12-9311234. 4-12=.10161230, 4-13=-1450/173, 13-14=.1481/161, 5-14=-15011160, 1.15=-944/323, 15-16=-941/324, 16-17=-9401324, 2-17=-9401324, 1-746507 SOT CHORD 6-15=498/1403, 5.19=-I93/I 403 WEBS 4-6=-484/98. 2-6=-1811259, 1-6=.30811030 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL50psf 9CDL-6.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C lntedo41) 13-7-3 to 14-7-12, Exterior(2) 944 to 13-7-3. Interior(l) 3-0-0 to 11-11.11. Exterior(2) 044 to 34-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber OOLI.60 plate grip DOLL60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 340 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. ?)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncuirent with any other live loads. Graphical purfin representation does not depict the size or the orientation of the purlm along the top andlor bottom chord. LOAD CASE(S) Standard 1) Dead • Roof Live (balanced): Lumber 1nerease125, Plate 1ncrease125 Uniform Loads (pit) Vert 2-3=46,2411=411,111-14=40, 5-14=-68, 1-16=48.2-16-28,7-8-20 Job Truss Truss Type MAG ?OLIA 2A MONO CAL HIP F I 1 Reference (optional) ,,,sr,s.,s ,.,.• r5.05, u... ,%UI1; 5.LSU 5 Lmr S UJQ rnrn O.0 S US S gulo IVUICS Ingusuiss, Inc. mu uci 1;4,:1 LU15 rucs ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q-jhAkrJ78KKtLC6?SlhQGUUWVtQEX7xl4?5RdncyX5OL 4-9-13 ,5-5-4, 9-11-11 14-9.8 4-9-13 0-7.7 4-6-7 I 4-9-13 Scale = 1:24.6 4x4 = 2x411 456 = 5-5-4 14.9-8 Plate Offsets (XV)— 11:0 -1-17-0-2-01.12t-1-12.0-2-01.15:0-2-8.0-2A LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (icc) IldefI Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.75 Vert(LL) -0.33 5-9 2632 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.61 5-9 '290 180 BCLL 0.0 Rep Stress mci' NO WS 036 Horz(CT) -0.03 6 nla We BCDL 10.0 Code IBC2015lTP12014 Mablx-MSH Weight: 62 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-1-5 cc purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0cc puffins (6-0.0 max.): 1-2. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb!size) 4=64410-3-8 (mm. 0-1-8), 684410-3-8 (mm. 0-1-8) Max Horz4=.103(LC 6) Max Uplift4=.81(LC 5), 6-90(LC 5) FORCES. (Ib) - Max. CompJMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8931110, 3-4-14381240, 1-2=-8171122, 1-6=-6081108 SOT CHORD 5-11=-23411347, 4-11-234/1347 WEBS 3-64-5591167, 1-5=-951883 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDLB.0p5f BCDL-8.Opsf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; and vertical left and tight exposed; Lumber DOL1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 25001b nyc located at all mid panels and at all panel points along the Bottom Chord, nonccncunent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purtin along the top andlor bottom chord. LOAD CASE(S) Standard Job Truss ITruss Type Ply MAGNOLIA2A MONOCALHIP lQry I lJob ,A24 ReTerence(optlonal) I %ANUMB I ,u,I-lme u..., rems, LM 31U Kufi: 8.Z4U S uec 8 pin flfl 52403 uec S Z015 wiex IflauSUles. inc. I flu OCI J 1xa,:1 2U15 raae 1 ID:ZFl3c9voibrEMVfP7?S5SJz7t4q-jhAlcrJ78KKtLC6?SlhOGULJWV?QGn7yv4?5RdncyX5OL 3-9-8 6-9-13 • 7-5-4 14-9-8 3-9-8 • 3-0-5 • 0-7 7 7,4-4 I Scale = 1:24.5 4x6 20 It 456 = 4x6 = 7-5.4 14-9-8 I 7_S4 7.4.4 Plate Offsets (X.Y)— 12.0-2-8.0-2-0I. (3:0-2-0.0-1-12!. [40-0-0.0-1-11. (6:0-2-12.0-2-0] LOADING(psf) SPACING. 240-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.75 Vert(LL) -0.25 5-6 2716 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.64 Vert(CI) -0.37 5-6 '480 180 ECU. 0.0 Rep Stress lncr NO WE 0.32 HoIzCT) -0.03 6 nla We BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 58 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc puilins, except SOT CHORD 2X4 OF No.2 G end veilicals. and 0-0-00c purlins (548-9 max.): 1-3. Except WEBS 2X4 OF Stud/SW C 5-9-Coo bracing. 1-3 601 CHORD Rigid ceiling directly applied or 10.04cc bracing. Milek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTiONS. (lb/size) 4=544/0-3-8 (mm. 04.8). 6544/0-3-8 (mm. 0-1-8) Max Hoiz4.81(LC 6) Max Uplift4=-82(LC 5), 64-88(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34--1124311150.2-3=-11130/1166 SOT CHORD 6-10=-1271798, 5-10=-1271798. 5-11=-122/1127, 4-11.12211127 WEBS 2-5-23f453,2-6=-9001171 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultrellomph (3-second gust) Vasd87mph; TCOL5.0psf BCDLS.opsf. h=20ft Cat. It. Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber 00L1.60 plate grip DOL--11.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a rye load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. d LOAD CASE(S) Standard 1- I Job TrUSS TrUss Type ty Ply MAGNOLIA 2A 1,2 BOG GABLE 1 - - - - Job Reference (optional) t~awurma Irusr,wiwu.L.,rem5,i. vzotu Kun:&L4us uec bLu1ernm:e.xausuec b pin Mllexlflausmes,lnC. inuu j13,:,d.u1a iaqe lDZFt3c9vxxbrEMVfP7?S5SJz7f4q-Bt1c63f8m5d?CqGaelPxV1h3dPqbnsGtDEIABJ2yX5OK 7,95 14.9-4 18-0-0 21-2-12 28-2-11 284-0 36-0-0 7-6-0 0-3-5 6-11-15 3-2-12 3-2-12 6-11-15 O.3L5 7-6-0 Scale z 1:57.6 6x6 = D1400# 6*6 = 2*4 II 8x10 = 4x8 = 8x10 = 20 11 8*6= 7-9-5 • 14-9-4 21-2-12 • 28-2-11 36-0-0 7-9-5 &11-15 &&a B-Il-IS • 7-9-5 Plate Offsets MY)- 0:0.35.Edge1, [4:3-3-0.0-2-81,17:0-3 .Edge1, [9.0-2-12,04-01,111:0-3-12,0-4-01 LOADING(pst) SPACING. 2-0-0 CSI DEFL in (lc) I/deS L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 Ic 0.98 Vert(LL) -0.13 11-12 '999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.37 12-38 '681 180 BCLL 0_0 Rep Stress lncr NO WO 0.85 Horz(CT) -0.06 1 n/a n/a BCDL 10.0 Code lBC2015ITPI2014 Matrix-MSH Weight: 267 lb FT = 20% LUMBER- TOP CHORD 2X6OFNo2G SOT CHORD 2X6OFN02G WEBS 2X4 OF StudlStd G Except' W6: 2X4 OF No2 G, W3,W5,W7: 2X6 OF No.2 G OTHERS 2X4 OF Stud!Std G Except' $15: 2x8 OF No.2 G BRACING. TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. 601 CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 1 Row at midpt 4-9.6-9,2-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1320/0-3-8 (mm. 0-1-8), 7=381/0-5-8 (mm. 0-14), 9523510-5.8 (req. 0-5-9) Max Horz781(LC 36) Max Uptift1.306(LC 27), 7=-269(LC 30), 9=-834(LC 21) Max Gray l=1360(LC 43), 7516(LC 39), 95235(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=350911065, 2-3=-7781411, 3-@-752/490, 4-5=-54712783, 5-6=-100612944. 6-7=-10351952 SOT CHORD 1-42=47111755, 1-43=-1049/3351, 12-43=-1049/3351, 12-44=-1049/3351, 11-44=-1049/3351, 10-11=-11671798, 9-10=-11671798,9-45=407f727,45-46=-607f727. 846=445f565.847=3421463,7-47-796/826,748=491/683 WEBS 4-9=34331586, 5-9=-10621433, 6-9=-2966/544, 4-11=478/2609, 3-11=-1007/428, 2-11=2959/554,2-12=01560,6-8=01563 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOLS.opsf; BCOLG.opsf; h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 9 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 26-5-0 to 36-0-0 for 146.1 pIt. Girder carries hip end with 7-6-0 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 652 lb down and 200 lb up at 28 and 652 lb down and 200 lb up at 7-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of othe In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). tandard 11 Exp. 6/30/21 NO. C53821 Job truss Truss lype aty Hy MAGNOUA2A 806 C-MLE 1 1 jJIb R4,11ce (OPU,,Il) ID.ZFI3c9thEMVfP77S5SJz7t4q-StIc63f8m5d?CqG7Vih3dPqbnsGtDEIBJ24OK LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate 1ncrease125 Uniform Loads (pif) Vert: 1-2=-68.2-4=-157(F=-89),4-6=i-157(F=-89), 6-7--68, 36-3946(F.26) Concenbated Loads (lb) Vert 6.510(F) 2-510(F) Job Truss I russ Type uty Ply MAGNOLIA 2A B01 1 IJb - Refererice WU .. 1) - - Cakfoslra TmsFranle U.C.. Pems, CA, 92570 Run: 82405 arc 8 2018 rnnt 8.2408 aec 82018 Ivwrelc Inousares, Inc. mu oa a ,,:14 xuia rage i ID:ZFI3c9vrocbrEMVfP7?S5SJz7f4q.g4HUG?9Osx73SQ9qs6SkZvcpuEvHbhBMTPwicsUyX5OJ 6-4-2 12-4-5 18-0-0 21-2-12 26-6-4 • 30-5-0 • 34-2-8 36-0-0 6-4-2 • 6.0-3 5-7-11 3-2-12 5-3-8 • 3-10-12 • 3-9-8 Scale = 1:59.4 8*10 MT18HS= US = 4*4 = 8*8 = 2*4 II 4x4 = 2*4 II US = L.OADING(psf) ICLI. 20.0 TCDL 14.0 ECU. 0.0 BCDL 10.0 SPACING. 2-0-0 Rate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code I8C201S1TP12014 CSI. IC 0.85 BC 0.83 INS 0.97 Matrix-MSH DEFL in (bc) Udell L/d Vest(LL) -0.38 15-22 "677 240 Vert(CT) .0.70 11-12 '253 180 Horz(CT) -0.05 1 n/a n/a PLATES GRIP MT20 2201195 MTI8HS 2201195 Weight 169 lb FT a 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-12 cc purlins. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No2 G 'Except' SOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 82:2X6 OF No.2 G WEBS I Raw atmidpt 5-13 WEBS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1044441048 (mid. 0.1-8), 1=778/04.8 (mid. 0-1-8).13=204610-5-8 (min. 0-2.3) Installation guide. Max Horz10431(LC 12) Max Upliftl04.S5(LC 13). 1=.95(LC 12), 13=-158(LC 9) Max Grav104528(LC 24), 1787(LC 23), 132046(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-216/2322, 5-6=-264/2338, S-7-219/276, 7-8=4121185. 8-23-952/161, 9-23=-930/150, 9.10=-1044I124, 1-24=1787/242, 2-24=-17351259, 2-3=-1313/147 SOT CHORD 1-26=-20411666,15-26--20411666,15-27=44/839. 14-27=44/839, 14-25=-135I375, 13-28=-135/375, 13-29=-1771341, 12-25=-1Th341, 12-30=-192/941, 11-304-192/941. 11-31=-1921941, 10.31=-1921941 WEBS 842=-6791149,7-12=01519, 13-104-1854/172, 5-16=-3931131, 14-104-6551198, 4-14=-621791, 3-14=--10061208. 3-15=01696, 2-15=-5401197. 4-104-2747/277, 6-16=.23041332, 9-11=01402 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.10; Vult=llomph (3-second gust) Vasd87mph; TCOLS.0psf. BCOL=6.0psf h20ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 3-0-0. InteriDr(1) 3.0-0 to 18.0-0, Exterior(2) 18.0-0 to 21-2-12, Interior(1) 21-2-12 to 36-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 All plates are MT20 plates unless otherwise indicated. This buss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other rive loads. 5)' This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIIIPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 2644, and 50 lb down and 4 lb up at 214-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead 4. Roof Live (balanced): Lumber lncrease1.25. Plate lncrease1.25 I P Job Truss Truss Type Qty Hy MAGNOUA 2A BOi COMMON Lob - - - Reference (optonaI) ,w1; 5.&'.U5 i.is suiu rnnl; ow 5 ue U LU1O IYuue IflUU5WU5, trIg. mu ....m . m;,,;I £UIS ru ID:ZFI3c9vobrEMVfP7?S5SJz7f4q-g4HUG?9Osx73SO9qs6SkZvcpuEvHbhBMTPwksU us yX5OJ LOAD CASE(S) Standard Uniform Loads (plfl - Vert: 4-10=48,14=68, 17-20.20 Concentrated Loads (lb) Vent: 12.50 1340 Job TrUSS Truss Type ty Ply MAGNOUAZA BOB COMMON I'j 1 Job Reference (optionat) Ca1ifoma TrusFmme U.C.. Pems, CA. 92570 Run: 8.240 a Qec 6 2018 Pnnr. 8.2408 On 5 2018 MITeIt IncussieS, Inc. mu act 312:37:14 2015 rage 1 lDiFl3c9v,othrEMV7?S5SJz7f4q-g4HUG?9Osx73SQ9qs6SkZvcx2EyPbq8MTPw1csUyX5OJ (.3-12 4-11-15 10-9-0 12-6-8 0L3.12 4-8-3 5-9-1 2x4 II 2 Scale: I12I' 97 8 2011 b411 4x4 = 03-12 Plate Offsets (.Y)- I (3:0-0-1.0-2-01. (5:Edae.0-2-0I LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DCI. 125 TCDL 14.0 Lumber DOt. 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code lBC2015/TP12014 LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2)(4 OF No.2 G WEBS 2X4 OF Stud/Std G CSI. OEFL in (lc) Well Lid IC 0.33 Vert(LL) -0.35 7-8 '420 240 BC 0.70 Veit(CT) -0.60 7-8 '247 180 WS 0.40 Hwz(CT) -0.02 8 nla n/a Matrix-MSH BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc puilins. SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. [MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. PLATES GRIP MT20 220/19$ Weight 51 lb FT = 20% REACTIONS. (lb/size) 5403810-6-8 (mm. 0-1-8), 86/Mechanical Max Horz5-130(LC 9) Max Uplift5=-50(LC 9), 8--"LC 9) Max Grav54043(LC 33), 84055(LC 1) FORCES. (lb) - Max. ConipJMax. Ten..- All forces 250 (Ib) or less except when shown. TOP CHORD 3-14=-1112(42,4-14--1133r27.4-5=-112210 SOT CHORD 8-15=-177/709, 7-15=-1771709, 7-16-11611068, 6-16-11611068, 6-17=-116/1088, 5-17=-11611058 WEBS 341-7951199,3-7=01685.4-6=-2611109 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd407mph; TCDL400psf; 9COL40.0ps1 h201% Cat. II; Exp C; Endosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 2344 to 2644, lnterioi(1) 2644 to 36-0.0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M1NFRS for reactions shown; Lumber DOL=1.60 plate gnp 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 240.0 wide will fit between the bottom chord and any other members. A plate rating reduction o120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard Job 1Truss lruss Type 101y P1y I MAGNOUAZA 1809 I I Job Reference (optional) I rusrldme u.., runs, 4.A. waru icin: 941) a uec S 2915 1nm: 5.240 a uec b 2015 iwrex Incuavies Inc. mu 001 :3 iz.ai:ie 2019 P98 1 ID2FI3c9vxxbrEMVfP7?S5SJz7f4g-8GrttJL90dFFw3ZldQqzz6586oeIeKHoWi3fHoxyx5OI O.3-12 4-11-15 10-9.0 . 12.6-8 03712 4-8-3 I 5-9-1 1-9-8 2x40 2 D=1400# Scale: 1I2=l' S 2411 Zx4Il 4x8 = I Plate Offsets (XX)- 13:0-0-1.0-2-1)1 LOADING(pst) SPACING. 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • I Rep Stress 1no YES ECOL 10.0 Code IBC2015lTPI2014 LUMBER- TOP CHORD 2X4 OF No.2 G GOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud!Std G REACTIONS. (lb/size) 5=53810-5-8 (nun. 0-1-8). 8556/Mechanical Max Hoiz5=-165(LC 30) Max Uptift5469(LC 30), 3=-115(LC 29) Max Gmv5=712(LC 47), 85$5(LC 1) DEFL.. in (lac) I/deft L/d PLATES GRIP Vert(LL) -0.35 7-8 '420 240 MT20 220/195 Vert(CT) -0.60 7-8 p247 180 Horz(CT) -0.03 8 n/a n/a Weight 51 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 or. purlins. GOT CHORD Rigid ceiling directly applied or 5-3-i cc bracing. Milek recommends that Stabilizers and required cross braang be installed during truss erection, in accordance with Stabilizer Installation guide. CS]. TC 0.33 BC 0.70 WS 0.40 Matiix-MSH I FORCES. (lb) - Max. CompJMax. Ten. - Pd forces 250 (lb) or less except when shown. TOP CHORD 2-13=3341288. 3-13=-5821529, 3-14=-15271784. 4-14=-185411071. 4-3=-201511232 GOT CHORD 8-15---481/859. 7-15=-102611353, 7-15=-909/1583, 6-16=-112711828, 6-17-124211915, 5-17=-1328/2002 WEBS 3-8=-7951269, 3-7=401685, 4-6=-2611163 I NOTES- 1) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=S.0psf 8C0L6.Opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 23-5.8 to 26-5-8, Interioi(1) 26-5-8 to 35.04 zone; cantilever left and right exposed; end vertical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip 00L1.80 - 2) This truss has been designed bra 10.0 psf bottom chord live load nonconcwent with any other We loads I 3) -This truss has been designed for-alive bad of20.0psfon the bottom chord in all areas where arectangle 3-" fall by2-0-O wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSl/TPI 1. I l) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. 8) This buss has been designed for a total drag load of 1400 lb. Lumber 00L(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads ,along bottom chord from O.0.otol2-€-8 for lll.öptf. LOAD CASE(S) Standard UI I I, Job Truss Truss Type uty Ply MAGNOLIA 2A COG GABLE I - -Job Reference (optional) .,. n.m. . uw i-mi.; o.qu 5 USc S U1O 55155 II15USm55. inc. mu uci ., 14:Jr.1D ui5 race 1 ID:ZFl3c9xbrEMVfP7?S5SJz7f4q-cSPFhMJOVOmhjlD_xUCflthEi2cp3evrwjpiwNyx5oH 7-11.4 16-0-0 24-0-11 I 32-0-0 7-11-4 84-12 8-0-11 7-11-5 Scale z 1:51.1 556 = 4x4 = 20 II 5x18 =44 = 2x411 454= 7-11-4 15-9-4 160-0 24-0-11 32-0-0 711.A ' 7-In-fl fl Plate Offsets (XV)— (2:0-2-12.0-2-01,13:0-3-0,0-3-41.14.-D-2-12.0-2-01 - - - - - - LOADING(psf) SPACING. 2-0-0 Cs,. DEFL in (bc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) .0.26 8-9 444 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.83 Vert(CT) .0.67 6-8 488 180 BCLL 0.0 • Rep Stress Inor NO WS 083 Horz(CT) -0.04 8 n/a n/a SCOL 10.0 Code 18C201517P12014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6DFNo.2G TOP CHORD SOT CHORD 2X4DFNo.1&BtrG SOT CHORD WEBS 2X6 OF No.2 G 'Excepr WEBS W6: 24 OF No2 G, W4,W2: 2X4 OF StudlStd G OTHERS 2X4 OF StudlStd G REACTIONS. (lb/size) 5=630/0-5-8 (min. 0-1-8), 1=337/0-5-8 (mm. 0-1-8), 8=2791/0-5-8 (mm. 0-3-0) Max Horz5=72(LC 12) Max Uplift5=-79(LC 9), 1-77(LC 8), 8=-166(LC 5) Max Grav5695(LC 20), 1447(LC 29), 8--2791 (LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=7011344,4-S=-13581170,1-2=3931347,2-3=-So/1341 SOT CHORD 1-39=-771250, 1-39=-2871351, 9.39=2871351, 940=-287/351, 8-40=-2871351, 7-8=-18211271, 7-41=-18211271, 641=-18211271, 6-42-18211271, 5-42=-18211271, 5-43=-1181573 WEBS 3-8=-12341157, 2-8=-1425!251, 2-9=0/388, 4-8=-23871296, 4-6=01719 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0.0 oc bracing. I Row at midpt 2-8,4-8 Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL6.0ps1 BCOL6.Opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip DOLI.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable studs spaced at 1-4-0 oc. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Irwease1.25, Plate Increase=1.25 Uniform Loads (pIt) Veit 3-5=-72,1-3=-72,8-3S=-20.8-42r,-91(8=-71),32-42z-20 Job 1lruss Truss Type Ply I2A C07 1'2'y2 IJbo 1COMMON Reference (optional) I u.'. 'v ,un; D.Lqu 8 L8V U LU1U rnni: 8.4U SU8C U ZUlU #UIKJflQU8UIB8, Inc. InuucI 3 1L31:1bZul8 Iaqe 1 lD:ZFI3c9brEMVtP7?S5SJz7f4q-cSPFhhMOYOmjlD_XUCfithAM2d43jZfwPiwNyx5OH 8-1-7 16.0.0 23.10-9 32-0.0 8-1-7 7-10-9 7-10-9 8-1-7 Scale = 1:51.7 5x6 = 4x4 = 2x4 II 5x10 = 3x4 = 2x4 II 4x4 = 60 . 15-9-4 16.0-0 25-11-7 32-0-0 tfl • a.a.in fl.5,9 Q7 I Plate Offsets (X,Y)— I1:0-2-3,Edgel. 11:0-1-8,0-1-51,12:0 -0-5.0 -1-al. 13:0-3-0,Edgej, 14:0-0-5.0-1-8L15:0-1-8.0-1-51. 15:0-2-3.Edgel, 18:0-54,0-1-121 LOADING(pst) SPACING- 24-0 CSI. DEEL in (loG) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ved(LL) -0.53 6-8 2-359 240 MT20 2201195 TCDL 16.0 Lumber OOL 1.25 BC 0.75 Vert(CT) -0.80 6-8 >240 180 BCU. 0.0 Rep Stress lncr YES WS 0.47 Horz(CT) -0.02 1 n/a We BCDL 10.0 Code lBC2015ITFl2014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-10-4 ocpuilins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEBS 2X4 OF StudlStd G Excepr WEBS I Row at midpt 4-8,2-8 W3: 2X6 OF No.2 G I Mrrek recommends that Stabilizers and required cross bracing be WEDGE I installed during truss erection, in accordance with Stabilizer Left 2x4 OF StudlStd -G, Right 2x4 OF Stud/SW -G I Installation guide. I REACTIONS. (IbIsize) 8-1977/0-5-8 (mm. 0-2-2). 5=483/0-5-8 (mm. 0-1-8), 1483/0-5-8 (mm. 0-1-8) Max Hoiz5=72(LC 12) Max Uplllt9=-97(LC 9), 5=47(LC 13), 1=-97(LC 12) Max Grav6=1917(LC 1), 5=534(LC 24), 1534(LC 23) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=0/858,4-16=-31785, 417=.836I158, 5-17-9581141. 1-18=-9581172, 2-18=.8351189,2-19=01786,3-19=01858 BOT CHORD 1-20=-921509, 1-21=-1271669, 9-21=-127/869, 9-22=-195/674, 8-22=-195/674, 7-8=-2361673, 7-23=-2361673, 6-23=-2361673, 6-24=-169/869. 5-24=-1691869, 5-25=-1271509 WEBS 4-6=01577.4-8=13381293,3-8=-9531117.2-S---13381291,2- SgS76 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL60psf, BCDL=60psf h=205 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-04, Interior(1) 3-0-0 to 16-04, Extenor(2) 164.0 to 19-0-0, Interior(l) 19-0-0 to 324-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI(TPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. Job Truss Truss Type Qty Ply MAGNOLIA 2A COB COMMON I Job Reference (optional) caiuorva I Iusp,ame 0j., Iems, IA. Vdolu Nun: 52405 uec S 2018 Pnrn: 8240 5 08C S 2018 raTes Inousmes. Inc. TflU OCT a 12.51:11 2019 P38 1 lD:ZFl3c9vocbrEMVfP7?S5SJz7f4q-4fzduDBH8sWdJttPXF0RBXEJJRxko9kp9N8OSpyX5OG 8-1-7 16-0-0 23-10-9 32-0-0 8-1-7 7-10-9 7-10-9 8-1-7 Scale : 1:51.7 5x6 = 2x4 II 3x4 2x4 II 4 5x10 54 = 4x4 = 6.0-10 1 13-6-0 , 15-9-4 16,0-0 18-6.0 • 25-11-7 32-0-0 I fljfl • 7ç5 )••fl 7•47 I Plate Offsets (XY)— 11-0-2-3.Edgej, (1:0-1-8,0-1-5), [2:045,0.18I. 13:0-3-0.Edgel. (4:00-5.0-1-81. [5:0-1-8,0-1-5). 15:0-2-3.Edgel, [8:0.5.0.0-1-121 LOADING(psf) SPACING- 2411.0 CSI. DEFL in (Icc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) .0.53 6-8 2-359 240 MT20 2201195 TCDL 16.0 Lumber OOL 1.25 Sc 0.85 Vert(CT) -0.83 6-8 p230 180 BCLL 0.0 * Rep Stress Inor NO WS 0.47 Horz(CT) -0.03 1 We n/a SCOL 10.0 Code IBC2015FTP12014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G Excepr W3: 2X6 OF No.2 G WEDGE Left 2x4 OF Stud/Std -G, Right 2x4 OF StudlStd -G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-2°c puilins. 801 CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 1 Row at midpt 4-8.2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=2080/0-5-8 (mm. 0-2-4), 548210-5-8 (mm. 0-1-8), 1482/0-5-8 (mm. 0-1-8) Max Horz5=72(LC 43) Max Uptift6=-274(LC 30), 5=-213(LC 38), 1-398(LC 35) Max Grav6=2080(LC 1), 5=532(LC 52), 1562(LC 48) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-16=-2751891.4-16=-128/802,4-17=-8391217, 5-17--9511473, 1-16=.145711060, 2-18=11261804.2-19=-64811178,3-19--41011000 SOT CHORD 1-20=471/694, 1-21=458/934,21-22488/871, 9-22=-611/986, 9-23=.6571T77, 23.24=4571777, 8-24=-85717T7, 74=429/707,7-25=452W707, 25-26=-6291707, 6-26=429f707.6-27=55=86, 5-27=-552!886. 5-28=-269/508 WEBS 4-6=01583, 4-8=-1348/316, 3-8=-9631284, 24=-13491342, 2-9=01582 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCOLS.opsft BCDL6.0psf h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone and C-C Extenor(2) 044 to 3-0.0. Interior(1) 34-0 to 16-0-0, Exterior(2) 16-0-0 to 194.0, Interior(l) 19.0-0 to 32.0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This Miss has been designed for a 10.0 psf bottom chord live load nonconcuri'ent with any other live loads. This Miss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 81 This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0.0.0 to 4-0-0 for 350.0 pIt. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6.0, a 50 lb down and 4 lb up at 13-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the Face of the Miss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty JPy MAGN0LIA2A C08 COMMON I 1 . Job Reference (optional) Calironun TtusFI2me LLC., Penis, CA. 92570 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25Plate Increase-71.25 Uniform Loads (plo Vert: 3-5-72,11-3-72,10-13-20 Concentrated Loads (lb) Veit 24.50(8) 25-50(5) Run: 8.2403 Dec 6 2018 Flint 8.2403 Dec 62018 MITeR Ifl5u351eS lflC.. [flu OCt 3 1L31:17 2018 FO9 2 lD2FI3c9v,ocbrEMVfP7?S5SJz7t4q.4fzduOBH8sWdJttPXIORBXEJJRxIco9kP9N8OSpyX5OG Job ITruss 1Truss Type CO9 COMMON iiMAGNOLIA2A joy 2 1Job Reference (optional) -- (ajTomla ilusi-I,me u.r., reins, u. vx,u Nun: b.xeU S kiSS S £111511511: 524115 USC S £1115 15115K IflUU51flBS PuS. i flu usu .3 1,3,1C £1115 rayei ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.YrX?6MCvvAeLJw1ScyXg1dmYNrFpXYUyO1uy?FyX5OF 8-0-5 13-3-12 16-0-0 18-8.4 23-11-11 27-0-10 32-0-0 8-0-5 5-3-7 2-8-4 2-8-4 5-3-7 3-0-15 4-11-8 Scale: 1:51.9 3x4 4:4 4x8 = 3x3 II 4 3x8 U 458it8 4x6= 658 = 4-11-6 13-3-12 13,5-8 18-8-8 1884 27-0-10 • 32-0-0 I a-IiI2 5.1.0 0.1112 5-4.8 • 4-11-8 Plate Offsets (XX)— 11:04-0.0-2-81,12:0-0-1.0-2-01. (4:0-241.Edgel, 16:0-3-0,0-142I 17:0.1-15.0-0-81. [9:0-2-12.0-2-01 LOADING(PSI) SPACING- 2-3-12 CSI. DEFI... in (bc) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.69 Vert(LL) -0.22 8-9 '999 240 MT20 2201195 ICOL 16.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.81 8-9 '278 180 ECU. 0.0 1 Rep Stress Inst NO WE 0.76 Holz(CT) -0.06 1 nla n!a BCDL 10_0 Code l8C20151TP12014 Matrix-MSH Weight: 182 lb FT = 20% LUMBER- S TOP CHORD 2X4 OF No.2 G 801 CHORD 2x8 OF SS G Except' 62:2X4DFStudIStdG,81:2x8OFNoiG WEBS 2X4 OF StudlStd G BRACING- TOP CHORD 2-0-00c purtlns (2-10-6 max) (Switched from sheeted: Spacing> 2-0-0). SOT CHORD Rigid ceiling directly applied or 106-0 oc bracing. I ~ I- REACTIONS. (lb/size) 711891101echanical. 1=95210-5-8 (min. 04-a), 11135310.3-8 (min.0-1-8) Max Ho,z783(LC 12) Max Uprilt1-151&C 13), 1-77(LC 8). 11-137(LC 8) Max Grav71203(LC 24), 1'982(LC 1). 111353(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - Alt forces 250 (lb)or less except when shown. TOP CHORD 4-5=-290191, 5.19=138W231, 6-19-14961229, 6-20=-33331385, 7-20=434071363. 1-21=-21051121. 2-21-20271144, 2-22=-14351254, 3-22=-13811255, 3-4=-334195 801 CHORD 1.23.191962, 1-24.=-7011946. 12-24=-7011948. 12.25=-18011938, 11-26=-19011938, 10-11=-162!1359. 9-1O=-16211359, 9-26=-41412510,8-26=414/2510, 8-27=-38313199. 7-27=-W313199.7-28=16911582 WEBS 3-11=-2671141, 2-11=-6271261, 242=-1081464, 6.9=-12791276, 6-6=01989, 3-6=-1148I206 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuttll0mph (3-second gust) Vasd87mpti; TCOL5.0psf BCDLS.Opsf; h20ft Cat. II; Exp C; Endosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Inteno1(l) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-0-0, Interior(l) 19-0-0 to 32-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 'This truss has been designed for a live load of 20Opsf on the bottom chord in all areas where a rectangle 340 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI(TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at at panel points along the Bottom Chord. nonconcurrent with any other live loads. 91 Graphical purlin representation does not depict the se or the orientation of the purlin along the top and!or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-8. 50 lb down and 4 lb up at 13-5.8 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lnorease1.25 Uniform Loads (pIt) Vet: 4-7=83,14=43.13-16-23 Continued on page 2 Job Tniss TrUSS Type uty Ply MAGNOLIA 2A 09 COMMON I~ 2 i-JobReference(cplional) I ---- lDZA3cEMVtP1?S5SJz7f4qYrXThMCvvAeuw1ScyXgkImYNrFpXYuyo1uy?Fy)5OF LOAD CASE(S) Standard Concentrated Loads (lb) - Vert: ll-509.SO I I I: I ~ I. I I ii 11ob I n Truss rype QIy Ply MAGNOUA2A Ic10 COMMON I LbReference(opticnal) - - -- ,,rn. Sums S rum; 5L5U 5 usc e £IflD imisc UJSUSUISS, Ifl. IflU UCI .1 1r.1s LU1S russ 1 ID:ZF13c9vxxbrEMVfP7?S5SJz7f4q-YrX?8MCwAeuw1Sc5yxgkImadrGvxz5y41uy?Fyx5oF 8.0-5 13-3-12 16.0.0 18-8-4 23-11-11 , 27-0-10 32-0-0 8-0-5 5-3-7 2-8-4 2-8-4 5-3-7 ' 3.0-15 4-114 Scale = 1:51.9 3x4 = b 01 g II 415 =3Xb If 4x8 = 6ic8 =4x6 = 3x8 lb 4x8 = 4-114 . 13-3-12 135-8 184-8 184-4 27-0-10 324-0 4-114 ' 544 n.Ii, c.in ' AA Plate Offsets (X,Y)- I1:0-1-15.0.0-121, 12:0-0-1,0-1-81. (4:1' 2-0.Edgej. [6:0.0-i3O-i-81,17:0-i-is,0-0-121 - - - - - LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) IIdefi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 054 Vest(LL) -0.20 8-9 2999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 Sc 0.88 Vett(CT) -0.75 8-9 '300 180 ECU. 0.0 Rep Stress mar NO WE 066 Horz(CT) -0.08 1 n/a n/a BCOL 10.0 Code IBC20151TPI2014 Matrix-MSH Weight: 162 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2x8 OF No.20 'Excepe BOT CHORD 62:2X4 OF Stud/Std 0 WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 71041lMechanical, 1=84710-5.8 (rein. 0-1.8), 11115510-3-6 (min. 0-1-8) Max Horz772(LC 12) Max Uplift7=-131(LC in 147(LC 8). 11=-118(LC 8) Max Grav7=1052(LC 24), 1847(LC 1). 111155(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-253/79, 5-19=-12571205, 6-19=--1357/203, 6-20=-29361337, 7-20-3000/317, 1-21=-18611107, 2-21=-17931127. 2-22=-1304/225, 3-22=-1256/226, 34=-293/82 BOT CHORD 11-23-1811152,1-24=431172Z 12-24-63I1722, 12-25=-16811730, 11-25=-16811730, 10-11-145/1235, 9-10=-14511235. 9-26=-353/2231, 8-26=-363!2231, 8-27-335!2819, 7-27=-33512819, 7-284-147/1343 WEBS 2-11=-7071226, 2-12=-1111441, 6-84-1105/239,6-8=01907, 3-5=-1051/182 Structural wood sheathing directly applied or 3-2-9 cc puffins. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.10; Vult=lloinph (3-second gust) Vasd-87mph; TCOL6.Opsf, BCOLS.opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-Oto 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterboc(2) 16-0-0 to 19-0-0, lnterio41) 19-0-0 to 3240 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-0.61) This truss has been designed for a 10.0 psi bottom chord live load nonconcirrent with any other live loads. • This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-8, and 50 lb down and 4 lb up at 13-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I i) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate lnctease=1.25 Uniform Loads (p11) Veit 4-7=72,11-4=42,13-16-20 Concentrated Loads (lb) Vert 11-50 84-50 I I, Job Truss TruSS Type uty ly MAGNOUA 2A DOS FINK 6 Job Reference (optional) i.diflalnld I rusrim U...... rems ..i4. 5.4;U ruin: e.0 S ueg C lflC rnfli: C.MI S 1.1CC C LII1C MIICA lflUU551C5. inc. , nu .jci .1 1 311C LU1S rage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q-015NJiDXgTmLYB1off2vGyJijFehG616dhdVXiyX5OE 6-7-3 13-1-0 19-6-13 . 25-10-8 6-7-3 • 6-5-13 • 6-5-13 6-3-11 Scale = 1:41.8 4*6 = 4*4 = 5*8 WS= 4*4 = 54 = 84-15 . 17-5-1 25-104 8.8-15 841-3 1 8.5.7 Plate Offsets ((Y)- 13:0-0-0.0.0-01.15:0-0-4.0-0-11.15:0-7-/.0-0.21 LOADING(psf) SPACING- 24.0 CSI. DEFL. in (Icc) Well Lid PLATES GRIP TCLL 200 Plate Grip DCL 1.25 IC 0.71 Vert(LL) -0.43 6-8 '719 240 MTZO 2301195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Veit(CT) -0.88 6-8 '353 180 BCLL 0.0 Rep Stress lncr YES WB 0.29 Horz(CT) 0.11 5 Na We SCOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 98 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4OFN0.2G WEBS 2X4DFStudlStdG OTHERS 2X4 OF StudlStd G WEDGE Right 2x4OFStudIStd-G REACTIONS. (lblsize) 11139/0.3.8 (mm. 0-1-6), 5=1139/Medramcal Max Horz1S9(LC 12) Max Uplift1.110(LC 8), S.108(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 cc plirlins. SOT CHORD Rigid ceiling directly applied or 10-04 cc bracing. MiTeic recommends that Stabilizers and required cross bracIng be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ii,) - Max. CompJMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 1-19=-26321256. 2-19-2513/277, 2-20--2301r06, 3-20=-2223/218, 3-21=-2163/211, 4-21=-2241/200, 4-22--.24311266, 5-22=-25331248 SOT CHORD 1-15--264t2434,8-15--26M434.8-16=-9311630, 7-16=9311630,6-7=-9311630, 6-17-203!2348, 5-17=-20312346, 5-18=-881850 WEBS 24=4881199, 3-8=-531754. 3-6=.49/598, 4-6=-444/189 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; VuIL=llomph (3-second gust) Vasd87mph; TCDL8.0psI 5CDLE.0ps1 h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 3-0-0. lntenor(l) 3-0-0 to 13-14. Exterior(2) 13-1.0 to 16-1-0. lnterio41) 16-1.0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/a has been applied for the green lumber members. Refer to girder(s) for truss to Puss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard Af4SI/TPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard Job Truss jTruss Type MAGNOLIA2A I 006 I HIP I 1P7Jb 1CAI. Reference (optional) I rfl u,.. wu FurI; ui a uc e o rum; 0.44U a ueg a uia mj.ea IcaUlJ1S, InC. mu V 3 1:3ma4u1a rmU 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-0l5NJiDXgTmLYB1off2vGyJgeFceG7a6dhdVXiyX5OE 5-0-1 9-5-0 11-11-11 13-1-0 14-2-5 16-9-0 21-1-15 25-10.8 5-0-1 4-5-0 2-6-11 1.1-5 1-1-5 2-6-11 4-4.15 4-8-9 Scale a 1:43.2 456 4x6 = 3x10 = 5x6 WB= 3x10 = 556 = 9-5-0 16-9-0 25-10-8 9-543 7.4.0 9-l.a Plate Offsets ()(,Y)— 10-2-8.0-2-01, (6:0-2-12,0-2-01, [9:0-7-7,0-0-21. (9:0.0.4.0-0.1' (10:0-2-0.0-1-8), (12:0-2-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. OEFL. in (lc) I/dell lid PLATES • GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.36 12-15 862 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.88 Veil(CT) -0.73 12.15 '423 180 BCU. 0.0 Rep Stress mci NO WE 0.20 Ho,z(CT) 0.13 9 nla n/a BCOL 10.0 Code 13C201511P12014 Matrix-MSH Weight: 114 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 20 OF StudlStd G OTHERS 2x4 OF No2 G(l) WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (hblsize) 1=120910-3-8 (miii. 0-1-8), 9l2lllMechanical Max Ho,zl=63(LC 12) Max Uptift1-183(LC 8), 9-183(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-12 cc putlins. except 0-0.0 oc purlins (4-0-6 max.): 3-6. Except 4-0-0 cc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 7-S.0oc bracing. M(Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-28471654, 2-19=-27841668, 2-3=.2490f714, 3.20.2338/820, 5-20=-23411819, 5-21=-230$I817. 6-21-23031818, 6-8=-2450/711, 8-22=-26411637, 9-22-2705/624 SOT CHORD 1-23=-68212641, 12-23=-68212641, 12-24=-70412514, 11.24=704l2514, 10-11-70412514, 10-25=-545!2505, 9-25=-54512505, 9-26=-2121906 WEBS 2.12=.349Il46, 3-12=-1031482, 5-12=-3721285, 5.10=4121286, 6-l0.991451, 8.10-2531123 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf BCDL=6.0psf h'20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0. Interior(l) 3-0-0 to 25-10-8 zone; cantilever left and light exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. ThIs buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical pudin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard ii Type NOLIA 2A LMCAG russTrs 007 AL HIP 1C. 1 TJob - - - - - - - - Reference (optional) .., ,... W., .nv nun. DC.HS5 .,cc u £11 IC mill; C.W 5 UWC canon.. loll Incuamos. Inc. IOU UCI 4 1;4,;19 £1115 rage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q.0l5NJiDXgTmLYB1oft2vGyJjvFcwG7Z6dhdVXiyX5OE 5-0-i 9-5-0 911-1i 13.1-0 , 16-2-5 16-9,0 21-1-15 25-10-8 5-0-1 4-5-0 0-6-t1 3-1-5 • 3-1-5 0-6-11 4-4-15 449 Scale = 1:43.2 4x6 4x8 3x4 = 4x6 = 3x10 = 5x6 W8= 3x10 = 6x6 = 9-5-0 16-941 • 25-10-8 9-5.0 7.4.0 • n_l.a Plate Offsets 0(Y)— [3,0-2-4.0-2-01,15:0-2-4.0-2-01. [7-0- .0-0-21.170-0-4,0-0-11.(8:0-2-0.0-1-81, (10:0-2-0,0-1 -81 - - LOADING(psl) SPACING. 2-0-0 CSI. DEFL in (lc) lIdefi Lid PLATES GRIP TCLL 20.0 Plate Grip CCL 1.25 TIC 0.70 Veit(LL) .0.36 10-13 >862 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.87 Veit(CT) -0.71 10-13 >434 180 BCLL 0.0 1 Rep Stress Iner NO WB 0.20 Hotz(C1) 0.12 7 n/a n/a BCDL 10.0 Code IBC2015ITPl2014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4OFN0.2G WEBS 20 OF StudlStd G OTHERS 2x4 OF Stud/STD G(2) WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 1=1139/0-3-8 (mm. 0-14), 71139/Mechanical Max Hotz150(LC 12) Max Upliftl=.130(LC 8), 7-129(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-130c purtins, except 044 oc puilins (4-3-1 max.): 3-5. Except.