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1643 BRADY CIR; ; CBR2019-1245; Permit
BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES - outside CFD SB1473 GREEN BUILDING STATE STANDARDS FEE SDCWA SYSTEM CAPACITY CHARGE 5/8" Displacement SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 - Medium BLDG SWPPP PLAN REVIEW FEE TIER 1- MEDIUM TRAFFIC IMPACT Residential Single Fam. Outside CFD WATER METER FEE 1" Displacement (P) WATER SERVICE CONNECTION FEE 5/8" DISPLACEMENT (P) WATER TREATMENT CAPACITY CHARGE 5/8" Displacement 51,790.40 $1,255.76 $66.00 $175.00 $92.00 . $182.00 $14,960.13 $18.00 $5,267.00 $982.00 $55.57 $246.00 $55.00 $3,820.00 $282.00 $4,385.00 $146.00 C(City of Carlsbad Building Permit Finaled Residential Permit Print Date: 08/04/2020 Job Address: 1643 BRADY dR. CARLSBAD, CA 92008 Permit Type: BLDG-Residential Work Class: Single Family Detached Parcel #: 2052210400 Track #: T2018-0003 Valuation: $427,432.23 Lot #: 4 Occupancy Group: R3 / U Project #: çDEV26180610 #of Dwelling Units: 1 Plan #: Permit No: CBR2019-1245 Status: Closed - Finaled Applied: 05/20/2019 Issued: 11/04/2019 Finaled Close Out: Bedrooms: 5 Construction Type:VB Bathrooms: 4.0 Orig. Plan Check #: Inspector: PBurn Plan Check #: Final Inspection: 08/04/2020 Project Title: MAGNOLIA-BRADY Description: MAGNOLIA-BRADY: (LOT 4):2,589 SF LIV //723 SF GARAGE //46 SF PATIO //203 SF CALIFORNIA ROOM Applicant: TIM SEAMAN 14428 SPRINGVALE ST POWAY, CA 92064-5147 (619) 993-8846 FEE AMOUNT Total Fees: $33,777.86 Total Payments To Date: $33,777.86 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 da9s from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division . . Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad %6 RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan CheckC 2-0P 245 Est. Value PC Deposit 2..t 2 Date Job Address g& WW .( ((CJL Suite: APN: 'O (C5 'S CT/Project #:Ct3DI$ _0003 Lot U: 'k Fire SprinkIer49f no Air 0yes no BRIEF DESCRIPTION OF WORK: V%JJ1N 'o 1 S% J 10 Addition/New: 'S "'N -Living SF, DSF, "C (o Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? Yes _ New Fireplace No, if yes how many? I 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? 0 Solar: KW, ______ Modules, Mounted: Roof / Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes / No o Reroof: 0 Plumbing/Mechanical/Electrical Only: o Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: T _-W\ C' Name: _1ç'S LL C. Address:t) rb04 Address:_______________________________ City: &(\Ae,b\tf- state.-_4.k Zip: °\ City: 2'1M0'o State: CA Zip: cC?i.(o Phone: ' Phone: Email:—cVI Q S o c- c,o" Email: DESIGN PROFESSIONAL Name: *A\ N h'( cXN 2 Address: '-S1 Mit. S\-1%V9—kb City: i'rc'.P State: C Zip: iu S Phone: S'k' - 5() - O(QL) 1 Email: Architect State License: CONTRACTOR BUSINESS Name: OX&'Q CP4SQ oL Address: 'j 0 4%G \eli '4-u) City: _xc-...'J_cA State:(VZip: Phone: (IJA - °00'6 - Email: State License: 20Bus. License: M-0 t u 1 \ (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 t h e p r o v i s i o n s o f t h e C o n t r a c t o r ' s U 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 ex e m p t t h e r e f r o m , a n d t h e b a s i s f o r t h e a l l e g e d exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty o f n o t m o r e t h a n 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. 06/18 - (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: Dl have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of thq work for which this p)rmit is issu,J. fl iorkers' compensation insurance carrier and policy number are: Insurance Compa y Name: --"i Ft C'w.4 -is.S F1A' P1icyNo. t(%'k tig ' Expiration Date: ______________ I 0 Certificate of Exemption: I certify that in the p ormance of the wo or which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of alifornia. WARNIN lure to secu!3,wkers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100, 08. .00, in addition e o the cost9mpensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: Q)(CENT DATE: I) / (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section ___Business and Professions Code for this reason: 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 a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 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 DiSTRICr. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height; EXPIRATION: Every permit issued by the Building Official by such permit is not commenced within 180 days from after the work is commenced for a period of 180 days (S APPLICANT SIGNATURE: e provision4tCode of shall expire by limitation and become null and void If the building or work authorized 1€ of such per he building or work authorized by such permit is suspended or abandoned at any time 106.4.4 Unit ng Code. _________________ DATE: c('aotc 1.635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760602-8558 Email: BUiIdingCarIsbadCa.gov B-I Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1643 BRADY CIR IVR Number: 19179 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0612612020 0612612020 BLDG-Final Inspection 131173-2020 Cancelled Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final • No BLDG-Structural Final No BLDG-Electrical Final No 08/04/2020 08104/2020 BLDG-Final Inspection 134616-2020 Passed Pau! Burnette - 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 Tuesday August 4,2020 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1643 BRADY CIR IVR Number: 19179 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03103/2020 03/0312020 BLDG-84 Rough 121168.2020 Failed Michael Collins Reinspection Incomplete Combo(14,24,34,44) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete all trades No 0310412020 03/04/2020 BLDG-27 Shower 121404.2020 Passed Michael Collins Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLD1344 Rough 121292.2020 Passed Michael Collins Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete all trades No BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical DbI ck Master Bedroom receptacle layout Yes BLDG-44 Yes Rough-Ducts-Dampers 03/09/2020 03/09/2020 BLDG-16 Insulation 121676-2020 Passed Peter Drelbelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/12/2020 03/12/2020 BLDG-17 Interior 122065.2020 Pissed Tony Alvarado Complete Lath/Drywall - -, - 03/18/2020 03/18/2020 BLDG-21 122610.2020 Passed Paul Burnette Complete Underground/Underflo . or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-22 Sewer/Water 122611.2020 Passed Paul Burnette Complete Service Checklist-Item COMMENTS Passed BLDG-Building Deficiency Yes 04/30/2020 04/30/2020 BLDG-Electric Meter 126113.2020 Passed Peter Dreibelbls Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Tuesday August 4, 2020 Page 2 of 3 c(city-of Building Permit Inspection History Finaled Carlsbad Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1643 BRADY CIR CARLSBAD, CA 92008 IVR Number: 19179 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0311112020 BLDG-18 Exterior 122061.2020 Cancelled Paul York Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12/0912019 12/0912019 BLDG-11 113100.2019 Cancelled Paul Burnette Reinspection Incomplete FoundationlFtglPlors (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12110/2019 12/10/2019 BLDG-11 113190-2019 Passed Paul Burnette Complete FoundationlFtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0112712020 0112712020 BLDG-15 RooflReRoof 117532-2020 • Cancelled Paul York Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02107/2020 02/07/2020 BLDG-18 Exterior 118761.2020 Cancelled Paul York Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency • No 02/1112020 0211112020 BLDG-13 Shear 119057.2020 Failed Luke Storno Reinspection Incomplete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/12/2020 02112/2020 BLDG-13 Shear 119217.2020 Cancelled Luke Storno Reinspection Incomplete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/13/2020 02/13/2020 BLDG-13 Shear 119374.2020 Passed Luke Storno Complete Panels/HD (ok to wrap) Checklist Item• COMMENTS • Passed BLDG-Building Deficiency No Tuesday, August 4, 2020 Page 1 of 3 December 2, 2019 City of Carlsbad Development Services Department 1635 Faraday Ave. Carlsbad, CA . . . -. ., • RE: Building Setback VerificationLetter 1643 Brady Circle (Lot 4), Carlsbad, CA APN 205-221-04 To Whom It May Concern: f Coastal Land Solutions, Inc. performed a landsurvey9fthe site on November 25, 2019. During our siteyisit, we verified that the building forms for the proposed structure were within the setback lines as depicted on the architectural plan 1A. 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 4 of 6 - City of Carlsbad Drawing # 515-3A for Project No. CT 2018-0003. Closest Measured Distance to Boundazy Line Plan Dimension South Side. , 6.64' 6.18' SYSB North Side . 6.18' 6.18' SYSB East Side . . 25.70' •. 12.36' RYSI3 West Side 26.04' 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 1 December 2, 2019 City of Carlsbad Development Services Department 1635 Faraday Ave. Carlsbad, CA. RE: Building Setback Verification Letter 1639 Brady Circle (Lot 5), Carlsbad, CA APN 205-221-05 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 2B. The original building layout that was surveyed by this office was based upon the architectural plans prepared by William Hezrnalhalch 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 6.58' .. 6.18' SYSB North Side 6.18' 6.18' SYSB East Side 26.65' 12.36' RYSB' West Side r 26.99' 20.00' FYSB If you should have any questions in reference to the information listed above, please do not hesitate to contact this office. •1 fWAINVEMAN 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 1 ._4.L.A ,%,r ... V • 0 0 GEocoN FOUNDATION OBSERVATION REPORT PROJECT NAME: MMl;,... PROJECT NO. f--72-1 i2 -01 LOCATION: VLa+ lj - 4 AGENCY PROJECTNO: APPROVAL / PERMIT NOS: • oV Iq cl1t, (Io+3) -124C (L+ FOUNDATION TYPE: 0 CONVENTIONAL POST-TENSIONED DATE 0 ADDITIONAL OBSERVATION REQUIRED CK SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION Check soil conditions exposed are similar to those expected Check footing excavations extend to minimum depth recommended in soil report !Check footings have been extended to an appropriate bearing strata ri *APPLICABLE SOIL REPORT. TITLE: iQ,tr4 iO eriic'S. AIV6IIi.V'- DATE: 101/7-4 9 SOIL REPORT RECOMMENDATIONS BASED ON: V Expansion Condition Very Low (0-20) 0 Low (21-50) 0 Medium (51-90) 0 High (91-130) 0 Very High (>130) CK Fill Geometry /? 0 Other: V MINIMUM FOUNDATION RECOMMENDATIONS: V • Footing Depth: 0 12 Inches 0 18 Inches 0 24 Inches OTHER: r pr Footing Reinforcement: 0 No.4 T&B V 2-No.4 T&B 0 2-No.5 T&B Post-Tensioned OTHER Interior Slab Reinforcement: 0 6x6-1 0!10 0 6x6-6/6 0 No.3@24 Inches 0 No.3@18 Inches V OPost-Tensioned V FOUNDATION CATEGORY- W, NA DI DII. 0 i • • V OBSERVATIONS: Substantial conformance with Soil Report. . Substantial conformance with 'Foundation Plans. Identify: c.'FD (lc,+S V.' L4') , P t Di.', slgli9 • V V D Other A F? fb ,tte Qour.. V NOTE: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIL PRIOR TO PLACING CONCRETE AND THE SOJL MOISTURE CONTENT SHOULD BE MAINTAINED. FIELD COPIES TO • • L-EOCON REPRESENTATIVE no Field Report Tendons at Lot 3 & 4 re-1 U SCSI, LLC -San Diego LEA: 47, Exp: 04125/2021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 2804321 Fax: (619) 280-4717 Client: Project: Pebble Creek Companies 190818N 301 West 28th Street, Suite A Magnolia-Brady CMI - Pebble Creek Companies National City, CA 91950 Brady Circle Carlsbad, CA 92008 Report Number: 4 Technician: Kjolsrud, Joseph Certification: ICC 5230739 Date: 12/0612019 Authority Having Jurisdiction: Other Other Jurisdiction: City of Carlsbad Permit Number: CBR2019-0176 and CBR20I9-1245 Architect: WI-IA Engineer: Swanson & Associates Contractor: Four Corners Start Time 13:30 End Time: 15:30 Time (Hours): 2.00 Location Details: Lots 3 and 4 slab and footings Service Being Performed: Special Inspection Type of Inspection: Prestressed Concrete Inspection Frequency Is: Periodic Work Identified Within This Report Was Conducted: Prior to my Arrival Material Classification: A615 grade 60 reinforcement bars, tendons are A-4161270k,1I2" 7 wire strand Prestressed Concrete Report Type: Inspection of Tendon Placement P.T. Tendon Placing, Spacing, Count Drape, Cover, and Clearance was Inspected and in Accordance with Approved Documents: No Details: Following the placement PCC at lots I & 2. The installation of PT tendons and reinforcing at lots 3 & 4 was reviewed. The elements required per plan at both lots were found to be present However, at the time of my observation the tendons were temporarily supported out of position. To allow for removal of saturated soil in the footing spaces. Also at tie beams connecting to pad footings, reinforcing was coated with mud that must be removed before concrete placement The correction of these conditions was underway at the time of my review. While observing the work in conjunction with the supervisor of the work these items of correction were discussed. Status of Work Element: Work Element Inspected Pending Completion. Discrepancy: No cc: Project Architect Page 1 of 1 Structural Engineer Project lnspector, DSA Regional Office (If Applicable); 24S December 2, 2019 City of Carlsbad Development Services Department 1635 Faraday Ave. Carlsbad, CA RE: Building Setback Verification Letter 1643Brady CirCle (Lot 4), Carlsbad, CA APN 205-221-04 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 lÀ. 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 4 of 6- City. of Carlsbad Drawing # 515-3A for Project No. CT 2018-0003. Closest Measured Distance to Boundaiy Line Plan Dimension South Side 6.64' 6.18' SYSB North Side 6.18' 6.18' SYSB East Side 25.70' 12.36' RYSB West Side 26.04' 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 . I 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: Pebble Creek Companies 301 West 28th Street, Suite A National City, CA 91950 Project: 190318N Magnolia-Brady CMT - Pebble Creek Companies Brady Circle Carlsbad, CA 92008 Report Number: 8 Certification: iCC #8325989 Date: 01/21/2020 Other Jurisdiction: City of Carlsbad Engineer: Swanson & Associates Contractor: JD Reinforcing, Four Corners, BSA. Technician: Rosete, Edwin Authority Having Jurisdiction: Other Permit Number: CBR2019- Architect: WHA Start Time 07:00 End Time: 15:30 Location Details: Lots #1 thru V. Service Being Performed: Special Inspection Time (Hours): 8.00 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 ps i of gauge pressure. The elongation was measured 2 3/4". Stressing was performed by JO 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 J o r g e 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 insta l l e d including approximately 20 percent on non-shear walls. Work was in compliance with the cut-sheet CS-01 (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 3 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); MC Field Report SIM 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: Stressed (1) replacing PT cable. Caption: Ensuring holes were cleaned. Caption: Added/installed 5/8" anchor bolt, typical. V 1 . , I . : .•.• - -L..": - - --- - - •. . '' • -". . ,.._::_.. Caption: Missing anchor bolt on end of shear wall. Also, marked in orange shall be square washer. cc: Project Architect; Page 2 of 3 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); SN 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: Pebble Creek Companies 301 West 28th Street, Suite A National City, CA 91950 Project: 190318N Magnolia-Brady CMT - Pebble Creek Companies Brady Circle 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 3 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); IIUINIUIL_ Please input agency related information you want to display on the generated reports Cellphone: XXX-XXX-XXXX. Address: XXX XXXXX BLVD XXXX Case Number: FPR2019-0242. Case Module: Permit Inspection Date: Fri May 29, 2020 Inspection Status: Passed Inspector: Felix Salcedo Inspection Type: FIRE-Res Single Fam Sprinkler Final(20) Job Address: 1643 BRADY CIR Parcel Number: 2052210400 Carlsbad, CA, 92008 Contact Type Company Name Name Fire Prevention Contractor INNOVATIVE FIRE PROTECTION INC Applicant INNOVATIVE FIRE PROTECTION INC PLASSMEYER, JOSEPH Checklist Item Status John Salcedo, Felix May 29, 2020 Page (1) AdOo, C1400 . ,U - — - . -• -: - INSPECTION RECORD kEtoprj CARD WItip APPROVED LANS Must RI I(IpTos THI JOD ,-ALLJ3F FOR NEXT WORK pAy .ltNCTlON 0R UUPLAO IN5pc)j ci.i.0 760-602,2M OICQ AND CLICK ON 1eq ue TE No (FMAE. ITS 3nt lflipecor.Notes jl STO.tUppR(ON U TUPJGREQLJ4ft 764O2c A4IW IF MItD WJtOVAt RUVIRO PRIOR TO MOVES] UWLU FU 4c ThO216O ; - M.4fllsUr$ lko V ImI 160411149911 JaHJL*C*W 2P' ,L ot I ji- _ oil DGLT mTrANCU - .. __________ 133 SICXS BI*1I(AL cotwus ________ pull Dite.....jmncVDr L8fl(AMF 13 010A DCU(IMI_ ________ — 6 S34(AThIllo na tDIIJ_L44 MUM M EXT SZlEA,IPiJIE1S 43JlCUC(D RI.TH _______ ________ Data lMp3ctof. amt. !M!E_ rn Pool 1 31_ VIA HKdC so 14+L 13 WAMT G MIS as TOP047 ME vn;(lcnoullDnWAiL — _______ 'I - — Iva - _rpnIUL !?!!_ rwosrnc (jJi14 '' I OL EX —CA' __ __ FIXED ... LIpdffx .___.. CBR20I9-1245 1643 BRADYCIR.. E$ LP/N?sc EXss PTI rCUFCR. OE%/201B.40010 205220400 CBR20I9-1245 maffoEiO- RECEIVED ' Cit Carlsbau ocr s 2019 . PAD CERTIFICATION FOR BUILDING PERMIT PROJECT INSPECTOR: A.Q.6t 4€ DATE: 1O. PROJECT ID CTiot - bb3 GRAbING PERMIT No.R21 - 0o.91 LOT(S) REQUESTED FOR RELEASE:7 N/A = NOT APPLIcABLE COMPLETE ,-.0 = Incomplete or unacceptable 1. As-Built (Redlines) are up to date and available onsite for reference, All dailygeotechnical observation reports,.corhpactiqn reportsand Iettersfromgeotechnical engineer submitted, including: pads, retaining walls, utilitytrenches, slopes, paved access roads and parkihgIots. 