- 4-3-0 oc bracing: 3-5 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-2668!341, 2-17=-2610/356, 2-34-2258/250, 3.4=.2100/255, 4-5=-20661253, 5-6--220&247,6-18=-2478t333.7-16=25351321 SOT CHORD 1-18=-332/2476, 10-19=-33212476, 10-20=-216!2284, 9-20=-21612284, 8-9=-21612284, 8-21-27112351, 7-21=-27112351, 7-22=-1071849 WEBS 2-10=4231176,3-10=0/483, 4-10=-353/110,4-8=-3931108, 5-8=0/464,6-8=432/156 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDL6.Opsf; BCDL=6.opsf, h=20ft Cat. Il; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 04114 to 3-0-0, lntenor(1) 3-0-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSWTPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4.00111 300 = 4x6 = 3x8 = = 5x8 Ws= 3x6 2X4 11 6x6 = 4x6 = 6318 II 4x6 = Scale = 1:43.2 20 !ArI I Job Truss 2A type MAGNOUA 008 TCrALSHp 1 17 I IJob Reference (optional) .au!an1a urusi-Idnie UJ... rems. C. SL3IU Nun; D.0 5 USC 0 Zulu rnnl; 0.0 S USC 0 NO M11 ex IflOUSUiCS, 11CC. mU USC .5 1.C1U UIS rsie I ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-UEfmX2D9RnuCALc_0NZ8pAszdr4d?blFrLN238yX5OD 348-4 7-5-0 711-11 13-1-0 18-2-5 18-910 22-5-12 25-10-8 3-8-4 3-8-12 03-11 5-1-5 5-1-5 0L61'1 3-8-12 3-4-12 7-5-0 • 13-1-0 18-9-0 • 25-10-8 -7-,,n • c5..n c.aji i..i.a Plate Offsets (XV)- 11,0-2-3,Edgej. (1:0-0-0.0-1-51. 13:0-2-0,0-2-01,15-0-2-0.0-2-01, I7:0-7-7.0-O-21,17:0-04.O-0-11, [8:0-2-12,0-1-81, 111:0-2-0,0-1 -81 LOADING (pat) SPACING- 2-0-0 CSl. DEFL in (bc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.32 Vert(LL) -0.08 8-10 '999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CI) -0.26 8-10 '999 180 BCLL 0.0 Rep Stress Incr NO WB 014 Horz(CT) 0.07 7 nla n/a BCDL 10.0 Code IBC2015lTP12014 Matrix-MSH Weight: 225 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StuWStd G OTHERS 2x4 OF Stud/STD G(2) BOT CHORD WEDGE Left 2x4 OF StudfStd -G, Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 1=113910-34 (mm. 0-1.8), 7=1139lMechanical Max Horz140(LC 8) Max Upllft1-138(LC 4), 7=-137(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-26731361, 2-3-24611303, 3-4=.23151305, 45=225SI298, S.6=-23951293, 6-7=-24911337 801 CHORD 1-18=-17111198, 1-19=-33512494, 11-19=-33512494,11-20=325/2967,10-20=-32512967. 9-1O=-32512987, 9-21=-325!2967, 8-21=-32512967, 8-22=-28312298, 7-22=-28312298, 7-23=-1181919 WEBS 3-11=01492,4-11=-8181147.4-10=01358.44 =-8741153, 543=01466 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 0-0.0 oc purlins (6-0-0 max.): 3-5. Except 644cc bracing: 3-5 Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1)2-ply buss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 20 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - I row at 0-9-0 oc. Webs connected as follows: 2x4 -1 tow at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL6.Opsf; BCDL=6.Opsf, h20ft Cat. II; Exp C: Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL1.60 plate grip DOL--1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 81 A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcunent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job SS JTrUSS Type J 0 FU 09 I iiMAGNOLIA2A FINK 3 Job Reference (optional) sa liusprame uc.. Perris. 1A. 82070 Run: 8.240 s Dec 6: Pflnt: 8.240 a Dec 62018MiTèkdustries.Tnc. Thu Oct 3T2372020T9 Page T ID2Fl3c9vobrEMVP7?S5SJz7f4q-uEfmX2D9RnuCALc_DNZ8pAsvwf_?ZJFrLN238yX5oD 6-7-3 13-1-0 19-6-13 26-2-0 6-7-3 8-5-13 • 6-5-13 6-7-3 Scale = 1:42.2 4x6 It UG = 454 = 5x8 VVS= 4x4 = 4x6 = I 8-8-15 • 17-5-1 841-15 8-8-3 Plate Offsets (X,Y)— 13:04-0.0-0-01 LOADING (psf) SPACING- 240 CSI. DEFL. in (too) lldefl Lid - TCLI. 20.0 Plate Grip DOL 1.25 IC 0.62 Vert(LL) .0.43 6-8 >723 240 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.87 6-8 2360 180 BCLL 0.0 Rep Stress lncr YES WB 0.29 Horz(CT) 0.12 5 nla nla BCDL 10.0 Code 18C201511P12014 Matiix-MSH PLATES GRIP MT20 2201195 Weight: 98 lb FT = 200A LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudiStd G OTHERS 2X4 OF StudlStd G REACTIONS. (IbIsize) 5=115110-3-8 (mm. 0.1-8), 1=11511044 (mirs. 0-14) Max Harz l-67(LC 17) Max Uplift5=.111(LC 9), 1411(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-14 cc purtins. 801 CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. len.. All forces 250 (Ib) or less except when shown. TOP CHORD 1.18=.26681258, 2-18=-25491279. 2-19=-23361208, 3-19=-22591220, 3-20=-22591220. 4-20=23361209,4-21=25491280.5-21=266812S9 BOT CHORD 1-15=-26412467. 8-15=-28412467, 8-15=.92l1668, 7-16=-9211858, 6-7=-9211668, 6-17=-21412467,5-17=-21412487 WEBS 2-8=4871199, 3-8=-55I749, 3-6=451749,4.6=4871199 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL5.0psf BCDLS.opsf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 34-0, lnteiior(1) 3-0-0 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0. Inteno41) 16-1-0 to 26-2-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and fortes & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 34-0 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlffPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type MAGN0LIA2A o10 GABLE 171~JJ~b ..aurnmia uusrrama reins. LS. na,u nuii. c.£..vD 1151. 5 £Vin r,uu. 5.&tUC5 fly ,.JlI5fll,.5eW, ........- ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-yOD8kOEnC503nUBAm44NMN09?3HVIc?WO4'?6CbaYX0C 4-6-0 7-3-8 13-1-0 18-10-8 21-8-0 26-2-0 4.6-0 • 2-9-8 • 5-9-8 5-9-8 2-9-8 4-6-0 Scale = 1:41.7 556 = 4x4 = a,.- - --5 - - 454 = LOAOING(psf) TCLL 20.0 TCOL 14.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor NO code lBC2015ITP12014 CSI. TC 0.28 Sc 0.90 WS 0.36 Matrix-MSH DEFL in Vert(LL) -0.29 Vert(CT) -0.67 Horz(CT) 0.11 (bc) lldefi Lid 6-8 3, 999 240 6-8 .472 180 5 nla nla PLATES GRIP MT20 2201195 Weight: 334 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X6 OF No.2 G Excepr W2.W4: 2X4 OF StudlStd G OTHERS 2X4 OF StudlStd GExoepr STS: 2x8 OF No.2 G REACTIONS. (Ib(size) 5=206310-3-8 (mm. 0-1-8). 1=2063104.8 (mm. 04-8) Max Hofz167(LC 12) Max Uplitt5=-292(LC 5), 1-292(LC 4) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-41=-50491788. 2-41=-49361779. 2-3=47021733, 3.4.47021734, 4-42-49361779. 542=-50491789 BOT CHORD 1-34=-39012085, 1-35=-74114734. 35-36=-74114734, 8-36=-74114734, 8-37=41613210, 7-37-41613210, 6-7-41613210. 6-35=-69214734, 3839692/4734, 5-39=-69214734, 540=-35712085 WEBS 2-8=-5921221,3-8=28911775,3.6--29011775.4-6=-5M= NOTES- 2-ply buss to be connected together with lOd (0.1311"4) nails as follows: Top chords connected as f011ows: 2x6 -2 rows staggered at 0-94 oc. Bottom chords connected as follows: 20 - I row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 044 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87niph; TCDLS.opsf; BCDL=6.opsf; h=2011 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip DOLI.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 81 This buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSltTPl 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along Bottom Chord. nonconcurrent with any other live loads. Girder carries hip end with 4-6-0 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 62 lb up at and 197 lb down and 62 lb up at 4-6.0 on top chord. The designlselection of such connection device(s) is the responsibility of ot LOAD CASE(S) Standard Continued on page 2 I I I 1Job Tniss Type rat' IPlY I I 1IvtAGNOUA 2A I D10 1GABLE Ii I 2 IJob Reference (optional) I ...uiu.u,rua i ruarianic na,.... rc,nu. I..,.. wa,u null; u.c'.0 S USC 041110 mn,; 0.40115 USC 041110 1111 iSIS lflUlSlll05, 1gw. 11111 US * IL..fl.tI Solo ra C lD:ZFl3xbrEMVfP7?S5SJz7f4qyQD8kOEnC5O3nUBAm44NMNO9?3Hk?WO4?6cbayX 5OC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate Increase"-1.2S Uniform Loads (p19 Vert 31-35-31(F-11), 35.39-1O3(F.83), 28-39-31(F-11), 1-3.68, 3.568 Concentrated Loads (lb) Vert: 41-153(F) 42-153(9 Job Truss Truss Type MAGNOLIA 2A EOI Ic" GABLE I ji"' Job Reference (optional) LeTamIa Iiva1',sme u.L.. rem, xa,u nwi: e.4u5 uec ezuie mm: e34u5 uec D erie raierr Ineusmea, Inc. inuuc 5 1:.r,:Lz errs rags r lD2FI3c9vrocbrEMVfP77S5SJz7f4q.RcmWykFPzO8wPemNKobcubxJ4SjflXNYJfs981yX5O8 I 8-0-0 16.0.0 8-0.0 • 8.0.0 Scale = 1:28.1 456 = ixs = 25 12 26 11 27 10 28 9 29 8 30 7 31 6 32 5 33 4 34 Us = I 16.0.0 I 1B0 Plate Offsets (XV)- I1:0-3.0.Edgel, 13:0-3-0.Edgel LOAOING(pst) SPACING- 240-0 CSI. DEFL.. in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) nla - nla 999 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 SC 0.57 Ven(CT) nb - n/a 999 SCLL 00 • Rep Stress lncr YES WS 0.00 Hoa(CT) 0.03 3 We nla SCOL 10.0 Code 13C201511P12014 Matrix-SH Weight 73 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purtins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 640 cc bracing. OTHERS 2X4 OF Stud/SW G Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1644. (Ib)- Max Horzl3l(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 8,9,12,7.4 except 1-224(LC 27). 3-224(LC 30). 11=.108(LC 55), 5=.108(LC 64) Max Gray All reactions 250 lb or less at joint(s) 11.5 except 1449(LC 85). 3=449(LC 75). 8279(LC 70). 9=273(LC 69), 10=290(LC 68). 12=381(LC 66), 7=273(LC 71), 6=290(LC 72). 4=381(LC 74) FORCES. (Ib) - Max. ComplMarc. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1-21=.10271899. 21-22=-9281681, 2-22=-909/855, 2-23--901669,23-24--92W36. 3.24-1027/913 SOT CHORD 1-25=820/934. 12-25=-754/888, 12-26=487/888,11-26=654/888,11-27=4201888, 10-27=-5871888. 10-26=-5471888, 9-264-520/888, 9-29--.487/888, 8-29=-450/888, 8.30=.4491888,7-30--4871880,7-31=42018M, 8-31=-5471888, 6-32=4871888. 5.32=6201888.S-33=-6541886.4-33=-687/838,4,34--754/888,3-34=-8201934 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL5.0psf BCDL=6.0psf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 0.0-0 to 3.0-0. Exterior(2) 3.0.0 to 84-0, Comer(3) 84-0 to 114-0. Exterior(2) 11411-0 to 16.0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOLI.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 14.0 oc. This buss has been designed for a 10.0 pelf bottom chord live load nonconcuffent with any other live loads. 'This buss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chard and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Beveled plate or shim required to provide foil bearing surface with flues chord at joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along IN Bottom Chord, nonconcuiTent with any other live loads. This truss has been designed for a total drag load 01800 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 16.0-0 for 50.0 plf. LOAD CASE(S) Standard Job ITruss Truss type uty Ply MAGNOLIA 2A E02 COMMON 6 Job Reference (optional) - - CalITo1Txa Tusme U.c, Penis, CA. 9570 Nun: 524U S Z0 5010 P1011 03405 USC 0 5010 ,ex Incusules. Inc. mU Vul 4 154,i3 5015 rau 1 ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-RcmWykFPzO8wPemNKobcubxCXShxlV5YJfs981yX5OB 8-0-0 • 16-0.0 I 8-0.0 1 8-0.0 Scale = 1:25.8 4x6 = 2s4 4x4 454 = Plate Offsets (XX)— I1:Edge.0-2.0I. 12:0-3-0.0-2-81. (3:Edge,0-2-01 LOADlNG(psf) SPACING- 24-0 CSI. OEFL in (lob) I/deS Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.81 Veit(LL) .0.27 4-7 "704 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 065 Veit(CT) -0.47 4-7 '405 180 BCLL 0.0 Rep Stress lncr YES WS 0.15 l-forz(CT) 0.03 1 nla nla ECDL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight: 47 lb FT = 200A LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud!Std G I REACTIONS. (lblsize) 1=70410-5-8 (nun. 0-1-8), 3=70410-5.8 Max Horzl=36(LC 12) Max Uplift1-67(LC a), 3=47(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 00 puilins. SOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=.14051133, 11-12=-13331137, 2-12=-1318!150, 2-13=-13181150, 13-14-1333l137, 3-14-14061133 SOT CHORD 1-15=-8711280, 4-15=.8711280, 4-16=-8711280, 3-16---8711280 WEBS 24=01425 NOTES- - Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL5.0psf BCOL6.0psf h=201t Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 04-0 to 34.0, Interior(l) 3-0.0 to 8-0-0, Exterior(2) 84.0 to 1140. lnterior(1) 1140-0 to 16-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSl/TPI 1. This buss has been designed for a moving concentrated load of 250.0lb five located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard job T1U55 1fliSS lype 1Ply MAGNOLIA2A jF01 GABLE I jQty I 1 jJ1b Reference (optional) - - auuT1Ie Iwsr,ame ui..., rems, (M. 5L510 Null; S4'U 5 USC S UlO mm; D.qU S USC S £1110 Mu SK UlQUSIHOS. 111g. mU IJUl .) 11F.1 £1115 lD:H33w5zINME2Ocp22Nz35P2z704C-voKu94G2kiGn1oLZuV6rRoUVl(s7pCz3hXJbjgTyX5OA 7-6-0 . 15-0-0 I 7.6-0 • 7-6-0 Scale = 1:23.5 5*6 = 17 10 18 9 19 8 20 7 21 8 22 5 23 4 24 3*4= 354 2*4 II 7-6-0 , 15-0-0 7-6-0 1 7.64 Plate Offsets (XV)- [1.0-2 Edge], (2:0-3-0.0-3-01, (3:0-2-(',Edgel LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.29 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a - n/a 999 acu. 0.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code 1BC201517P12014 Matrix-SN Weight: 66 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc pudins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF Stud/Std G Milek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 154-0. (lb) - Max Horz135(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 10,4 except 1=-170(LC 27). 3-174(LC 30), 7-106(LC 8). 9=-135(LC 55). 5=-135(LC 62) Max Gray All reactions 250 lb or less at joint(s) 9. 5 except 1362(LC 63), 3362(LC 71), 7529(LC 1), 8=290(LC 65), 10=351(LC 64), 6=290(LC 68), @361(LC 70) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=478/450, 25-26=-2511278, 27-28=-251/273. 3-28=478/441 SOT CHORD 1-17=4011414,10-17=-3081329,4-24=-3001326,3-24=-4011422 WEBS 2-7=-5151146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 740; Vultllomph (3-second gust) Vasd457mph; TCDL=6.Opsf; BCDL=60psf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 3-041, Interior(l) 3-0-0 to 7-64, Exterior(2) 7-6-0 to 10-6-0, Interior(l) 10-6-0 to 15-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed fbi a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 15-0.0 for 53.3 plf. LOAD CASE(S) Standard Scale: 1l21 4x6 = 454 = Job Truss Truss Type Qty Ply MAGNOLIA 2A F02 IJb —1 Refrence (optional) - aliTomia Tnjsp-rame LLu.. reins. GA. 55(u nun; S.4U 5 uec 0 4U10 rnni: e.qu S uec 0 U1D eiuiee unguamea. IflC. mu u 1Jr;S u IS lD:H33w5zlNME2Ocp22Nz35P2z704C-N?uGMOGgV0Oet1SDe4z00a7GOExPlrmzLGCvyX5O9 7-6-0 15-0-0 I 7-6-0 7-6-0 7-6-0 15-0-0 I 7-6-0 I 7.6-0 Plate Offsets (XV)— 12:0-3-0.0-2-41 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lc) Ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.67 Vert(LL) -0.22 4-7 >801 240 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 SC 0.60 Vert(CT) -0.38 4-7 >469 180 BCLL 0.0 Rep Stress lncr YES WS 0.14 Horz(CT) 0.02 1 nla nla BCDL 10.0 Code IBC2015lTP12014 Matrix-MSH Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 DF StudlStd G REACTIONS. (lb/size) 1=65010-3-8 (mm. 0-1-8), 3=66010-3-8 (mm. 0-1-8) Max Horz134(LC 16) Max Uptift1-62(LC 8), 3-62(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 cc purtins. SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13--13091136. 13-14=-12411136, 2-14=-12311151, 2-15=-1231/151, 15-16=-12411138, 3-16-13091136 SOT CHORD 1-1 1=-9011191. 4-11=-90/1191, 4-12=-90!1191, 3.12=-9011191 WEBS 2-4=01411 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=liOmph (3-second gust) Vasd87mph; TCDL-8.0psf BCDL=6.opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3.0-0, Interior(l) 3411-0 to 7-6-0. Exterior(2) 7-6-0 to 10-6-0, Interior(I) 10-6-0 to 15-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate gnp 00L1.60 This truss has been designed for a 10.0 Of bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 international Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Ep. 6/30/21 NO. C53821 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-- 125, Plate lncreasevi1.25 Uniform Loads (pIt) Vert: 6-9=300(F=-280),1-2z-68, 2-3-68 1job 1Truss Truss Type iy MAGNOUA2A Uty FOG I KINGposr I 2 IJob Reference (optional) I run; O.S'Iu u IJV U LU1O rnjrn c.qu a uec o £UO lvii. civ inuusiiwa, inc. i flu va .1 1L3(;vi uua raqei lD:H33w5zINME2Ocp22Nz35P2z704C-N?uGMQGgV0OefvlSOe4zO0alGNpxKkrrnzLGCvy)15O9 7-6.0 15-0.0 7-641 • 7-6-0 Scale z 1:235 D800# 4x6 = 5-3-13 • 9.6-3 15-0-0 5-3-13 4-4.8 • 5-3-13 Plate Offsets (X,Y)— (tO-3-0.0-2-41. f3-3-0,0-24lj92-0.0-0-12I, (5:0-2.0.0.0-121 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 070 Veit(LL) -0.09 4-5 2-999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 4-5 2,606 180 BCLL 0.0 Rep Stress Incr NO WS 0.45 Horz(CT) 0.05 3 n/a nla SCOL 10.0 Code I8C2015fTPI2014 Matrix-MSH Weight: 123 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=2757/044 (mm. 0-1-8), 3=2757/0-3-8 (mm. 0-1-8) Max Horz1-34(LC 33) Max Upllftl=-347(LC 19), 3-347(LC 22) Max Grav128l7(LC 18), 32817(LC 17) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-90c purlmns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2=4091800.2-3=44091800 SOT CHORD 1-12=-38813176, 1-13=.619/6137, 13-14=451/6137.5-14=451/6137, 5-15=-33414414. 4-15=.33414414, 4-16=425/6112, 16-17=42516112, 3-17=-59316112, 3-18=-37213161 WEBS 2-5=-16712450, 2-4=-16712450 NOTES- 2-ply buss to be connected together with lOd (0.1311'4) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 24 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 20 -1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd'6lmph; TCDL=5.0psf BCDL'6opsf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed: Lumber DOL--1.60 plate grip 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed ICr a live load of 20.opslon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuaent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chold from 0-0-0to2-0-0, 13.0.0 to 15-0-0 for 200.0 ph. 11, varuer comes ce-rn spantsj: l-U-lJ irom U-U-U (0 1-U-U Job liruss rrussType I GABLE 1 IQ" Ply iiMAGNOLIAZA (07 Job Reference (optional) I ananua I ruarrame LU... reins, I.M. 5L(U rein: Q.0 a uec e zuiu innt 11.245 S Dec a zuia MIJeiC unausmes. Inc. mu OCt 3 1:3,2D xuis pace 1 ID:H33w5zlNME2Ocp22Nz35P2z704C-r9SfalHlGJWVG6Uy?w9JWDZrrgoKguc_?d4plcMyXSO8 I 7-6.0 15-0-0 7-6-0 74() Scale = 1:23.5 5*6 = 17 10 18 9 19 8 20 7 21 6 22 5 23 4 24 3x4 3x4 2*4 II 7-6.0 1 15-0-0 7..n Plate Offsets (XV)— r1:0..2.0,Edgel, (20-30-0ljQ2-,Edge1 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (bc) lldefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.29 Vert(LL) n/a We 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 SC 0.29 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WE 0.03 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IBC20151TPl2014 Matrix-SI-I Weight: 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 8-0-00c purlins. BOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x8 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-0-0. (lb) - Max Horz1-35(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 10,4 except 1-168(LC 27), 3-173(LC 38), 7-109(LC 8), 9=-135(LC 55), 5=-135(LC 62) Max Gray All reactions 250 lb or less at joint(s) 9, 5 except 1360(LC 63), 3360(LC 71), 7=S41 (LC 1), 8=290(LC 66), 10361(LC 64), 6=290(LC 68), 4=361(LC 70) FORCES. (lb) - Max. CompfMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-25=-466/446, 25-26=-2401274. 27-28=-240!268, 3-28=-468/436 BOT CHORD 1-17---397/418, 10-17=-304!326, 4-24=-304/325, 3-24=-3971419 WEBS 2-7=-528/149 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL=8.0psf BCDL6.0psf h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 344, Interior(l) 3-0-0 to 7-6-0. Exterior(2) 7-6-0 to 1044. Interior(l) 10-6-0 to 15-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL--1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 7)' This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. This truss has been designed for a total drag load of 600 lb. Lumber DOL--(1.33) Plate grip OOL=(1.33) Connect buss to resist drag Ia along bottom chord from 0-0-0 to 15-0-0 for 53.3 plf. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MAGNOLIA 2A FOB QUEENPOST 1 Job Reference (optional) casTonva Tn rainS LLC.. Ferns, (A. 9270 RWE 5240 a Dec 0 2U10 mt 0240 s Dec 0 2010 MITeS Inausme9. Inc. ThU Oct 12:3I:2 2010 page 1 ID:H33w5zNME2Ocp22Nz35P2z7O4C9SfalHIGJWVG6Uy?w9JWDZlIgkBgta_?d4pkMyX5O8 3-11-5 7-64 • 11-0-11 14-9-0 I 3-11-5 34-11 • 3-6-11 3-8-5 Scale = 123.6 5x6 D=800# 11; 5 6 4 7 454 = 3x8 II 4x4 = 2x4 II 7-6-0 1 14-9-0 7.R.fl 7.1.11 Plate Offsets (X.Y)— 11:0-1-9.0-2-01. 120-3-0,Edgel. I3:0-3-1,Edgel. (3:0-0-0.0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (los) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 115 IC 0.64 Vert(LL) n/a - n/a 999 MT20 220/195 TCOI. 14.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress lncr YES WB 0.10 Horz(CT) 0.00 4 n/a n/a BCOL 10.0 Code 1BC20151TP12014 Matrix-SI-I Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 80T CHORD 2X4 OF No.2 G WEBS 2X4 OF SbidiStd G WEDGE Right 2x4 OF Stud!Std -G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc putlins. SOT CHORD Rigid ceiling directly applied or 64-0 Os bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=281/14.9-0 (mm. 0-14). 3=268/14-9-0 (min. 0-1-8).4=749114-9-0 (mm. 0-1-8) Max Horz137(LC 36) Max Uplift1=-145(LC 27). 3-204(LC 38). 4=-93(LC 27) Max Grav1400(LC 57), 3393(LC 59), 4=749(LC 1) FORCES. (to) - Max. CompiMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-8=-394/362, 2-10=-2811295, 10-11=-3331341. 3-11=-561/522 SOT CHORD 1-5=-3181349, 5-6=-3181349, 4-64-301/332, 4-7=-223/259, 3-7=-4761507 WEBS 2-4=-496/189 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vu1t=1lOmph (3-second gust) Vasd87mph; TCDL-6.0psf. BCDLS.opsf; h:20ft Cat. II; Exp C: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0. lntezior(1) 3-0-0 to 7-6.0. Exterior(2) 7-6411 to 10-6411, lntenor(1) 10-6-0 to 14-9-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=160 plate grip DOL=1.60 Gable requires continuous bottom chord bearing. This truss has been designed for a 10_0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurTent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-7-0 to 14-9-0 for 98.0 pIt. LOAD CASE(S) Standard 1J00 lruss ln$sType ty I F09 KINGPOST I ji~j 7 lJob pti2A i Reference (oonalt - caxomia iwsNameu.c..rems,A. uz3u Nun:e.qu5 usc ouiernnaqusuec OLU1SIVSICKInUUS!l15S,1fl5. unuvl J1,;Lo4u1a reg 1 ID:H33w5zlNME2Ocp22Nz35P2z704C-JN01n5lw1deMuG38ZegY3R6wU33bPJK8EHqNHoyX5O7 7-6-0 • 14-9-0 I 7-6-0 • 7-3-0 Scale = 1:23.6 4x6 = C,' 2x4 4x4 4x6 = 7-641 14-9-0 I 7.g4 I 7-3-0 Plate Offsets (X.Y)— 12:0-3-0,0-2-41 - LOADlNG(pst) SPACING- 24-0 CSI. DEFL in (Icc) I/deS L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.68 Vert(LL) -0.23 4-10 '775 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.61 Vert(CT) -0.40 4-10 '438 180 BCLL 0.0 Rep Stress Inor YES WS 0.13 HOTZ(CT) -0.02 3 n/a n/a BCDL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4OFNo.2G GOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd C WEDGE Right: 2x4 OF Stud/SW -C REACTIONS. (lb/size) 3=549/Mechanical, 1=549/044 (mm. 0-1-8) Max Horz3=35(LC 12) Max Uplift3=41(LC 9), 1-62(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 1O-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1184/149, 13-14=-11911136, 3-14-1262/135, 1-15=-1259/133, 15-16=-11911135, 2-16=-1181/148 SOT CHORD 1-11-88/1143, 4-11=48/1143, 4-12-88/1143, 3-12=-88/1143 WEBS 24=0/399 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf BCDL=6.opsf; h201t Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 340-0, Interior(1) 3-041 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0, lntenor(1) 10-6-0 to 14-9-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I Job type joly MAGNOUA2A IN luss ---ilruss MCI JACK-CLOSED GIRDER Ii 2 I - IJob Reference (optional) California TnjaFrame LLC.. PCiflS, CA. 92570 Run: 8.2405 Dec 6 2018 Print: 8.2409 Dec 6 2018 MiTek Industries, Inc. Thu Oct 3 12:37:26 2019 Pace 1 ID:ZFI3c9vrocbrEMVfP7?S5SJz7f4q-JN01n5lw1deMuG38ZegY3R63l3BcPLV8EHqNHoyX5O7 4.10.3 • 8-0-0 4-10-3 3-1-13 2x4 II Scale = 1:17.5 3 5x6 = 4-10-3 4-10-3 , S-0- 3-1- Plate Offsets (Xi)— LOAOING(pst) SPACING- 2-0-0 CSI. OEFL in (lc) Well L/d TCLL 20.0 Plate Grip 001.1.25 IC 0.08 Vert(LL) .0.01 5-8 '999 240 TCOL 14.0 Lumber DCL 1.25 BC 010 Vert(CT) -0.02 5-8 '999 180 BCLL 00 Rep Stress Incr NO WB 0.05 I-$orz(CT) 0.00 4 n/a We SCOL 10.0 Code IBC20151TPb2014 Matrix-MP PLATES GRIP MT20 2201195 Weight: 74 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G 801 CHORD 2X6 OF No.2 G WEBS 2X4OFStudlStdG REACTIONS. (lb/size) 1=34610-5-8 (mm. 0-1-8),4=346/Mechanical Max Horz190(LC 7) Max Uplilt1-40(LC 4), 4.52(LC 4) Max Grav1439(LC 22), 4439(LC 25) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pultins, except end verticals. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CcmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-589/68 801 CHORO 1-10=44/334, 1-11=-661552, 5-11=-861552, 5-12=-66/552, 4-12=-66/552 WEBS 2-5=01329,24---616199 NOTES- 1)2-ply buss to be connected togetherwith lCd (0131'x3) nails as follows: Top chords connected as follows: 2x4- 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0p5f, BCDL=6.Opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1 .60 plate grip DOLI.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-64 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord. nonconcuffent with any other live loads. LOAD CASE(S) Standard Id Li Job Truss Truss Type uty Fly MAGNOLIA 2A M04 MONO TRUSS 1 - - Job Reference (optional) CahfcmiaTrusFrame LLC.. Penis, CA. 92570 - Run: B24OsDec62O18Pflhit:8.240sDec62018MiTek Industries Inc. ThO3T2T372T20T9Ptig4T ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeldL8nbeeAUTTi8ocHSxZwpEyX5O6 I 44.0 4-6-0 Scale 1:11.5 fl=ROWt 30 = 2*4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (l c) I/deli Lid - TCLL 20.0 Plate Grip DOL 1.25 IC 0.34 Vert(LL) -0.05 3-6 '895 240 TCDL 14.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.10 3-6 513 180 I ecu. o.o Rep Stress lncr NO W1300 0. Hosz(CT) 0.01 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP PLATES GRIP M120 220/195 Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.23 WEBS 2X4 OF StudiStd G aoi CHORD REACTIONS. (lb/size) 1=192/0-3-8 (mm. 0-1-8), 3192lMechanical Max Ho,z153(LC 34) Max Upliftl-280(LC 21). 3.63(LC 35) Max Grav1363(LC 48), 34355(LC 55) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 1-8=.7821730, 2-8=-3011292 801 CHORD 1-7=.7231725, 3-7=-371!357 Structural wood sheathing directly applied or 4.6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6.0.0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. NOTES- Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCOL=6.0p5f BCOL=6.apsf; h2011t Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 044 to 3-0-0, lnteno41) 3-0-0 to 4-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL'1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/a has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This buss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL=(1.33) Connect buss to resist dreg loads along bottom chord from 0-0-0 to 4.6-0 for 177.8 pIt. LOAD CASE(S) Standard I a Job Truss Truss Type -'YMAGNOLIA Oty 2A M05 MONO CAL HIP I Job Reference (optional) California TfliSFF$ LLC.. Ferns, CA. 92510 Hun: 82405 Dec 82018 Flint: 8.240 a Dec 52018 MITCIC InSUsbies. Inc. ThU DCI 3 12:31:27 2019 rage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeK7LBnbee9xTTY8mJHSxZwpEyX5O6 O-3-1 1-9-8 1-9,132-5-4 7-9-8 0-3-1 1-5-12 0-0-5 0-7-7 54•4 5x16 = Scale = 1:15.3 3x4 = 0-3-12 1-9-8 2-5-4 • 7-9-8 0.3-12 1-5-12 l (1-7-12 5-4-4 Plate Offsets MY)— 13:0-11-4.0-1-8I. 14:0-1-5.0-1-81. (7:0..1.8.0.1.81 LOAOING(psf) SPACING- 2.0-0 CSI. DEFL in (bc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ve,t(LL) -0.06 5-11 '999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.12 5-11 '770 180 BCLL 0.0 Rep Stress mci NO WB 0.15 Hofz(CT) -0.01 4 n/a nla SCOL 10.0 Code tBC2015/TPl2014 Matrix-MP Weight: 32 lb FT = 20% LUMBER, BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-Coo purlins, except SOT CHORD 2X4 OF No.2 G 0-0-0cc puffins (6-0-0 max.): 1-3. WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MITeiC recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 44329/0-3-8 (mm. 0-1-8),7=35?/Mechanical Max Horz44-55(LC 9) Max Uplift44-33(LC 9), 7=-28(LC 8) Max Grav44429(LC 37), 7=455(LC 27) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-12=412168, 12-13-414/60, 4-13=432/53 801 CHORD 7-144-66/309, 6-14---661309, 6-15=-77/310, S-15=-Th310. 5-16---81/397. 4-16=41/397 WEBS 3-5-20/580, 3-6=-3461132, 3-7=450196 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd'97mph; TCDL=5.0psf BCDL=6.opsf. h=20ft Cat. II; Exp C: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0.0 to 6-3-11, Intesior(1) 6.3-11 to 7-9-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-11.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurTent with any other live loads. 5)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied (or the green lumber members. Refer to girder(s) for buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard pob Truss Truss Type Qty Ply MAGNOLIA ZA M06 MONO TRUSS 2 Job Reference (optional) calnomia TA Ii5fll5 U..L, iem5, LA. axu Nun: b.4U S usc u Zuis nn!: 5.24U S Dec b xuie MuCK IfldUSlI18S. inc. i flu uci J lx:J,:xf zuis rag lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPel(7LBnbeeAfTSA8nlHSxZwpEyX5O6 0.3-12 1-9-8 7-9-8 073-12 1-5-12 6-0-0 Scale = 1:16.4 2254 II 354 = 0-3-12 1-9-8 0-3.12 1-5-12 ' 6-0.0 Plate Offsets (X,Y)— 16:0-1-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Vert(LL) -0.09 5-10 .986 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.17 5-10 .526 180 BCLI. 0.0 Rep Stress mci YES WS 0.12 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MP Weight: 30 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No2 G BOTCHORD 2X4OFNo.2G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 4329I0-3-8 (mm. 0-1-8), 6=357/Mechanical Max Horz4-80(LC 9) Max Uplift4-30(LC 13), 6-60(LC 9) Max Grav4429(LC 31), 6455(LC 23) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=373135,13-14--377126.4-14=-400124 BOTCHORD 6-11=-85/371, 5-11=-85/371, 5-12=45/371, 4-12=-851371 WEBS 3-6=-864/152, 3-5=01420 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=6.opsf; BCDL6.opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 4-2-15, Interior(1) 4-2-15 to 7-9-8 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 0011.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I 1 MiTek MiTek USA, Inc. North Outer Forty Drive ) I 14515 Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 I Fax 314/434-9110 January 01, 2015 - I To whom it may concern: Re: Turb-O-Web Trusses I This letter is to certify that MiTek USA. Inc. assumes responsibility for the structural integrity of the sealed Turb-O-Web Truss designs provided by our professional engineers bused on the parameters- stated on the face of the engineering designs. I Design procedures for both lumber design and plate connections are in full compliance with the American National Standard "National Design Standard for Metal Plate Connected Wood Truss Construction" ANSVFPI 1-2007. Section 104.11 Alternative materials, design, and methods of construction and equipment, of the 2012 International Building Code stales: "The provision of this code are no: intended to prevent the I installation of an y material or prohibit WI)' design or method of construction not specifically prescribed by this code, provided that any such alternative has been. approved... and that the material, method or work offered is, for the purpose intended, at least the equivalent of I that prescribed in this code..." We hereby certify that the Turb-O-Web is an acceptable alternative to conventional truss webs with I equivalent perfon'nanàe. n,'prpI, I Stephen W. Cabler, P.E. Senior Vice President I .Engineering and Technical Services eg I, .r maw. gap at Al points of contact TurbOWeb USA, Inc 2665 N AtUantic Ave # 400, Daytona Beach, Florida 32118 Toll Free: 1 (888) 750 6005 Fax : (321) 747 0306 Email: johnturb-o-web.com Website: www.turb-o-web.com - •fneTurb_O_Webtm system is protected in the United States by the following US patents:- #6,176,060; #6,249,972; #6,415,511; #6,658,067; and it 6,842,961 with further applications pending. - The use of the Tuth-O-Web TO system requires a license from Turb-O-Web USA, Inc. ANSI-TF1 1-2002 Clause 3.7.6.1 limits maximum gaps in all joints (not being floor truss chord splices) to be no more than 118".This clause provides a method of measurement for "joints designed with single points of contact between. adjacent members as shown on the Truss Design Drawing, the maximum gap between all contact points shall not exceed 1/8". Reference is then made to Figure 3.7-3.The relevant portion of Figure 3.7-3 showing a joint "designed with single points of contact is shown below":.. Reference should be made to the original complete document ANSI/TN 1-2002 AUGUST 1, 2016 NON-STRUCTURAL GABLE STUD ATTACHMENT IM11- STUD ATTACHMEN11 Milek USA. Inc. Page 1 of 1 ViLE REFER TO ENGINEERED TRUSS DRAWING LILIL FOR EACH INDIVIDUAL TRUSS. MiTek USA, Inc. NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (6) -7116"xl -314" STAPLES ONE SIDE ONLY SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. STANDARD GABLE END DETAIL MIIFSAC - 20F 1111812004 IPAGE I MITOK IfldUBtfIa8, mo. Western Division SHEATHING (BY OTHERS) *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEEPA9E212 FOR IC - 1X40R210(7YP)OR ALTERNATE BRACING DETAIL rD- 3 ONE FACE AND 3 TO E-NAIJ.EOTIIBXI-314 SEIICO STAPLES OR EQUIV. 2XILATERALI AS REQUIRED TABLE BELOW CONT.BRQ VARIES TO COM l 12 TRUSS 3112 NOTCH AT iP CHORD =LET VERTICAL STUD TyPIcAL•20:1. -BRACE NAILED TO4VEfmCAI.S Mild NAILS SPACED AT ro.c. rn1nNA.A LOADlN(psf) SPACING 2-0-0 TOLL 20.0 Plates Inaease 1.25 TCDL 14.0 Lumber inmease 126 BOLL 0.0 Rep Stress 1mw YES BCDL 10.0 Code ASCE 7-02 CUMBER TOP CHORD 2 X 4 DFLISPFIHF. No.2 SOT CHORD 2 X 4 DFL/SPFIHF - STUD/STD OTHERS 2 X 4 DFL/SPFIHF- STUD/STD MAXIMUM VERTICAL STUD HEIGHT PACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCHOC -1 040 11-8-0 8-1040 5JJ _jQfl' 7..RJ] Z4INCHO.C.. 4--1 .O ._.&2fl fi4-fl NOTES VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B. HEIGHT SOFT CONNECTION BETWEEN BOTTOM CHORDOF GABLE EIV TRUSS AND WAU.TO ME PROVIDED BY PROJECT ENGINEER OR ARCHITECT. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTAU.ATIOIt BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONRJLTB1.OG. ARCHITECT OR ENGINEEA l JAIO PERMANENT BRACING OF ROOF SYSTEM. iO DETAIL A(SHOWN ABOVE) APPLIES TO STRUCTURAL. GABLE ENDS AND TO GABLE ENDS WITH OFr TOP CHORD NOTCHING NOTES t ME ARE SPACED AT 24"O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. NO LUMBER DEFECTS ALLOWED Al OR ABOUT NOTCHES. NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. LUMBER MUST NEST OR EXCEED VISUAL GRACE 12 LUMBER AFTER NOTCHING. Continued on page 2 %= W30!16 NO. 03621 arntRFADNOTEB WI 270S4%ZIDMIWIJDED AIMN SWUM&PAGEM7473 W=U9E END/'1jt ZRAG WALLIIGID MATERIAL PETAILS. A, LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UPTO7'-O" 2 - 161 71pu - 3- 16d OVER 8'6" 4. - 16d STANDARD GABLE END DETAIL MII!SAC - 20F 911712004 IPAGE 2 OF 4- lOd NAILS MIN. .PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 10d (TYP) 2X4 BLOCK SIMPSON A34 - SHAL BE PROVIDED AT EACH END OF \2X4 - BRA EXCEPT FOR BRACE EXTENDED OR EQUIVALENT ID OR BTR SPACED @ 5'-O O.C. LGER-KSTIRONGBACK INTO IE CHORDS & CONNECTED TO 2X4 No.2 OR BTR 2X4 No.2 OR BTR CHOI S WI 4- lOd NAILS. MAX NGTh = 7-0" GABLE ENEj Jil- 6-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24 O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO-2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH IOD NAILS @ 6" O.C. 2)2X4 LEDGER NAII.ED TO EACH STUD WITh 4- lOd NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- lOd TOE NAILS 4)THE lOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lOd BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: MAXIMUM HEIGHT OF TRUSS = 8'.6, UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNE MAXIMUM PANEL LENGTH ON TOP AND 801. CHORDS = 7'4r ED 1b THE HORIZONTAL TIE MEMBER AT THE VEN BRAC. PLEASE CONTACT TRUSS ENGINEER IF TN )) .\ NO.c5Øoz NO. C53821 1:2,!! V4 0nii1 WARJfl. V.dJj dulgnpur.m.t.,. .n RZ6DNOTER ON IIU. OU OD4Ve.Ma1On. WI 53719. p. 630115 NO. 063821 CONN. Wfl lid COMMON WEE (0.1 CIVIL X 35' LOT) TOE NAILS I" 840 — I NOTE: NAILING SHALL BESUCINIftlowiffifMa NO. C53821 NO. CS3821 I 1* DETAIL FOR COMMON AND END JACKS Mu/SAC -8 -20PSF I 8131/2005 I PAGE I — ® I rcL''&r z4hu I BRACING I Western DIvISIon TCOL 18.0 1.15 TOP CHORD Shaath6d. di II piled. BCUL 0.0 YES SIZE AND GRADE BOT CHORD Rigid colOn I NiTek Industries, Inc. MINIMUM LUMBER ME TOP CHORD 2 X 4 HF. DF.L No.1 LENGTH Or EXTENSION BOT CHORD 2 X 4 SPF. HF, DF4. No.2 AS DESIGN ftQD 20-0" I4FiX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT 5PUCE WISAME LUMBER AS TOP CHORD ATTACH TO ONE PACE WI(.13VX3.O MIN) NAILS" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3112-8112 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE U20 MN. SPACING= 24" O.C. CONN. W13 lid xas LOT) TOENAILS OTHERS OR 24ed COMMON WIRE SUPPORTS SHALt. BE PROVIDED ION OF TOP CHORD. LI 3x4 CONN. W12 lid COMMON WIRE (0.10IA. X 3.5'LGTI TOE NAII .504 C WARWJWD• V.rfij du9npramdraand g5wwo20 ON VHII AND UICLODES IV9EFJWJCEPAGE5I7.74T3 UrORK OiL I I 1 FEBRUARY 14920121 CONVENTIONAL VALLEY FRAMING DETAIL ST-VAL.LEY1 Mrrok USA, Inc. LT RIDGE BOARD GABLE END. COMMON TRUSS I U ss NOTE 55) OR GIRDER ThUSS MlTek USA. (no. / =-=, -, •- _-._- - -- - —4 I II IU!UU! *•U• I Jiii (24'O.C.) POST GABLE ooiiaow muss A, PLAN SECTION TRUSS MUST SEE SHWHED ALOROATIOIRI 4r 0.0. MAXUI&JM POST SPACING I. WI1UBASE1IRISSES eIEOTED(N3rAu.SSR,A,PLYSHEA1HNSTO lOP CHORD cPSUPPoRUNG6E)ThU&$E9. UVE LOAD-3D PSI 2. BRACEaUTTCM4ORDANDWE3HOERBPERTRU58GES12NO. DEW LOAD = 15 PSM. DAL M-1.15 U . OINEVMLEY PJDGEBY RUM= AUS1RS4GFROSdThE INIESSECTING RIDGE OF ASCE 748a ASCE 70Z ASCE 70590 MPH (MWFRS) Th!(S4GABIERD, PThUSB OR CTR3TO1E BSHFATh ASCE7.10 115 MPH (MFRS) I & IMTALL9,14VALAMRAMS, FA8B1T0EA0118*CRTfl(GlRUSSWml121 ISd(WL 1SI NAILS. 6SET2xi R(DGEBOMD. SUPI'ORTWfT1l2g4 POSTS SP 4r0.G.. 5BV. BOTTOM OF POST TO SET EVENLYON ThE B4EATNGIG. FISVENPOSTTORIDSEWITH(4) IOd(?X .13174*11.8. FASTENPOSTTO ROOFSHEATSUIGWR(3)IOX.13VJT05NA3B. OESSIOk 0. FRAME VALLEY RAF1ES EROM VAU.EYFLAIE1ORRIBOMD. UMIMRAFIORSPAORO I82CO.C. FAST VAU YRAFIENTDRIOOSBEAMWITH(3)lBd(35! X.13IT0E44A0. I FABSEN VAlLEY RAFTER 70 VALLEY PlATE WITH(S) lid (irK .181110E44A11.S. .. 7..SLPPORTThEVNLEYRAFTERSWTH2X4 POSTS 4WO.0 (OR LES8)M.C'IG EACH RAFTER. —.. INsTAU.POBTSINASTAGGEREDPATTERNASSHCWNONPLANORAWING. AUIGN POSTS 0 %?JflH fRIJSSES BELOW. PASTel VALLEY RAFTER TO POST WITH (I) lad (SX.lifl NAILS. FASTEN POST ThROUGH 9IERTWNGTOSIJPPORIINGTRIJSSWITH(2) lid (3.5 K .131)WAS.S. I EXP. 613012018 S. POSTS SIWLBE2 i412 OR BE1TER SPRUCE FlUE FIR. DOUG FIR LARCH OR * . . * VW.OWPINE POSTS EXCEEDING 75" SHAU. BE INCREASED TO4it4OR BE RAE Am H $ 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO ThE FACE OF THE ROOF WI TWO lEd 031' x 301 NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW - MUST HAKE A BLOCK ATTACHED TO IT. \ TOE - NAIL VALLEY TO BASE TRUSS WI (2)1GdTOE NAILS DETAIL B (3/12 PITCH OR LESS) FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL - ST-VALLEY3 LIVE LOAD -30 PSF (MAX) Mrrek USA. Inc. Page 1011 VALLEY STUD SPACING NOT GABLE END. COMMON TRUSS DEAD LOAD .15 PSF (MAX) NOTE: TO EXCEED 48" O.C. SPACING D.O.L. II'IC- 1.15 OR GIRDER T~SS ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH MiTek USA, Inc ASCE 7-10 (MWFRS) 125 MPH BASE TRUSSES TYPICAL (24" 0.C.) VALLEY TRUSS TYPICAL (24"O.C) fi VALLEY TRUSS TYPICAL (24"OC.) 1. INSTALL BASE TRUSSES. I' 2 APPLY SHEATHING TO TOP CHORD OFSUPPORTIN TRUSSES. VALLEYTRUSSES MAY PROVIDE BRACING IF SHEATHING ISNOTAPPLI. GABLE END, COMMON TRUSS OR GIRDER TRUSS INSTALL VALLEY TRUSSES (240.0. MAXRIIUM) AND SECURE TO BASE TRUSSES AS PER OETAL A. B. OR C BELOW. J/8A,B.ORC EE DETAIL BRACE VALLEY WERS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS BELOW (TYP.) TOE - NAIL VALLEY TO BASE TRUSS W/ 12 (2)1 Gd TOE NAILS ATTACH S CONTINOUSNO.2 SPF TO THE FACE OP THE ROOF WITWO - I I I6d(.I3I"s3.5') NAILS INTOEACH TRUSS aaow VALLEY TRUSS RESTS ON 2x6 DETAILA (GREATER THAN 3112 PITCH) NO2SPF TO THE FACE OF THE ROOF WITWO lOd S( 13 BELOW V xa5 NAILS INTO EACHTRUS ATTACH BEVELED t4 CONTINOIJS ATTACH VALLEY TO BEVELED 2x4WI ESS THAN 12/12 Pff6H) (2) 16d TOE NAILS 2.) 16d TOE NAILS DETAIL C TOE- NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUSS WI L _S Note: L-Bracing to be used when continuous lateral brnclng is impractical. 1-brace must cover 90% of web length. 1-13race Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing WOWS 240r2x4 1x4 lx8 DIRECT SUBSTITUTION NOT AMICABLE. L-Mace Size for TWGPIY Truss 'Specified Continuous Rows of Lateral Bracing Web Gigs 1 .2 2,3 O2x4 2x4 15 I 1 JANUARY 1, 2009 L-BRACE DETAIL Mrrek USA IM. I Nate Section Detail - 1-Brace I Web I L-Brace must be same species grade (or better) as web Nailing Pattern L-Brace size I Nall Size INall Spacing 1x4or6 lCd 1 80.c, 2x4,6,or8 16d I 80.c. Note: Nail along entire length of 1-Brace (On TwoP19 Nail to Both Piles) Nano SPACING .- L-BRACE ST - 1-BRACE MiTek USA Inc. DR= 8UBSTTflIUON NOTAPUCasLE. I UP. 613012018 ucr9i. 12016 ca 140. C5M21 OF C 16 Nails - 990110 Detail TBrace Web I-Brace EXP.6OI2O1B 1* August 10, 2010 RFVI 77411 MTe)C U3A, Inc. 1-BRACE I I-BRACE DETAIL WITH 2X BRACE ONLY j ST - T-BRACE 2 MrT.kUSA.lno. Page lot Note: 1-Bracing I I-Bracing to be used when continuous lateral bracbii Is Impractical. 1-Brace! I-Brace must cover 90% of web length Note: This detail NOT to be used to convert 143race! 1-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Ske Nail Spacing 20 or 2*6 or 2x8 I tOil 6' D.c. Note: Nail along entire length of T-Brace/ I-Brace (On Two-Ply's Nail to Both Fuse) NeSs SPAC MG WEB Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing WebSlze I 2 2*3 or 2x4 MT-Mace '64 l-Brac 2*81-Brace 1-Brace PUS 2X9 Tames 1-Brace Brao Size for Two-Ply Tiuse Specified Continuous Rows at Lateral Bracing WebSize - I, 2- 24 gr M 2x4T4kace 2*4.Brac 2*6 Iiiel-Brace 24 2*8 1-Brace 2*81-Brace T-8racel I-Brace must be same species and grade (or better) as web member. NO. C53821 . CiV\- Note: T-Bractog I I•8raclng to b used when continuous lateral ci Pane I of 1 Is Inipractical. T-Brace / I-Brace must cover 90% of web length. I LJ\JL [i1[ Note: Thlsdetall NOT e used to convert l-Brace/I.Rrace I i . webs to continuous lateral braced webs. I Nailing Pattern T-Brace size Nail Size Nail Spacing lx4arlx6 lOd 8N 0.c. 2x40r2x6or2x8 164 8"o.c. Note: Nail along nflre length of T-Brace/ I-Brace (On Two-Plye Nail to Both Piles) Brace Size ____ for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 2x30r2x4 1x4(T-9racejlx4r)Mass — 24 14(') T-aracei2xa I-Brace 24. 2x8T-Baoe 2x8 Mace Nails Brace SIZe for Two-Ply Truss I ..4\. Specified Continuous Ron of Lateral ftecing \ I ... SPAC1NQ Web Size or 2x4 214 1-Brace 2ic4 lklilmce 4. 24 2x6T-Brace 2K6 I.Braoe 2x8T-Brace 2X9 H3=0 'r.aRAcE of i ES Si ç.ØE8Si0 4 5( fii3oI19 )m .6332 UNalk SacUcn Dc NO. C53821 0 3DOI T-Brace Web OFC 08/01/2016 Ne1t T5fflce I I-Brace ailst be some species and grade (or boner) as web member. I (') NOTE: lISP wdbs are used In the truss, 1x4 or 1$ SP braces must be stress Wcbf) rated boards with design values that are equal to (or batter) th trus s ss web U L4M desnvaIuos. For$P truss lumber grades up to #2 wIth I X_ bracing matedal, use IND 45 for TBrace/lBrao For SP truss lumber gre.des up to #1 wIth IX_ bracing material. use IND 56 for T-Braáe/I Brace 1 I PARTIAL FRAMING PLAN OF CAUFORNIA HIP SET WITH SUB GIRDER 1V4V7lO. Vir1J1j BC of cattier truss 20 bkgk wl 6.{131 L 2.(.131'X3.0 MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK Jo cattier BC NO. EXP. 9-3008 JUN.06 2130? id1r.J, NOt5fl ON 170 AND lfrLuo;a m?rJI XVrMUM= Mea ND447 uNr rII0RT OF B.C. OF STANDARD OPEN END - [ MIUSAC -7 3I3OI OO4 PAGE 1 1 JACK USING PRESSURE BLOCKS Loading (PSF): 9CDL 10.0 PSF MAX 20 bol. chord Carrier ''r4- - (.131'X3.O' MIN) I I _j' NI(S hit bluek owl jack caflad 10 60111011 it ft w/8 WI(.131"X3O' MIN) najla spaced a13'o.c. NU TOR IfldUstrIea, Inc, Wsetern Division I I ~CORNERAFTER 8'-0" SETBAC SAC -9 -8SB 16.1421 1oI28l2oo[PAGE 1 MINIMUM GRADE OF LUMBER LOADING (PSF) TOP CHORD:2X4 NO.1 a BTR DF-IeGR 1 0 BOT CHORD:2X4 NO.1 & BTR DF-L-GR TOP 16 14 SIR. INC.: LUMB 1.25 PLATE = 1.25 SPACING: 24.0 IN. D.C. im w"_` REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 I NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEI( M120 TENSION 3-0.0 8'0" SETBACK suppogrs SHAUBEPROVIDED I ALONG EXTENSION © 5.8' O.C. 170 PLF I SPLICE-MAY BE LOCATED YWHERE IN THE 1 12 EXTENSION 3x10 splice plates may be reptac 2.63424 with 22u 2c4 HO No.2 or Mr. scab oeice i.131 mlii. nails I (g r - 2 rows 6xG 1: - I I SUPPORT MITok Industries, Inc, Western Division yr GAP MAXIMUM 8 SL RPORT I R=655+EXT. LENGTH OF HErTiCMIN.- lit 1 - 11-3- CC NO. C53821 ell TIV ' T I A w*iiiwio. BOI .LvupnprJanUtiI qad IlIAD hOBBS 05 iBIS AND tt.ViUSID N BWNBSNCZ PADS 1OT.74?.1 517055155. g vgld kyina c15b Milut caniioclan.11di doilgnb bw.d only upan pomuian ihn. and Ii I on kd,ldual bu4,g conpan.nI. = = = a ,,Juç. Mdilfrjwgl pcnnwlonl blackgal Iii. ovol ihuclure b Iii, ioiponlIIy ollh. bu gdedgnehFcl general guidance rogaidnu foblcolbifl. lynilly anr4 d.JUii doinery. cracibi and bracing, OBrnrS ANSI/mi QualSyCdlelIa. 055.5? and SCSI? Building Cumpnn.nl j.ty iniullu, uvullnUlO 1o,n Toga Pinto Sufihie. IS3DOnoM, Drive. Madhun. WI 53119. — - JUN06 Z007 MiTek _ 4' - • - LOADUkAT)c MEAN pAc__240.C. RAPTER$(OPE.• iit .TE6StoP ;I 7- ______ ______ •12 4-712 - 7-12112 HJ 1EUES U. JPSW 20 -I- 20 16 I 16 - tO I 15 h 1 23 30 END VERTICAL MAY BE OMTTED IP 'TOP CHORD 15 i3 GRADE SP60 . AOE91UATELYSUPPOR1ED. 9-ED io-o.o •9-d.0 •- b'U-6 2L Ji6U11l OF, 950 6-0-0. 9.104 - 0.34 .._.o 8-iy-u • o.0 - - GOOeY- OF 7.11.0 - 84-C. 6- 7ov 1j15 F-24 - (4 OWL) OF U4 6-10-0 749 7 64)-O 2 - .STNW I 5-1'.O• I! - 6-2.222.6 _____ -_•._OF 914 54-6 040 6.104 -$104 11.3.0 larel2ll. 634 116910. MP:--811.0.. -848- .O4- B--o 6-6-0 . 8-1-0 _TA :1 8-10, .8:0.0 40.: 8-0.8 84-0 634 03 1*- • 774 01.1-0 8.18 88 at4 colisi'. BIF • VT- s-7i 0.Le 7.20 0-0-8 7.1.0 2CIu11yc02rdAx3pNl3 - -I. . ______ - j#-O 83.8 168. r6.14. ,5.54 634 - -250 4?- . . -- 9-4-0 1 0-0 0.2-0 - 0.6.0 94-0 8-1 NOTE; CONGTORPISSPORHAND1.t4G0*t • -ai- r. .. e.o.o. - e.ioe - . -.s.a • _ ____ MAYBE IEPLACED WISI EQUAL FASTENER. -o -w- •-31: 0s .0.04- .04.0 •D g. F&106&i 0-104 8.34 j EI 1580F -sr i b-4-0 044 -:8-0-0. 8-1-0 ] j DEFLEC11ON CRITERIA (MAXIMUM ALL -r-. .1450F.. I8W- •i - 6-11-0. -0-4-0 --0.3-8-. 7-0-0 SLOPE 4:12 IJ240 I.WE LOAD 1540- 14-3-8 .14.3-li -73-11-3 SLOPE , 4:12 = 080 LIVELOAD 5r &ETh B? 16. .4s.i.o - 13-74-. 14-0-a - 13-0-8 IF DL - ALL (ALL SLOPES) - LIIOO TOTAL LOAD 01 5 14-5-0 .1244 - 13-10.0 12-7-6 ft CELIPIOJOIST L1240 U'JELOAO _____ - 14 114 1348 1.11.114 1340 11:10-0 10.5-8 0-2-0 .441-074,13414 .13-04 --12-7-0 12.3.8 ______ -. .o • 1T IT ..134-0 II-. 11-9-0 •__12.14 I. 11.7-8. RP - -XIO - ..àl1 -r- 14-11.0 -t&-5.o .1 iam-o- •- 14-7-0-1 13.8.0 - - -2W0P i. 151.0 1 14-04 -.14-0-8 I 13-0.8 tV NO. C53821 I - -I -.- --.-.-.--.--. - -- ..--.--.--- ..----- - - - - -- - -- .- -. - - - -...----- .---.-- .-----------------------.-------,---------- I.-..1-.---. --- - - -. - - - - - .. ,. - Smmñ04i%I$l* A (inn) 6 (nih LIP) FLENO: Standard Repair (1 .25) OATh: 07123106 SEO: 2787674 BC 2006 ICBC 2007 U - -. a, — — — — — — . — — — - TC"California JTrusFrarn F u46141 44p 1 71— L ((onathoradd-oa). g to or. to A(mtnj MedrmiTdIthiae(bs). 25%ed dnIonbrease A mmn Nail $133 Total m.rof r2516 reqd on eathslde 01 break OF HF VSPF 1376 1155 1113 24 104 ommnon U 1302 1127 1113 24 led box 11 1415 i22Z 1 1255 24 'Iwo .ioxoxi 11 1700 1470 1417 50 104 nmoxt 14 1652 14311 _1417 30 114 box 14 4690 1545 1610 30 lCd C6mmoa - i4 2126 4765 1721 50 104 oximl 17 2015 1742 1721 56 154 box 2355 Istir 1055 25 164 Comm 17 2500 2100 2626 42 104 oxonen 20 -_2375 2090 • 2023 42 154 box 20 2700 2350 2300 42 led coiTuvoxl 20 205 -;;•-. 2523 4! l0d oniimcn 53 2731 2567 2526 40 -154 box 23 3105 2752 2645 40 led oxno 23 3250 2130 2052 54 lad oxiloxi is Sea, . 2535 2032 54 led box 26 5510 3055 290_ SI 154 oxTumn 20 S 3045 2335 03. 104 wITtn 22 3445: *7Z Zisé. - 05 154 box 25 3515 3407 ass 00 led common 25 1) 2m imvrmUIm0ib0 CNIMMOMISPOK uat4a#lai. 21 onoxuIt .m.i3S5. oon.ba.03daat.aipmoxg.aie. __ Ri*b Nbfl.yIia$ hti oWSoc a4 1) 1I IIpWb boblox0i.vsioxI,hI0bDlIIoxbox. U) mon bo*4ona140Ui TufT. FEBRUARY 8, 2008 1 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK MIT* kidusides, ctasornei, MO Page 1 of I TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, LJ1JL1EJ I 2x6 'STRONGBACK IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. M,Tek Industilés, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN if IS PLACED ON TOP OF THE BOTTOM CHORD. IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE ATTACH 10 VERTICAL SCAB WITH (3). lOd NAILS FACE OF CHORD INTO EDGE OF STRONGBACK USE METAL FRAMING WEB WITH (S)- lOd NAILS (0.131's 3") (DO NOT USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH (0.131* 3') ATTACH TO VERTICAL TO TOP CHORI\ \ / WEB WITH (3). lOd NAILS I (0.13fl13') BLOCKING MIND THE — VERTICAL WEB IS RECOMMENDED WHILE P&ALIMGTI€ STRONGBACK ATTACH 2*4 VERTICAL TO FACE OF TRUSS. FASTEN TOTOP AND BOTTOM CHORD WITH (2)- lOd NAILS (0.131's 31 IN EACH CHORD ATTACH TO CHORD WITH 1'WQ 312* 3 WOOD SCREWS (.218" DIAI() USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3)- lOd NAILS TO BOTTOM CHORD (0.131' *3') H TO VERTICAL WTH (3)- lOd NAILS ic3') THROUGH OUT. INTO EDGE OF )O NOT USE SCREWS) NO. 40 TRUSS 2*5 \ [ STRONGBACK (TYPICALSPUCE) I BLOCKING (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPUCING IS NECESSARY. USE A 4'-O' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12). lad NAILS (0.131"x 31 EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4-0' AND FASTEN WITH (12). lCd NAILS (0.131" *3") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) EIp.5J3W11 NO. C5362l CL H I ta I HIP FLAT TOP BRACING DETAIL rcir - - - - - - - - - - - - - - - - - - - - ---- - - - -- - -----,.,-- - - -. -r -- - - - - - . - - - - -.----- ------_-_-----'_--I_-_-.. -- ---. -- - - - - -------- - ----- -I -- - et Ini ) Mirfrs All Plrihft Qøcerut1 MiTek Engineering Reference Sheet: MU-7473 rev. 0211612015 — — .- M — — — — — — — MM — — = — — — Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x. y offsets are indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate Plates 0- 'si from outside edge of truss. - This symbol indicates the - required direction of slots in connector plates. 'Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The test dimension is the plate A v A width measured perpendicular ' " " to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION > Indicated by symbol shown and/or by text in the bracing section of the output. Use Torlbraclng If indicated. BEARING (?f] Indicates location where bearings _______ (supportsl occur. Icons vary but reaction section Indicates joint ( number where bearings occur. 1 Win size shown Is for crushing only. Industry Standards: ANSI/TPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safely Information. Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In fl4n-slxteenlhs (Drawings not to scole) I 2 3 4 INV 0. BOTTOM CHORDS 8 7 .4 5 JOINTS ARE GENERALLY NUMBRTED/LE1IEIED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENtIFIED BY END JOINT NUMBERS/LETT!RS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-I31 I. ESR-I352. ESR1988 ER-3907. ESR-2362, €SR-1 397. ESR-3282 a General Safety Notes Failure to Follow Could Cause Properly Damage or Personal Injury Additional stability bracing for trussrotern e.g. diagonal or X-bradng, is always required. See BCSI. Truss bracing must be designed by on engineer. For wide truss spacing. Individual lateral braces themselves may r.qut. bracing. or alternative Tar I bracing should bu considered. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. Provide copies at this truss design to Itse bUlding designer. erectiOn supervbor properly owner and at otherinterested parfies. Cut members to bear tightly against each other. Place plates on each lace of truss at each joint and embed Mly.lcnots and wane at joint locations are regulated by ANSIITPI 1. Design onsimes trusses viii be soitablyprotected from the environment in accord With ANStITFI 1. Unless otherwise noted. moisture content of lurnbeq thai not exceed 193L at time at fabrication. V. Unless o,xessly noted, this design is not applicable for use wilts lire' relerdant. preservative treated, or green lumber. Camber is a non-structural consideration and is the responsiblityof truss tabdcator. General practicels to canter for dead load deflection II, Plate type. size, orientation and location dimensions Indicated are minimum plating requirements. I2 Lumber used shaibe of Si. specter and size, and In at respects, equal to orbetter than that specified. Top chords must be sheathed or pullrn provided at spacing Indicated on design. Bat lam chosdssequke lateral bracing at 10 ft. spacing. or less. It no caing Is instaTed, unless otherwise noted. is. Corvsecttons not shown are the responsibility at others. 16. Do not cut or alter truss meniber or plate without pilor approval of an engineer. I?. Instai and load vertically unless Indicated otherwise. Use of green or treated lamber may pose unacceptable envIronmental, health or performance risks. Consult w4th,4. project engineer before use. Review J back and picluresl before use. wor ngpicturmw is not affident. Design assumes manufacture In accordance wrq Cr ANSLflPl I Quality CrIteria. A. Nn I- I AUGUST 1. 2016 STANDARD PIGGYBACK I TRUSS CONNECTION DETAIL I MII-PIGGY-7-10 I P'LL? LE Milek USA. Inc. YMME A - PIGGOACK TRUSS. REFER To MITEK TRUSS DESIGN DRAWINC SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131 X 3.5) TOE-NAILED. B. BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24'0.1 UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWl CONNECT TO BASE TRUSS WITH (2) (0.13 XS.5) NAILS EACI I) -2 X_ X4'-O SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MI1 GRADE 62. ATTACHED TO ONE FACE. ON INTERSECTION. WITH (2) ROWS OF (0.131'X 31 NAILS €14' SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHO ID CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SF 2.WIND SPEED OF 116 MPH TO ISO MPH WITH A MAXIMUM PIGGYBACK SPAN OF 1211. E - FOR WIND SPEEDS BETWEEN 126 AND ISO MPH, ATTACH MITEK 3X8 20 GA Nall-On PLATES TO EACH FACE OF TRUSSES 7r D.c_WI (4) (0.131 - X 1 5 NAILS PER MEMBER. STAGGER NI FROM OPPOSING FACES. ENSURE 05' EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) MITeK USA, Inc. Page 1 01 MAXIMUM WIND SPEED = REFER TO NOTES 0 AND ORE MAX MEAN ROOF HEIGHT =30 FEET MAX TRUSS SPACING. 24 • OC. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BYSUILDIN(2 ENG)NEERIDESIGNER ARE REQUIRED, WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Najl.On PLATES AS SHOWN. AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB NOTE FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48* O.C. WI (4) (0.131' X 1.5') PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5' EDGE DISTANCE. This sheet is provided as a Piggyback connection ' detail only. Building Designer Is responsible for all permanent bracing per standard engineering practices or retor to BCSI for genoral guidance on lateral restraint and diagonal bracing requirements. I -VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: I) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE. AND MUST LINE UP AS SHOWN IN DETAIL 21 ATTACH 2 x a 4-0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0i31' N 3') NAILS SPACED 4 O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@lis). REVIEW BY A OUAUFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LOS. FOR PIGGYBACK TRUSSES CARRYING GIRDER WADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. STANDARD PIGGYBACK Mu AUGUST 1, 2016 TRUSS CONNECTION DETAIL -PIGGY == MiTek USA, Inc. ym7ftm AMff.AmIIu* Mifek USA, Inc. Page I of I MAXIMUM WIND SPEED = REFER TO NOTES B AND ORE MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24' O.C. CATEGORY II BUILDING EXPOSURE B or ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONSRY BUILDING ENGINEEPJDESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIP4 WITH (2) (0.1311- X 3.61 TOE-NAILED. B - BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. o - PURUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24 O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (01311- X 3$1 NAILS EACH. 0-2 X_X 4'-W SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE 02. ATTACHED TO ONE FACE, CEN1EREI INTERSECTION, WITH (2) ROWS OF (11.13 X 31 NAILS @4' O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST I FT. IN BOTH DIRECTIONS AND: I. WIND SPEED OF OOMPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 5 E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH. ATTACH MITEK 3X8 20 GA NallOn PLATES TO EACH FACE OF TRUSSES AT 72' O.C. WI (4) (0.131- Xl £') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5 EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH NaiJ.On PLATES AS SHOWN, AND INSTALL PURLINSTO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CC NOTED I FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48' O.C. WI (4) (0.131' X IS) PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5' EDGE DISTANCE. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to SCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: I) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE. AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2* - x 4-0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lCd (0.131' X 3') NAILS SPACED 4' O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LOS (@115). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. I I STANDARD CAP I AUGUST 1, 2016 TRUSS CONNECTION DETAIL I MU-CAP =00 EJ ® MiTek USA, Inc. ymm= 4NIf*AflhI, MiTek USA. Inc. Page 1 of 1 DESIGN CRITERIA LOADING (PSF) MAX MEAN ROOF HEIGHT = 30 FEET TCLL= 30.0 CATEGORY II BUILDING TCDL= 10.0 EXPOSUREBorC TOTAL= 40.0 ENCLOSED BUILDING ASE 7.98, ASCE 7.02, ASCE 7.05 90 MPH SPACING 2-0-0 ASCE 7-10 11 MPH PLATE INCR: 1.15 DURATION OF LOAD INCREASE :1.60 LUMBER NCR: 1.15 MIN UDEFL= 240 2x_x4'-O SIZE TOMATCH TOP CHORD OF PIGGYBACK ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF lOd (0.I31X 3) NAILS SPACED 6 O.C. AND STAGGERED MAX. SPAN PIGGYBACK TRUSS 10'.0 WITH SP 2X4 NO.2 LUMBER SLOPE MAY VARY FROM 3112 TO 12112 BASE TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 240.C.). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2-lEd (0.131 - X 3.5') NAILS. NOTE: FOR PIGGY BACK TRUSSES WITH SPANS 4' OR LESS A PIJRUN TO BE LOCATED SCAB MAY BE OMMITED PROVIDED THAT: AT EACH BASE TRUSS JOINT. ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12 OVER JOINT) STANDARD PIGGYBACK TRUSS I AUGUST 1, 2016 CONNECTION DETAIL (PERPENDICULAR) Mil-PIGGY-PERP. =Fill MAX MEAN ROOF HEIG = 30 FEET Welt USA, Inc. Page 1 of 1 ________ BUILDING CATEGORY II WIND EXPOSURE BorC WIND DESIGN PER ASCE 7-98. ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10 125 MPH (MWFRS) MiTek USA, Inc. DURATION OF LOAD INCREASE ymzam I FOR WIND LOADS: 1.60 *8JIT. MUim DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2)- 16d (0.131" X3.5") NAILS TOENAILED. NOTES FOR TRUSS: THIS DETAIL IS VAUD FOR ONE-PLY PIGGYBACK TRUSS ONLY; THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER; THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. PIGGY-BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss information. / NEAR SIDE FAR SIDE / iORD USS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. - NOTES FOR TOE-NAIL: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 1. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALl. BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131'X 3.5') TOE-NALED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C . PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MI1EI( TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X35') HAILS EACH. D -2 X_X 4'.O' SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE #2. ATTACHED TO ONE FACE. CENTEREC 115 MPH OR LESS FOR ANY PIGGYBACK SPAN. OR 116 MPH TO ISO MPH WITH AMAXIMUM R WIND SPEED IN THE RANGE 126 MPH- ISO MPH ADD 9' x V x Iff PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT 48' O.C. OR LESS. ATTACH WITH 3-6d (0.113" X 2) NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL- 12 NAILS) E-F ----[- STANDARD PIGGYBACK MI I-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 == ® Fv-~00 MiTek USA, Inc. wmm 1 UI I MAXIMUM WIND SPEED - REFER TO NOTES 0 AND ORE MAX MEAN ROOF HEIGHT - SO FEET MAX TRUSS SPACING 24' O.C. CATEGORY It BUILDING EXPOSURE B or C DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. 0 E WHEN NOW BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN. AND INSTALL PURUNSTO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MTEK DESIGN DRAWING. I SCAB NOTE 7" x 7- x 112" PLYWOOD (or 7/16 OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3-6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) This sheet is provided as a Piggyback connection " detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL ATTACH 2 x - x 4'-W SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131 - X 3') NAILS SPACED C O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BYAOUAUFIED ENGINEER IS REOUIRED FOR LOADS GREATER THAN 4000 LBS, FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. I I I I U .VERTICAL WEB TO ECTEND THROUGH BOTTOM CHORD OF PIGGYBACK I I- I I AUGUST 1,2016 STANDARD PIGGYBACK I TRUSS CONNECTION DETAIL I Mu-PIGGY-ALT Ii A - PIGGOACK TRUSS. REFER TO MITEK TRUSS DESIGN DRAWINC SHALL BE CONNECTED TO EACH PURUN WITH (2) (0.131' X 3.5') TOE-NAILED. B BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. C - PURUNS AT EACH BASE TRUSS JOIIITAND A MAXIMUM 24' 0.1 UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAW[ CON#2CTTO BASE TRUSS WITH (2) (0.131' X 3.5) NAILS EACH D '2 X—X W-W SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE #2. ATTACHED TO ONE FACE, ON INTERSECTION. WITH (2) ROWS OF (0.131' X T) NAILS @I4 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATI* IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FL IN BOTH DIRECTIONS AND: I. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SP 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E -FOR WIND SPEED IN THE RANGE 126 MPH - 160 MPH ADD S'x 0' a 1/2' PLYWOOD (0,7116' 050) GUSSET EACH SIDE AT4r0.C. OR LESS. ATTACH WITH 3- Sd (0.113X2) NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) MiTek USA, Inc. Page 1 of MAXIMUM WIND SPEED - REFER TO NOTES D AND ORE MAX MEAN ROOF HEIGHT -30 FEET MAX TRUSS SPACING -24' O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-02. ASCE 7-05 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. I I, WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C4 NOTED Tx 7' *112' PLYWOOD (or 7116' OSB) GUSSET EACH SIDE AT 24' O.C. AT EACH BASE TRUSS JOINT. ATTACH WWII 3-Sd (0.113' X 2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL ATTACH 2 a - a 4*-W SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131' X 3') NAILS SPACED c O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LOS (01,15). REVIEW BYAQUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LOS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH EASE TRUSS, CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. I' I Third Party ouality Assurance Program Owned by SBCRI 6300 Enterprise Lane - Madison, Wisconsin 53719 - 608-310-6702 January 25, 2019 Ref: California TrusFrame, Plant #1073 To Whom It May Concern: Please be advised that California TrusFrame, located in Perris, CA, is an active participant in good standing with the SBCRI TPI Quality Assurance Inspection Program for metal plate connected wood trusses, owned by SBCRI. The SBCRI TPI program is recognized by the ANSI-ASQ National Accreditation Board in accordance with ANSI/ANAB Report Al-2620 as a Type A (3 rd Party) Inspection Body (http://search.anab.org/public/organjzatjon files/Structural-Building-Cornponents-Research-lnstitute Cert-and-Scope-File-01-18-2019 1547822724.pdf); it serves as a means for truss manufacturers to comply with International Residential Code (lRC) Sections R109.2 R502.11 and R802.10 and International Building Code (IBC) Sections 110.4. 1703, 1704.2.5 and 2303.4. Based on random, unannounced inspections and/or audits of in-house QC records conducted by SBCRI, the metal plate connected wood truss design and manufacturing quality of California TrusFrame located in Perris, CA, are in accordance with ANSI/TPI 1 referenced in ICC's lRC and IBC versions 2003, 2006, 2009, 2012 & 2015. California TrusFrame located in Perris, CA is authorized to affix SBCRI's TPI Quality Assurance Stamp provided that it maintains continued satisfactory conformance with ANSI/TPI 1 & IRC/IBC 2003, 2006, 2009, 2012 & 2015 codes. Its approved usage signifies that the truss manufacturer licensee is complying with the applicable provisions of the model building code. In the event of unsatisfactory performance (cycle of non-conforming reports), SBCRI TPI quality stamps may be removed from the premises of the SBCRI TPI licensee and decertification proceeding initiated. If SBCRI can be of further assistance in familiarizing you with the voluntary Quality Assurance Inspection Program, or the ongoing status of California TrusFrame located in Perris, CA, or any other of the SBCRI TPI Quality Assurance Licensees, please do not hesitate to contact us, or visit our website at httos:/Iwww.sbcri.info/ga/inspection-orogram-licensees for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely, John Arne - Director of Inspection Services I II • 'Leal 1 !iI 1tIJ rG ei iut [s Generates L1J Hoisting and Placement of Tuss Bundles 5tps tiTSttinj's - - - Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Recomendaciones Para Levantar Paquefes de Trusses [LasM,,Jdad Rèstricclón yArriostre Para Trusses de Cuerdas Paralelas 3x2y 4x2 Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun rriodo gue DON'T the overload crane. Ia Ins*alaéiôndelos Trusses 10' (3m) or Repeat diagonal frequency or location of temporary lateral restraint identilique Ia frecuencia 0 localizaddn de ,estricciôn and diagonal bracing. Follow tho recommendations l.atorolyo,riosfro diagonal tomporolcs. Use lea I NO sobrecargue Ia gitia. II 1) Install ground bracing. 2) Oct first truss and attach sw.uiely lu guound bracing. 3) Set next 4 trusses Diagonal bracing bracing 10 carry 15 truss apaces 30 (91 in) for handling, installing and temporary restraining recomendacJones do manejo, instalacidn, restriction with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSIBr for more and bracing of trusses. Refer to SCSI - Guide to yarriostro temporal de los trusses. yea ci foileto SCSI Q NEVER use banding to lift a bundle. bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). information. Good Practice for Handling. Installing. Restraining .- Gula de Buena PrOctica pars ct Manejo. lnslaiadbn, NUNCA use las ataduras pars levantar un paquete 7) Repeat process with groups of four trusses until all trusses are set. yea cl resumen BCSI-B7 L I II & Bracing of Metal Plate Connected Wood ReslrtcdOn yAnfoslre de los Trusses de Madera Tusses for more detailed information. Conectados con Places de Metal ***pare ,nfrmacron mds detallada. I?J A single lift point may be used for bundles of 1) Instate los arnostres de tie,ra. 2) Instate ci priinem truss yale seguramente a! an'tostro de t,oma. 3) Instate los proximos 4 trusses con restrlcciôn lateral temporal de miembro colto (yea abajo). 4) pare mas informacion. NMI Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for Los dibujos do diseflode los fiussespuedenespecsilcar top chord pitch trusses up to 45(13.7 m) and parallel chord trusses up to 30(9.1 m). Instate el arriostre diagonal de Ia cuerda superior (yea abajo). 