3.Site security and fencing installed for separation of construction activity from. public. 4. Letter from EOW:documenting that-the-finished pad elevations match the plan elevations for specific lot(s). S. Letter from the project QSDcertifying that all construction related BMPs•are installed in accordance with City of Carlsbad Storm Water-Standards. Site acces:to requested lot(s) adequate and .logically:grouped, including a designated staging area for building:phase of work. All onsite underground utilities installed and ready for service. :ldentlficatiqn and protection of city sewer infrastructure is implemented, including manhole protection,. false bottoms and sediment traps. P.ermahent/Tempprary Fire Access Plan approved by Fire Department representative, and Implemented on site IO Letter from Owner/Dev requesting pad certification of the specific lot(s) .with 84trx ii." site plan. Pad certification:forthe above stated lots. is approved forthe purpose of building permit issuane. Issuance of building permits is *still subjectto all city requirements. 11 above-stated lots areconditionally approved for a building peritto:install retaining walls required Zrfo pad ceitification only. LII :The above stated lots are conditionally approved for a building permit to install foundations only.. Project lhspector Municipal lyojects Manag Public Works construction Managenient & Inspection 1635 Faraday.AvenUe I Carlsbad, CA 92008 1 760-602-2790 1760-438-4178 fax Date /0/31//t/ Date P 4L C* ty 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, CarlsE92QQ8'- D THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERJAUTHORIZED AGENT. Please check @I 4J1-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) CITY OF Name: (Please print) Taylor D AShtOIUILD1NC "IS ION (First) (MI.) (Last) Mailing Address: 30 Via Latigo, Rancho Santa Margarita, CA 92688 Email: Taylor©ashton3.com Phone: 949-584-2041 I am: (Property Owner UProperty Owner's Agent of Record 0Architect of Record DEngineer of Record State of California Registration Number: Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections note22,. approved plans and, as required by the California Building Code. Signature: '7Ad¼..~%.. Date: 10/11/2019 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name: Pebble Creek Companies Please check if you are Owner-Builder 0 Name: (Please print) Gary L. Arnold (First) (MI.) (Last) Mailing Address: 3802 Main Street, Suite 10, Chula Vista, CA 91911 Email: gary©pebblecreekcompanies.com Phone: 619 0938-0312 State of California Contractors 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 ocr B-45 Page 1 of I Rev. 08/11 EsGil A SAFEbuiLtCompany DATE: 10122/2019 JURISDICTION Carlsbad PLAN CHECK #.: CBR2019-1245 PROJECT ADDRESS: 1643 Brady Circle SET: IV Cl 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. 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. LI 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 Date contacted: (by: ) Email: tim@bhpsonline.com Mail Telephone Fax In Person ZI REMARKS: :Sprinklersare_deferred.-Set-iI 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 EsG.11. SAFEbuilt Company DATE: 9126119 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: 0-1912450 PROJECT ADDRESS: ADDRESS: 1643 Brady Circle 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 codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El 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 (by: Email: tim@bhpsonline.com ail Tele hone Fax In Person 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 19-1245 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 CBR20 19-1245 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 20. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca .qov/civicx/filebank/blobdload .aspx?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 23. 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 AFCl. CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 28. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca .gov/civicax/filebanklblobdload .aspx?BloblD34404. 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. CONTINUED Carlsbad CBR20 19-1245 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 0 No 0 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 SAFEbuilttompany DATE: 8/26/19 JURISDICTION: Carlsbad PLAN CHECK#.: R2OiI245 SEfE:11. PROJECT ADDRESS: 1643 Brady Circle 13 APPLICANT U 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 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 El 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- 1245 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 19-1245 8/26/19 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 SI.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. 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 20. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca.qov/civicx/filebank/blobdload .aspx?Blobl D251 07 The completed form was not received. PME 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. Part of the load calculations are cut off on the print on sheet A1.2.1. Please provide a complete print. 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). CONTINUED Carlsbad CBR2019-1245 8/26/19 CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 28. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca.qov/civicaxlfilebank/blobdload .aspx?BloblD=34404. The completed estimate portion of the form was not received. 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. 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. 34. 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 0 No 0 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 SAFEbuiIt Company DATE: 6/6/19 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.:BROi9-1-245 PROJECT ADDRESS: 1643 Brady Circle PROJECT NAME: Custom SFR with Attached Garage and Guest Suite for Magnolia A3, LLC The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El 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 El 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 Seama IA Date cont e : (J (by: TJ Mail etephone Fax In Person El REMARK Telephone #: 619 993-8846 Email: tim@bhpsonline.com 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 CBR2019- 1245 6/6/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2019-1245 JURISDICTION: Carlsbad PROJECT ADDRESS: 1643 Brady Circle FLOOR AREA: 2589 sq ft SFR, 723 sq ft Gar HEIGHT: 14' approx. per CRC 249 sq ft Coy Porches REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/6/19 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/21/19 PLAN REVIEWER: Tamara Fischer 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 CBR2019- 1245 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. Please correct the site address on sheet Cl. 3. 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." 4. 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. 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 19-1245 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. 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 CBR2019-1245 6/6/19 16. Please specify the size of the header at grid 7 which is supporting the girder truss on sheet S1.2. 17. Please call out the vertical support for the girder truss at grid 4 (left side) on sheet S1.2. 18. 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. 19. 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. 20. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca.qov/civicx/filebank/blobdload.aspx?Blobl D=25107 PME 21. Please complete the detail reference at floor plan keynote 322 for attic FAU. 22. 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. 23. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). 24. 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. 25. Please specify that the tankless water heater in the garage will be mounted to be above the path of vehicles. CPC Section 507.13. CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 26. Please revise California Green Code notes to indicate maximum 1.8 GPM for showers per current requirements. 27. 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. CONTINUED Carlsbad CBR20 19-1245 6/6/19 Please complete the City of Carlsbad form for Construction Waste Management. Available at https ://www.carlsbadca .qov/civicaxlfilebank/blobdload .aspx?Blobl D=34404. 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: W pipe (1/2" insulation); %" pipe (1" insulation); 1" to 144" pipe (144" 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 requirements: 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 CBR2019- 1245 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: YesO No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. f Carlsbad CBR2019-1245 6/6/19 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-1245 PREPARED BY: Tamara Fischer DATE: 6/6/19 BUILDING ADDRESS: 1643 Brady Circle BUILDING OCCUPANCY: R3 / U BUILDING. PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFR 2589 141.76 367,017 Gar 723 36.98 26,737 Coy Porch 249 12.33 3,070 Prefab FP 1 3,373.05 3,373 Air Conditioning 2589 5.31 $13,748 Fire Sprinklers . 3312 4.01 1,281 TOTAL VALUE . • 427,225 Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee v 1997 UBC Plan Check Fee V Type of Review: . E Complete Review El Other 1 Repegi Hourly • GiI Fee El Structural Only I $116.381 Comments: T%i116: Sheet 1 of 1 /'ç$SlON SWA Cn STRUCTURAL SEP ., CALCULATIONS 1 ISSUE DATE 05/08/19 I I PROJECT Description: 2 Single Family Client: Magnolia A3 LLC Name: LOT 4 PLAN lAP P3-yB Dwellings Taylor Ashton, director Mcigonolia Tract DESIGN CRITERIA Building Type: Bearing wall system Steel: ASTM A992 W-Shapes (if used) ASTM A36 rolled shapes, bars & tes Construction: Stud walls, sawn lumber ASTM A53 Grade B pipe columns wood timbers, plywoodsheathing ASTM A500 Grade B H55 tube s Grade 40 & 60 reinforcing bars Codes: 2016 CRC d 2016 CRC ASCE 07-10,2015 Nb5 Concrete: 2,500 psi at 28 days. U.N.O. Higher strength where noted Wood: Studs - Stud grade, Standard di btr. Posts - Standard & better Masonry: 1,500 psi grade N standard weigh Beams - bF#2 or better Concrete Masonry Units Joists - I-Joists GLBs - 24F-1.8E Soils & bearing: LSL - laminated strand rims and beams PIT slab design by others LVL - laminated veneer microlam beams and joists PSL - parallel strand beams BUILDING LOADS Roof Loads psf Roofing (tile) 9.5 Sheathing 1.4 Rafters or trusses 3.2 Ceiling 2.2 Misc. di insulation 1.7 Total Roof bL ............................................................18.0 psf Roof Live Load (less than 4:12 pitch) ...................20 psf Roof Live Load (4:12 pitch or steeper) ................16 psf Roof Live Load (12:12 pitch or steeper) ..............12 psf Exterior Walls psf Stucco or siding 10.0 Studs 1.1 Gypsum board 2.2 Misc. & insulation 1.7 Total Wall bL 15.0 psf Floor Loads psf Lt. wt. topping Floor Finish (carpet) 1.2 11.2 Sheathing 2.0 2.0 Joists 2.6 2.6 Ceiling 2.6 2.6 Misc. d insulation 3.6 3.6 Total Floor bL ..........................12.0 psf 22.0 psf Floor Live Load .........................40 psf Balcony Live Load .....................60 psf 1.5 x L Exit Live Load ...........................100 psf Interior Walls psf psf Shear panel 2.0 Studs 1.1 1.1 Gypsum board 4.4 4.4 Misc. di insulation 2.5 2.5 Total Wall bL 8.0 psf 10.0 psf Swanson di Associates 17055 Via bet Campo, Suite 100, San bigo, CA (858) 40 Magnolia 04/04/18 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 2AR), 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 Is 0 Section Properties & Design Loads 2016 CRC/CRC Nominal Size Actual Size (b) x (d) inches - Area (A) in2 -- Section Modulus (5) in Moment of tnertia (X) in Roof Loads LDF: 1.25 Floor Loads LbF = 1.00 (w) Allowable Uniform Loads (plf) Allowable Shear Moment Allowable Shear Moment (lbs) (lb-ft) Span in feet for beam or joist sizes Normal duration, Laterally fully braced, repetitive member increase for 2x members. 3't. 4ff. 5 " 6t• 7ff. 8ff. 9ff. 10 ft. lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19ff. 2x4 2x8 1.5x3.5 5 1.5 x7.25 5.25 10.88 3.06 13.14 5.36 47.63 788 211 1,631 1.700 630169 84L 8 7 5 4 3 32 2 .424 63 48 37 29 23 19 15 13 11 9 ad 1.305 1.360 1.34 5343353025 21 mba_8201 _Vc_44 242 15 xli 25 L3 1688 __ 3164 17798 2,531 3,411 2,025 2,729 1094 820 656 547 _ .2ç0 4218 4 071 iift 129PP11149 1094 820 656 547 469 41 33 2%i25 16610 POR&R-20i '5 i90 2*81 9 . W 4x4 4x8 Ni 4x12 4x16 35 x 35 W51 35 x 725 ij10 3.5 xli 5 WOW 35 x 1525 1225 Wj 2538 3938 715 3066 7383 1251 11115 415.28 1,838 1,005 38063737 au 5906 b 4b9 1470804 3,045 2,989 154225 176 111 74 52 38 29 22 17 14 11 9 8 7 - 6 r_111866754 __44363025 22 2 !J1459 p816142;ciz210083695849 4_/b 6_/68 4 3/b 3 81 4,3753281 Fft-.7_3@8A1 5338 1i 13566 103442_800614131 6,405 11305 4375328126252,188 ri614$_1117'974 _28535P46P 2353i322SfJ Wfflaffl"R 6x6 6x10 Ma-AR x35 55 x 55 T111. 55x 95 9125 3025 5225 11 2773 8273 342 MR117-OVENT 9'65j 2 15O )22i5j_38Z25517511782604535272218151210 9 7626 j 39296 42853466 7402 11,634 8 2773 59229307 Z465; 45 17513410685 69 57 47 40 34 _ 175144 120 10186 6,875 _.2j8" %6i5'5171 244205175 6,875 Ar 6x14 5i! 55 x 135 , 7425 .-'- 9075 i2 16706 r°-' 24956 1,12767 2O 889 jI 1051923.188 I85633875 841518,550 10 285 __2ñ00 6 875 5,156 4125 3438 2 946 58755.1564,125343829462,57822922063 6O' 58OF513 458r14F -'. . '179 X506 1283?IO6-,964V_7_50'669 k601 It'Timberstrand LSL rim board & 1*' Timberstrand LSL l*.i1QSb 14x14 LSL 125 ft8E 1.25 x 14.0 17.50 40.83 285.83 Q6M. ]66 1035 777 621 _518444388345 _311 23l19715712810588 _7463 6,198 7,129 4,9585,703 1,035 777 621 518 444 388 345 311 282 259 239 222 173 144 121 103 1,035 777 621 518 444 _388345311282259239222207194183173154 Z111 I 13x11j LSL l*x16LSL 1.75x 11.88 iji 1 1.75 x16.0 2038 0 28.00 41.13 7467 244.21 597.33 5.3689,971 2wr&p, .7,233 17,611 TJ ä5,8 4,2957,977 i 1,838 1,378 1,103 919 788 689 613 551 501 404 318 254 207 170 142 120 102 183813781,103 _919788 _689613551501459424394339279233196167 5,787 14.089 1.8381,3781,103919788689613551501459424394368345324293249 34Timbersfrand LSL 3*x4*LSL 34c7 LSL 34x94 LSL 3xll* LSL 35x438 35 x 725 3g Ol®r 35 x 95 35x11 88 1531 2538 f3J 3325 4156 1117 3066 9~A 54232170 89875687 4339 1736 13$3484 280 176 118 83 60 45 35 28 22 1815 12 10 9 3 _556350235165_120907055443629242118 7190_4550 2485 538378 275 207 159 125 100 82 67 56 47 40 2485186414911 243 92.ti61 463348268211169137123947968 5265 8226 48841 8_59013027 1073719941 687210422 i_'$894 6,300 4,725 1303980 714 537 413 325 260 212 174 145 123 104 530047253780 ___13 9142iLWi891687540432352290242203173 859015953 6,300 4725 3780 3,150 1048808635 509 413 341 284 239 203 5300472537803150270023632l004t _833678558465392333 3146 LSL a:Mo 3.5x16.0 öb' 56.00 149.33 119 1,194.67 14,46735,222 11,57328,178 6,3004,7253,7803,1502,7002,3632,1001,8901,718 _833695585498 I. At roof loading conditions where shear or bending governs, use a 1.25 LbF adjustment to the above values. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. - Shading in the span / allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. SectionProperites & besign Loads 20I6CBC/CRC Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LbF: 1.25 LbF: 1.00 Size Size Modulus Inertia Allowable Allowable Span in feet for beam or joist sizes (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration, Laterally fully braced, repetitive member increase for 2x members. 0 inches in2 in' ire (Ibs) (lb-if) (lbs) (lb-if) 10 ft. lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20ff: 21 ft. 22 ft. 23 ft. 24 ft. 25 ft. 26 ft. 3*' Parallam PSL I Lgo 11139HMIPSO"116 2 _953 716 551 434 347 282 233 194 163 139 119 103 89 78 69 61 54 0 3*xll* PSL I 35 x 1188 4156 8226 48841 10,044 24,878 8,035 19,902 929316 1,077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 ffaffl I _ 27 1861U 903 744 621 523 445 381 329 286 251 221 195 173 3*x16 PSL I 3.5 x 16.0 56.00 149.33 1,194.67 13,533 43,693 10,827 34.955 96 2.297 1.838 1.531 1,313 1.148 1,021 919 780 664 569 491 427 374 329 291 259 1*18i$l oo ii9'Ob dd 3.063 2,297 1.838 1,531 1,313 1,148 1,021 919 835 766 707 656 609 533 469 415 369 S. 5*" Parollam PSL WKSMT 87 j585,_1,429 1,074 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 r- 5*x11* PSL 15.25 x 11.88 62.34 123.39 732.62 15,066 37,317 12,053 29,854 1615 1,270 1.017 827 681 568 479 407 349 301 262 229 202 179 159 I f2QPfC 42J 7 1,355 1.117931 784 667 572 494 430 376 331 293 260 CA 5*x16 PSL I 5.25 x 16.0 84.00 224.00 1,792.00 20,300 65,540 16,240 52,432 ,390 1,171 995 853 737 641 561 494 437 388 KWR-lf 4! 3!O 5jT 8i2' i8id 18J3 'i 1,417 1.215 1,050 913 799 703 622 553 7' Paratlam PSL rJi9*2? I T 5,W 14,7 5 4 3 7 694 565 46 388 327 278 238 206 179 157 138 122 108 7x11f PSL I 7.0 x 11.88 83.13 1164.52 976.83 20,089 49,756 16,071 39.805 j1,694 1,356 IJ03 909 757 638 543 465 402 349 306 269 r238 212 0 I 7T ! I lOd 1,807 489 1,241 1,046 889 762 658 573 501 441 390 347 7x16 PSL 7.0 x 16.0 112.001 298.67 2,389.33 27.067 87,387 21,653 69,909 2 1,853 1,561 1,327 1,138 983 855 748 658 583 518 i psi ji8ö [ 5Ib 3Ô'1öb ào 1bI 3105 1,889 1,620 1.399 1,217 1,065 938 829 737 3*" Glulam GLB (24F-1.8E or 24F-V4 with standard camber) 'Af x91 9 jj95 2, [ 8241 644 496 390_ 312 - 254 209 175 147 125 107 93 81 70 62 55 49 3*xli* 618 35 xli 88 4156 8226 488411 9,17820565 734316452 1088' 762 610 496 409 341 287 244 209 181 157 138 121 107 95 j*xgj _9t_Zr Wk. 1411.1 or2 933 670 559471400343296258226198176156 3*x16 GLB I 35 x 160 5600 14933 1,19467112,367 37,333 9,893 29,867 12 l'f062 33 82 702 597 512 442 385 337 296 262 233 riireL [ i8ô TÔ6 ThTh"ö riff- 7 T3' NOW Ø32 &35' Act t.b& 729 630 548 479 422 373 332 - - - - - - 5*0 Glulam GLB (24F-1.8E or 24F-V4 with standard camber) f11G 54,88 92Jj _691142lI1,198959 780 642536451384329284247216190168150 5fx14 618 55 x 140 7700 17967 125767 1700443715 1360334972 65 1,053 878 739 629 539 466 405 354 312 276 245 ,-. ..