5) Instate aniost,'e diagonal pare los do los los oc, typ. Apply diagonal brace to vertical pianos miembros secundarios pars estabilice pnmeros cinco trusses (yea abajo). 6) Instate webs at end of cantilever and at individual truss members. Refer to the SCSI-83 lea localizaciones de restriccldn lateral permanents Use at least two lift points for bundles of top Ia restricrJOn lateral temporal yarriostre diagonal Pare Ia cuerda inferior(vea abajo). 7) Repita date All lateral restraints for more information. Mother permanent bracing refue,zo en losmiembros ino'ividuales delfaiss. yea chord pitch trusses up 1060' (18.3 m) and parallel A WARNING Do not overload supporting procedimiento en grupos de cuatro trusses haste quo todos los trusses eaten instalados. lapped at least two trusses. chord trusses up to 45'(13.7 m). Use at least structure with truss bundle. L'ItL1I Refer to BCSI-Br for more information. design is the responsibility of the building designer. Ia hoja resumen BCSI-B3 pare niOs in!ormo rjOn. El reslo de the disables de amostres pemranentes son Ia three lift points for bundles of top chord pitch . Top chord temporary lateral restraint spacing shall be 10' (3m) cc mas. for 3x2 chords responsabilidad del disenador del edilicio. trusses >60'(18.3 m) and parallel chord trusses lAD VERTENCIA1 No sobrecargue Ia yea el resUmen BCSi-02para mCs infonnacidn. and 15' (4J m) cc for 4x2 chords. - >45(13.7 m). restructure apoyada con elpaquete de RestraintiliBracin fIV All S -._ - - Out-of-Piano DANGER The consequences of improper trusses Puede user un solo luger de levantar pars ResilifficcieffitlArriostire ParaTh Trusses IDStaIhI1g -IflstãIacióh handling, erecting, installing, restraining and bracing can result in a collapse of the ________ paquetes do trusses do Ia cuerda superior Place truss bundles in stable position. haste 45'y trusses de cuerdas panatelas, do do IZI Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber. Attach to each truss with at least 2-10d (0.1280"), 2-12 (0.12&3.25") 2-16d Tolerances for Out-of-Plane. structure, or worse, serious personal injury 300 menos. Use par to menos dospuntos Pusepaquotes trusses an una eatable. posiciOn or (0.1310.5").5") nails. ;rolersncias pars Fuera -dc-Piano. or death. IPELIOROl El resultado do un manejo, levanta- do levantar con grupos do trusses de cuerda superior inclinada haste 60'y trusses de cuerdas La madera 2x4 riasilicada pot estrOs as Ia matters minima utilizada pals restrict/On lateral yarnostramienlo di- agonal. Atones a coda braguero con at minima 2 clavos 10d (0. 128x3), 12d (0. l28x3.25 0 16d (0.131x3.5"). Length paralelas Max. Bmv miento, instalaciOn, restricciOn y arrisotre in correcto haste 45 Use pot lo mortars dos puntos de levantar can gnipos do trusses do cuerda inc/made do 45 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. - Length t puede set Ia cattle de Ia restructure 0 aUn pear, superior mas de 60'y trusses do cuerdas paralelas mas max. am hendos 0 muerfos. Este mOtodo do testncciOn y arrlostre es pars todo trusses excepio trusses do cuerdas paralelas A ®/i1WB9GII Exercise care when remov- (PCTs) 3x2y4x2. Vea Ia paile superior do Ia columna pen; Ia restricciOn yarnostre temporal do PCTs. Length _______ Plumb ma banding and handling trusses to avoid ____________________ ________ _________ Mechanical Hoisting Recommendations for Single misses •__ ,,_,,__ _, 1) TOP CHORD PLANE - CUERDA SUPERIOR - - ol line Tolerances for Out-of-Plumb. Jr Tolerancias pars D0 max1-...1 Fuere-de-Plomada construction Loadin9 NO precede con Ia construcciOn haste que todas las restric- near power lines Was yontosos 0 "Consult a Registered Design Professional for misses longer than 66(10.3 m) clones tolerates ylos erriostres estOn coiocados an forma apropiada y segurs. __________ TRUSSES UP TO en- ties m) L lo ,r yea ci BCSI-82"" pare lea opclones and bracing is securely and properly in place. I I ,nuaauanaausjur,ua I f" for buss eléctricos o do cure Spreader bar Attach See SCSI-82- for TCTLR options. DO NOT exceed maximum stack heights in table at right. 1013 m) Avoid lateral above or Evils Ia flex/On lateral. Consulre a us Professional Registmdo de Diseflo Para trusses was do 60 pies Haiidiiñg - rnaiielo and airports. cerca de cables rues __________________________________ Refer to BCSI-84"" for more information. bending. lagsn U 2/3 truss length mid- NO exceda lea allures mOximas de montOn. yea ci resumen LIi)lIW Spreader bar Refer to BCSI-83""" for Gable End Frame restraint/bracingl - • 52 cc P jBcSl-B4" pars mOs info,maciOn. - '"-"" '"-.' A . I TRUSSES HASTABO PIES __ A damaging trusses and prevent injury. Wear es NLO)tLII a single pick-point at the peak can damage the truss. feet. hands and head when working with IWIV7Lfl Utilice cautela 01 quitar lea atadurss ____________________ trusses. tracer daflo at truss. 60' or less personal protective equipment for the eyes. El uso do un solo lugar an at pica pars olos pedazos do metal do sujetar pars eviler pies, manos y cabeza cuando trsbaja con @&iii&i Use aiBijii. dano a los trusses y provenir Ia honda personal. Lleye ci equlpo protectivo personal pars ojos. _________________ 112 ______ TRUSSES UP TO 3' lglrnl Teghne trusses. special care in Utilice cuidado truss length windy weather or especial an Truss Span Top Chord Temporary Lateral Restraint ITC R,Spacing Longitud do Tramo Espaclanslento delArilostre Temporal do Is C.L.erd Superior Upto3tY 10'(3m)oc max. (9.1 m) 30'- 45' (9.1 m-13.7m) 8'(2.4 m) cc max. 45'- 60' ____ DO NOT proceed with construction until all lateral restraint (13.7m-18.3m) 6' (1.8 m) cc max. 60'- 80" (18.3 m -24.4 m)" 4'(1.2 in) cc max. Out-of-Plumb Max. Bow Truss Length D150 D(tL) 314" 12.5' (19 mm) (3.8w) 1/4 1' 718 14.6' (22 mm) (4.5 ml l/T 2' 16.7 (13 mm) ejaj (25 mm) (5.1 m) 3/4" 3' 1.118 18.8' (ia!i) (92 (29 mm) (5.7 m) 1" 4' 1-114" 20.0' (25 (j (32 mm) (6.3 m) 1-114 5' 1-318" 22.9' (32 mm) (35 mm) (7.0w) 1-1/2 6' 1-1/2" 25.0' (38 (38 mm) (7.6 m) 1-314" 7' 1-3/4" 29.2- (44 ) (44 mm) (8.9 m) 2" sa' 2" 533.3' (51 mm) (10.1 m) Maximum Stack Height for Material on Thaues' Material Height Gypsum Board 12"(305 mm) PlpeeodorOSB 16'(406 mm) Asphalt Shingles 2 bundles Concrete Biecit 0 (203 mm) Clay Tile 3-4 tiles high ntractor reinforcement information. F 1. Based on truss live load of 40 par or is responsible for 0 Hold each truss in position with the ere tion Sp ----- Para infornmecOn sabre nistriccitinl properly receiving, 314 Iry TCTLR greater. For other conditions, contact equipment until top chord temporary lat. is amlostralrefuetzo pars Armulzones I.Ro?lstered Design Professional. 2. be I stocks of materials as quickly the trusses at the restraint is installed and the truss is fastened TRUSSES HASTA . 5OBRE eo ..° Hastieles yea at resumen BCSI-B3unloading and storing 0 0 TRUSSES UP TO AND OVER 60' (18.3 " --_ '5.ç,7 ,,-' . as possible. jobsile. Unload trusses to the bearing points. I Note: Ground bracing not shown for clarity. 10 or >j - Q NEVER stack materials near a peak, at mid-span, on cantilevers or overhangs. to smooth surface to prevent damage. lJ Use proper rig- Use equipo epropiado Sostenga coda truss an posiciOn con oquipo do gna haste qua Ia restricciOn letersitemporslde . . Truss attachment ' NUNCA spite los mate,iales cerca de un pica, a centre dole luz. an El contretista tiene Ia responsabilidad do recibir, ging and hoisting pars levanter e Ia cuerda superior estO instalado y at truss estO asegursdo an los sopo,fes. Repeat diagonal braces for each set of 4 trusses, required at support a) cantilevers o aleros. descargary elmacenaradecuadamente /as equipment. Improviser. Repito los arrisetres diagonales pars coda grupo de 4 trusses. Section A-A - trusses an Ia obrs. Descergue los trusses an Ia Installation of Single Trusses by Hand () DO NOT overload small groups or single trusses. trees I,so pars prevenir ci daflo. Recommendacciones de Levantamiento de Trusses ffromm LATERAL RESTRAINT & DIAGONAL BRACING ARE NO sobrecargue pequeflos grupos o trusses individuates. Individuales Per La Mano VERY IMPORTANT 'Place toads over as many trusses as possible. I?I Trusses 20 - - (1 Trusses 30 - I.4 RESTRICCIÔN LATERAL V EL ARRIOSTRE DIAGONAL SOTI Coloque las cargos sabre tonics trusses coma sea pos,ble (6.1 m) or (9.1 m) or teas MU', IMPORTA.rJTES' Position loads over load bearing walls Continuous Lateral Restral Coloque lea cargos sabre lea parades soportarries. less, support support at 2) WEB M (CLR) splice mirdarcomemnt near peak. quarter points. EMBER PLANE - --------- Saporta Saporta de SECUNDARIOS Ui MOM Refer to SCSI-85.*- cencs -.- .- . - - - los trusses Trusses detrsmolos Trusses Veaeirosume es upM nBCSt-B5." Tn s.nIcdasty. do 20 pies o (6.1 m) trusses do 30 (9.1 m) a,,, . -"- NO ahmacene menos. Trusses haste 20 pies pies a menas. Trusses haste 30 pies ________________ DO NOT t It drill Trusses may be unloaded directly an the ground at G DO NOT store truss design drawing. the time of delivery or stored temporarily in contact unbraced bundles verfrcalmente los - - -- . . with the ground after delivery. It trusses are to upright. trusses sueltos. , - -- - - -- 0•" - - -. - - - •• - . _'_ -_ - I . '' ..,., A NO co,to. eltere 0 par!ore ningUn miembro ostructursl de un truss, a • - stored for more than one week, place blocking of mporary es rain racing I \ s. II manias qua esté espacuicamente permit/do an ci dibujo del diseflo sufficient height beneath the stack of trusses at 8' ' - - :Restriccion y. Arriostre Temporal ' chords Msurmam72rtScabblsckcenle I is am del truss. . . . Los trusses pueden ser descargados directs- .. . . DIagonal braces every is CI.R with nri em a-ltd \ O'er CUIsplice.Aflach Trusses that have been overloaded during construction or altered without the Truss Man- mente an a/ strata an equal momenta do entrega Refer to BCSl-B2 for more information, 4-7TOP Chord Temporary 10 truss spaces 20 (0.135x3.5') eats each side ) ufacturer'a prior approval may render the Truss Manufacturer's limited warranty null and void. oaaost nteericon con eI - Vea 01 resumen BCSI-82""pers más information. Lateral Restraint 10' (3 m) - iS' (4.6 m) max. (6.1 m) max specified by he/ Trusses quo as Iran sobrecargado dursnte Ia construction o han side altersdos sin Ia autOr- Building Designer. guerdados pars mile de una semane, ponga t ... I?J Locate ground braces directly in line with all rows . 2x4 mm. Same spacing as bottom chord Note: Some chord and web members SECTION A-A I izac/On pre via del Fabricente de Trusses, pueden tracer nub y sin efecto Ia garantia limitada del bloqueando de allure suliclente deeds dole pile -, ' of top chord temporary lateral restraint (see table lateral restraint not shown for ciarity. _._. Fabnicante de Trusses. do los trusses a 8 haste 10 pros an centre (cc). •. . in the next column). ' - ( - l?J it trusses a I bestored for mo than -- - - -. '- - ' . . . 62' oc, typ. 3) BOTTOM CHORD PLANE - . . rT - ,L -C Ong connp0000t Manufacturer for mom inrannaula,. on consult Registered Design Pmt850lenui for assistance. re bundlesone week, cover - - - -. . - Coloque los amosfros do tiorrs pars at printer CUERDA INFERIOR ' "- *- Truss truss direchements an finea con coda una de lea Lateral Restraints - 2x4xl 2' or greater Member NOTE: The truss manulaclumf and truss designer rely on the presumption that the contractor and crons operator (if applicable) are the environment. DO NOT store on NO almaceng an items filas-cle restriccitin lateral temporal de Ia cuerda 0. Brace first lapped over two trusses probselonals vAth the capability to undertake the work they ham agreed to do an any given praiser. If the contractor believes it needs Pare trusses guardados pot mile do una aemana, uneven ground. desigusL super/or (yea Ia table on Ia próxima columna). Iwsa r'" t - . _ Note: Some chord assistance in aaron aspect 0111w construction peeled, it should neck amisrance hen a eanputant party. The methods and procedures cobra los uetes pare I edos del securely o spice ron orcemen. . s - - and web members euiiirod in lIon document are Intended to ensure that mural conotnedien techniques employed win put the losses into place SAFELY. T walk on un raced trusses, before Bottom , - '-.. . - '- not shown for poroaen&involved aithinrss design. manufacture and Installation. but musi. doe In the nature of nexponnibuJttoo involved. be presented Refer to BCSl for more detailed information per- •. . . erection of chords - '" clarih. only isaGUIDE for se by n.quotdied bunting designer ar CO,rl,Odtoe. urns 001 intended that these rucernonendoliona be interpreted as taming to handling and jobsite storage of trusses. ,, NO cam,ne an trusses sueltos. erection . superiorta 11w balloon designers design upeducajier ion handling. inolouiug, restraining and brodug busses and it lees net preclude the - use of other equivalent methods rer restrausnglbxasng and pnoeidnng stoinhly for the wails, ceiurn,rs, items, rears and a the interrelated yea el folleto BCSr pars infonnaclOn mile detal. .. -,. DO NOT stand on truss overhangs Until trusses. - ,__- S ohecsroibufdinaeanlPoneoto as determined by the cunlnaceen. Thus. ssCAeopressiydiociahnu any wsposnlidhtyfor danregesarising paq pa pro 9 . DO 0 s. - -- Them recommendations re handing, instaturp. restraining end uremia trusses an. boned upon the culechne experience of hadng lade sabre at manejo yalmacenado do los trusses - . . Structural Sheathing has been applied to __________ • - -..., on the recommendations and inrermerjancenlahred herein. en their detrabajo. , • -- • the truss and overhangs. Diagonal braces every lO - NO as pare an voladizos cerchas has Ia ' truss Spaces 20'(6.1 m) max, - - / Revest,mrento estruclural he side aplicado 6300 Enterprise La Madison. WI 53719 - ' ala armadurs y voladizos. 10' (3 m) - 15' (4,6 m) max. 608-2744849•obdndustuycom . , alwaneilulr tnsaui A 0 A i : a 04 4 •g .j 4 0 0 4 00 0 9 0 .- 411 -. ,. Jr. .'''.'"'' "inasses are spaced as shown on layouts. Extra trusses are not provided for flush can Egitta or air registers. Please coordinate special truSs placement with job superintendent paler to etacidng busses. Adjust truss spacing to eisa, can lights and air eagleter as nooded DO HOT CUT OR MODIFY TRUSSES' to UW Structural ç,eslgn requIrements- a Shown No exceptionitaken A 1 HANGER LISL DESCRIPTION OTY LUS24 10 LUS26 5 HUS26 0 HHUS26-2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET T PI California Trusftme. oPeopI Dilve, Hono..OurFormuIafarSuccessr 23665 CAJALCO ROAD PERRIS, CA 62670 TEL 951.667-7491 FAX 9514940-5176 www.CalTrusFrame.00m THIS IS TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as uidividual building components to be Incorporated Into the building design at Us specification of the building designer. See Individual design sheets for each truss design Identified on the placement drawing. The building designer Is responsible for permanent bradng of the roof and floor system and for the overall dirudiure. The design of tile truss support structure Including headers, beams. walls, and columns Is the responsibility of the building designer. Framer Is responsible for accurate spoang of triases as designed and coiled out on placement plan. All trusses spaced at 24' cc unless noted otherwise. NO. 0 o z II —J - — bo 0— W .111 —J cv))C.) — Z W 0 WI" C0 0 'i'i ;:. <')a: j II 04 CM Cl) z-.J 0 jj I— O.U) PROJECT No: M30575 ESIGNER: PETE N. REV. BY I REV. DATE P.N. 9-3-19 P.N. 1 9-6-19 "Trusso are spaced as shown on tayout. Extra trusses are net provided for flush can Ilgida or air registers. Fiosse coordinate special tausiplscomont with Jab superintendent prior to stacking trusses. Adjust truss spacing to dear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES" HANGER LIST DESCRIPTION ow LUS24 ID LUS26 5 HUS26 0 HHUS26-2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET CTF I California TrsFrame,. 0PeopIeDi1v Mono urFonnidafor Succass? 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951457.7491 FAX 951440-5176 w.Ca1TrusFrame.ccm ONLY. These trusses are designed as Individual building components in be incoqiorated into the building design at tin specification of the building designer. See individual design sheets for each Inns design idenlifled on the placement dinning. The building designer is responsible for permanent bracing of the roof and floor system and for the overall atnidiure. The design of the Inns support stnjdure Including headers. beams, walls, and columns is the responsibility of the building designer. Framer Is responsible for accurate specing of trusses as designed and called out on placement plan. PJI trusses spaced at 2C oc unless noted clhe,wlse. IV 0 CD II —J - bo) 0-. U— Zij- Z w .111 CD C')ow o Z = W 0 CO W — ,, 0 rj CO z: .1' J -a 0 c- (/)..W 'r U)Z...J L' O_ii i - w< -'-a l-0C1) PROJECT No: M30575 DESIGNER: PETE N. REV. BY I REV. DATE to 'Trusses are spaced as ShOWn on layouts. Eafra buaoe are not pr0s1dd for flush can fights or air registers. Please coordinate special truss placement with Job eupesintendont prior to stashing trusses. Adjust buss spacing to dear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES" I) I F, HANGER UST DESCRIPTION ow LUS24 7 MUS26 3 HHUS.2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET I J Ij I CTFICalifornia TrusFrame. "PeapI D,Ive,Iignor..OurFommbforSuccgssr 23665 CAJALCO ROAD PERRIS, CA 62570 TEL 951.651-7491 FAX 951-940-5176 www.CalTrusFrame.com THIS IS TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as Individual building components te be Incorporated Into the building design at the specification of the building designer. See Individual design sheets for each Inns design identified on the placement drawing. The bidding designer is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the truss support striders Including headers, beams, wale, and columns is the responstrilty of the building designer. Framer Is responsible tor accurate spacing of busses as designed and rated out on placement plan. All trusses spaced at 24' cc unless noted otherwise. Exp. 6/O/21 NO. CR21 0 z '•O LLI z ] CD <LIJ ca -' a. LLZ I I— it 0 b -I 1 LLI - ii __.j L_< ''-.5, c%Jo Q_<'t- Z UJ O Cr) CD (flCNLIj C,)2: OO:: " I-Q.C/) PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE vi "Trusses are spaced as shown an Iayouta. Exkis trusses are not provided for tiuth can lights or air registers. Pilease coordinate special truss placement with job superintendent prior to stacking trusses. Adjust trues spacing to clear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES sShown No exceptions taken MarkSWanan,PEC445M... HANGER LIST DESCRIPTION aT, LUS24 8 MUS26 3 HHUS26-2 I THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET F California i TrisFrame 'People, Dft Honor.. OurFormula for Succssr 23685 CAJALCO ROAD PERRIS, CA 92570 TEL 981-657-7491 FAX 951-940-5176 wuwCalTrusFrame.com ONLY. These trusses are designed as Individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each Inns design Identified on the placement drawing. The building designer Is responsible for permanent bracing of the roof and floar system and for the overall structure. The design of the Inns support structure Including headers, beams. wails, and columns is the responsibility of the building designer. Framer Is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24 oc unless noted otherwise. Exp. NO. CIV' 0 II s—I "O 4; z.- LL LL w 0 Uj Qce,00 a- — I it az0 0 W = #,' gnx:iZu C\j 1 - jI _F-<<J Q a0 ZZI— ag U)z_i (9 I_ LL' < It F_a_co 0- —1 PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE in H ,tj op Too DU Rh!NF11R91N8 INC. POM ItNIS. ft P€INI flIICINN GlUt COflaVlON CALCULATIONS FOR POST-TENSION SLAB ON GRADE FOUNDATION DESIGN Project Name: Magnolia SFD • PTDU#3127 • • Date: April 08, 2019 ;.. fun 422 cribbage In. San Marcos, CA 92078 PH: 760-591-3236 If PROJECT DRSTCTN INFORMATION GENERAL INFORMATION DEVELOPER Asthon 3, LLC DEVELOPER LOCATIONt Rancho Mission Viejo, Ca PROJECT NAME 1534 Magnolia PROJECT NUMBER - PROJECT LOCATION 3127 Carlsbad Ca, CA. TENDON ENCAPSULATION Yes (Near Ocean) CONCRETE & FOOTING INFORMATION CONCRETE STRENGTH 2500 psi SLAB TYPE 5" Ribbed CATEGORY IA I ll HI ERIMETER FOOTING DEPTH 20" INTERIOR FOOTING DEPTH 15" 2 SLAB THICKNESS 5" SOILS INFORMATION COMPANY Geocon, Inc. / REPORT NUMBER G2192-52-01 REPORT DATE 10/30/17 CAPILLARY BREAK See Soils SOIL BEARING CAPACITY 2000psf PTI METHOD ORD EDITION) DESIGN PARAMETERS CATEGORY (EXPANSION INDEX) CENTER LIFT (INCHES) EDGE LIFT (FEET) IA (<20) em ym *1 (050) em 9' 5.3' ym .3" .61" iT (50-90) em ym III (90-130) em ym *DIFFERENTIAL SETTLEMENT SETTLEMENT DISTANCE SLAB & FOOTING CAPACITIES Input f'c = [ 250 W = 2000 t= 5 d= .15 S= 50 Fa = 360.00 M 1.50 .65*w= 1300 Leff= 1.22 concrete strength in psi soil bearing pressure in psf slab thickness in inches overall footing depth in inches ISOLATED PAD FOOTING CAPACITIES Capacity 18" pad 4500 lbs 24" pad 8000 lbs 30" pad 12500 lbs 36" pad 18000 lbs 42" pad 24500 lbs 48" pad 32000 lbs 54" pad 40500 lbs 60" pad 50000 lbs 66" pad 60500 lbs 72" pad 72000 lbs 78" pad 84500 lbs 84" pad 98000 lbs 90" pad 112500 lbs PAD FOOTING CAPACITIES W/ SLAB Capacity X1 1.518" pad 9652 lbs 14.70 inches 2 24" pad 13519 lbs 14.70 inches 2.5 30" pad 18036 lbs 14.70 inches 3 36" pad 23203 lbs 14.70 inches 3.5 42" pad 29020 lbs 14.70 inches 4 48" pad 35487 lbs 14.70 inches 4.5 54" pad 42605 lbs 14.70 inches 5 60" pad 50372 lbs 14.70 inches 5.5 66 PAD 58789 lbs 14.70 inches 6 72 PAD 67856 'lbs 14.70 inches 6.5 78 PAD 77573 lbs 14.70 inches 7 84 PAD 87940 lbs 14.70 inches b 1. • II. .. 4. . .. 7.5 90 PAD 98958 lbs 14.70 inches 8 96 PAD 110625 lbs 14.70 inches 8.5 102 PAD 122942 lbs 14.70 inches 9 108 PAD 135909 lbs 1.4.70 inches slab edge Elil Slab Edge !Pad ! xi jiY.1""1 X1 Denotes the mm. distance required to nearest glab edge in at least 2 adjacent direction (it can't be 2 opposite directions) in order for this chart to apply - otherwise use the isolated footing chart. The capacities are based on "L "action - not "1" action. *SLAB CAPACITY = L 6.391 Kips M = 0.625 L' = 1.118 Leff = 1.264 ft AREA = 6.39 ftA2 width = 2.53 ft 1 I width or2xLeff *NOTE There must be the width noted above (or Leff on all 4 sides) available and centered on the point load in both orthoganal directions. If not input the width that is available below to get the reduced capacity: Available Width = 2.25 ft REDUCED SLAB CAPACITY = 5.06,1 Kips $ . . POINT LOAD CAPACITY OF CONTINUOUS FOOTING Input KIPS* d= ME2 in. b= in. Area = 5.56 sq. ft. *Note: There must be at least 2x the overall footing depth (d) of footing length available (cannot be at a corner). If not, reduce the capacity as follows: Available length = 24 in. Area = 4.45 ft. sq. Reduced Capacity = 6r671 Kips Build 100712 PTISIab 3.2 Geostructural Too/ Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 28.00 FT 83.00 FT 5.00 Inches Material Properties Concrete Strength, fc: 2500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 52.7 Cubic Yards Prestressing Tendon: 1,545 Linear Feet Number of End Anchorages 70 In the LONG direction ... Type I Beam Tve II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 14.00 Feet 0. C. Number of Slab Tendons: 6 Slab Tendon Spacing: 4.80 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 7 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.38 Feet 0.C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.94 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page Iof7 Z:%CAD Files3100-31993127 - Magnolia SFDtCALCSPlan I -ACPO 2:56:56 PM PTISIab 3.2 Geosfructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area I Build 100712 Serial Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-0I RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 299,303 LB Bearing Area 2,026 FT2 Applied Pressure on Soil 148 PSF Soil Pressure Safety Factor 13.54 Prestress Summary * Subgrade Friction calculated by method prescribed in PT! Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) Short Direction Long Direction 17 6 9 3 4.94 4.80 4.00 4.27 5.98 6.30 -1.98 -2.03 614.8 162.2 643.9 226.4 100 77 105 107 5.93 FT-KJFT 5.65 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 0.300 Allowable Stress 1.125 1.125 Actual Stress -0.253 -0.200 Actual Stress 1.141 0.910 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch) 80,763 34,406 Required Moment of Inertia (Inch) 39,687 19,299 Required Moment of Inertia con trolled by Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.45 K/FT Maximum Shear, Long Direction 2.35 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 135 Actual Shear Stress (PSI) 119 107 Page 20f7 Z:tCAD FiIes3100-31993127 - Magnolia SFD%CALCS%Plan I -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit; Inc. Registered To: Post-Tension Design Unlimited Se,al Number: 100-320-075 Project Title: Magnolia -Plan I - Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 464.6 181.1 0.5 Moment (FT-K) 246.1 79.1 Moment Analysis - Ede Lift Mode Maximum Moment, Short Direction 3.57 FT-K/FT Maximum Moment, Long Direction 3.23 FT-K/FT Tension in Bottom Fiber (KS!) Compression in Top Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress - -0.242 -0.206 Actual Stress 0.216 0.17 Stiffness Analysis - Edpe Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Mome-nt of Inertia (InchI 80,763 34,406 Required Moment of Inertia (Inch) 47,801 22,074 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edae Lift Mode Maximum Shear, Short Direction 1.42 K/FT Maximum Shear, Long Direction • 1.57 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 135 Actual Shear Stress (PSI) 69 71 Cracked Section Analysis - Edge Lift Mode Short Long • Direction Direction Cracked Section Capacity (FT-K) 249.5 92.1 0.5 Moment (FT-K) 148.2 45.2 Page 30f7 ZtCAD Files3100-319913127 - Magnolia SFDtCALCSIPlan I -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross SectionalArea(lnch2): 6,147 Moment of Inertia (Inch 4): 80,763 Section Modulus, .Top (Inch3): 20,190 Section Modulus, Bottom (Inch3): 6,842 Center of Gravity of Concrete - from top (Inch): 4.00 Center of Gravity of Prestressing Tendons - from top (Inch): 5.98 Eccentricity of Prestress (Inch): • • -1.98 Beta Distance (Feet): • 8.74 Equivalent Beam Depth (Inches): 15.80 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS 2,117 34,406 8,055 2,671 4.27 6.30 -2.03 7.06 17.15 Page 4 of 7 ZCAD Files3100-319913127 - Magnolia SFD%CALCSlPlan I -AI.pil • 2:56:56 PM "I Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: 2500.0 PSI Concrete Creep Modulus, Ec: 1;500,000.0 PS! Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 2700 KS! Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 28.00 FT 83.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 17 • 6 Beam Properties Short Direction . Long Direction jype! Type II Type Type I! Quantity: 2 7 2 1 Depth: 18.0 • 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 1 I I • I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 5of7 Z.%CAD FiIes3100-319913127 - Magnolia SFDlCALCSPlan I -Al.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area I Project Engineer: REM Geotechnica! Report: Geocon, Inc. Project Number: 3127 Project Date: April 8, 2019 Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load:, 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 6of7 Z:CAD Files3100-319913127 - Magnolia SFDCALCSPIen 1 -AI.pti 2:56:66 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registeied To: Posl-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: Apr!! 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-0I PT! EXCEPTION SUMMARY " The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST n Page 7 of 7 Z:tCAD Flle83100-31993127 - Magnolia SFDICALCS%Plan 1 -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100.320-075 Project Title: Magnolia - Plan I -Area 2 Project Engineer: REM Project Number :3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 20.50 FT x 46.17 FT x 5.00 Inches Material Properties Concrete Strength, f's: 2,500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter:. 1/2 Inch Material Quantities Concrete Volume: 22.9 Cubic Yards Prestressing Tendon: 723 Linear Feet Number of End Anchorages: 46 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.25 Feet 0. C. Number of Slab Tendons: 5 Slab Tendon Spacing: 4.13 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing:. 11.54 Feet 0.C. Number of Slab Tendons: 10 Slab Tendon Spacing: 4.69 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 ZCAD Fiies3100.31993127 - Magnolia SFDCALCSlPlan I - A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Geotechnióa! Report: Geocon, Inc. - Build 100712 Se,'ial Number: 100-320-075 Project Number: 3127 Project Date: April 8, 2019 Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 127,420 LB Bearing Area 852 FT2 Applied Pressure on Soil 150 PSF Soil Pressure Safety Factor 13.38 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short Long - Direction Direction Number of Slab Tendons 10 5 Number of Beam Tendons 5 3 Spacing of Slab Tendons (Feet) 4.69 4.13 Center of Gravity of Concrete (from top of slab) (Inch) 4.12 4.75 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 6.78 Eccentricity of Prestressing (Inch) -1.92 -2.03 Minimum Effective Prestress Force (K) 365.7 179.4 Beta Distance Effective Prestress Force (K) 373.9 202.9 Minimum Effective Prestress (PSI) 106 108 Beta Distance Effective Prestress (PSI) 108 122 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.35 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.10 FT-K/FT Tension in Top Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.197 -0.135 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (InchI Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Compression in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 1.008 0.740 Short Direction Long Direction 49,874 31,706 14,584 12,491 Width 6*B eta 2.44 K/FT 1.79 K/FT Short Long Direction Direction 141 142 114 59 Page 2of7 Z:ICAD Files13100-319913127 - Magnolia SFD%CALCSlPlan 1 -A2.ptl 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 284.7 152.9 123.5 52.2 3.52 FT-K/FT 3.14 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction 1.125 1.125 0.209 0.169 Short Long Direction Direction 49,874 31,706 19,185 15,411 Width 6*Beta 1.41 K/FT 1.52 K/FT Short Long Direction Direction 141 142 66 50 Short Long Direction Direction 145.0 92.0 81.2 32.2 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.200 -0.053 Actual Stress Stiffness Analysis - Edge Lift Mode ,Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 3of7 Z:tCAD File43100-319913127 - Magnolia SFDiCALCSlPlan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date:• April 8, 2019 Geotechnical Report: Geocon, Inc. 'Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2) 3,45$ 1,668 Moment of Inertia (Inch 4) 49,874 31,706 Section Modulus, Top (Inch3): 12107 6,673 Section Modulus, Bottom (Inch3): 4,068 2,556 Center of Gravity of Concrete - from top (Inch): 4.12 4.75 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 6.78 Eccentricity of Prestress (Inch): -1.92 -2.03 Beta Distance (Feet): 7.75 6.92 Equivalent Beam Depth (Inches): 16.38 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4of7 Z:CAD Files3100-31993127 - Magnolia SFD%CALCSlP1an 1 -A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area 2 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: 2500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 2700 KSI Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 20.50 FTx46.I7FTx5.00 Inches Short Direction Long Direction 10 5 Long Direction Type I Type II 2 1 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Short Direction Type Type II Quantity: 2 3 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis Page 5of7 Z:CAD Files13100-31993127- Magnolia SFDlCALCSlPlan 1 -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senel Number: 100-320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued• Soil ProDerties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and SUbarade ProDerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 60f7 Z:%CAD FiIes13100-31993127 - Magnolia SFDICALCS%Plan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. - Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST I Page 7of7 Z:ICAD Files31O0-31993127 - Magnolia SFDtCALCSlPlan I -A2.pti 2:58:22 PM Type I Beam 2 18.0 Inches 12.0 Inches I 3.25 Inches Type II Beam 3 15.0 Inches 12.0 Inches I 3.25 Inches Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 13.00 FTx 49.00 FTx 5.00 Inches Material Properties Concrete Strength, fc: Tendon Strength, Fpu: Tenddn Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: 2500 PSI 270 KSI 1/2 Inch 15.7 Cubic Yards 480 Linear Feet 40 In the LONG direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Type I Beam 2 18.0 Inches 12.0 Inches I 3.25 Inches Type II Beam 0 15.0 Inches 12.0 Inches I 3.25 Inches Beam Spacing: 13.00 Feet 0. C. Number of Slab Tendons: 3 Slab Tendon Spacing: 4.50 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid Beam Spacing: 12.25 Feet 0. C. Number of Slab Tendons: 10 Slab Tendon Spacing: 5.00 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 Z:tCAD FiIes3100-31993127 - Magnolia SFDtCALCSPlan I -A3.ptl 2:58:45 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia -Plan I -Area 3 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-0I RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 86,921 LB Bearing Area 523 FT2 Applied Pressure on Soil 166 PSF Soil Pressure Safety Factor - 12.03 Prestress Summa Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 10 3 Number of Beam Tendons 5 2 Spacing of Slab Tendons (Feet) 5.00 4.50 Center of Gravity of Concrete (from top of slab) (Inch) 4.04 5.07 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 7.40 Eccentricity of Prestressing (Inch) -2.00 -2.33 Minimum Effective Prestress Force (K) 376.3 110.1 Beta Distance Effective Prestress Force (K) 371.8 127.0 Minimum Effective Prestress (PS!) 104 101 Beta Distance Effective Prestress (PSI) 103 116 Moment Analysis Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.95 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.67 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.236 -0.140 Actual Stress 1.140 0.713 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (1nch2 50;642 24,070 Required Moment of Inertia (Inch) 10,919 8,225 Required-Moment of Inertia controlled by Width 6*Be1a Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.30 K/FT Maximum Shear, Long Direction 2.17 K/FT Short Long Direction Direction Allowable Shear Stress (PS!) 141 140 Actual Shear Stress (PSI) 114 65 Page 2of.7 Z:CAD Files3100-319913127 - Magnolia SFD%CALCStP1an I -A3.pti 2:58:45 PM Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edee Lift Mode Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) 1.36 K/FT 1.55 K/FT Short Long Direction Direction 141 140 68 47 Short Long Direction Direction 145.0 65.1 91.6 21.7 Build 100712 PTISIab 3.2 Geostructurél Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I - Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Dire ctión Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.248 -0.041 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short ,- Direction. Available Moment of Inertia (lnchI . 50,642 Required Moment of Inertia (Inch) . 13,721 Required Moment of Inertia controlled by . Width 284.7 97.9 145.8 36.8 3.74 FT-K/FT 3.34 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction 1.125 0.219 1.125 0.157 Long Direction 24,070 9,694 6*Beta Page 3of7 Z:tCAD FiIes3100-319913127 - Magnolia SFDCALCSPlen I -A3.pti 2:58:45 PM / Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075. Project Title: Magnolia - Plan I - Area 3 Project Engineer: REM . Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report pate: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): .3,623 1,092 Moment of Inertia (Inch4): 50,642 - 24,070 Section Modulus, Top (Inch3): 12,525 4,746 Section Modulus, Bottom (Inch3): 4,106 1,862 Center of Gravity of Concrete - from top (Inch): 4.04 5.07 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 7.40 Eccentricity of Prestress (Inch): . -2.00 -2.33 -Beta Distance (Feet): . 7.78 6.46 Equivalent Beam Depth (Inches): 16.38 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4of7 Z:CAD Files13100-319913127 - Magnolia SFDtCALCSlPlen I -A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan I -Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Pronerties Concrete Strength, fc: 2,500.0 PS! Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fp: 270.0 KS! Tendon Diameter: : 1/2 Inch Slab Properties Rectangle Geometry: 13.00 FT 49.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 10 3 Beam Properties Short Direction Long Direction Type Type I! Type! Type!! Quantity: 2 3 2 0 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 5of7 Z.CAD FiIesI3100-31993127 - Magnolia SFDICALCS%Plan 1 -A3.pti 2:58:45 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolla - Plan I -Area 3 Project Engineer: REM Geotechnical Report: Geocon, Inc. Build 100712 Sedal Number: 100-320-075 Project Number: 3127 Project Date: April 8, 2019 Report Date: 10/30/17 Repàrt Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Subarade ProDerties Slab LoadIng Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: . 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KSl Subgrade Friction Coefficient: 0.75 Page 6of7 . Z.iCAD FiIes3100-3199I3127 - Magnolia SFDtGALCS%Plan I -A3.pti 2:58:45 PM Build 100712 PTISiab3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited -- Sedal Number: 100-320-075 Project Title: Magnolia - Plan I - Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. - Report Date: 10/30/17 Report Number: 62192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST / Page 70f7 Z:CAD FiIes3100-319913127 - Magnolia SFD%CALCStPIan 1 -A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Se,al Number: 100-320-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 18.00 FTX 41.50 FT 5.00 Inches Material Properties Concrete Strength, f's: Tendon Strength, Fpu: Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: In the LONG direction. Type I Beam Quantity of Beams: 2 Depth of Beams: 18.0 Inches Width of Beams: 12.0 Inches Tendons per Beam: I Beam Tendon Centroid: 3.25 Inches Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: In the SHORT direction Type I Beam Quantity of Beams: 2 Depth of Beams: 18.0 Inches Width of Beams: 12.0 Inches Tendons per Beam: I Beam Tendon Centroid: 3.25 Inches Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: 2,500 PSI 270 KS! 1/2 Inch 18.4 Cubic Yards 565 Linear Feet 40 Type II Beam I 15.0 Inches 12.0 Inches I 3.25 lAches 9.00 Feet O.C. 4 4.67 Feet O.C. 2.50 Inches from top of slab Type II Beam 2 15.0 Inches 12.0 Inches I 3.25 Inches 13.83 Feet O.C. 9 4.69 Feet O.C. 2.50 Inches from top of slab 1. Page Iof7 Z1CAD Rles3100-3199127-Magnolia SFDtCALCSPlan I -A4.pti. 2:59:09 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 4 Build 100712 Señel Number: 100.320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS SOil Bearing Analysis Total Applied Load 101,770 LB Bearing Area 683 FT2 Applied Pressure on Soil 149 PSF Soil Pressure Safety Factor 13.42 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) Short Direction Long Direction 9 4 4 3 4.69 4.67 4.03 4.97 5.86 7.39 -1.83 -2.42 319.1 159.4 323.7 177.4 105 105 106 117 5.13 FT-K/FT 4.89 FT-K/FT Tension in Top Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300. -0.300 Actual Stress • -0.187 -0.129 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (Inch:) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Compression in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress . 1.125 1.125 Actual Stress 1.020 0.679 Short Long Direction Direction 43,373 30,573 11,047 10,431 Width 6*Beta 2.59 K/FT 1.61 K/FT Short Long Direction Direction 141 141 134 47 Page 2of7 Z.%CAD Files3100.319913127 - Magnolia SFDCALCSPlan I -A4.p1i 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. RegisteredTo : Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analvèis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 259.6 123.9 106.6 44.0 3.50 FT-K/FT 3.11 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction 1.125 1.125 0.212 0.152 Short Long. Direction Direction 43,373 30,573 15,053 13,247 Width 6*B eta 1.40 K/FT 1.51 K/FT Short Long Direction Direction 141 141 73 44 Short Long Direction Direction 118.7 92.0 72.6 27.9 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.233 -0.009 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (inch 2 Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear; Short Direction Maximum Shear, Long Direction • Page 3of7 Z:ICAD Fiies3100-319913127 - Magnolia SFD%Ca4LCSlP1an I -A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural IT Kit, Inc. Registered To: Post-Tension Design Unlimited - Serial Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM . Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES. Short Long Direction Direction Cross Sectional Area (Inch2): 3,051 1,518 Moment of Inertia (Inch4): 43,373 30,573 Section Modulus, Top (Inch3): 10,757 6,146 Section Modulus, Bottom (Inch3): 3,430 2,509 Center of Gravity of Concrete - from top (Inch): 4.03 4.97 Center of Gravity of Prestressing Tendons - from top (Inch): 5.86 7.39 Eccentricity of Prestress (Inch): 4.83 -2.42 Beta Distance (Feet): . 7.48 6.86 Equivalent Beam Depth (Inches): . 16.68 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33:05 KIPS Page 4 of 7 Z%CAD Flles3100-31993127 - Magnolia SFDCALCSPlan 1 .A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Projeôt Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-5201 SUMMARY OF INPUT DATA Material Properties Concrete Strength, 'c 2,500.0 PS! Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Epu: . 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 18.00 FT 41.50 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 9 4 Beam Properties Short Direction Long Direction . Type I Type II Type I Type II Quantity: 2 2 2 • I Depth: 18.0 15.0 18.0. 15.0 Inches Width: 12.0 12.0 • 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis a Page 5 of 7 Z:ICAD Files3100-3199l3127 - Magnolia SFD%CALCSlPlan I -A4.ptl • 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited - Serial Number: 100-32G-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17. Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, . em: 9.00 Feet 5.30. Feet Differential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Subqrade Properties Slab Loading . Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: . . - 720 Prestress Calculation Sub grade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: . 0.75 Page 6of7 -- Z:CAD Fllesi3100-3199%3127 - Magnolia SFD%CALCSPlan I -A4.pti . 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 - Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO P11 EXCEPTIONS EXIST , - • Page 7of7 Z:%CAD Files%3100-319913127 - Magnolia SFDtCALCStPlan I .A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Beds! Number: 100-320-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 12.75 FT 20.17 FT 5.00 Inches Material Properties Concrete Strength, f'c: 2,500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 6.8 Cubic Yards Prestressing Tendon: 229 Linear Feet Number of End Anchorages: 26 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 12.75 Feet 0. C. Number of Slab Tendons: 3 Slab Tendon Spacing: 4.38 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.09 Feet 0. C. Number of Slab Tendons: 5 Slab Tendon Spacing: 4.04 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 ZtCAD Fi!es3100-319913127 - Magnolia SFD%CALCSPlan 1 -A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Seilal Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: - 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load . 36,898 LB Bearing Area . 226 FT2 Applied Pressure on Soil 164 PSF Soil Pressure Safety Factor . 12.22 Prestress Summa Subgrade Friction calculated by method prescribed in PT! Manual • Short Long Direction Direction Number of Slab Tendons 5 3 Number of Beam Tendons. 3 2 Spacing of Slab Tendons (Feet) • 4.04 4.38 Center of Gravity of Concrete (from top of slab) (Inch) 4.78 5.11 Center of Gravity of Tendons (from top of slab) (Inch) 6.78 7.40 Eccentricity of Prestressing (Inch) -2.00 -2.29 Minimum Effective Prestress Force (K) 203.0 123.1 Beta Distance Effective Prestress Force (K) 202.2 .126.7 Minimum Effective Prestress (PS!) 123 114 Beta Distance Effective Prestress (PSI) 123 118 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.85 FT-K/FT Maximum Moment, Long Dir. (controlled by Em5.0 per PT! 4.3.2) 5.57 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 . 1.125 Actual Stress -0.153 -0.128 Actual Stress • 0.837 0.725 Stiffness Analysis -Center Lift Mode . Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (!nch 31,565 23,939 Required Moment of Inertia (Inch) 4,332 4,125 Required Moment of Inertia controlled by • Width Length Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.11 K/FT Maximum Shear, Long Direction . 1.98 K/FT Short Long Direction Direction Allowable Shear Stress (PS!) 145 143 Actual Shear Stress (PSI) 69 58 Page 20f7 Z:tCAD Filisl3100-31993127 - Magnolia SFDtCALCSlPien I -A5.pti . 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) 152.9 97.9 59.0 35.5 I 3.82 FT-K/FT 3.35 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.202 0.164 Short Long Direction Direction 31,565 23,939 5,652 4,967 Width Length 1.39 K/FT 1.46 K/FT Short Long Direction Direction 145 143 45 43 Short Long Direction Direction 92.0 65.1 38.5 21.4 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction - Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.080 -0.010 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (lnch ) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge 'Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 30f7 1%CAD Flles%3100-319913127.Magnolia SFDICALCSlPlen 1 -A5.pti 2:59:27 PM Build 100712 PTISIab3.2 Geostructural Tool Kit, Inc.- Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM - Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 1,648 1,077 Moment of Inertia (Inch4): 31,565 23,939 Section Modulus, Top (inch 3) 6,606 4,687 Section Modulus, Bottom (Inch3): 2,550 1,857 Center of Gravity of Concrete - from top (Inch): 4.78 5.11 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 7.40 Eccentricity of Prestress (inch): -2.00 -2.29 Beta Distance (Feet): 6.91 6.45 Equivalent Beam Depth (Inches): 17.16 Note:All Calculations above and other reported values which depend on depths use the equivalent depths as shown above.. Jacking Force: 33.05 KIPS Page 4of7 Z:ICAD FiIes3100-31993127 - Magnolia SFDICALCStPIan 1 - A5.pti - 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Seiial Number: 100-320-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: 'REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties Short Direction Type I Type II Quantity: 2 1 Depth: 180 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis 2,500.0 PSI 1,500,000.0 PSI 1450 PCF 270.0 KS! 1/2 Inch 12.75 FTx20.17FTx 5.00 Inches Short Direction Long Direction 5 3 Long Direction Type I Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5of7 Z:tCAD Files3100-319913127 -Magnolia SFD%CALCSIPIen I -A5.ptl . 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: • 720 Prestress Calculation Sub grade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 1 Page 6of7 Z:CAD Fiies3100-3199I3127 - Magnolia SFDtCALCSiPian 1 -A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 70f7 2%CAD Filest3100-31993127 - Magnolia SFDCALCSlPlan 1 -A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Regis(eredTo : Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocbn, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 35.50 FT 66.00 FT 5.00 Inches Material Properties Concrete Strength, fc: 2500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 53.2 Cubic Yards Prestressing Tendon: 1,604 Linear Feet Number of End Anchorages :• 66 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 2 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.83 Feet 0. C. Number of Slab Tendons 8 Slab Tendon Spacing: 4.50 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 5 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.00 Feet 0. C. Number of Slab Tendons: 14 Slab Tendon Spacing: 477 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 Z:CAD Flles3100-319913127 - Magnolia SFDCALCSlPlen 2 -AI.ptl 2:59:51 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area I Project Engineer: REM Geotechnica! Report: Geocon, Inc. Build 100712 Se,ial Number: 100-320-075 Project Number: 3127 Project Date: April 8, 2019 Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 301,887 LB Bearing Area 2071 FT2 Applied Pressure on Soil 146 PSF Soil Pressure Safety Factor 13.72 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 14 8 Number of Beam Tendons 7 4 Spacing of Slab Tendons (Feet) 4.77 4.50 Center of Gravity of Concrete (from top of slab) (Inch) 4.02 4.24 Center of Gravity of Tendons (from top of slab) (Inch) 5.92 6.14 Eccentricity of Prestressing (Inch) -1.91 -1.91 Minimum Effective Prestress Force (K) 481.0 241.4 Beta Distance Effective Prestress Force (K) 522.5 301.9 Minimum Effective Prestress (PSI) 98 90 Beta Distance Effective Prestress (PSI) 107 112 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.51 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.25 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.224 -0.184 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Allowable Stress 1.125 1.125 Actual Stress 1.063 0.894 Short Long Direction Direction 65,704 41,686 37,174 23,851 Width 6*Beta 2.64 K/FT 2.02 K/FT Short Long Direction Direction 140 138 129 90 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2 of 7 Z:CAD Files3100-319913127 - Magnolia SFDCALCStPIan 2 -AI.ptl 2:59:51 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320475 Project Title: Magnolia- Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechriical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued , Cracked Section Analysis -Center Lift Mode - Short Long Direction Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300. -0.300 Actual Stress -0.234 -0.169 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch2 Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Ede Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PS!) Cracked Section Analysis - EdUe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) 387.4 233.1 181.8 93.1 3.46 FT-K/FT 3.11 FT-K/FT 1.125 1.125 0.21 0.178 Short Long Direction Direction 65,704 .41,686 46,657 - 28,295 Width 6*Beta 1.45 K/FT 1.54 K/FT Short Long Direction Direction 140 138 71 68 Short Long Direction Direction 197.4 118.7 114.1 55.2 Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress Actual Stress Page 3of7 Z.%CAD Files3100.31993127 - Magnolia SFDlCALCSlPlan 2 -AI.pll • 2:59:51 PM - Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320.075 Project Title: Magnolia - Plan .2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES ShOrt Long Direction Direction Cross SectionalArea (Inch2): 4,885 2,691 Moment of Inertia (Inch4): 65,704 41,686 - Section Modulus, Top (Inch3): 16,358 9,837 Section Modulus, Bottom (Inch3): 5,476 3,350 Center of Gravity of Concrete - from top (Inch): 4.02 4.24 Center of Gravity of Prestressing Tendons - from top (Inch): 5.92 6.14. Eccentricity of Prestress (Inch): -1.91 -1.91 Beta Distance (Feet): 8.30 7.41 - Equivalent Beam Depth (Inches) :• 16.02 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as-shown above. Jacking Force: 33.05 KIPS Page 4of7 Z:CAD Files13100-319913127 - Magnolia SFDtDALCSPlan 2 -AI.ptl 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registemd To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area .1 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties . Rectangle Geometry: 35.50 FT 66.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 14 .8 Beam Properties Short Direction Long Direction Type I Type II Type! Type II Quantity: 2 5 2 2 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 120 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 5of7 Z:ICAD Files3100-319913127 - Magnolia SFD%CALCSiPlan 2 -AI.ptl • 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,ial Number: 100-320-075 Project Title: Magnolia -Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: - 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KS! Subgrade Friction coefficient: 0.75 Page 6of7 r ZiCAD Fi1es3100-31993127 - Magnolia SFDCALCSPlan 2- AI.ptl 2:59:51 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area I Build 100712 Serial Number: 100-320-075 Project Engineer : REM Project Number: 3127 Project Date: April 8, 2019. Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 70f7 Z:CAD Files3100-319913127 - Magnolia SFDtCALCSPlan 2 -AI.pti . 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,iel Number: 100-320-075 Project Title: Magnolla - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 36.00 FT 48.83 FT 5.00 Inches Material Properties Concrete Strength, t'c: Tendon Strength, Fpu: Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: In the LONG direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid 11 Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: In the SHORT directiOn Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: 2,500 PSI 270 KS! 1/2 Inch 39.8 Cubic Yards 1,180 Linear Feet 54 Type I Beam Type II Beam 2 • 2 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I • I 3.25 Inches 3.25 Inches 12.00 Feet 0. C. 8 4.57 Feet 0. C. 2.50 Inches from top of slab Type IBeam Type ilBeam 2 3 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I I 3.25 Inches 3.25 Inches 12.21 Feet 0. C. 10 - • 4.98 Feet 0. C. 2.50 Inches from top of slab Page lof7 Z:CAD Files%3100-319913127.Magnolia SFDCALCSlPlen 2 -A2.pti 3:00:10 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Projeôt Title: Magnolia - Plan 2-Area 2 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 226,085 LB Bearing Area 1,501 FT2 Applied Pressure on Soil . 151 PSF Soil Pressure Safety Factor 13.27 Prestress Summa Subgrade Friction calculated by method prescribed in PT! Manual Short Long. Direction Direction Number of Slab Tendons . . 10 8 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet) 4.98 4.57 Center of Gravity of Concrete (from top of slab) (Inch) 4.05 4.22 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 6.14 Eccentricity of Prestressing (Inch) -2.00 -1.92 Minimum Effective Prestress Force (K) 340.9 261.1 Beta Distance Effective Prestress Force (K) . 374.1 301.7 Minimum Effective Prestress (PSI) 94 96 Beta Distance Effective Prestress (PSI) 104 111 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.51 FT-K/FT Maximum Moment, Long Dir. (controlled by Em5.0 per PT! 4.3.2) 5.25 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 . -0.300 Allowable Stress 1.125 1.125.. Actual Stress -0.218 . -0.183 Actual Stress . 1.047 0.921 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 . Short Long Direction Direction Available Moment of Inertia (lnch) . 50,597 41,836 Required Moment of Inertia (Inch) 27,900 24,217 Required Moment of Inertia controlled by . Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.78 K/FT Maximum Shear, Long Direction . 1.99 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 139 139 Actual Shear Stress (PSI) . . 138 89 Page2of7 Z:tCAD Files3100-31993127 - Magnolia SFDCALCSlPlen 2 -A2ptI 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 \ Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Short Long Direction Direction 284.7 233.1 134.6 94.5 3.50 FT-K/FT 3.12 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.239 -0.156 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (lnch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edqe Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PS!) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Allowable Stress 1.125 1.125• Actual Stress 0.204 • 0.181 Short Long Direction Direction 50,597 41,836 35,398 28,816 Width 6*Beta 1.46 K/FT 1.50 K/FT Short Long Direction Direction 139 139 73 68 Short Long Direction Direction 145.0 118.7 85.4 562 Page 3of7 Z:tCAD Files3100-31993127 - Magnolia SFDICALCStPlan 2 -A2.ptl 3:00:10 PM Ed PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited . Build 100712 Seiial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date.: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 3,612 2,721 Moment of Inertia (Inch4): . 50,597 41,836 Section Modulus, Top (Inch3): 12,501 9,917 Section Modulus, Bottom (Inch3): 4,103 3,357 Center of Gravity of Concrete -,from top (Inch): .4.05 4.22 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 . 6.14 Eccentricity of Prestress (Inch): -2.00 -1.92 Beta Distance (Feet): . 7.78 7.42 Equivalent Beam Depth (Inches): • 16.38 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: • 33.05 KIPS Page 40f7 Z:tCAD Files3100-31993127 - Magnolia SFDtCALCSiPlan 2 -A2.ptl 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: 2,500.0 PS! Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: . 270.0 KSI Tendon Diameter: 1/2 Ináh Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 36.00 FT 48.83 FT 5.00 Inches Short Direction Long Direction 10 8 Long Direction Type! Type II 2 2 18.0 15.0 Inches 12.0 12.0 Inches. 1 3.00 3.00 Inches Short Direction Type I Type II Quantity: 2 3 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis Page 5of7 ZICAD FlIes3100-319913127 - Magnolia SFDCALCSPlan 2 -A2.ptl 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. RepOrt Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable. Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement,. Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Prooerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 6of7 Z:CAD Filesl3I00-31993127 - Magnolia SFDCALCSPlan 2 -A2.ptl - 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Seal Number: 100-320-075 Project Title: Magnolia - Plan 2- Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7of7 Z:ICAD FiIes3100-319913127 - Magnolia SFDCALCStPlen 2- A2.pti I 3:00:10 PM Build 100712 .PTIS!ab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date:. April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 16.00 FT 81.75 FT 5.00 Inches Material Properties Concrete Strength, t'c: Tendon Strength, Fpu Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: In the LONG direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid Beam Spacing: Number of Slab Tendons: Slab• Tendon Spacing: Slab Tendon Centroid: In the SHORT direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: 2,500 PSI 270 KSl 1/2 Inch 32.9 Cubic Yards 1,036 Linear Feet 64 Type I Beam Type II Beam 2 1. 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I I 3.25 Inches 3.25 Inches 8.00 Feet 0. C. 4 4.00 Feet 0. C. 2.50 Inches from top of slab Type IBeam Type ilBeam 2 6 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches 1. 1 3.25 Inches 3.25 Inches 11.68 Feet 0. C. 17 4.86 Feet 0. C. 2.50 Inches from top of slab Page lof7 Z:tCAD liles%3100-31993127 . Magnolia SFDCALCSlPlan 2 .A3.ptl 3:00:29 PM Build 100712 PTISIab 3,2 Geostructuràl Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075. Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 181,080 LB Bearing Area 1,265 FT2 Applied Pressure on Soil 143 PSF Soil Pressure Safety Factor 13.97 Prestress Summary Sub grade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 17 4 Number of Beam Tendons 8 3 Spacing of Slab Tendons (Feet) 4.86 4.00 Center of Gravity of Concrete (from top of slab) (Inch) 3.90 5.19 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 7.39 Eccentricity of Prestressing (Inch) -1.85 -2.20 Minimum Effective Prestress Force (K) 617.3 138.1 Beta Distance Effective Prestress Force (K) . 613.7 178.3 Minimum Effective Prestress (PSI) . 104 99 Beta Distance Effective Prestress (PSI) 103 128 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.00 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5. 0 per PT! 4.3.2) 4.76 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.210 -0.115 Actual Stress Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (Inch ) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) 1.125 1.125 1.070 0.593 Short Long Direction Direction 75,037 29,539 18,826 8,947 Width 6*Beta 2.32 K/FT 1.58 K/FT Short Long Direction Direction. 141 140 124 41 Page 2 of 7 Z:%CAD Fi1es3100-31993127 - Magnolia SFDlCALCSiPlan 2 -A3.pti 3:00:29 PM 1.125 1.125 0.217 0.148 Short . Long Direction Direction 75,037 29,539 25,506 11,488 Width 6*Beta 1.36 K/FT 1.59 K/FT Short Long Direction Direction• .141 140 73 41 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 3 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edqe Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction 463.4 123.9 204.3 38.1 3.39 FT-K/FT 3.06 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.245 -0.016 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness. Coefficient of 720 Available Moment of Inertia (lnch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edqe Lift Mode Short Long Dire ótion Direction Cracked Section Capacity (FT-K) 223.5 91.9 0.5 Moment (FT-K) 138.4 24.4 Page 30f7. 1%CAD Files13100-31993127 - Magnolia SFDCALCStPlan 2 -A3.ptl 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,iaI Number: 100-320-075 Project Title: Magnolia -Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION SELECTED VARIABLES Short Long Direction Direction Cross SectionalArea (Inch 2) 5,951 1,398 Moment of Inertia (Inch 4) 75,037 29,539 Section Modulus, Top (Inch3): 19,254 5,694 Section Modulus, Bottom (Inch3): 6,253 2,467 Center of Gravity of Concrete . from top (Inch): 3.90 5.19 Center of Gravity of Prestressing Tendons - from top (Inch): 5.75 7.39 Eccentricity of Prestress (Inch): -1.85 -2.20 Beta Distance (Feet): 8.58 6.80 Equivalent Beam Depth (Inches): 15.90 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 40f7 Z:CAD Files13100-319913127 - Magnolia SFD%CALCSPIan 2 -A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Seiial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KS! Tendon Diameter: 1/2 Inch Slab Properties Rectangle GeOmetry: 16.00 FT 81.75 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 17 4 Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 6 2 1 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 50f7 1%CAD Files13100-319913127 - Magnolia SFDcALCSiPlan 2 -A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,fel Number: 100-320475 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geoteci,nicaI Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Pronerties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Diffepeñtial Soil Movement, Ym: , 0.300 Inches 0.610 Inches Load. Deflection and Subarade Proóerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Sub grade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KSl Subgrade Friction Coefficient: 0.75 Page 6 of 7 LICAD Files%3100-319913127 - Magnolia SFDCALCStPlan 2 -A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan ,2 -Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elementé of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO P11 EXCEPTIONS EXIST' I 0 C Page 7of7 - Z:ICAD Files3100-319913127 - Magnolia SFDCALCSlPIan 2 -A3.ptl 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit Inc. Registered To: Post-Tension Design Unhmited Sesial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 15.00 FT 75.00 FT 5.00 Inches Material Properties Concrete Strength, f's: 2500 PS! Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 26.9 Cubic Yards Prestressing Tendon: 887 Linear Feet Number of End Anchorages: 62 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: 1 0 Beam Tendon Centroid: 3.25 Inches 0.00 Inches Beam Spacing: 15.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 3.67 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 : 6 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.71 Feet 0. C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.44 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:%CAD Files3100-319913127 - Magnolia SFD%CALCSPlan 2 -A4.pti 3:45:14 PM Build 100712 - PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,ial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING: ALL VALUES WITHIN ALLOWABLE LIMITS. CENTER LIFT MODE: BENDING STRESS IN SHORT DIRECTION (COMPRESSION): 6.9% EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2of7 Z:CAD Files3100-319913127 - Magnolia SFDCALCSPlen 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,lal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 150,226 LB Bearing Area 949 FT2 Applied Pressure on Soil 158 PSF Soil Pressure Safety Factor 12.63 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 17 4 Number of Beam Tendons 8 2 Spacing of Slab Tendons (Feet) 4.44 3.67 Center of Gravity of Concrete (from top of slab) (Inch) 4.00 4.82 Center of Gravity of Tendons (from top of slab) (Inch) 6.75 6.58 Eccentricity of Prestressing (Inch) -1.75 -1.77 Minimum Effective Prestress Force (K) 626.1 120.3 Beta Distance Effective Prestress Force (K) 620.6 152.9 Minimum Effective Prestress (PS!) 113 99 Beta Distance Effective Prestress (PS!) 112 126 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 6.25 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.95 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.254 -0.148 Actual Stress 1.203 0.776 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch ) 73,363 25,035 Required Moment of Inertia (Inch) 20,258 10,069 Required Moment of Inertia controlled by Width 6*Be1a Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.21 K/FT• Maximum Shear, Long Direction 2.50 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 143 140 Actual Shear Stress (PSI) 108 87 - Page 3of7 2CAD F643100-319913127 - Magnolia SFD%CALCSPlan 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 • Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 463.5 128.3 0.5 Moment (FT-K) 234.5 44.7 Moment Analysis - Edige Lift Mode Maximum Moment, Short Direction 3.74 FT-K/FT Maximum Moment, Long Direction 3.38 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.256 -0.109 Actual Stress 0.237 0.175 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (lnch) 73,363 25,035 Required Moment of Inertia (Inch) 24,260 11,427 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edqe Lift Mode Maximum Shear, Short Direction 1.36 K/FT Maximum Shear, Long Direction 1.59 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 143 140 Actual Shear Stress (PSI) • 67 55 Cracked Section Analysis - Ede Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 223.5 • 65.1 0.5 Moment (FT-K) • 140.4 25.3 Page 4of7 Z:%CAD Files%3100-319913127 - Magnolia SFDCALCS%PIan 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title.: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: . 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross SéctionalArea (Inch 2) 5,546 1,212 Moment of Inertia (Inch 4) 73,363. 25,035 Section Modulus, Top (Inch3): . 18,343 5,197 Section Modulus, Bottom (Inch3): 6,166 . 1,899 .Center of Gravity of Concrete - from top (Inch): 4.00 4.82 Center of Gravity of Prestressing Tendons - from top (Inch): . 5.75 6.58 Eccentricity of Prestress (Inch): . . -1.75 -1.77 Beta Distance (Feet): 8.54 6.52 Equivalent Beam Depth (Inches): 15.90 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 5 of 7 Z:tCAD Files3100-319913127 - Magnolia SF0 CALCS%Plen 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01• SUMMARY OF INPUT DATA Material Proverties Concrete Strength, f: 2500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KS! Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 15.00 FT 75.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 17 4 Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 6 2 0 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I 1 0 Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6of7 Z:ICAD Files13100-319913127 - Magnolia SFD%CALCSlPlan 2 -A4.ptl 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil ProDerties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Pronerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: . 