- ?. ,- ( p 55 6 97 98O2Q4 24&184 3603 1406 1 1,104 938 805 695 604 529 466 412 366 5*x18 618 55 x 180 9900 29700 267300 2186370469 1749056375 453 3t 392 if28 990861753_663587521 95710406 5 0 _ 1i26 397i3 _ 5,005 4,171 3,575 3,128 2381 2.5032,2752,0851,925 O )11l5 6* Glu-lam Girders 4Beams (24F-1.8E or 24F-V4 with standard camber) .24 .M2 &A I 57 3_,95_119I2 flO2T45 2'Q.4 1796 15C 41 12631083935814712627554493 6*x18 618 • 675 x180 12150 36450 3_280501268318473212146567786 15, 11-4176% 43 b2T7 "41O 1f8 rj 871 17~r.11r67 15035 1,214 1.0 56 924 814 720 640 5x 2i f41 l Sd9iI%Y3O ff365kQ43' 9O 3'8 3?230 61 _811_OCR W, 1,1431016 1-Joists, Single use as headers & beams gg Egg 67 75655649433834 140 Tfl 210 I 2.06 x 14.01 0.00 I 0.00 I EI:1 11,256 5,613 I 1.005 4.490 I 56 50 - At roof loading conditions where shear or bending governs, use a 1.25 LDF adjustment to the above values. At roof loading conditions where deflection governs, use a 1.15 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. Magnolia 4/4/2019 Typical Framing Elements Roof Framing Trusses @ 24" 0/c (DL = 18 psf, LL = 20 psf) Factory Manufacturer's design by others 2x Convetional Rafters & Fill Framing W = (24/12) (18 psf + 20 psf) 2x4 @ 24" o/c 2x6 @ 24" o/c 2x8 @ 24" o/c 2x10 @ 24" 0/c 2x12 @ 24" o/c Floor Framing 76 psf spans to 46-8" spans to 9'-10" spans to 13'-0" spans to 16'-4" spans to 18'-11" I-Joist floor joists (TrusJoist or equal) (Allowable spans per the latest span fables 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 (w 1170 plf) Roof Floor 6x4 (Max. Span =) 71-5" 7'-0" 6x6 IV-8" 11,-is' 6x8 15'-11" 15'-l" 6x10 201-2" 191-2" 6x14 281-8" 27'-2" 5*x9 PSL 21'-4" 20'-3" H2 (w 370 plf) Roof Floor 6x4 (Max. Span =) 5'-6" 4'-11" 6x6 8'-7" 71-8" 6x8 111-9" 10,-61' 6x10 15'-6" 14'-2" 5tx9f PSL 16'-61' 151-8" 5T1xIIJ PSL 20'-7" 19'-7" H3 (w 1570 plf) Roof Floor 6x4 (Max. Span =) 46-5" 4'-0" 6x6 6'-11" 61-2" 6x8 9'-6" 8'-6" 6x10 12'-9" 11'-5" 6x12 15-5" 13'-10" 6x14 18'-0" 16'-l" 5*x9 I PSL 14'-3" 13'-7" 5*xli* PSL 17-10" 16'-11" H4 (w 1770 plf) Roof Floor 6x4 (Max. Span =) 3'-10" 3'_5" 6x6 66-011 51-411 6x8 80-2" 7'-3" 6x10 10'-11" 9'-10" 6x12 13'-3" 11'-10" 6x14 15'-6" 13'-10" 5*x94 PSL 12'-11" 12'-3" 5*xlli PSL 16'-2" 15'-4" H5 (wi 970 plf) Roof Floor 6x4 (Max. Span =) 3'-5" 3'-0" 6x6 51-4" 4-9" 6x8 7'-3" 6,-61' 6x10 9'-9" 8'-9" 6x12 11.-101' 10'-7" 6x14 13'-9" 12'-4" 5*x9 PSL 11,-Il" 11'4" 5*xilf PSL 14'-11" 14'-2" HO (w 11170 plf) Roof Floor 6x10 (Max. Span:) 8'-11" 7'-11" 6x12 101-9" 9'-7" 5x9 PSL 11'-3" 10-8" 5T`x1IJ PSL 14'-0" 13'-4" See uniform loads table on aae 2 and 3 for additional ;pans or load conditions not specifically addressed here. Magnolia 4/4/2019 Stud Column Capacity 2016 CBC/CRC 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. (1) 2x4 Standard 3,281 lbs 4 136 lbs 3 288 lbs N/A (2) 2x4 Standard 6,563 lbs 8 272!bs 6 577 lbs N/A (3) 2x4 Standard 9,844 lbs 12409 lbs 9865 lbs N/A 2x4 Stud 3,281 lbs 3.4O1Ibs 2,890 lbs 2.413 lbs 2,010 lbs 1.683 lbs N/A 2x4 Stud 6,563 lbs 6,801 lbs 5,781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9.844 lbs 10,202 lbs.: 8,671 lbs 7,239 lbs 6,029 lbs 5.050 lbs N/A (1) 2x4 bF#2 3,281 lbs 4666 lbs 3 721 lbs 2 983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A (2) 2x4 bF#2 6,563 lbs 9 331 lbs 744k lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A (3) 2x4 bF#2 9,844 lbs 43,997 lbs 11,162,1b; 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9 651 lbs 7,673 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) 4x6 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 As 19005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 4x10 bF#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) 442 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 5f' 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 :8,683 lbs 7,653 !bs 6,669 !bs 5,035 lbs 2.430 The 1.989 lbs 1,655 lbs N/A 2x6 bF#2 10,313 lbs 17367 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 26050 lbs 22959 lbs 20007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12 031 lbs 22097 lbs 19 379 lbs 16 821 lbs 12 641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 lbs. 22.955 lbs . 20,918 lbs 16,823 lbs 8,657 lbs 7.134 lbs 5,966 lbs N/A (1) 6x8 bF#1 257833812 lbs 31303 lbs 28 525 lbs 22 941 lbs 11804 lbs 9 728 lbs 8136 lbs N/A (1) 6x10 bF#1 18,906jlbs24,795 326540425 lbs 37734 lbs 34 689 lb 28322 lbs 14837 lbs 12251 lbs 10259 lbs N/A (1) 6x12 bF#1 39,5348.936 lbs •45,6i8 lbs. .41,992 lbs• 34.285 lbs 17,960 lbs 14,830 lbs 12.419 lbs N/A LSL Studs Sill/lop Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3fx3f 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) 3+x4* 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) 3fx71 1.3E 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) 34x81 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 PSL 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) 3x3+ 1.8E PSL 7,656 lbs 10,730 i 'S 702 lbs 7,169 lbs 5.081 lbs N/A N/A N/A N/A (1) 3fx5+ 1.8E PSI. 11,484 lbs 16 095 lbs 13 052 lbs 10,754 lbs 7,622 lbs 3,466 lbs 2,816 lbs 2,333 lbs N/A (1) 31x7 1.8E PSI. 15,313 lbs 21460 lbs 17.40314S 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 5x5* LSE 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 PSI. 22,969 lbs 59026 lbs 50818 lbs 43 519 lbs 32,184 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 30625 lbs 100 192 lbs 92 677 lbs 84 376 lbs 67757 lbs 34806 lbs 28,678 lbs 23,982 lbs N/A Magnolia 4/4/2019 SEISMIC ANALYSIS, Wood Framed Dwellings ASCE 7-10 Section 12.14 Simplified Alternative 2016 CRC, Alternate Basic Load Combinations Seismic Loads SS 1.130 le: 1.00 2 Story Building Si 0.430 besign Category: b F= 1.1 SMS: (1.05)(1.13): 1.184 Site Class: b Fa 1.0 5M1 (1.57)(0.43): 0.675 R: 6.5 (Paper ASCE Table 11.4.1) (2/3)(1.0)(1.13): 0.789 Io : 2.5 501: (2/3)(0.68): 0.450 Cd : -4.00 besign Loading, Allowable Stress besign Base Shear Used Eh: (F)(Sb5)(W)/R : 0.134W Eh/1.4: 0.095W 0.117W E= (0.2)(50s)(1)): 0.158W Ev/1.4: 0.113W 6.113W Eflh: (2.5)(QE): 0.334W Ev/1.4 = 0.239W Component Interconnection(AScE section 1214.7.1) Fp: 0.2(505)W: 0.158W E/1.4: 0.113W bistribution of Forces 1-Story Weight Roof 24.7 psf x 0.095 : 2.36 psf design at: 2.90 psf 2-Story Story Weight % Weight 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 Magnolia 4/4/2019 WIND ANALYSIS, One Story Transverse section Wind Speed: 110 V0d (not used): 85 2016 CRC, Basic Load Combinations Exposure: B Kd : 0.85 z9 : 1,200 g: 7.0 Enclosure: Enclosed K t : 1.0 6: 0.85 Risk: Cat. II pl g2 Wind Pressures Element Z K,, & K. Qi. & Q. Lpf) Lpf) 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 BY 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 13.1' 0.57 15.13 -0.57 -10.04 -4.59 q: 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 BY 0.57 15.13 ±0.18 (2.72) (-2.72) Wind Left to Right Wind Right to Left Roof Elements Length Pla(plf) P1b(Dlf) P2a(plf) P2b(plf) Pla(plf) P1b(Dlf) P2a(plf) P2b(Dlf) 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 Pla (Left to Rt) 8.6 -357.4 Length P1 (plf) P2 (plf ) P1 (plf) P2 (plf) Pib (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 Horiz. Forces (W) = 116 116 116 116 0.6W: 73 plf 0.6W: 69 69 69 69 Summary of Results Wind Load Design Force: 0.6W: Left to Right: 73 plf Right to Left: 73 plf Seismic Force : 0.7E: (40.00) (2.90) : 116 plf Seismic Governs WIND ANALYSIS, Two Story Magnolia 4/4/2019 Wind Speed: 110 V (not used): 85 2016 CBC, Basic Load Combinations Exposure: B Kd: 0.85 ;: 1,200 a: 7.0 Enclosure: Enclosed K t : 1.0 6 = 0.85 Risk: Cat. It Al g2 Wind Pressures Element Z Ki. & K, gi. & g. CP 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 (B): 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 (0): 18.4° Roof-Leeward 21.3' 0.64 16.73 -0.63 -11.90 -5.88 q: 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(plf) P1b(olf) P2a(plfi P2b(Dlf) P1o(plf) P1b(plf) P2a(olf) 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 13.7' -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 Plo (Left to Rt) -1.0 -316.0 Length P1 (plf P2 (plf) P1 (Dlf) 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) Pla (Rt to Left) -1.0 -316.0 Right Walls-Upr 4.5' 45.5 18.4 36.1 63.2 Pib (Rt to Left) 21.4 -248.9 Right Walls-Lwr 10.2' 103.2 41.8 74.2 135.7 P2o (Rt to Left) -1.0 -159.4 (not used) P2b (Rt to Left) 21.4 -92.4 (not used) (not used) Code Min. Horizontal Forces From Roof 21.4 21.4 21.4 21.4 (14.7')(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 Load Design Force: 0.6W: Left to Right: 168 plf Right to Left: 168 plf ic Force : 0.7E: (6.80) (34.00) : 231 plf Seismk did 09 did a'i did 0,9 dR 9 ä0ly31N1 did 06 did 19 did (7I 00041 ä0/ä31N/ did 01 did 9ë1 did gil ey0/ä3JX3 did 06 did 19 did 34 N Vd9 99/iäi d00ä .01 .6 .9 (Al) 91149.g//sl NO/J/läYd ' d007 77V41 ,4f A' äo '0,'113 211 Z '0 fr/0äd III 7d11 = 17 JH9I.44 d73' 77Vhf dO 0V07 frV.YOdlNfl = 9/11 3409 V äOO 7d dO C VO 7 /4/Y0d/NI7 = Ml 3409 V 77V,41 dO 61VO7 //ä0d/Nfl = ti44 3409 V d00ä dO CVO7 /'VäOd/Nfl = Jill frY V39 Y0 ä261 V31-1 frV0äd C VO 7 = d \ / \ / / \ / / ii 11111 "YaH 'YO /W all1olya -------- 9äul.2.20 3ly.H.4I /1 I 11111 ''I u~11920 '0H äo 'frY V.9 H917 71 1111111111iI FTTTTTTTTTI 'g73NVd Yy3HgJyJ,y3fry/4/ 34/J/3 JO r7.LN3frY373 7V.2IdA1 9102 IU0d JDaqs I0 !dkL 6I0Vi'h' O!IOU5DW Magnolia 4/4/2019 Shearwoll Schedule 2016 CBC/CRC Magnolia 4/2/2019 Guards and Railings Interior Ballustrade Base 2016 CRC/CRC FE7 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-- Lag Screw in Pullout CRC Load Duration Factor Cb (wood connectors) 1.60 Bose Plate Size 4.00 inches. Moment Arm (x) of Lag Screws 3.4 inches. Log Screw Pullout T = c = Mix/CD 1527 lbs. total Quantity of Lag Screws at Tension / Compression side of Base Plate 3 Screws Pullout Force Per Screw 509.1 lbs Each Screw ISteel Bose Plate and (6) 1/4" Screws From NOS Table 11.2A for Specific Gravity of 0.50, Pullout is fiber inch of embedment Screw bIA. I Embedment of Screw (inches) 11 21 2.51 31 3.51 4 1/4 225 450 56E 675 788 900 5/16 266 426 665 798 931 1064 3/8 305 407 635 915 1068 1220 7/16 3421 391 611 879 1197 1368 1/2 1 378 3-781 591 8511 11581 1512 Q r 3" embedment required Connection-- Wall mounted Handrail 2001b any direction CRC Load Duration Factor Cb (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 NOS 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 1Mm. (2) no. 8 wood screws into blocking I Magnolia 04/18/18 Guards and Railings Interior Pony Wall 2016 CBC/CC Railing besign Forces Height of Roiling (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. Sr:M/Fb(Cj(CF)Cb 3.54 6x2* Flat OK Fb:900 CfU:1.5 Cp:1.1 S:4.64 Connection-- Lag Screw in Pullout CBC Load Duration Factor CD (wood connectors) 1.60 Pullout Force Prying action M/Cb 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 Lag 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 Nb5 Table 11.2A for Specific Gravity of 0.50. embed 1.25" into rim Pullout is (ner inch of embedment) 4 F Screw bIA. lEmbedment of Screw (inches) 21 2.51 31 3.51 4 1/4 Q 2251 4501 5631 6751 7881 900 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 calcs pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Gable Ends (3/2)(38) +10 : 67 plf Hi Hip Ends (9/2)(38) +10 : 181 plf H2 4/5 (9)(38) +10 : 352 plf H2 b/G (11)(38) +10 : 428 plf H3 RB-10 Span :i64' Garage boor (roof) (wall) (floor) (misc.) wi (9/2)(38) +35 206 plf 11111111111 1111111111111 IR1 1R2 P1: (Critical Ri / 1.25 LbF = 1,351 lbs) P1 (max.): 1,689 lbs P2: (Critical P2 / 1.25 LbF: 1,351 lbs) P2 (max.): 1,689 lbs Moment: (Critical M / 1.25 LbF: 5,541#ft) Moment (max.): 6,926#ft 34x1 if LSL beflection: (ALL: 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) wl : (32/2)(38) +35 : 643 plf IlIllIlIllIl III 11111 liii IRl 1R2 RI: (Critical Rb / 1.25 LbF: 4,001 lbs) Ri (max.) : 5,001 lbs P2: (Critical R2 / 1.25 LbF: 4,001 lbs) P2 (max.): 5,001 lbs Moment: (Critical M / 1.25 LDF: 16,002#f t) Moment (max.): 20,003#ft 5W If PSL Deflection: (ALL: 1/632) 461/I = 0.63" = L/305 PB-12 Span: 15.4' Outdoor Room opening (roof) (wall) (floor) (misc.) wi : (12/2)(38) +35 263 plf lllllllllllll 11111111111 H TR1 TR2 (Critical RI / 1.25 LbF: 1,620 lbs) Ri (max.): 2,025 lbs (Critical P2 / 1.25 LbF: 1,620 lbs) P2 (max.): 2,025 lbs Moment: (Critical M / 1.25 LbF: 6,238#ft) Moment (max.): 7,797#ft 5*44 PSL beflection: (&L: L/913) 166/I: 0.44" : L/417 Magnolia 08/12/19 LATERAL DISTRIBUTION-SEISMIC, Plan 1 One Story bwelling 1-Story Load SHEARWALL ANALYSIS-SEISMIC (Il Grid i Shear Wall Net 1 Wall Wall Wall Pier WALL. O.T. stip Elements (pill End (0.9-0.21)x Uplift j Holdown I Line Farce Lengths Length Shear Height H/B H/B TYPE Moment Self Roof Walls Floor Loads Resisting from Uplift Uplift Hardware rn I (Ibs) (feet) (feet) (plo (feet) Ratio Ratio - (#-Fr) Wt. Above Above Above (Ibs) Moment Above (pie (Ibs) (Simpson or Eq.) 20 One Story bwelling I . A 1,189 8 8.0 149 9 1.1 4 10,702 150 126 280 8,747 92 244 L5THb8 B 1,166 8 8.0 146 9 1.1 4 10,492 150 45 280 6,699 178 474 LSTH08 C 1,431 12 12.0 119 9 0.8 4 12,881 150198 280 22,449 (797) none b987 13.7 - 104 95 9 0.7 2.3 4 8,887 150 45 280 17,487 (628) none E 1,321 3.9 3.4 391 9 2.3 6 11,887 150 45 280 2,034 2,526 STHbIO Z .LJL i!L1 154 9 2.3 4 4,921 150 162 -. 280 2,857 387 516 LSTHb8@4 •_••• G 1,281 1 12 12.0 1-107 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_1 12 12.0 40 9 0.8 4 4.307 108 108 280 14,940 (886) none - 3 606 1i 2.8 2.8 3 3.5 174 9 3.2 4 2,725 150 36 576 822 767 LSTHb8 4 2,030 12 7.8 260 9 0.8 1.8 4 18,270 108 162 200 17,254 50 5i11 Anchorage 4. 5 1.897 1 11.5 11.5 165 9 0.8 4 17,069 150 171 280 19.312 (195) none '6 1,966 3.2 3 13.9 16.2 122 9 2.8 4 2,489 150 144 280 1,897 174 185 LSTHD8@3.2' 7 2,172 4 3 16 15.6 140 9 2.3 1.8 4 4,468 108 180 200 2,452 378 504 HTT4 @ 4' 8 333 3 3 3 4.0 83 9 3.0 4 1,498 150 36 661 279 279 LSTHD8 CIS 9 436 3.7 3.7 3 6.1 72 9 2.4 4 1,960 150 36 1,006 209 258 LSTHb8 EIevB Lot 6 1 392 1 3.8' 3.2 122 9 2.4 4 3,528 150 108 280 2,312 253 320 LSTHb8 - 0 -I. 0 I.0 Footnotes: - (1) Net Length reduced-Farce Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwall (3) Net Length reduced-H/B between 2:1 and 3*:1 'Em Comments: Magnolia 4/4/2019 LATERAL bISTRI8UTION-WINb, Plan 1 One Story bwelling WIND bISTRIBUTION First Section Second Section Grid Lineal Tributary . Lineal Tributary Line Force Width Force Width (plf) (ft) (plf) (ft) Load From Above (Pbs) Wind Total Force (Ibs) 5iesmic Force (pg. 11) (Ibs) Maximum Lateral Force (Pbs) One Story bwelling A 73 10.0 730 1.189 1,189 8 73 10.0 730 1,166 1,166 C 73 11.0 803 1,431 1,431 b 73 11.01, 1 803 987 987 E 73 14.0 1,022 1,321 1,321 F 73 23.0 1,679 2,931 2,931 & 73 9.0 . 657 1,281 1,281 1 73 6.0 438 392 438 2 73 11.0 803 479 803 3 73 8.0 584 606 606 4 73 14.0 1,022 2,030 2,030 5 73 9.0 657 1,897 1,897 6 73 10.0 730 1,966 1,966 7 73 15.0 1,095 2,172 2,172 8 73 5.0 365 333 365 9 73 8.0 584 436 584 LIT End 0.67 x I Uplift I ldown I I Loads Resisting I from Uplift I (Ibs) I Uplift IHH:rdwam Moment I Above I (plf) I (Ibs) (Simpson or Eq) 188 7,418 (6) (15) L51H08 188 5,682 76 202 LSTHb8 188 19,039 (917) none 188 14,831 (496) none 188 1,725 2,178 STHb10 Z 188 2.423 84 113 LSTHb8@4' 188 13.395 (569) none 188 3,646 133 Sill Anchorage CA 188 12,671 (387) none I-f 561 675 675 LSTHD8 134 14,633 (92) Sill Anchorage 188 16,379 (853) none I-f z 188 1,609 (197) (210) LSTHb8@3.2' 134 2,080 73 97 HTT4 @4' - 561 421 421 LSTHDB 853 453 559 L5THb8 93 0 - ( ('I - 0 - -C - ( '0.67 x Resisti WallWall Wall Pier WALL O.T. Self Roof Walls h feet) Sheer Height H/B H/B TYPE Moment Wt. Above Above (plf) (feet) Ratio WHO - (#-FT) (plf) (plf) (plf) 8.0 91 10 1.3 4 7,300 101 84 8.0 91 10 1.3 4 7,300 101 30 12.0 67 10 0.8 4 8,030 101 133 9.4 86 10 0.7 2.5 4 8,030 101 30 3.0 336 10 2.6 6 10,220 101 30 18.7 90 10 2.5 4 2,873 101 109 12.0 55 10 0.8 4 6,570 101 54 5.5 80 10 1.8 4 4,380 101 72 12.0 67 10 0.8 4 8,030 72 72 4.1 144 7.5 3.0 4 2,585 101 24 7.7 133 10 0.8 2.0 5 10,220 72 109 115 57 10 0.9 4 6,570 101 115 15.9 46 10 3.1 4 937 101 96 14.2 77 10 2.5 2.0 4 2,468 72 121 3.6 1 101 10 3.3 4 1,825 101 24 5.5 1 107 10 2.7 4 2,920 101 24 Grid I Shear Line Force 730 8 730 8 803 12 803 13.7 2 1,022 3.9 1.679 4 15.5 657 12 438 5.5 803 12 584 3 2.5 1.022 12 2 657 11.5 730 3.2 13.9 1,095 4 16 2 365 3 3 584 3.7 3.7 A B C 0 E F & 1 2 3 4 5 6 7 8 9 SHEARWALL. ANALYSIS-WINb - -N Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) Comments: Roof bL is H/B BASED ULL HEIGHT Total Wall Opening Total 5bPW Net Shear Ht. & Ht. & Max. Percent Max H/B Factored Table Length Shear Shear OTM W (V) Width Width Opening Full Ht. Pier Factor Full-Ht. 4.3.3.5 CL V/C0EL1 Wall (V)(H) 0.8 DL RM (lbs) Lx H Lx H Height Sheathing H/B 2L/H ZU (if) C0 (if) (plf) Type (lbs-ft) (plf) (lbs-if) 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. 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 1,171 16.040.0 5.0x8.0 0.80H 69% 2.0 1.00 11.00 0.70 7.7 153 4 11,708 230 29.491 Uplift End OTMRM Point Net Holdown C0 1, Load Uplift Hardware (lbs) (lbs) (lbs) (Simoson or -348 224 -572 none 619 160 459 Sill Anchors OK -1,111 160 -1,271 none Wall Plan b 4 7 CTF California I TrusFrame= "People, Drive, Honor... Our Formula for Success!" TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: MAGNOLIA CARLSBAD i4l LOCATION: CARLSBAD DEVELOPER: ASHTON 3 CUSTOMER: TIMBER RIDGE FRAMING Project No. 30575 23665 Cajalco Roai CBR20I9-1245 (951) 657-7491 phonf, 1643 BRADY CIR MAGNOLIA-BRADY: (LOT 4): 2589 SF LIV 11723 SF GARAGE 1146 SF PATIO 11203 SF CALIFORNIA ROOM PRINT DATE: ESR#1311 I DEV2018-0010 20522104 '.Drcu1 -1 A40 00010 CTF California TrusFrameLLC "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. 