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 7 of 7 Z:CAD Filesl3loo-3199%3127.Magnolia SFDCALCSPlan 2 -A4.pti 3:45:14 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered jb : Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 Build 100712 Senel Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 15.00 FTx 21.00 FTx 5.00 Inches Material Properties. Concrete Strength, f: 2500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 8.0 Cubic Yards Prestressing Tendon: 274 Linear Feet Number Of End Anchorages: 28 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beéms: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 15.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 3.67 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 325 Inches 3.25 Inches Beam Spacing: 10.50 Feet 0. C. Number of Slab Tendons: 5 Slab Tendon Spacing: 4.25 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 Z:tCAD Files%3100-319913127 - Magnolia SFDCALCSPlan 2 -A5.ptl 3:01:11 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 Build 100712 Seslal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 43,957 LB Bearing Area 264 FT2 Applied Pressure on Soil 166 PSF Soil Pressure Safety Factor 12.03 Prestress Summaty Sub grade Friction calculated by method prescribed in PTI Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) Short Direction Long Direction 5 4 3 2 4.25 3.67 4.71 4.82 6.78 6.58 -2.07 -1.77 201.2 148.0 202.1 152.4 119 122 119 126 6.15 FT-K/FT 5.86 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSl) Short Long Short. Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.172 -0.131 Actual Stress 0.885 0.815, Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (lnch) 31,915 25,035 Required Moment of Inertia (Inch) 5,579 5,314 Required Moment of Inertia controlled by Width Length Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.22 K/FT Maximum Shear, Long Direction 2.23 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 144 144 Actual Shear Stress (PSI) - 76 77 Page 2 of 7 Z:%CAD liIes13100-31993127 - Magnolia SFDtCALCSPlan 2 -A5.ptl 3:01:11 PM PTISIab 3.2 Geostructural Tool Kit, .Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.100 -0.063 Stiffness Analysis - EdGe Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 152.9 128.3 64.6 43.9 3.88 FT-K/!T 3.41 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.201 0.19 Short Long Direction Direction 31,915 25,035 7,034 6,182 Width Length 1.40 K/FT • 1.46 K/FT Short Long Direction Direction 144 144 48 51 Short Long Direction Direction 92.1 65.1 40.7 25.6 Page 3 of 7 ZCAD Files3100-319913127 -Magnolia SFD%CALCSIPIan 2- A5.pti • 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geoáon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION -, SELECTED VARIABLES Short Long Direction Direction Cross SectionalArea (Inch 2) 1,698 1,212 Moment of Inertia (inch 4): 31,915 25,035 Section Modulus, Top (Inch3): 6,774 5,197 Section Modulus, Bottom (Inch3): 2,565 1,899 Center of Gravity of Concrete - from top (Inch): 4.71 4.62 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 6.58 Eccentricity of Prestress (Inch): -2.07 -1:77 Beta Distance (Feet): 6.93 6.52 Equivalent Beam Depth (Inches): 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4of7 Z:tCAD Flles3100-319913127 - Magnolia SFDtCALCStPIan 2 -A5.ptl 1 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia -Plan 2 -Area 5 Project Engineer: REM Project Number: 312.7. Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. . Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties . . Concrete Strength, t: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: . 145.0 PCF Tendon Strength, Fpu: . 270.0 KS! Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 15.00 FTx 21.00 FTx 5.00 Inches Short Direction Long Direction Number of Slab Tendoqs: 5 . Beam Properties . Short Direction Long Direction Type! Type!! Type'I Type!! Quantity: 2 1, 2 0 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 : 3.00 Inches Average beam spacing used in analysis Page 5of7 %CAD FiIest3100-31993127 - Magnolia SFDCALCStPlan 2 -A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Prooertiès Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Proverties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360. Edge Lift: . . 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 60f7 Z:CA.D FiIes3100-319913127 - Magnolia SFD%CALCSPIan 2 -A5.ptl 3:01:11 PM - Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST 3:01:11 PM GEOCON INCORPORATED GEOfECHNICAL • ENVIIRO' NM.ENtAL • MATERIALS Project No. G2192-52-01 September 10, 2019 Revised October 2, 2019 RECEIVED Ashton 3, LLC OCT 15 2019 5 Hoya Street CITY OF CARLSBAD Rancho Mission Viejo, California 92694 BUILDING DIVISION Attention: Mr. Taylor Ashton Subject: POST-TENSIONED FOUNDATION PLAN REVIEW * MAGNOLIA-BRADY DEVELOPMENT 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA References: 1. Geotechnical Investigation, 1534 Magnolia Avenue, Carlsbad, California, prepared by Geocon Incorporated, dated January 17, 2017 (Project No. G2192-52-01). 2. Post-Tensioned Foundation Plans for: Magnolia SFD [Lots 1 Through 7], Carlsbad, California, prepared by PTDU, Inc., dated May 8, 2019, revised September 4, 2019 (Job No. 3127). Dear Mr. Ashton: In accordance with your request, we reviewed the referenced post-tensioned foundation plans for the proposed Magnolia-Brady residential development in the City of Carlsbad, California. Based on our review of the referenced plans and the information contained within the referenced geotechnical report, we opine the post-tensioned foundation plans and details have been prepared in substantial conformance with the recommendations presented in the referenced geotechnical report. The referenced plans should include a reference to our finalized report for the project, dated January 17, 2019. Additionally, we understand that the foundation engineer has opted not to use reinforcing steel at the bottom of perimeter footings or interior stiffener beams, as we provided as an option in our referenced report. We limited our review to geotechnical aspects of project development and the review did not include other details on the referenced plans. Geocon Incorporated has no opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of site development. 6960 Fiañdérs Drive 0 San Diégô CáI1foniö 121294 • Telephone 858.5869bO 0 Pd )(,658.559.6,150 If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED 1aL Matt e S hawn Foy Weedon PE 8 154 MRLSWdrnc GE 271,..smuu¼.I% cfi 154: CD No. 2714 Geocon Project No. G1966-52-01 -2- September 10, 2019 Revised October 2, 2019 GEOCON INCORPORATED GEOTECHNICAL a ENVPRONMENTAL • M A I ER I A LS Project No. G2192-52-01 October 2, 2019 Ashton 3, LLC RECEIVED Hoya Street Rancho Mission Viejo, California 92694 OCT 152019 Attention: Mr. Taylor Ashton CITY OF CARLSBAD Subject: ROUGH GRADING PLAN REVIEs(jILDlNG DIVI SION MAGNOLIA-BRADY DEVELOPMENT 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA References: 1. Geotechnical Investigation, 1534 Magnolia Avenue, Carlsbad, California, prepared by Geocon Incorporated, dated January 17, 2017 (Project No. G2192-52-01). 2. Rough Grading Plans for: Magnolia-Brady, Carlsbad, California, prepared by Civil Landworks, dated June 27, 2019 (Grading Plan No. GR2018-0047; Project No. CT2018-0003). Dear Mr. Ashton: In accordance with the request of Mr. Gary Arnold with Pebble Creek Companies, we reviewed the referenced grading plans for the proposed Magnolia-Brady residential development in the City of Carlsbad, California. Based on our review of the referenced plans and the information contained within the referenced geotechnical report, we opine the grading plans and details have been prepared in substantial conformance with the recommendations presented in the referenced geotechnical report. We limited our review to geotechnical aspects of project development and the review did not include other details on the referenced plans. Geocon Incorporated has no opinion regarding other details found on the referenced plans, civil or otherwise, that do not directly pertain to geotechnical aspects of site • development. ( If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED 4 Matoj #.ove PE 84154 MRL:SFW:dmc (e-mail) Addressee AI , _—hawn oy Weedon GE 2714 6960 Flanders Drive • San DiegO, California 92i21.294 • lelephone858.556.6900 0 Fax 858.558.6159 ( HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY April 18, 2019 Project No. 8769.1 Log No. 20412 City of Carlsbad Community & Economic Development 1635 Faraday Avenue Carlsbad, California 92008 r i Attention: Ms. Jennifer Horodyski, T. E. R r r' I V s_ Subject: THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) MAY 2 12019 Proposed 7-Lot Residential Development CITY OF CARLSBAD 1534 Magnolia Avenue BUILDING DIVISION Carlsbad; California Project ID: CT 2018-00031 OR 2018-0047, ROW 2018-0828 References: Attached Dear Ms. Horodyski: In accordance with your request, Hetherington Engineering, Inc.has provided_third-party geotechnical review of Reference 5 Thè"Getëliñicil€onsultantthasetespondIdto1ouit prior,acquinientstand4w,oh _4 As noted by the Geotechnical Consultant, the precise grading, structural and improvements plans should be reviewed by the Geotechnical Consultant when available. Obeivation and testing by the Geotechnical Consultant during grading and construction should be required to verify anticipated conditions or to revise the geotechnical recommendations as considered necessary. A final geotechnical report of grading and construction should be required. The opportunity to be of service is sincerely appreciated. If you have any questions regarding this report, please contact this office at your convenience. Sincerely, HETHERINGT ENGINEERING, INC. etheri Civil Engineer 30 88 ((( No 397 Geotechnical Engi nee ?p. Date______ I (expires 3/31120) Distribution: I-via e-mail 5365 Avenida Encinas, Suite A o Carlsbad, CA 92008-4369 (760) 931-1917 ° Fax (760) 931-0545 333 Third Street, Suite 2 ° Laguna Beach, CA 92651-2306 (949) 715-5440 v Fax (760) 931-0545 www.hetheringtonengineering.com ât11A. Bogseth rofessional Geologisi ertified Engineering ertified Hydrogeolo expires 3/31/20) REFERENCES 1. "Geotechnica1 Investigation: . 1534 agno1ia Avërue, Car1bad,, California", by Geocon,'lnc., dated JanuãEy 17,201& agP1aPsf6r Magnolia - Brad r, bivil'Land*orks, plOt date November 17 2018. (3-Shefs. 3. nivëñiiit P1aU Fth Brady. Circle and Magrio1ia Avcnue',. 'by ¶ii;ij Landworks, undated (3-Sheets) 4 "1 hud-Party Geotecirnical Review Pioposed 7-Lot' Residential eveloprnent, J-53 1Catisbad, 'California, Piojct ID CT 2018-003, GR 2018-0047, ROW 2018-0828", by Hethjngtoñ Engineering, mc, dai Dpmberl9, 201& 5 "Response to city conthients - Gradifig Pláhs, 1534 MagnoliaAvenue, Cahforiiia, Ca1ifornia', b GëOcon, mc, dated February 6 2019 Project 1,16. 8769.1 Log No. 20412 HETHEDSGTOI EkGliERII%!, llC. RECEIVED MAY 2 1 2019 CITY OF CARLSBAD BUILDING DIVISION GEOTECHNICAL INVESTIGATION 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PREPARED FOR ASTHON 3, LLC RANCHO MISSION VIEJO, CALIFORNIA JANUARY 17, 2018 PROJECT NO. G2192-52-01 GEOCON INC 0 :R P0 RATE D GEOTECHNICAL • ENvJ:Ro.NMEN:TA:L u M A I F R I A IS Project No. G2192-52-01 January 17, 2018 Ashton 3, LLC 5 Hoya Street Rancho Mission Viejo, California 92694 Attention: Mr. Taylor Ashton Subject: GEOTECHNICAL INVESTIGATION 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA Dear Mr. Ashton: In accordance with your request, we performed this geotechnical investigation for the proposed 7-lot residential development in Carlsbad, California. The accompanying report presents the results of our study and our conclusions and recommendations regarding the geotechnical aspects of project development. The results of our study indicate that the site can be developed as planned, provided the recommendations of this report are followed. Should you have questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. - Very truly yours, GEOCON INCORPORATED Matt . ee~ RCE 84154 hawn Foy OW)e led o GE 2714 EG 1524 JOHN 1 HOOBS No. 1524 ø CL CERTIFIED * ENGINEERING * GEOLOGIST OPC MRL:SFW:JIH:dmc (e-mail) Addressee (3) Mr. Robert C. Ladwig 6960 FIwders Drive 0 San Diego, California 92121-294 0 Telephone 858.586900 U Fax 858.558.6159 TABLE OF CONTENTS PURPOSE AND SCOPE .1 SITE AND PROJECT DESCRIPTION ........................................................................................... 1 GEOLOGIC SETTING....................................................................................................................2 SOIL AND GEOLOGIC CONDITIONS ........................................................................................2 4.1 Undocumented Fill (Qudf) ....................................................................................................2 4.2 Old Paralic Deposits (Qop)....................................................................................................2 GROUNDWATER..........................................................................................................................3 GEOLOGIC HAZARDS .................................................................................................................3 6.1 Faulting and Seismicity.........................................................................................................3 6.2 Ground Rupture.....................................................................................................................5 6.3 Liquefaction...........................................................................................................................5 6.4 Seiches and Tsunamis............................................................................................................6 6.5 Landslides..............................................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS...........................................................................7 7.1 General...................................................................................................................................7 7.2 Excavation and Soil Characteristics ......................................................................................8 7.3 Grading..................................................................................................................................9 7.4 Temporary Excavations.......................................................................................................10 7.5 Seismic Design Criteria.......................................................................................................10 7.6 Shallow Foundations...........................................................................................................12 7.7 Concrete Slabs-on-Grade ..................................................................................................... 13 7.8 Post-Tensioned Foundation System Recommendations......................................................14 7.9 Concrete Flatwork...............................................................................................................16 7.10 Retaining Walls...................................................................................................................17 7.11 Lateral Loading....................................................................................................................18 7.12 Preliminary Pavement Recommendations...........................................................................19 7.13 Site Drainage and Moisture Protection................................................................................22 7.14 Grading, Improvement and Foundation Plan Review..........................................................22 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figure 3, Wall/Column Footing Dimension Detail Figure 4, Typical Retaining Wall Drain Detail APPENDIX A FIELD INVESTIGATION Figures A-I - A-9, Exploratory Trench Logs TABLE OF CONTENTS (Concluded) APPENDIX B LABORATORY TESTING Table B-I, Summary of Laboratory Maximum Density and Optimum Moisture Content Results Table B-H, Summary of Laboratory Direct Shear Results Table B-Ill, Summary of Laboratory Expansion Index Test Results Table B-N, Summary of Laboratory Water-Soluble Sulfate Test Results Table B-V, Summary of Laboratory Resistance Value (R-Value) Test Results Figure B-i, Gradation Curves APPENDIX C STORM WATER MANAGEMENT INVESTIGATION APPENDIX D RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of our geotechnical investigation for the proposed residential development located at 1534 Magnolia Avenue in the City of Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this geotechnical investigation is to evaluate the surface and subsurface soil conditions, general site geology, and to identify geotechnical constraints that may impact the planned improvements to the property. In addition, this report provides recommendations for the 2016 CBC seismic design criteria, grading, pavement, shallow foundations, concrete slabs-on-grade, concrete flatwork, retaining walls, lateral loads, and storm water best management practices (BMP) recommendations; and discussions regarding the local geologic hazards including faulting and seismic shaking. This report is limited to the area proposed for the construction of the new development and associated improvements as shown on the Geologic Map, Figure 2. We used the preliminary grading plan prepared by Civil Landworks (2018) as the base for the Geologic Map. The scope of this investigation included reviewing readily available published and unpublished geologic literature (see List of References); performing engineering analyses; and preparing of this report. We also advanced 9 exploratory trenches to a maximum depth of about 12 feet, performed percolation/infiltration testing, sampled soil and performed laboratory testing. Appendix A presents the exploratory trench logs and details of the field investigation. The details of the laboratory tests and a summary of the test results are shown in Appendix B and on the trench logs in Appendix A. Appendix C presents a summary of our storm water management investigation. 2. SITE AND PROJECT DESCRIPTION The site is located at the northeast corner of Magnolia Avenue and Brady Circle and can be accessed from both streets. A residential structure exists in the northeast corner of the site. The remainder of property is covered with seasonal grasses and shrubs and appears to have remained undeveloped for at least the last 50 years. The property is relatively flat and gently descends to the southwest at elevations of about 150 to 160 feet above mean sea level (MSL). We understand the planned development includes constructing 7 residential lots with associated utilities, driveways, storm water basins and landscaping. Access to the lots will be from Brady Circle. Maximum cut and fill depths are on the order of 2 feet across the site and up to 5 feet for the proposed biofiltration basins. We expect the proposed structures would likely be supported on conventional shallow or post-tensioned foundation systems founded in properly compacted fill. Project No. G2192-52-01 - 1 - January 17, 2018 Individual lot storm water management devices will be constructed on the property and will likely be extended into the Old Paralic Deposits materials. 3. GEOLOGIC SETTING The site is located in the western portion of the coastal plain within the southern portion of the Peninsular Ranges Geomorphic Province of southern California. The Peninsular Ranges is a geologic and geomorphic province that extends from the Imperial Valley to the Pacific Ocean and from the Transverse Ranges to the north and into Baja California to the south. The coastal plain of San Diego County is underlain by a thick sequence of relatively undisturbed and non-conformable sedimentary rocks that thicken to the west and range in age from Upper Cretaceous through the Pleistocene with intermittent deposition. The sedimentary units are deposited on bedrock Cretaceous to Jurassic age igneous and metavolcanic rocks. Geomorphically, the coastal plain is characterized by a series of twenty-one, stair-stepped marine terraces (younger to the west) that have been dissected by west flowing rivers. The coastal plain is a relatively stable block that is dissected by relatively few faults consisting of the potentially active La Nacion Fault Zone and the active Rose Canyon Fault Zone. The Peninsular Ranges Province is also dissected by the Elsinore Fault Zone that is associated with and sub-parallel to the San Andreas Fault Zone, which is the plate boundary between the Pacific and North American Plates. 4. SOIL AND GEOLOGIC CONDITIONS We encountered undocumented fill (Qudf) associated with the existing development overlying Old Paralic Deposits (Qop). The trench logs (Appendix A) and the Geologic Map (Figure 2), show the approximate occurrence, distribution, and description of each unit encountered during our field investigation. The surficial soil and geologic units are described herein in order of increasing age. 4.1 Undocumented Fill (Qudf) We encountered undocumented fill in all of our exploratory trenches that varied in thickness between '/2 and 3 feet. The fill generally consists of loose, dry to damp, light brown to reddish brown, silty sand and possess a "very low" to "low" expansion potential (expansion index of 50 or less). These materials are unsuitable in their present condition, and will require remedial grading in the areas of the proposed improvements. 4.2 Old Paralic Deposits (Qop) The Quaternary-age Old Paralic Deposits exist below the undocumented fill across the site. These deposits generally consist of medium dense to dense, light to dark reddish brown and olive brown, silty to clayey, fine to medium sand and stiff, olive brown, sandy clay. The Old Paralic Deposits typically possess a "very low" to "medium" expansion potential (expansion index of 90 or less) and a Project No. G2192-52-01 -2 - January 17, 2018 "SO" sulfate class. The Old Paralic Deposits are considered acceptable to support the planned fill and foundation loads for the development. 5. GROUNDWATER We did not encountered groundwater during our field investigation to the maximum depth explored of 12 feet. We expect groundwater is present at depths of greater than 50 feet. We do not expect groundwater to significantly impact project development as presently proposed. It is not uncommon for groundwater or seepage conditions to develop where none previously existed. Groundwater and seepage is dependent on seasonal precipitation, irrigation, land use, among other factors, and varies as a result. Proper surface drainage will be important to future performance of the project. 6. GEOLOGIC HAZARDS 6.1 Faulting and Seismicity Based on our site investigation and a review of published geologic maps and reports, the site is not located on known active, potentially active or inactive fault traces as defined by the California Geological Survey (CGS). The CGS considers a fault seismically active when evidence suggests seismic activity within roughly the last 11,000 years. According to the computer program EZ-FRISK (Version 7.65), 10 known active faults are located within a search radius of 50 miles from the property. We used the 2008 USGS fault database that provides several models and combinations of fault data to evaluate the fault information. The Rose Canyon Fault zone and the Newport-Inglewood Fault are the closest known active faults, located approximately 7 miles west of the site. Earthquakes that might occur on the Newport-Inglewood or Rose Canyon Fault Zones or other faults within the southern California and northern Baja California area are potential generators of significant ground motion at the site. The estimated deterministic maximum earthquake magnitude and peak ground acceleration for the Newport-Inglewood Fault are 7.5 and 0.36g, respectively. Table 6.1.1 lists the estimated maximum earthquake magnitude and peak ground acceleration for the most dominant faults in relationship to the site location. We calculated peak ground acceleration (PGA) using Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007). NGA USGS 2008 acceleration-attenuation relationships. Project No. G2192-52-01 -3 - January 17, 2018 TABLE 6.1.1 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Distance from Site (miles) Maximum Earthquake Magnitude (Mw) Peak Ground Acceleration Boore- Atkinson 2008 (g) Campbell- Bozorgnia 2008 (g) Chiou- Youngs 2007(g) Newport-Inglewood 7 7.50 0.30 0.29 0.36 Rose Canyon 7 6.90 0.26 0.28 0.30 Coronado Bank 21 7.40 0.15 0.11 0.13 Palos Verdes Connected 21 7.70 0.17 0.12 0.15 Elsinore 22 7.85 0.17 0.12 0.16 Palos Verdes 35 7.30 0.10 0.07 0.07 San Joaquin Hills 35 7.10 0.09 0.09 0.07 Earthquake Valley 43 6.80 0.06 0.05 1 0.04 San Jacinto 47 7.88 0.10 0.07 0.09 Chino 47 6.80 0.06 0.04 0.03 We used the computer program EZ-FRISK to perform a probabilistic seismic hazard analysis. The computer program EZ-FRISK operates under the assumption that the occurrence rate of earthquakes on each mappable Quaternary fault is proportional to the faults slip rate. The program accounts for fault rupture length as a function of earthquake magnitude, and site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in the analysis. Table 6.1.2 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence. Project No. G2192-52-01 -4- January 17, 2018 TABLE 6.1.2 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence Peak Ground Acceleration Boore-Atkinson, 2008 (g) Campbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2007 (g) 2% in a 50 Year Period 0.44 0.44 0.50 5% in a 50 Year Period 0.32 0.32 1 0.35 10% in a 50 Year Period 0.24 0.23 1 0.25 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including the frequency and duration of motion and the soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the 2016 California Building Code (CBC) guidelines currently adopted by the City of Carlsbad. The site could be subjected to moderate to severe ground shaking in the event of a major earthquake on any of the referenced faults or other faults in Southern California. With respect to seismic shaking, the site is considered comparable to the surrounding developed area. 6.2 Ground Rupture Ground surface rupture occurs when movement along a fault is sufficient to cause a gap or rupture where the upper edge of the fault zone intersects the earth surface. The potential for ground rupture is considered to be negligible due to the absence of active faults at the subject site. 6.3 Liquefaction Liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soil is cohesionless or silt/clay with low plasticity, groundwater is encountered within 50 feet of the surface, and soil relative densities are less than about 70 percent. If the four of the previous criteria are met, a seismic event could result in a rapid pore-water pressure increase from the earthquake-generated ground accelerations. Seismically induced settlement may occur whether the potential for liquefaction exists or not. The potential for liquefaction and seismically induced settlement occurring within the site soil is considered to be very low due to the age and dense nature of the Old Paralic Deposits and the lack of a permanent groundwater table within the upper 50 feet. Project No. G2192-52-01 - 5 - January 17, 2018 6.4 Seiches and Tsunamis Seiches are free or standing-wave oscillations of an enclosed water body that continue, pendulum fashion, after the original driving forces have dissipated. Seiches usually propagate in the direction of longest axis of the basin. The site located approximately 1 mile from Agua Hedonia Lagoon and is at a minimum elevation of approximately 150 feet above Mean Sea Level (MSL); therefore, the potential of seiches to occur is considered to be very low. A tsunami is a series of long-period waves generated in the ocean by a sudden displacement of large volumes of water. Causes of tsunamis may include underwater earthquakes, volcanic eruptions or offshore slope failures, the property is at an elevation of above 150 feet MSL and about 1 mile from the Pacific Ocean. Therefore, the potential for the site to be affected by a tsunami is negligible. 6.5 Landslides We did not observe evidence of ancient landslide deposits at the site during the geotechnical investigation. Based on observations during our field investigation, it is our opinion that landslides are not present at the subject property or at a location that could impact the proposed development. I Project No. G2192-52-01 -6 - January 17, 2018 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 From a geotechnical engineering standpoint, we opine the site is suitable for the proposed residential development provided the recommendations presented herein are implemented in design and construction of the project. 7.1.2 With the exception of possible moderate to strong seismic shaking, we did not observe significant geologic hazards or know of them to exist on the site that would adversely affect the proposed project. 7.1.3 Our field investigation indicates the site is underlain by undocumented fill overlying Old Paralic Deposits. The undocumented fill is unsuitable in the present condition and will require remedial grading where improvements are planned as discussed herein. We should evaluate the actual extent of unsuitable soil removal in the field during the grading operations. 7.1.4 We did not encounter groundwater during pur field investigation to the maximum depth explored of 12 feet. We anticipate that groundwater is present at depths greater than 50 feet. We do not expect groundwater to significantly impact project development as presently proposed. 7.1.5 The proposed development can be supported on conventional shallow or post-tensioned foundations bearing in compacted fill materials. 7.1.6 We performed a storm water management investigation to help evaluate the potential for infiltration on the property. Based on the infiltration rates measured during our field investigation, we opine full infiltration on the property should be considered infeasible. However, partial infiltration may be considered feasible within the Old Paralic Deposits as discussed in Appendix C. 7.1.7 Based on our review of the conceptual project plans, we opine the planned development can be constructed in accordance with our recommendations provided herein. We do not expect the planned development will destabilize or result in settlement of adjacent properties. Project No. G2192-52-01 -7- January 17, 2018 7.2 Excavation and Soil Characteristics 7.2.1 Excavation of the undocumented fill and Old Paralic Deposits should be possible with light to moderate effort using conventional heavy-duty grading equipment. 7.2.2 The soil encountered in the field investigation is considered to be "non-expansive" to "expansive" (expansion index [El] of 20 or less or greater than 20, respectively) as defined by 2016 California Building Code (CBC) Section 1803.5.3 based on our test results. Table 7.2 presents soil classifications based on the expansion index. We expect the existing site materials possess a "very low" to "low" expansion potential (expansion index of 50 or less) in accordance with ASTM D 4829. TABLE 7.2 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index (El) ASTM D 4829 Soil Expansion Classification 2016 CBC Expansion Classification 0-20 Very Low Non-Expansive 21-50 Low Expansive Very High 51-90 Medium 91-130 High Greater Than 130 7.2.3 We performed laboratory tests on soil samples to evaluate the water-soluble sulfate content (California Test No. 417) to generally evaluate the corrosion potential to structures in contact with soil. Results from the laboratory water-soluble sulfate content tests indicate that the materials at the locations tested possesses "SO" sulfate exposure to concrete structures as defined by 2016 CBC Section 1904 and AC! 318-11 Sections 4.2 and 4.3. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Appendix B presents the results of the laboratory tests. 7.2.4 Geocon Incorporated does not practice in the field of corrosion engineering; therefore, further evaluation by a corrosion engineer may be needed to incorporate the necessary precautions to avoid premature corrosion of underground pipes and buried metal in direct contact with the soils. Project No. G2192-52-01 -8- January 17, 2018 7.3 Grading 7.3.1 The grading operations should be performed in accordance with the attached Recommended Grading Specifications (Appendix D). Where the recommendations of this section conflict with Appendix D, the recommendations of this section take precedence. We should observe and test earthwork for proper compaction and moisture content. 7.3.2 A pre-construction meeting with the city inspector, owner, general contractor, civil engineer and geotechnical engineer should be held at the site prior to the beginning of grading and excavation operations. Special soil handling requirements can be discussed at that time, if necessary. 7.3.3 We should observe the earthwork operations and test the compacted fill. 7.3.4 Grading of the site should commence with the demolition of existing structures, removal of existing improvements, vegetation, and deleterious debris. Deleterious debris should be exported from the site and should not be mixed with the fill. Existing underground improvements within the proposed structure area that extend below the planned grading limits should be removed and properly backfilled. 7.3.5 The undocumented fill within the site boundaries should be removed to expose the underlying Old Paralic Deposits. We should evaluate the actual extent of unsuitable soil removals during the grading operations. Prior to fill soil being placed, the existing ground surface should be scarified, moisture conditioned as necessary, and compacted to a depth of at least 12 inches. 