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 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 ANI/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 TnJ5S Truss Type uty Ply Magnolia 1A cci GABLE 1lJob Reference (optional) - - .• .S... S..S.. .-% nut,. Ot.'II 9 IJC U CIIW runt. C..CWU 5 USC U CUtS (bUICS lflUU5U185, IflC. IflU UCU 4 1c4u;92 4U15 flC 1 lD2Fl3c9v1othrEMVfP7?S5SJz7t4q-a5s7w7gshtYPN2p2oBW?mDXK43AKuRJmJI9RyX5L3 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 = 1:48.5 5x8 = = 58 25 59 24 60 23 61 22 62 21 83 20 64 19 65 18 SW 16 15 68 14 89 13 70 12 71 11 72 10 73 9 74 8 75 = 3x10 = 354= 3x10= 10-5.4 . 19-10-12 • 304-0 1fl-.4 in--LA Plate Offsets (XV)— I:0-0-0,0-0-01 13:0-0-0.04-01. (13:0-2-0.0-1-81.120:0-2-0.0-1-81 LOAOING(psf) SPACING- 240-0 CSI. OEFL in (Icc) tldefl Lid PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 SC 0.18 Veit(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Inor YES WB 0.41 Horz(CT) 0.01 7 n/a n/a SCOL 10.0 Code I6C20151TPI2014 Matrix-SH Weight 213 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. SOT CHORD 2X4 OF No.2 G 20T CHORD Rigid ceiling directly applied or 6-0.00c bracing. Except WEBS 2X4 OF StudlStd G 10-0-0 oc bracing: 20-21.12-13. OTHERS 2X4 OF Stud/SW G MiTelc recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer REACTIONS. All bearings 30-4-0. Installation guide. (Ib) - Max Horz 162(LC 43) 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(LC 35), 2@-101(LC 55), 9=-101(LC 72) Max Gray All reactions 250 lb or less at joint(s) 24,9 except 1371(LC 73), 7371(LC 91). 13815(LC 1), 20=815(LC 1). 17278(LC 82), 18=273(LC 81), 19285(LC 80). 21=283(l.0 78), 22=273(LC 77), 23=285(LC 76), 25334(LC 74). 15=273(LC 83), 14=285(LC 84). 12=283(LC 86). 11=273(LC 87), 10=285(LC 88), 8=334(LC 90) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 154=-6541531, 2-54=-4781383, 2-3=-2941351, 4-55=2281377.4-56---1951371. 5-64-262/351, 6-57---478/409, 7-57=454/545 SOT CHORD 1-564-5281559, 25-58=-4031510, 25-59=-3731437, 24-59=-3491406, 24-60=-3181369, 2340=-262/345, 23-61-2561314, 22-61=-226/277, 22-62=-195!252, 2044-274/299, 1359=.274!299, 11-71=-1661253, 11-72=-1971277. 10-72=-2281314, 10-73=-234/345, 9-73-2891369.9-74=3201406, 8-74=-344/437. 8-75=-375/510, 7-75=4971569 WEBS 4-13-48311354, 5-13=-3371101, 6-13=-526/164, 4-20=483/362. 3-20=-336/102, 2-20=5251164 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vultll0mph (3-second gust) Vasd87mph; TCOL6.0ps BCDL=6.Opsf h=20ft Cat. II: Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 34-6, Interior(l) 3-0-6 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6. lntenor(1) 18-2-8 to 30-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 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 ANSI/TPI 1. Al 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 I between the bottom chord and any other members, with SCOL = I0.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 ANSl1TPl 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 I russ I ype Qty Ply MaoUa IA 001 GABLE 1 - - - 'iJob Reference (oponal) NOTES- iD23c9vbrEMVfPflS5SJz7f4q-a5s7w7gsbl.YPN2p2BW?mDXK43AKuRimJI9Ry)5L3 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 toads along bottom chord from 0-0-0 to 304-0 for 48.2 pIt. LOAD CASE(S) Standard I I Truss Iruss Type Oty agncria1A G02 Ply[05 COMMON 10 l -- -------- - - - Job Reference (optional) wrrgm LI..,., rwlle, . CfU Kun: eeU S uec 0 2U10 Pnnr 52405 uec S 2015 MITeS Inaussles. Inc. Thu Oct 312-.40:442019 Page 1 lD:ZFl3c9vothrEMVtP7?S5SJz7f4q-WTJLoh7PSbGehCB9DD_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 4-2-12 6-2-8 Scale = 1:49.2 4x6 = 354 =2x4 II 4x8 = 4x6 = 4x8 = 4x6 = 3x8 II 358 II LOADING(pst) SPACING. 2-0-0 CSI. DEFL in ([ac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.45 Vert(LL) -0.43 8-17 >551 240 MT20 2201195 TCOL 14.0 UimberDOL 1.25 Sc 0.85 Vert(CT) -078 8-17 >306 180 BCLL 0.0' Rep Stress lncr NO WE 0.41 HoIz(CT) 0.02 7 n/a n/a BCOL 10.0 Code IBC2015612014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 4-7-7 cc puilins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF Stud/Std G WEBS I Row at midpt 4-10 WEDGE Miiek recommends that Stabilizers and required cross bracing be Left 2x4 OF Stud/Std -G, Right 2x4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 10=167910-5-8 (mm. 0-1-13), 1=317/0-5-8 (mm. 0.1-8), 7=77310-3-8 (mm. 0-1-8) Max Horzl=50(LC 16) Max Upliftl0-16(LC 8). 1=-14(LC 12), 7=-25(LC 9) Max Grav10=1679(LC 1), 1=428(LC 33), 7773(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-390127, 2-18=-361159,2-3=-131558, 3-19=01429.4-19=01564,4-20---1024187. 5-20=-1076171. S-6--1076139.6-21=1499191. 7-21=-1528175 BOT CHORD 1-22=49/311, 1-23=-52/350, 11-23=-52/350, 11-24--521350,24-25=52J350. 10-25=-521350, 10-26=0!308.26-27=0/306.9-27=01306, 9-26=0/308,8-28=0/306, 8-29=-4211424.7-29=-4211424.7-30=-251683 WEBS 4-8=-27/1002, 5-8=-310/97, 6-8=-505/98, 4-10=-1188/43, 3-10=-311/90, 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; TCOL=6.opsf 8C0L6.opsf; h=20ft Cat. Ii: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 3-0.6, Interior(l) 3-0-6 to 15-2-0, Extenor(2) 15-2-0 to 18-2.6, Interior(l) 18-2.6 to 30-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurreni 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, 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 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. In the LOAD CASE(S) section, loads 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 Increase1.25, Plate lncrease11.25 Uniform Loads (pIt) Vert: 1-4-68, 4-7-68, 12-25=-30(F=-1O), 15-25=-20 [365 Truss truss Type Oty Ply [Maanolia IA 003 COMMON 1 —JobRerence(optionaI) i,,., Perns, CA. ,a,u lUn: 8240 s Dec 5 2018 Print 8240 C Dec 8 2018 tvblelc lnthjstfles, Inc. Thu Oct 3 12:40:4420t9P3twT lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.WTJLoh7PsbGehCB900_4BIpfubxoosHl4orEJyX5L1 6-1-4 • 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 1 5-11-8 Scale = 1:48.8 4x4 II 3x4 = C4 II 4x8 =4x6 = 458 = 5x6 = 6-1-4 10-5-4 19-10-12 30-1-0 6-1-4 4.4.0 a..SC 1 1fl.d Plate Offsets(X.Y)— 11:0.23,Edg, 11:0.0.0,0-14IJ02.0,0-1-12I, 0-3-3,Edge) F7:0-0-0,0-2-1I.(8:0-24,0-2-01, 110:0-2-0,0-2-01 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (ICC) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 TC 0.42 Vert(LL) -0.42 8-10 3,561 240 MT20 2201195 TCDL 14.0 IumberDOL 1.25 BC 0.83 Vert(CT) -0.70 8-17 '339 180 BCLL 0.0 Rep Stress Incr NO WS 0.40 Horz(CT) 0.02 7 n/a nla BCDL 10.0 Code 1BC20151TP12014 Matsix-4v1SH Weight: 129 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 Stud/Std G WEBS WEDGE Left: 2x4 OF StudlStd -G, Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=166110-5-8 (mm. 0-1-12), 1=322/0-5-8 (mm. 0-1-8),7=764/Mechanical Max Hcrz1402(LC 12) Max Uplift10-20(LC 8), 1-11(LC 12), 7=-23(LC 9) Max Gravlo1681(LC 1), 1432(LC 33), 7764(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-404/16, 2-18=-375145, 2-3=-211541,3-19=01461.4-19=01546,4-28=-1004163. 5-20=1057166.5-6--1053134,6-21=1434186.7-21-1479169 BOT CHORD 1-22=47/315, 1-23=46/353, 11-23=--461363, 11-24=46/363,24-25=46/363. 10-25=481363, 10-26=01304.26-27=01304, 9-27=0/304,9-28=0/304,8-28=0/304, 8-29=-W/1360.7-29--3811360.7-30=-25/554 WEBS 4-8=-26/977, 5-8=-322197, 6-8=455198, 4-10=-1160/47, 3-10=-311190, 2-104-753177, 2-1140/375 Structural wood sheathing directly applied or 4-10-9 oc puilins. Rigid ceiling directly applied or 6414 cc bracing. 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross brácirigbi installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof bile loads have been considered for this design. Wind: ASCE 7-10; Vult'llomph (3-second gust) Vasd407mph; TCDL6.0ps1 BCOL-6.Opst h20ft Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-6, Interior(l) 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 loft and right exposed ; end vertical left and light 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. • 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, with BCDL = 10.0psf. 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 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. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate Increase1.25 Uniform Loads (pit) Vert 11-4=68,44=48, 12-25-30(F=-10), 15-264-20 I I' Job Truss I russ Type Qty Ply Magnc1a IA G04 GABLE 1 -- - -Job Reference (optional) - ... .-...- .• .,,_, nun. U £'fll a ucc C LUIC rflflL C.LnU 5 IJCC C LUJC SHIeS IflUUSUICS, Inc. IOU UCI .3 ,4:'W:43 LUW rage i lD:ZFl3c9vxxbrEMVfP7?S5S.Jz7f4q._gxFY8iI9mj7GrnOjwkDdOr05HyuxFSa_kxpmrnyx5Lo 6-2-8 , 10-54 • 15-2-0 , 19-10-12 I 24-1-8 30-1-0 6-2-8 • 4-2-12 4-8-12 4-8-12 4-2-12 5-11-8 Scale = 1:49.1 40 II I 4x5= - 24 25 11 28 10 4x8 = 4x8 = 5x8 = 44 = 1044 • 19-10-12 . 30-1-0 1QALA In-.3-4 Plate Offsets (X,Y)— 11:0-0-4.0-1-131.