7.3.6 To reduce the potential for differential settlement of the compacted fill, the residential building pads with cut-fill transitions should be undercut at least 3 feet and replaced with properly compacted fill. In addition, cut pads that expose the Old Paralic Deposits should also be undercut at least 3 feet to facilitate future trenching and provide a more uniform finish grade soil condition. 7.3.7 The site should then be brought to final subgrade elevations with fill compacted in layers. In general, soil native to the site is suitable for use from a geotechnical engineering standpoint as fill if relatively free from vegetation, debris and other deleterious material. Layers of fill should be about 6 to 8 inches in loose thickness and no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content in accordance with Project No. G2192-52-01 -9- January 17, 2018 ASTM Test Procedure D 1557. Fill materials placed below optimum moisture content may require additional moisture conditioning prior to placing additional fill. The upper 12 inches of subgrade soil underlying pavement should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content shortly before paving operations. 7.3.8 Import fill (if necessary) should consist of granular materials with a "very low" to "low" expansion potential (El of 50 or less) free of deleterious material or stones larger than 3 inches and should be compacted as recommended above. Geocon Incorporated should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to determine its suitability as fill material. 7.4 Temporary Excavations 7.4.1 The recommendations included herein are provided for stable excavations. It is the responsibility of the contractor to provide a safe excavation during the construction of the proposed project.. 7.4.2 Temporary excavations should be made in conformance with OSHA requirements. Undocumented fill should be considered a Type C soil in accordance with OSHA requirements. The Old Paralic Deposits and compacted fill materials can be considered a Type B soil (Type C soil if seepage or groundwater is encountered). In general, special shoring requirements will not be necessary if temporary excavations will be less than 4 feet in height and raveling of the excavations does not occur. Temporary excavations greater than 4 feet in height, however, should be sloped back at an appropriate inclination. These excavations should not be allowed to become saturated or to dry out. Surcharge loads should not be permitted to a distance equal to the height of the excavation from the top of the excavation. The top of the excavation should be a minimum of 15 feet from the edge of existing improvements. Excavations steeper than those recommended or closer than 15 feet from an existing surface improvement should be shored in accordance with applicable OSHA codes and regulations. Geocon can provide temporary shoring recommendations, if necessary. 7.5 Seismic Design Criteria 7.5.1 We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 7.5.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 second. The building structures and improvements should be Project No. G2192-52-01 -10- - January 17, 2018 designed using a Site Class C. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. The values presented in Table 7.5.1 are for the risk-targeted maximum considered earthquake (MCER). TABLE 7.5.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class C Section 1613.3.2 MCER Ground Motion Spectral 1. 127g Figure 1613.3.1(1) Response Acceleration - Class B (short), 5s MCER Ground Motion Spectral 0.433g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), Si Site Coefficient, FA 1.000 Table 1613.3.3(1) Site Coefficient, Fv 1.367 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.127g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified MCER Spectral 0.592g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SMI 5% Damped Design Spectral Response Acceleration (short), SOS 0.75 ig Section 16 13.3.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), SDI 0.395g Section 1613.3.4 (Eqn 16-40) 7.5.2 Table 7.5.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCE6). TABLE 7.5.2 2016 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCE0 Peak Ground Acceleration, PGA 0.443g Figure 22-7 Site Coefficient, FPGA 1.000 Table 11.8-1 Site Class Modified MCEG Peak Ground Acceleration, PGAM 0.443g Section 11.8.3 (Eqn 11.8-1) 7.5.3 Conformance to the criteria in Tables 7.5.1 and 7.5.2 for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. Project No. G2192-52-01 - 11 - January 17, 2018 7.6 Shallow Foundations 7.6.1 The foundation recommendations herein are for the proposed residential structures founded in compacted fill. Foundations for the structure should consist of continuous strip footings and/or isolated spread footings. Continuous footings should be at least 18 inches wide and extend at least 18 inches below lowest adjacent pad grade. Isolated spread footings should have a minimum width of 24 inches and should extend at least 18 inches below lowest adjacent pad grade. Figure 3 presents a footing dimension detail depicting the depth to lowest adjacent grade. 7.6.2 Steel reinforcement for continuous footings should consist of at least four No. 4 steel reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. The minimum reinforcement recommended herein is based on soil characteristics only (expansion index of 50 or less) and is not intended to replace reinforcement required for structural considerations. 7.6.3 The recommended allowable bearing capacity for foundations with minimum dimensions described herein and bearing in properly compacted fill is 2,000 pounds per square foot (psf). The values presented herein are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 7.6.4 Total and differential settlement of the building founded on compacted fill materials is expected to be less than Y2-inch for 6-foot footings. 7.6.5 Where buildings or other improvements are planned near the top of a slope 3:1 (horizontal to vertical) or steeper, special foundation and/or design considerations are recommended due to the tendency for lateral soil movement to occur. Footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. Although other improvements, which are relatively rigid or brittle, such as concrete flatwork or masonry walls, may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. 7.6.6 We should observe the foundation excavations prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are similar to those expected and that Project No. G2192-52-01 -12- January 17, 2018 they have been extended to the appropriate bearing strata. Foundation modifications may be required if unexpected soil conditions are encountered. 7.6.7 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 7.7 Concrete Slabs-on-Grade 7.7.1 Concrete slabs-on-grade for the structures should be at least 4 inches thick and reinforced with No. 3 steel reinforcing bars at 24 inches on center in both horizontal directions. 7.7.2 Slabs that may receive moisture-sensitive floor coverings or may be used to store moisture- sensitive materials should be underlain by a vapor retarder. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (AC!) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (AC! 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer's recommendations and ASTM requirements and installed in a manner that prevents puncture. The vapor retarder used should be specified by the project architect or developer based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. 7.7.3 The bedding sand thickness should be determined by the project foundation engineer, architect, and/or developer. However, we should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. It is common to see 3 to 4 inches of sand below the concrete slab-on-grade for 5-inch thick slabs in the southern California area. The foundation design engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. We suggest that the foundation design engineer present the concrete mix design and proper curing methods on the foundation plans. It is critical that the foundation contractor understands and follows the recommendations presented on the foundation plans. 7.7.4 Concrete slabs should be provided with adequate crack-control joints, construction joints and/or expansion joints to reduce unsightly shrinkage cracking. The design of joints should consider criteria of the American Concrete Institute (AC!) when establishing crack-control spacing. Crack-control joints should be spaced at intervals no greater than 12 feet. Additional steel reinforcing, concrete admixtures and/or closer crack control joint spacing should be considered where concrete-exposed finished floors are planned. Project No. G2192-52-01 -13 - January 17, 2018 7.7.5 The concrete slab-on-grade recommendations are based on soil support characteristics only. The project structural engineer should evaluate the structural requirements of the concrete slabs for supporting vehicle, equipment and storage loads. 7.7.6 The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations as a result of differential movement. However, even with the incorporation of the recommendations presented herein, foundations and slabs-on-grade will still exhibit some cracking. The occurrence of concrete shrinkage cracks is independent of the soil supporting characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of crack-control joints and proper concrete placement and curing. Literature provided by the Portland Cement Association (PCA) and American Concrete Institute (AC1) present recommendations for proper concrete mix, construction, and curing practices, and should be incorporated into project construction. 7.8 Post-Tensioned Foundation System Recommendations 7.8.1 As an alternative to the conventional foundation recommendations, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post- Tensioning Institute (PT!) DC 10.5-12 Standard Requirements for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive Soils or WRJ/CRSI Design of Slab-on-Ground Foundations, as required by the 2016 California Building Code (CBC Section 1808.6.2). Although this procedure was developed for expansive soil conditions, it can also be used to reduce the potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented in Table 7.8. The parameters presented in Table 7.8 are based on the guidelines presented in the PT! DC 10.5 design manual. TABLE 7.8 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PT!) DC10.5 Design Parameters Value Thornthwaite Index -20 Equilibrium Suction 3.9 Edge Lift Moisture Variation Distance, em (feet) 5.3 Edge Lift, YM (inches) 0.61 Center Lift Moisture Variation Distance, em (feet) 9.0 Center Lift, yM (inches) 0.30 Project No. G2192-52-01 -14- January 17, 2018 7.8.2 Post-tensioned foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psi) (dead plus live load). This bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. The estimated maximum total and differential settlement for the planned structures due to foundation loads is /2 inch. 7.8.3 The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. 7.8.4 Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. 7.8.5 Consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. 7.8.6 If the structural engineer proposes a post-tensioned foundation design method other than PTI, DC 10.5: The deflection criteria presented in Table 7.8 are still applicable. The width of the perimeter foundations should be at least 12 inches. The perimeter footing embedment depths should be at least 18 inches. The embedment depths should be measured from the lowest adjacent pad grade. 7.8.7 Our experience indicates post-tensioned slabs may be susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. 7.8.8 During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints form between the Project No. G2192-52-01 -15- January 17, 2018 footings/grade beams and the slab during the construction of the post-tension foundation system unless designed by the structural engineer. 7.8.9 Special subgrade presaturation is not deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soil should be moisturized to maintain a moist condition as would be expected in any such concrete placement. The slab underlayment should be the same as previously discussed.. - 7.9 Concrete Flatwork 7.9.1 Exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance with the recommendations herein. Slab panels should be a minimum of 4 inches thick and, when in excess of 8 feet square, should be reinforced with 6 x 6 - W2.9/W2.9 (6 x 6 - 6/6) welded wire mesh or No. 3 reinforcing bars spaced at least 18 inches center-to-center in both directions to reduce the potential for cracking. In addition, concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete' Institute (AC!) should be taken into consideration when establishing crack control spacing. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading section prior to concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be checked prior to placing concrete. 7.9.2 Even with the incorporation of the recommendations within this report, the exterior concrete flatwork has a likelihood of experiencing some uplift due to expansive soil beneath grade; therefore, the steel reinforcement should overlap continuously in flatwork to reduce the potential for vertical offsets within flatwork. Additionally, flatwork should be structurally connected to the curbs, where possible, to reduce the potential for offsets between the curbs and the flatwork. 7.9.3 Where exterior flatwork abuts the structure at entrant or exit points, the exterior slab should be dowelled into the structure's foundation stemwall. This recommendation is intended to reduce the potential for differential elevations that could result from differential settlement or minor heave of the flatwork. Dowelling details should be designed by the project structural engineer. Project No. G2192-52-01 -16 - January 17, 2018 7.10 Retaining Walls 7.10.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2H: IV, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an expansion index of 50 or less. 7.10.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals the height of the retaining portion of the wall) at the top of the wall. Where walls are restrained from movement at the top (at-rest condition), an additional uniform pressure of 7H psf should be added to the active soil pressure for walls 8 feet or less. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added. 7.10.3 The structural engineer should determine the seismic design category for the project. If the project possesses a seismic design category of D, E, or F, the proposed retaining walls should be designed with seismic lateral pressure. A seismic load of 16H psf should be used for design of walls that support more than 6 feet of backfill in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. We used the peak site acceleration, PGAM, of 0.443g calculated from ASCE 7-10 Section 11.8.3. 7.10.4 The retaining walls may be designed using either the active and restrained (at-rest) loading condition or the active and seismic loading condition as suggested by the structural engineer. Typically, it appears the design of the restrained condition for retaining wall loading may be adequate for the seismic design of the retaining walls. However, the active earth pressure combined with the seismic design load should be reviewed and also considered in the design of the retaining walls. 7.10.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The recommendations herein assume a properly compacted free- draining backfill material (El of 50 or less) with no hydrostatic forces or imposed surcharge load. Figure 4 presents a typical retaining wall drain detail. If conditions different than Project No. G2192-52-01 -17- January 17, 2018 those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.10.6 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time, Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 7.10.7 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, retaining wall foundations should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. 7.10.8 Unrestrained walls will move laterally when backfihled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The retaining walls and improvements above the retaining walls should be designed to incorporate an appropriate amount of lateral deflection as determined by the structural engineer. 7.10.9 The recommendations presented herein are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls (such as mechanically stabilized earth [MSE] walls, soil nail walls, or soldier pile walls) are planned, Geocon Incorporated should be consulted for additional recommendations. 7.11 Lateral Loading 7.11.1 To resist lateral loads, a passive pressure exerted by an equivalent fluid weight of 350 pounds per cubic foot (pcf) should be used for the design of footings or shear keys poured neat in compacted fill. The pasive pressure assumes a horizontal surface extending at least 5 feet, or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in design for passive resistance. Project No. G2192-52-01 -18- January 17, 2018 7.11.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of 0.35 should be used for design. The friction coefficient may be reduced to 0.2 to 0.25 depending on the vapor barrier or waterproofing material used for construction in accordance with the manufacturer's recommendations 7.11.3 The passive and frictional resistant loads can be combined for design purposes. The lateral passive pressures may be increased by one-third when considering transient loads due to wind or seismic forces. 7.12 Preliminary Pavement Recommendations 7.12.1 We calculated the flexible pavement sections in general conformance with the Caltrans Method of Flexible Pavement Design (Highway Design Manual, Section 608.4) using an estimated Traffic Index (TI) of 5.0 and 6.0 for local and collector streets, respectively. The project civil engineer and owner should review the pavement designations to determine appropriate locations for pavement thickness. The final pavement sections for the parking lot should be based on the R-Value of the subgrade soil encountered at final subgrade elevation. Based on the results of our R-Value testing of the subgrade soils, we assumed an R-Value of 44 and 78 for the subgrade soil and base materials, respectively, for the purposes of this preliminary analysis. Table 7.12.1 presents the preliminary flexible pavement sections. TABLE 7.12.1 PRELIMINARY FLEXIBLE PAVEMENT SECTION Assumed Asphalt Class 2 Location Assumed Subgrade Concrete* Aggregate Traffic Index R-Value (inches) Base* (inches) Local Street 1 5.0 44 4 4 Collector Street 1 6.0 44 4 6 *per City of Carlsbad Engineering Standards (2016) 7.12.2 The subgrade soils for pavement areas should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above the optimum moisture content. The depth of subgrade compaction should be approximately 12 inches. 7.12.3 Class 2 aggregate base should conform to Section 26-1-02B of the Standard Specifications for The State of California Department of Transportation (Caltrans) and should be compacted to a minimum of 95 percent of the maximum dry density at near optimum Project No. G2192-52-01 -19- January 17, 2018 moisture content. The asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). 7.12.4 The base thickness can be reduced if a reinforcement geogrid is used during the installation of the pavement. Geocon should be contact for additional recommendations, if requested. 7.12.5 A rigid Portland cement concrete (PCC) pavement section should be placed in driveway entrance aprons. We calculated the rigid pavement section in general conformance with the procedure recommended by the American Concrete Institute report AC! 330R-08 Guide for Design and Construction of Concrete Parking Lots using the parameters presented in Table 7.12.2. TABLE 7.12.2 RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus of subgrade reaction, k 100 pci Modulus of rupture for concrete, MR 500 psi Traffic Category, TC A and C Average daily truck traffic, ADTT 1 and 100 7.12.6 Based on the criteria presented herein, the FCC pavement sections should have a minimum thickness as presented in Table 7.12.3. TABLE 7.12.3 RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Driveways/Automobile Parking Areas (TC=A) 5.0 Heavy Truck and Fire Lane Areas (TC=C) 7.0 7.12.7 The PCC pavement should be placed over subgrade soil that is compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. This pavement section is based on a minimum concrete compressive strength of approximately 3,000 psi (pounds per square inch). 7.12.8 A thickened edge or integral curb should be constructed on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a Project No. G2192-52-01 -20- January 17, 2018 minimum thickness of 2 inches, whichever results in a thicker edge, and taper back to the recommended slab thickness 4 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). Reinforcing steel will not be necessary within the concrete for geotechnical purposes with the possible exception of dowels at construction joints as discussed herein. 7.12.9 To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 12.5 feet for the 5-inch and 15 feet for 6-inch or thicker slabs and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced AC! report. The depth of the crack-control joints should be at least ¼ of the slab thickness when using a conventional saw, or at least 1 inch when using early-entry saws on slabs 9 inches or less in thickness, as determined by the referenced AC! report discussed in the pavement section herein. Cuts at least ¼ inch wide are required for sealed joints, and a % inch wide cut is commonly recommended. A narrow joint width of 1/10 to 1/8 inch-wide is common for unsealed joints. 7.12.10 To provide load transfer between adjacent pavement slab sections, a butt-type construction joint should be constructed. The butt-type joint should be thickened by at least 20 percent at the edge and taper back at least 4 feet from the face of the slab. As an alternative to the butt-type construction joint, dowelling can be used between construction joints for pavements of 7 inches or thicker. As discussed in the referenced AC! guide, dowels should consist of smooth, 1-inch-diameter reinforcing steel 14 inches long embedded a minimum of 6 inches into the slab on either side of the construction joint. Dowels should be located at the midpoint of the slab, spaced at 12 inches on center and lubricated to allow joint movement while still transferring loads. In addition, tie bars should be installed at the as recommended in Section 3.8.3 of the referenced AC! guide. The structural engineer should provide other alternative recommendations for load transfer. 7.12.11 Concrete curb/gutter should be placed on soil subgrade compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content. Cross-gutters should be placed on subgrade soil compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. Base materials should not be placed below the curb/gutter, cross-gutters, or sidewalk so water is not able to migrate from the adjacent parkways to the pavement sections. Where flatwork is located directly adjacent to the curb/gutter, the Project No. G2192-52-01 -21 - January 17, 2018 concrete flatwork should be structurally connected to the curbs to help reduce the potential for offsets between the curbs and the flatwork. 7.13 Site Drainage and Moisture Protection 7.13.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maihtained such that surface drainage is directed away from structures in accordance with 2016 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. Appendix C presents the results of the storm water management investigation. 7.13.2 The performance of pavements is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. If planter islands are proposed, the perimeter curb should extend at least 12 inches below proposed subgrade elevations. In addition, the surface drainage within the planter should be such that ponding will not occur. 7.13.3 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. 7.13.4 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. Area drains to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes can be used. In addition, where landscaping is planned adjacent to the pavement, construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material should be considered. 7.14 Grading, Improvement and Foundation Plan Review 7.14.1 Geocon Incorporated should review the final grading, improvement and foundation plans prior to finalization to check their compliance with the recommendations of this report and evaluate the need for additional comments, recommendations, and/or analyses. Project No. G2192-52-01 -22- January 17, 2018 LIMITATIONS AND UNIFORMITY OF CONDITIONS The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. G2192-52-01 January 17, 2018 1534 MAGNOLIA AVENUE CARSBAD, CALIFORNIA 0' 60 120' SCALE I" 60' (On 11x17) I - GEOCON LEGEND Qudf........UNDOCUMENTED FLL Qop OLD PARALICC DEPOSITS T-9.........APPROX. LOCATION OF TRENCH (P-2) APPROX. LOCATION OF PERCOLATION TEST ()........APPROX. THICKNESS OF UNDOCUMENTED FILL O1SG500HAPHCAI. I4FOOMATON WARAVAL BLO F05050%AV WASP NOSED BY0005EE EARTh. SJECTTOALSENSIIOADNOENENT.ThE OPONHATON 6F00 LLUSIRATEEWJR.POSESOA&Y.ITB NOT NTEIISRDFSHCEENTVIJSEORNOPHSEANO000U.NOTNE0000SENOEDBVEAENT.CLENT SHALL IWEASIPY. SEP050AHNOSHDHARJII.ES300000S AEON ASTLOSLOY NO%DASAHASAAT OF SUCH LOSE OR REURNOE Ova EN?. GEOCON INCORPORATED GEOIECHNICAL• ENVRONMENTAtU MATERIALS 690RENDElSbRtAE-SANDO.CAtF4IA92121-2974 PHONR895I8'6900-FAXB5855B6159 PROJRCTNO. G2192-52-01 FIGURE 2 GEOLOGIC MAP 17-2018 PAD GRADE SAND AND VAPOR RETARDER IN ACCORDANCE WITH ACI CONCRETE SLAB VA'(AV L WIDTH ... .-.S •••4 41 a •. :: .. 4 • . : 44 .....- ;... S. ::4.z 4 4 4444 • :..;a;:..;.... _ FOOTING WIDTH SAND AND VAPOR RETARDER IN ACCORDANCE WITH ACI CD I—a- OuJ 00 U- : .:V . ...........•.• .. ..• .: ...... . 4 4 d 44 4 ., ;.:...4•: ...' . . . . * q'.. . 44'4 *....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON INCORPORATED GEOTECHNICAL• ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML/CW DSK/GTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01-17-2018 I PROJECT NO.G2192 - 52 - 01 FIG. 3 Ptted:01I16I2018 4:08PM I BrJONTHAN WILKINS I File Locatlon:Y:PROJECTSG2192-52-01 1534 Magnolia AveDETAILSWaD.Cokjmn Footing Dnenslon Detail (COLFOOT24wg CONCRETE BROWDITCH —I PROPOSED RETAINING WALL GROUND SURFACE . M.I%rIu. , —.._TEMPORARY BACKCUT WATER PROOFING I - .. / PER OSHA PER ARCHrTECT1""----. 2/3 H ,: -..MIRAFI 140N FILTER FABRIC ...j (OR EQUIVALENT) ., ._ OPEN GRADED - : V MAX. AGGREGATE GROUND SURFACE - FOOTING Z.!T 4" DIA. PERFORATED SCHEDULE WAWA —40 PVC PIPE EXTENDED TO I APPROVED OUTLET 12" CONCRETE CONCRETE BROWDITCH 1 L GROUND SURFACE RETAINING BROWDITCH WALL WALL GROUND SURFACE RETAINING ___________________ WATER PROOFING t WATER PROOFING :PERARCHITECT PERARCHFFECT - I DRAINAGE PANEL (MIRADRAIN 6000 I - I OR EQUIVALENT) I 2/3 H - 2/3 H DRAINAGE PANEL 12" 4 - (MIRADRAIN 6000 3/4" CRUSHED ROCK OR EQUIVALENT) (1 CU.FTJFT.) - - FILTER FABRIC 4" DIA. SCHEDULE 40 PROPOSED ENVELOPE PROPOSED - PERFORATED PVC PIPE GRADE_\ MIRAFI 140N OR GRADE EXTENDED TO - ' EQUIVALENT - OR TOTAL DRAIN I FOOTING7 4" DIA. SCHEDULE 40 I FOOTING] APPROVED OUTLET PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE I I I TYPICAL RETAINING WALL DRAIN DETAIL I GEOCO.N INCOPORA.TED. (70) GEOTECHNICALU ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE• SAN DIEGO, CALIFORNIA 92121.2974 PHONE 858 558-6900 FAX 858 558-6159 ML! CW DSKIGTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01-17-2018 I PROJECT NO.G2192 - 52 - 01 1 FIG.4 I Plotted:01116J2018 4:07PM I By:JONATHAN WILKINS I File Locatlen:Y:tPROJECTSG2192-52-01 1534 Magnolia AveDETAILSTyplcaI Retaining Wall Drainage Detail (RWDD7A).dwg APPENDIX APPENDIX A FIELD INVESTIGATION We performed our field investigation on September 27, 2017, that consisted of a visual site reconnaissance, excavating 9 exploratory trenches using a rubber-tire backhoe and conducting 2 infiltration tests. The approximate locations of the trenches and infiltration tests are shown on the Geologic Map, Figure 2. As trenching proceeded, we logged and sampled the soil and geologic conditions encountered. Trench logs and an explanation of the geologic units encountered are presented on figures following the text in this appendix. We located the trenches in the field using existing reference points. Therefore, actual exploration locations may deviate slightly. We visually classified and logged the soil encountered in the excavations in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual Manual Procedure D 2488). Project No. G2192-52-01 January 17, 2018 PROJECT NO. G2192-52-01 UJI TRENCH I W DEPTH < SOIL 00 I)' IN SAMPLE NO. _j z ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 I FEET . x EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudf) • :...E.f:: Loose, dry Silty, fine to medium SAND: some roots -. - SM OLD PARALIC DEPOSITS (Qop24) - 2 - TM Medium dense, damp, light reddish brown, Silty, fine to medium SAND - - 4 . -. - - - - - - - CL Dense, moist, olive-brown, fine Sandy, CLAY; iron staining -. -k-- - 6 - SAND; iron staining - Ti-2 -8- 00 i:::.:: - - _______ ::.-:i - -Becomes denser ___ TRENCH TERMINATED AT 9 FEET No groundwater encountered Figure A-I, Log of Trench T I, Page 1 of I SAMPLE SYMBOLS [] . SAMPLING UNSUCCESSFUL I] . STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE 10 _. CHUNK SAMPLE .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOTIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 TRENCH - DEPTH >. < SOIL cc SAMPLE I-. IN FEET NO. -j 0 CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 W Fa UJ Ir EQUIPMENT BACKHOE W12' BUCKET BY: K HAASE 0. MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudi) _ Loose, dry, light brown, Silty, fine SAND - SM OLD PARALIC DEPOSITS (Qop24) 2 - :. Medium dense, damp, brown, Silty, fine SAND - CL Dense, moist, olive brown, fine Sandy, CLAY 4 ..... ---. - ------------------Dense, moist, reddish brown, Clayey, fine to medium SAND .v ...• ./. ..f TRENCH TERMINATED AT 6 FEET -- No groundwater encountered Figure A-2, Log of Trench T 2, Page 1 of I [1 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL U] STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 10 DISTURBED OR BAG SAMPLE CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 TRENCH T3 Z uj >. DEPTH > < SOIL ' Z i () I-. IN SAMPLE NO. _.j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 U) FEET 0 EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE IL MATERIAL DESCRIPTION 0 SM UNDOCUMENTED FILL (Qudf) Loose, thy, brown, Silty, fine SAND 1.: - SM OLD PARALIC DEPOSITS (Qop24) - . :.Ii.t1.. Medium dense, damp, reddish to yellowish brown, Silty, fine to medium SAND 2 - SM Medium dense, moist, brown, Silty, fine to medium SAND . ): 4. ________________________ _ 13-1 E::E:::. -. ---- CL ------------------------------------ Dense, wet, dark reddish brown, fine Sandy, CLAY TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-3, Log of Trench T 3, Page lof I (] ... SAMPLING UNSUCCESSFUL I] STANDARD PENETRATION TEST U DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS 11 DISTURBED OR BAG SAMPLE CHUNK SAMPLE .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE C0ND1110N5 AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 Of TRENCH - at W DEPTH SALE < SOIL I-Z (O oc IN FEET CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27.2017 UJI 20 EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE CL MATERIAL DESCRIPTION 0 - ____ - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fme SAND - SM - - .-•: OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light reddish brown, fine to coarse SAND -2- - 77 1-- CL Dense, moist, olive brown to reddish brown, fine Sandy, CLAY SC Dense, moist, olive brown to reddish brown, fine Sandy, CLAY - - - T4-1 _______________ 6 - TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-4, G2192.5201.GPJ Log of Trench T 4, Page 1 of I I!] ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. if IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 oc TRENCH 5 w.— UJI DEPTH SAMPLE 0 < > SOIL Z Z LL I-. D ,. IN FEET NO. -j 0 CLAW ELEV. (MSL.)_______ DATE COMPLETED 09-27-2017 I- WU5o LUj Iuj (USCS) Ir EQUIPMENT BACKHOE WIT BUCKET BY: K. HAASE a- _____ MATERIAL DESCRIPTION 0 - - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND - SM OLD PARALIC DEPOSITS (Qop24) Medium dense, moist, dark brown, Silty fine to medium SAND 2 - - -Becomes brown 6 T. -Becomes dense 8 - 10 SC Dense, moist, olive gray to reddish brown, Clayey fine to coarse SAND; iron staining - -12 TRENCH TERMINATED AT 12 FEET No groundwater encountered Figure A-5, Log of Trench T 5, Page 1 of I [) SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I) ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 ix TRENCH DEPTH 09 1 SOIL z U_SAMPLE z W Z IN FEET NO. NO. 0 CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 La 0 Lu w w 20 EQUIPMENT BACKHOE W12' BUCKET BY: K HAASE a. MATERIAL DESCRIPTION - 0 :j:•: - SM UNDOCUMENTED FILL (Qudi) : Loose, dry, light brown, Silty, fine SAND A SM -------------------------------------------------------- Loose, damp, light reddish brown, Silty fine SAND; little gravel; deleterious - .4 - material -2 J. :--i• - - 4 - SM OLD PARALIC DEPOSITS (Qop2-4) Medium dense, moist, dark reddish brown, Silty, fine to medium SAND - • - 4 A. ::.i:-:..: 6 - -....i-.•. -Becomes dark brown - -Becomes denser, finer grained 8 - SC Dense, moist, reddish brown, Clayey, fine to medium SAND -,. ---c. 10 TRENCH TERMINATED AT 10 FEET No groundwater encountered Figure A-6, Log of Trench T 6, Page 1 of I SAMPLE SYMBOLS [] ... SAMPLING UNSUCCESSFUL I] STANDARD PENETRATION TEST U .. DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 TRENCH DEPTH SAMPLE 9 SOIL IN FEET NO. CLASS ELEV. (MSL.),______ DATE COMPLETED 09-27-2017 I- 0 z (USCS) 0 It oZUj9 >- 20 EQUIPMENT BACKHOE W12' BUCKET BY: IC HMSE ° MATERIAL DESCRIPTION 0 j9 - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND; roots SM OLD PARALIC DEPOSITS (Qop24) 2 - rfl Medium dense, damp, light reddish brown, Silty, fine to medium SAND - If• 4 . -Becomes dense TRENCH TERMINATED AT 5 FEET No groundwater encountered Figure A-7, Log of Trench T 7, Page 1 of I [I ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS 11 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 Ix TRENCH 8 Z LIJ . DEPTH SAMPLE 8 SOIL Ix I— IN FEET NO. CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 z co Ir EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE 0. MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudf) Loose, dry, brown, Silty, fine SAND; roots - - SM OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light yellowish brown, Silty, fine SAND - 2 -Becomes dense, moist, light reddish brown LLi - 4 - ______ TRENCH TERMINATED AT 4 FEET No groundwater encountered Figure A-8, Log of Trench T 8, Page 1 of I [) SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 UJI TRENCH It DEPTH SOIL . Ix IN M NO. 9 CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 FEET LU W Co 20 EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE C' MATERIAL DESCRIPTION - 0 - SM UNDOCUMENTED FILL (Qudf) Loose, dry, brown, Silty, fine SAND; roots - - SM OLD PARALIC DEPOSITS (Qop2) Dense, damp, light reddish to yellowish brown, Silty fine to medium SAND - 2 -4. TRENCH TERMINATED AT 4 FEET No groundwater encountered Figure A-9, Log of Trench T 9, Page 1 of I SAMPLE SYMBOLS 9 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) - DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX APPENDIX B LABORATORY TESTING We performed laboratory tests in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. We selected samples to test for maximum density and optimum moisture content, direct shear, expansion potential, water-soluble sulfate content, R-Value and gradation. The results of our laboratory tests are summarized on Tables B-I through B-V, Figure B-i and on the trench logs in Appendix A. TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Sample No. Description (Geologic Unit) Maximum Dry Density (pci) Optimum Moisture Content (% dry wt.) TI-1 Light reddish brown, Silty, fine to medium SAND (Qop) 132.8 8.1 Ti-i I Light reddish brown, Silty, fine to medium SAND (Qop) 1 130.5 1 9.0 TABLE B-Il SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080 Sample No. Dry Density (pet) Moisture Content Peak [Ultimate'] Cohesion (Psi) Peak [Ultimate'](%) Angle of Shear Resistance (degrees) Initial I Final TI-12 121.8 6.6 13.4 500 [400] 27 [26] T7-12 118.6 8.7 I 13.7 1 700 [550] 27 [24] 'Ultimate at end of test at 0.2-inch deflection. 2 Remo1ded to a dry density of about 90 percent of the laboratory maximum dry density. TABLE B-Ill SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Moisture Content (%) Dry Density (PC') Expansion Index 2016 CBC Expansion Classification ASTM Soil Expansion Classification Before Test After Test T3-1 11.5 23.4 103.8 35 Expansive Low T4-1 8.7 17.2 115.6 18 Non-Expansive Very Low T7-1 7.8 14.1 117.2 0 Non-Expansive Very Low Project No. G2192-52-01 -13-1 - January 17, 2018 TABLE B-IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. Water Soluble Sulfate (%) AC! 318-14 Sulfate Class TI-1 0.032 SO T7-1 0.009 SO TABLE B-V SUMMARY OF LABORATORY RESISTANCE VALUE (R-VALUE) TEST RESULTS ASTM D 2844 Sample No. Depth (feet) Description (Geologic Unit) R-Value T7-1 2 -3 Light reddish brown, Silty, fine to medium SAND (Qop) 44 Project No. G2192-52-01 - B-2 - January 17, 2018 PROJECT NO. G2192-52-01 0 I I iiuiii_loInhuiii!iu1IIIi1iuhI--IIuuhu____ • IUIIi 11111111 IIIh!I1 11011111 11111111 111111_11111111_IIIIIi1_111111111_11111111 11111111 11111111 111111111 11111111 ,IUIII 111111_11111111_IllilliL 11011111_11111111 I 111i 11111111 IIIIIII1i1'NiIHIIIII 11111111 I $111111 11111111 11111111 Iinii!! 11111111 11111 1111011 11111111 IIDIIIII!i!!!i O 11111_1111011_11111111_IluhlIll_IOIIIii $ hIIII 111011 11111111 liflhlill 11111111 tt!j 10XIIINIZ c] '7. I [si [sill 4YA 1 I VI . MAGNOLIA . AVENUE :.] 'XCALI FORNIA I cIw.J1.I,rJ Figure B-i GEOCON I GRAVEL SAND SILT OR CLAY COARSE FINE ICOARSEl MEDIUM FINE SAMPLE DEPTH (ft) CLASSIFICATION NAT WC LL PL P1 TI-I 2.0 SC — Clayey SAND TI-2 6.0 SM — Silty SAND APPENDIX APPENDIX C STORM WATER MANAGEMENT INVESTIGATION FOR 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PROJECT NO. G2192-52-01 APPENDIX C STORM WATER MANAGEMENT INVESTIGATION We understand storm water management devices will be used in accordance with the BMP Design Manual currently used by the City of Carlsbad. If not properly constructed, there is a potential for distress to improvements and properties located hydrologically down gradient or adjacent to these devices. Factors such as the amount of water to be detained, its residence time, and soil permeability have an important effect on seepage transmission and the potential adverse impacts that may occur if the storm water management features are not properly designed and constructed. We have not performed a hydrogeological study at the site. If infiltration of storm water runoff occurs, downstream properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other undesirable impacts as a result of water infiltration. Hydrologic Soil Group The United States Department of Agriculture (USDA), Natural Resources Conservation Services, possesses general information regarding the existing soil conditions for areas within the United States. The USDA website also provides the Hydrologic Soil Group. Table C-I presents the descriptions of the hydrologic soil groups. If a soil is assigned to a dual hydrologic group (AID, BID, or C/D), the first letter is for drained areas and the second is for undrained areas. In addition, the USDA website also provides an estimated saturated hydraulic conductivity for the existing soil. TABLE C-I HYDROLOGIC SOIL GROUP DEFINITIONS Soil Group Soil Group Definition Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist A mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of B moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a C layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These D consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. The property is underlain by natural materials consisting of undocumented fill and Old Paralic Deposits and should be classified as Soil Group D. Table C-II presents the information from the USDA website for the subject property. The Hydrologic Soil Group Map, provided at the end of this appendix, presents output from the USDA website showing the limits of the soil units. TABLE C-Il USDA WEB SOIL SURVEY - HYDROLOGIC SOIL GROUP Map Unit Name Map Unit Approximate Percentage Hydrologic kSAT0f Most Limiting Symbol of Property Soil Group Layer (inches/hour) Chesterton-Urban Land Complex, CgC 83 D 0.00-0.06 2 to 9 percentslopes Marina Loamy Coarse Sand, MIC 17 B 0.57 -1 2 to 9 percentslopes In-Situ Testing The infiltration rate, percolation rates and saturated hydraulic conductivity are different and have different meanings. Percolation rates tend to overestimate infiltration rates and saturated hydraulic conductivities by a factor of 10 or more. Table C-Ill describes the differences in the definitions. TABLE C-Ill SOIL PERMEABILITY DEFINITIONS Term Definition The observation of the flow of water through a material into the ground Infiltration Rate downward into a given soil structure under long term conditions. This is a function of layering of soil, density, pore space, discontinuities and initial moisture content. The observation of the flow of water through a material into the ground Percolation Rate downward and laterally into a given soil structure under long term i layering conditions. This s a function of layeng of soil, density, pore space, discontinuities and initial moisture content. The volume of water that will move in a porous medium under a Saturated Hydraulic hydraulic gradient through a unit area. This is a function of density, Conductivity (ksAT, Permeability) structure, stratification, fines content and discontinuities. It is also a function of the properties of the liquid as well as of the porous medium. The degree of soil compaction or in-situ density has a significant impact on soil permeability and infiltration. Based on our experience and other studies we performed, an increase in compaction results in a decrease in soil permeability. We performed 2 percolation tests within Trenches T-2 and T-3 at the locations shown on the attached Geologic Map, Figure 2. The results of the tests provide parameters regarding the percolation rate and - C-2 - the saturated hydraulic conductivity/infiltration characteristics of on-site soil and geologic units. Table C-IV presents the results of the estimated field saturated hydraulic conductivity and estimated infiltration rates obtained from the percolation tests. The calculation sheets are attached herein. We used a factor of safety applied to the test results on the worksheet values. The designer of stonn water devices should apply an appropriate factor of safety. Soil infiltration rates from in-situ tests can vary significantly from one location to another due to the heterogeneous characteristics inherent to most soil. Based on a discussion in the County of Riverside Design Handbook for Low Impact Development Best Management Practices, the infiltration rate should be considered equal to the saturated hydraulic conductivity rate. TABLE C-IV FIELD PERMEAMETER INFILTRATION TEST RESULTS Test Depth Geologic Percolation Field-Saturated C.4-1 Worksheet Test Location (feet) Unit Rate Infiltration Rate, Infiltration Rate', (minutes/inch) kt (inch/hour) kt (inch/hour) P-i (T-2) 6 Qop 187.5 0.07 0.04 P-2 (T-3) 6 Qop 106.0 0.32 0.16 Average: 146.8 0.20 0.10 Using a factor of safety of 2. Infiltration categories include full infiltration, partial infiltration and no infiltration. Table C-V presents the commonly accepted definitions of the potential infiltration categories based on the infiltration rates. TABLE C-V INFILTRATION CATEGORIES Infiltration Category Field Infiltration Rate, I (inches/hour) Factored Infiltration Rate', I (inches/hour) Full Infiltration I> 1.0 I> 0.5 Partial Infiltration 0.10<! < 1.0 0.05 <I 0.5 No Infiltration (Infeasible) I <0.10 I < 0.05 Using a Factor of Safety of 2. Groundwater Elevations We did not encounter groundwater or seepage during the site investigation. We expect groundwater exists at depths greater than 50 feet below existing grades. - C-3 - New or Existing Utilities Utilities will be constructed within the site boundaries. Full or partial infiltration should not be allowed in the areas of the utilities to help prevent potential damage/distress to improvements. Mitigation measures to prevent water from infiltrating the utilities consist of setbacks, installing cutoff walls around the utilities and installing subdrains and/or installing liners. The horizontal and vertical setbacks for infiltration devices should be a minimum of 10 feet and a 1:1 plane of 1 foot below the closest edge of the deepest adjacent utility, respectively. Existing and Planned Structures Existing residential and roadway structures exist adjacent to the site. Water should not be allowed to infiltrate in areas where it could affect the neighboring properties and existing adjacent structures, improvements and roadway. Mitigation for existing structures consists of not allowing water infiltration within a lateral distance of at least 10 feet from the new or existing foundations. Slopes Hazards Slopes are not currently planned or exist on the property that would be affected by potential infiltration locations. Therefore, infiltration in regards to slope concerns would be considered feasible. Storm Water Evaluation Narrative As discussed herein, the property consists of existing undocumented fill overlying Old Paralic Deposits (Qop). Water should not be allowed to infiltrate into the undocumented or compacted fill within the basins as it will allow for lateral migration to adjacent residences. We evaluated the infiltration rates within the Old Paralic Deposits within the proposed basin areas to help evaluate if infiltration is feasible. We performed the infiltration tests at location where the basins would be practical based on the topography of the property and discussions with the Client. We performed the percolation tests at the lower elevations of the property and adjacent to the existing storm drain system. Our in-place infiltration tests indicate an average of 0.10 inches/hour (including a factor of safety of 2); therefore, the site is considered feasible for partial infiltration. We do not expect geologic hazards to exist on the property. Therefore, partial infiltration may be considered feasible within the Old Paralic Deposits. Storm Water Management Devices Liners and subdrains should be incorporated into the design and construction of the planned storm water devices. The liners should be impermeable (e.g. High-density polyethylene, HDPE, with a - C-4 - thickness of about 30 mil or equivalent Polyvinyl Chloride, PVC) to prevent water migration. The subdrains should be perforated within the liner area, installed at the base and above the liner, be at least 3 inches in diameter and consist of Schedule 40 PVC pipe. The subdrains outside of the liner should consist of solid pipe. The penetration of the liners at the subdrains should be properly waterproofed. The subdrains should be connected to a proper outlet. The devices should also be installed in accordance with the manufacturer's recommendations. Liners should be installed on the side walls of the proposed basins in accordance with a partial infiltration design. Storm Water Standard Worksheets The BMP Design Manual requests the geotechnical engineer complete the Categorization of Infiltration Feasibility Condition (Worksheet C.4-1 or 1-8) worksheet information to help evaluate the potential for infiltration on the property. The attached Worksheet C.4-1 presents the completed information for the submittal process. The regional storm water standards also have a worksheet (Worksheet D.5-1 or Form 1-9) that helps the project civil engineer estimate the factor of safety based on several factors. Table C-VI describes the suitability assessment input parameters related to the geotechnical engineering aspects for the factor of safety determination. TABLE C-VI SUITABILITY ASSESSMENT RELATED CONSIDERATIONS FOR INFILTRATION FACILITY SAFETY FACTORS Consideration High Medium Low Concern —3 Points Concern —2 Points Concern - 1 Point Use of soil survey maps or Use of well permeameter or simple texture analysis to borehole methods with . Direct measurement with estimate short-term accompanying continuous boring log, localized (i.e. small- infiltration rates. Use of Direct measurement of scale) infiltration testing Assessment Methods well permeameter or infiltration area with methods at relatively high borehole methods without localized infiltration resolution or use of accompanying continuous measurement methods extensive test pit boring log. Relatively (e.g., Infiltrometer). infiltration measurement sparse testing with direct Moderate spatial methods. infiltration methods resolution Predominant Soil Silty and clayey soils Loamy soils Granular to slightly Texture with significant fines loamy soils Highly variable soils Soil boring/test pits Soil boring/test pits Site Soil Variability indicated from site indicate moderately indicate relatively assessment or unknown homogenous soils homogenous soils variability Depth to Groundwater/ <5 feet below 5-15 feet below >15 feet below Impervious Layer facility bottom facility bottom facility bottom - C-5 - Based on our geotechnical investigation and the previous table, Table C-VII presents the estimated factor values for the evaluation of the factor of safety. This table only presents ithe suitability assessment safety factor (Part A) of the worksheet. The project civil engineer should evaluate the safety factor for design (Part B) and use the combined safety factor for the design infiltration rate. TABLE C-Vu FACTOR OF SAFETY WORKSHEET DESIGN VALUES - PART Al Suitability Assessment Factor Category Assigned (w) Factor Value (v) Product Weight (p = w x v) Assessment Methods 0.25 2 0.50 Predominant Soil Texture 0.25 2 0.50 Site Soil Variability 0.25 2 0.50 Depth to Groundwater/ Impervious Layer 0.25 1 0.25 Suitability Assessment Safety Factor, SA = EP 1.75 The project civil engineer should complete Worksheet D.5-1 or Form 1-9 using the data on this table. Additional information is required to evaluate the design factor of safety. - C-6 - Part 1- Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response I to this Screening Question shall be based on a comprehensive X evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on the USGS Soil Survey, the property possesses Hydrologic Soil Group D classifications. In addition, we encountered field infiltration rates of- T-2/P-1: 0.07 inches/hour (0.04 with a FOS of 2.0) T-3/P-2: 0.32 inches/hour (0.16 with a FOS of 2.0) This results in an average infiltration rate of 0.20 inches/hour (0.10 with an FOS of 2.0). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, 2 groundwater mounding, utilities, or other factors) that cannot x be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Undocumented fill and Old Paralic Deposits underlie the property. Water that would be allowed to infiltrate could migrate laterally outside of the property limits to the existing right-of-ways (located to the south and west) and toward existing and proposed structures (located to the north and east). However, we expect the basins would be setback a sufficient distance from the existing and proposed utilities and structures to help alleviate seepage and underground utility concerns. Additionally, the use of vertical cutoff walls or liners, as recommended herein, would prevent lateral migration of water. The bottom of the basins should expose Old Paralic Deposits. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Criteria Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not encounter groundwater during the drilling operations on the property. We anticipate that groundwater is present at depths of greater than 50 feet. Therefore, infiltration due to groundwater elevations would be considered feasible. Additionally, we understand that contaminated soil or groundwater has not been documented or identified at the property. Therefore, infiltration due to groundwater concerns would be considered feasible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of x contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We do not expect full infiltration would cause water balance issues including change of ephemeral streams or discharge of contaminated water to surface waters. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. If all answers to rows I - 4 are "Yes" a full infiltration design is potentially feasible. Part 1 The feasibility screening category is Full Infiltration Result* Not Full i If any answer from row 1-4 s "No", infiltration may be possible to some extent but Infiltration would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 "To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. - C-8 - Worksheet rJUPage Iof 4 T Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any 5 appreciable rate or volume? The response to this Screening x Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on the USGS Soil Survey, the property possesses Hydrologic Soil Group D classifications. In addition, we encountered field infiltration rates of: T-21P-1: 0.07 inches/hour (0.04 with a FOS of 2.0) T-3/P-2: 0.32 inches/hour (0.16 with a FOS of 2.0) This results in an average infiltration rate of 0.20 inches/hour (0.10 with an FOS of 2.0). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) x that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Undocumented fill and Old Paralic Deposits underlie the property. Water that would be allowed to infiltrate could migrate laterally outside of the property limits to the existing right-of-ways (located to the south and west) and toward existing and proposed structures (located to the north and east). However, we expect the basins would be setback a sufficient distance from the existing and proposed utilities and structures to help alleviate seepage and underground utility concerns. Additionally, the use of vertical cutoff walls or liners, as recommended herein, would prevent lateral migration of water. The bottom of the basins should expose Old Paralic Deposits. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. - C-9 - ©AU [r j ) ((%4 Criteria Screening Question Yes No Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other X factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not encounter groundwater during the drilling operations on the property. We anticipate that groundwater is present at depths of greater than 50 feet. Therefore, infiltration due to groundwater elevations would be considered feasible. Additionally, we understand that contaminated soil or groundwater has not been documented or identified at the property. Therefore, infiltration due to groundwater concerns would be considered feasible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can infiltration be allowed without violating downstream 8 water rights? The response to this Screening Question shall be x based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not provide a study regarding water rights. However, these rights are not typical in the San Diego area. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. Part 2 Partial Result* If any answer from row 5-8 is no, then infiltration of any volume is considered to be Infiltration infeasible within the drainage area. The feasibility screening category is No Infiltration. 9'o be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. <01qq)r_ GEOCON Excavation Percolation Test Project Name: 1534 Mgnoiir I Project Number: G2192-52-01 I Open-Pit Location: T-2 (P-i) Test Hole Length (In.) I 14.0 Test Hole Width (in.) I 12.0 or Test Hole Dia. (in.)l Test Hole Depth (in.) 10.5 Date:[ 9/27/2017 By:I JML I Test Hole Area, A, (in .2) 168.0 At /AD AV /At (01A)*60 Reading Time, t (mm) Depth of Water, D (in.) At (mm) Cumulative Time, t (mm) AD (in.) Wetted Area, A wet (in.2) Change in Volume, A (in.) Percolation Rate (mm/in.) Flow Rate, Q (in.3/min) Infiltration Rate, I (in./hr) 1 0.0 8.25 15.00 15.00 0.06 595.38 8.19 10.50 240.00 0.70 0.07 15.0 2 0.0 8.50 15.00 30.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 3 0.0 8.50 15.00 45.00 0.25 603.50 8.25 42.00 60.00 2.80 0.28 15.0 4 0.0 8.50 15.00 60.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 5 0.0 8.50 15.00 75.00 0.01 609.74 1.68 1500.00 0.11 0.01 15.0 8.49 6 0.0 8.50 15.00 90.00 0.06 608.38 8.44 10.50 240.00 0.70 0.07 15.0 7 0.0 9.00 15.00 105.00 0.01 635.74 8.99 1.68 1500.00 0.11 0.01 15.0 8 0.0 9.00 15.00 120.00 0.06 634.38 8.94 10.50 240.00 0.70 0.07 15.0 9 0.0 9.00 15.00 135.00 0.01 635.74 8.99 1.68 1500.00 0.11 0.01 15.0 10 0.0 9.00 15.00 150.00 0.07 634.18 8.93 11.76 214.29 0.78 0.07 15.0 11 0.0 9.00 15.00 165.00 0.08 633.92 8.92 13.44 187.50 0.90 0.08 15.0 12 0.0 9.25 15.00 180.00 0.05 647.70 9.20 8.40 300.00 0.56 0.05 15.0 13 14 2.00 w 4- 1.50 0.50 C - 0.00 0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 Time (mm) Percolation Rate (Minutes/inch) Soil Infiltration Rate (Inches/Hour) - 007 (4GEocoN Excavation Percolation Test Project Name: 1534 Project Number: r G2192-52-01 Open-Pit Location: T-3 (P-2) Test Hole Length (in.) I 14.0 Test Hole Width (in.) I 12.0 or Test Hole Dia. (In.) I Test Hole Depth (in.)I 11.0 Date: I 9/27/2017 1 By: I JML Test Hole Area, A, (in.) 168.0 At /AD O v/At (CIA) '60 Reading Time, t (mm) Depth of Water, D (In.) At (mm) Cumulative Time, t (mm) AD (In.) Wetted Area, A wet (in .2) Change in Volume, Av (in .3) Percolation Rate (mm/In.) Flow Rate, Q (in.3/min) Infiltration Rate, I (in./hr) 1 0.0 8.50 15.00 15.00 0.50 597.00 8.00 84.00 30.00 5.60 0.56 15.0 2 0.0 8.50 15.00 30.00 0.06 608.38 &44 10.50 240.00 0.70 0.07 15.0 3 0.0 8.50 15.00 45.00 0.13 606.75 8.38 21.00 120.00 1.40 0.14 15.0 4 0.0 8.50 15.00 60.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 5 0.0 8.50 15.00 75.00 0.50 597.00 8.00 84.00 30.00 5.60 0.56 15.0 6 0.0 8.19 15.00 90.00 0.19 588.88 31.50 80.00 2.10 0.21 15.0 8.00 7 0.0 8.50 15.00 105.00 0.44 598.63 73.50 34.29 4.90 0.49 15.0 .8.06 8 0.0 8.50 15.00 120.00 0.06 608.38 10.50 240.00 0.70 0.07 15.0 8.44 9 0.0 8.75 15.00 135.00 0.31 614.88 8.44 52.50 48.00 3.50 0.34 15.0 10 0.0 8.75 15.00 150.00 0.50 8.25 610.00 84.00 30.00 5.60 0.55 15.0 11 0.0 .8.25 15.00 165.00 0.06 595.38 . 10.50 240.00 0.70 0.07 15.0 8.19 12 . 13 14 - 2.00 1.50 1.00 ::: . _______________ 0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 Time (mm) Percolation Rate (Minutes/Inch) Soil Infiltration Rate (Inches/Hour) 4. 1 I \ * \ '.\ \ \\ 1 4 St : '• . . •. .* r 4 t...,$.. .. 1••.. \ \ 4. 4. - N NO SCALE HYDROLOGIC SOIL SURVEY GEOCON (lowl INCORPORATED GEOTECI-INICA1• ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML! CW DSKIGTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA rD ATE 01 - 17-2018 PROJECT NO.G2192 -52-01 FI~C-1 Pbtted:0111712018 8:10AM I By:JONATHAN WILKINS I File Locatlon:Y:\PROJECTSG2192-5201 1534 Magnolia AveDETAlLSG2192-52-01_HydrobgleSourvey.dwg APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA • PROJECT NO. G2192-52-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3% inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moistu±e content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1 '/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade A —Original Ground 1 ,- Finish Slope Surface Remove All - Unsuitable Material As Recommended By Slope To Be Such That Consultant Sloughing Or Sliding Does Not Occur I Varies "B" See Note1 - See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 63 of these specifications; 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by thô Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range speóifiëd. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL ,.4pô4 01 ,%q4EI$Jt1Q PVCP 1FU FOR FJU.S 4EXCES5 OF tXfEETOEPTMCRAPIPE LENGT$OF LONG R1)éVO0 FEET tS1HAN EEI IN Pfl4 C AP L4 MPIPEM _L, 4 tORTe ThAiI sX NO ScALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 IYWL. TT! TYPICAL STABILITY FILL DETAIL - - - tUiXAi2 dOOR 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW - 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL RQNT YIEW, 1OWIL OCL oR!9cop1RaWPAcEDIwNAG& 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 LIST OF REFERENCES 2016 California Building Code, California Code of Regulations, Title 24, Part 2, based on the 2015 International Building Code, prepared by California Building Standards Commission, dated July 1, 2016. A3 Development, Conceptual Plan, 6 Lots, 1534 Magnolia Avenue, Carlsbad, California, dated August 16, 2017. ASCE 7-10, Minimum Design Loads for Buildings and Other Structures, Second Printing, April 6, 2011. Boore, D. M., and G. M Atkinson (2008), Ground-Motion Prediction for the Average Horizontal Component of PGA, PGV, and 5%-Damped PSA at Spectral Periods Between 0.01 and 10.0 S, Earthquake Spectra, Volume 24, Issue 1, pages 99-13 8, February 2008. California Department of Water Resources, Water Data Library. http://www.water.ca.gov/waterdatalibrarv. California Geological Survey, Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10% probability of being exceeded in 50 years. http://redirect.conservation.ca.gov/cgs/rghmlpshamap/pshamain.htmJ Campbell, K. W., and Y. Bozorgnia, NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA. PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Preprint of version submitted for publication in the NGA Special Volume of Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. Chiou, Brian S. J., and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra, Spring 2008. Civil Landworks, Magnolia-Brady Preliminary Tentative Map and Grading Plan, 1534 Magnolia Avenue, Carlsbad, California, dated January 5, 2018. Geocon Incorporated, Phase I Environmental Site Assessment Report, 1534 Magnolia Avenue, Carlsbad, California, dated October 10, 2017 (Project No. G2192-62-02). Historical Aerial Photos. http://www.historicaerials.com Kennedy, M. P., and S. S. Tan, Geologic Map of the Oceanside 30'x60' Quadrangle, California, USGS Regional Map Series Map No. 3, Scale 1:100,000, 2002. Risk Engineering, EZ-FRISK, 2016. Unpublished reports and maps on file with Geocon Incorporated. United States Geological Survey computer program, US. Seismic Design Maps, http://earthauake.usgs.gov/designmaps/us/airnlication.php. Project No. G2192-52-01 January 17,2018 city of Carlsbad This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit #: Project Address: Assessor's Parcel #: Project Applicant: (Owner Name) DEV2018-0010, MAGNOLIA-BRADY CBR2019-1247 1635 BRADY CIR 2052210600 MAGNOLIA A3 LLC Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 Residential Square Feet: New/Additions: 2,593 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/18/2019 Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of peijury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. RECEIVED E1 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 OCT30 2019 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION CITY OF CARLSBAD (To be completed by the school district(s)) BUILDING DIVIgqJq FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: Date: Name of School District: 6225 EL CAMINO REAL Phone: Community & Economic Development - Building Division 1635 Faraday Avenue I Carlsbad, CA 920081 760-602-2719 760-602-8558 fax I building@carlsbadca.gov (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (160) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .4 Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: BP No.: l5 (I,(J 11 / J,, 9 f Property AddresslAPN: 119 1,~ 'a-ô - .- 0(0 Applicant Name/Co.: .ç C LoJ'\G Applicant Address: (4%r 0\\qwa Contact Phone: 0\10\5 _ SV\AIO Contact Email: - (, Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: Date: / tj\ B-50 Page lof3 RevisedO4ll9 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ 0 Alterations: 0 exempt BPV 2160,000 1A 1-2 family dwellings and townhouses with attached garages O Electrical service panel upgrade 1A only Multi-family dwellings only where interior finishes are removed BPV 2! $200,000 IA and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed I D Nonresidential New construction 113 and 2 O Alterations 2 1. gectri 'ehicle Charging A. esidential New construction and major alterations (or electric panel upgrade)* le se refer to Carlsbad Ordinance CS-349 when completing this section. ne and two-family residential dwelling or townhouse with attached garage: One EVSE ready parking space required 0 Exception: Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces =.10 xTotal parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be "Capable," 'Ready" or "Installed.') *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~! $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. 0 Nonresidential new construction (includes hotels/motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 1 10-25 2 1 26-50 4 2 51-75 6 3 76-100 9 5 ioi-iso 12 6 151-200 17 . 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 ('City of CLIMATE ACTION PLAN Building Division Carlsbad CONSISTENCY CHECKLIST 1635 Faraday Avenue B-50 (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit app!ication. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. . If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required - by ordinance, an explanation nust be provided to the satisfaction of th,e'Building Official. .4 Details on CAP ordinance requi are available on the Inform Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Contact information of person completing Name: Company name/address: BP No.: Contact (if different than above): Contact Phone: Contact Email: Applicant Signature: Date: B-50 Page 1 of 3 Revised 04/19 STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP STORM WATER POLLUTION PREVENTION NOTES 1; ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMP S Control BMPs Management BMPs Pollution Control BMPs g C - g 0 U) E -D . . .Cr gC 1. 2 Best Management Practice* C 0. £T . . .2 (BMP) Description - . Z g -g : . - . C3 ,, -j a 0 .a, - M 4) ix E o o 0 - u- . E - a, Q > a' c C Ea - to o > c -- o -' C = C N C C C Q) CD 0 0 w C 0 W. (I) a, (I) C) .0 L CD .b 0 (I) > 0 (fl ..-. i-. U) O ..- 0 U) . .. 0 (n IX 0 i_ O a a Q 0 0 0 U) . > C) 0 ..-. U) 0 .,, U) 0.0 U) C) 0 0 (I) 0 0 0 0 CASQA Designation - N N — c.i - N) N T C1I F7 '? '? DO W U.J LJJJJLLLJ!JLJLJ!JLL U) .• 2 JJJJ) Construction Activity LiJ Lii iflU)U)U)U) in U) I Grading/SoilDisturbance Trenching/Excavation Stockpiling Drilling/Boring Concrete/Asphalt Sawcutting Concrete Flatwork Paving Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staging/Lay Down Area Maintenance and Fueling _Equipment Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more MPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for inforniation and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY. NTH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. V .J\% '' . ;0 rz11 I . I OWNER(S)/O 'S A7 NAME (SlGNA11JRE) DATE E-29 Page 1 of 1 PROJECT INFORMATION Site Address: _I3IJ ,I (r Assessor's Parcel Number: Emergency Contact: Name: 6tc'1 24 Hour Phone: -_ ° Construction Threat Threat to Storm Water Quality (Check Box) km EDIUM 0 LOW REV11/17