[2,0-6-7.0-2-41.[4,0-2-0.0-1-1?], [7:0-0-0,072711. 17:0-3-3,Edgej, [8:0-2-8.0-2-01, [10:0-2-8.0-2-01 -- LOADlNG(psf) SPACING- 2-0-0 CSI. OEFL in (icc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 125 TC 0.31 Vert(LL) -0.44 8-10 '530 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.70 8-19 2,336 180 BCLL 0.0 Rep Stress mci- YES WB 0.40 Horz(CT) 0.01 7 nla n/a SCDL 10.0 Code I8C20151TPI2014 Matrix-MSH Weight: 134 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 641-0 cc bracing. WEBS 2X4 OF StudlStd G WEBS 1 Row at midpt 4-10 OTHERS 2X4 OF Stud(Std G [MiTek recommends that Stabilizers and required cross bracing be WEDGE Right 2x4 OF Stud/Std -G installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1048-0 except Qt--length) 7=Mechanical. (lb)- Max Horzl'52(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), 11377(LC 35) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391551, 3-210/457,4-21=0/549, 4-22=-996179, 5-22=-1050163, 5-6=-1046131, 6-23=-1428182, 7-23=-1473166 SOT CHORD 10-2701298,27-28=01298,9-28=O/298,9-29=01298,8-29=01298, 8-30=-3511354, 7-30=-3511354, 7-31-241552 WEBS 4828I974. S-8=-323197, 6-8=458/96, 4-10=-1157/55, 3-10=-336!93, 2-10=4721126 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult'llomph (3-second gust) Vasd87mph; TCDL'5.0psl BCDLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-6, Interior(l) 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-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 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. 6)' 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, with BCDL = 10.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 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, nonconculTent with any other live loads. LOAD CASE(S) Standard Job Truss Qty Ply GO5 TrussType ON 3 1 LbReferenoe(optional) - - - - - - nun. O.LeU n USC U WJU mat. e.au S USC U LUiD MuSS IfluSsifleS, IflC. IOU UCI 4 lcqu:qJ2u1, rage 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-.jXFV8il9mj7GmOjwlcDdOry_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 a 1:44.0 454 = 354 II 4x8 =5X6 WS= 4x8 = 5x6 = 7-3-4 • 16-8-12 25-11.0 I 9.5.9 • in.,. Plate Offsets (XV)- 11:0-3-0.0-1-81. [6:0-0-0,0-2-11, (6:0-3-3.Edgel. 17:0-2-8.0-2-01. '10:0-2-0.0-0-121 - - LOAOING(pSf) SPACING- 24).0 CSl. DEFL in (bc) I1defi L/d PLATES GRIP TCLI. 20.0 Plate Grip DOL 1.25 IC 0.57 Veit(LL) -0.44 7-9 >533 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -071 7-13 >331 180 BCLL 0.0 Rep Stress mci' YES WS 0.92 HorzCT) 0.02 6 n/a n/a BCOL 10.0 Code lBC2015lTPl2014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD 801 CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G 801 CHORD OTHERS 2x4 OF Stud/STD G(2) WEDGE Right 2x4 OF StudlStd -G REACTIONS. (Iblsize) 10=70/0-3-8 (mm. 0-1.8). 9=1517/0-5-8 (mm. 0-1.10). 6=768lMechanical Max Horzlo=.60(LC 17) Max Uplift10=-50(LC 24), 9=-8(LC 8). 9=-20(LC 9) Max Grav10298(LC 31). 91517(LC 1), 6=766(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-391381, 2-14=-27/463, 2-15=0/355.3-15=01427, 3-19=-1016176, 4-16=-1071159, 4-5=1064127.5-17=-1444178,6-17=-1489161 801 CHORD 9-19=01314.8-19=01314,8-20=0/314,7-20=01314,7-21=-3111370,6-21=-3111370, 6-22=-231557 WEBS 3-7=-32(974, 4-7=-326198, 5-7=-456196, 3-9=-1038154, 2-9=4771132, 1-9=493155 Structural wood sheathing directly applied or 4-10-40c purlins, 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; Vulbllomph (3-second gust) Vasd87mph; TCDLS.0psf BCDL=6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 3-3-12 to 64-2. Interior(l) 64-2 to 15-2.0, Exterior(2) 15-2-0 to 18-2-6. lntenor(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 00L1.60 This truss has been designed for a 10.0 pat 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, with BCDL = 10.opsf. A plate rating reduction of 200/a 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, nonconcuirent with any other live loads. LOAD CASE(S) Standard Job Iruss I russ lype G06 COMMON 1 7 ~' - Lob Reference (optional) ,-,,., ,.,.,. IUfl o.qu 5 um a turn rnrn o.qu 5 uec a uia wiiuea Iru5a1es. IflC. mu ucm J 1qur4D uia rage i ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-Ss5emUjNw4rzu?MaHeFS9cO6_hl3GaLJaDOHylCy)5L? 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 = 1:43.9 454 = 3x6 II 458 = SXU WB 4x8 = 4x6 II 7-3-4 • 16-8-12 26-11.0 1.3.4 ' 4.5.5 1fl.4 Plate Offsets (X.V)- 11:0-3-0.0-1-81. [6:0-0-5.2-7-15].16:0-0-3,0-0-al, (6:0-2-6.0-0-13. 17:0-2-8.0-2-01, [10:0-3.0.0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (toe) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.62 Vert(LL) -0.44 7-9 533 240 MT20 2201195 TCDL 14.0 Lumber DOt. 1.25 BC 0.76 .Vert(CT) -0.71 7-13 331 180 SCU. 0.0 Rep Stress lncr YES WS 0.92 Horz(CT) 0.03 6 n/a n/a SCOL 10.0 Code 18C201511P12014 Matrix-MSH 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 SOT CHORD OTHERS 2x4 OF Stud/SW G(2) WEBS WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=70/0-34 (mm. 0-1-8), 9=1517I05.8 (mm. 0.1-10), 67681Mechanical Max Hozzlo.80(LC 46) Max Uplifti0-451(LC 35). 9.92(LC 28), 6=.463(LC 30) Max Grav10507(LC 46), 91517(LC 1), 6=866(LC 47) FORCES. (lb) - Max. CompiMax. Ten. - All Forces 250 (lb) or less except when shown. TOP CHORD 1-14=-92911104,2-14=-6711860,2-15=2871471, 345=1351427,3-116=-10161231. 4-16=11651474.4-S---14771763,5-17=.180811021,6-17=-210711192, 1-10=-444/482 BOT CHORD 10.18=.2881316, 9-18=-6091586,9-19=2901526, 8-19=0/314,8-20=01314, 7-20=-3761612,7-21=-71211564. 6-21=401411958, 6-22=497/740 WEBS 3-7=-791974,4-7=326f`124, 5-7=4561196, 3-9=-10381163, 2-9=4771137, 1-9=-1179/906 Structural wood sheathing directly applied or 4.1-11 oc purtins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 1-9 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; Vult110mph (3-second gust) Vasd87mph; TCDL=8.OpsF; BCDL=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, lntenor(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 00L 1.60 plate grip D0L160 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 20.0p51 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, with BCOL = 100psf. 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 ANSI!TPI 1. B) 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. 9) This truss has been designed for a total drag load of 2200 lb. Lumber DOL=(i .33) Plate grip OOL=(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 26-11-0 for 81.7 p11. LOAD CASE(S) Standard ob Truss I 11I5 rype IQ1T[PIY Magnolia 1A G07 COMMON fi J 1 - - - - - - JobReference(optional) s.. . ,1uF1 0.LU5 uec U £1110 mill; 0.&IU 5 1.1CC 021110 MuCh IflUU5UlCS, InC. lflU UCI 1 lLU.4b 2U15 rage i ID:ZFI3c9vxxbrEMVIP7?S5SJz7f4q-Ss5emUjNw4izu?MaHeFS9cO5PhHKGcZaDOHylCyX5L? 4-11-8 9-8-4 • 13-11-0 • 19-10-8 4-11-8 4-8-12 4-2-12 • 5-11-8 4.001 456 = 11 Scale = 1:33.9 1 251 Rh 4x4 = 4x8 = 556= 0-2-a2 9-8-4 19-10-8 0-2-12 9-5-8 • 10.24 Plate Offsets (X'fl- 15:0-7-15.0-0-51. [5,M-a.0-0-31.16:0-2-8.0-2-01, [Z:0-1-8.0-1-121 LOAOlNG(psf) SPACING- 2-0-0 CSI. DEFL in (icc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.53 6-7 a444 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.91 6-7 a259 180 BCLL 0.0 Rep Stress Inc, YES WS 0.79 Horz(CT) 0.03 5 We n/a BCDL 10.0 Code 18C2015/TP12014 Matrix-MSl1 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 DF StudlStd G SOT CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 7908104S-8 (mm. 0-1-8). 5908/Mechanical Max Hoiz7-93(LC 10) Max Uplift7=-7(LC 9), 5-24(LC 9) FORCES. (Ib)- Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1368181, 3-13=-1424165, 3-4-1418133, 4-14=-1796185. 5-14=-1849/69 BOT CHORD 7-15=01626, 15-16=01626, 16-17=0/626. 8-17=01626, 6-18=-3911704. 5-18=-39I1704. 5-19=-25/673 WEBS 2.6=.19/1019. 3-6=346196,44--051%, 2-7-874/63 Structural wood sheathing directly applied or 4-4-10 oc purlins, except end verticals. Rigid ceiling directly applied or 8-0-1 oc bracing. Mrrek 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; Vutwllomph (3-second gust) Vasd87mph; TCDL=8.opsf; BCDL=8.opsf; h=208; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 1044 to 13-4-10, Interior(l) 13.4-10 to 15-2-0. Exterior(2) 18-2-0 to 18-2-6, Interior(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 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 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, with BCDL = loopsf. A plate rating reduction of 200/6 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 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 4.00111 5x8 = 06 Scale = 1:33.5 2x4 II 4x4 = - 4x8 = ,, 5x8 = pDo Truss Truss Type Qty Ply I Magnolia 1* GOB CAL HIP 1 - - Job Reference (optional) Run; mzws uec a uia rimi: a.0 a uec a xuia r-weR Inousules, Inc. mu uct 3 124U41 2019 mage 1 3-4-8 7-1-8 ID:1bJOp_sdczmZJTlvFKMLziuz6OGW-w2fozqk?hNzqv8xmrLnhipwEh5dg?6Sjs20vqeyx5L_ 2-9-8 -4.3. 6-6-8 64r13 I 13-4.11 19-10.1 2-9-8 0-6-11 3-2-0 0.0-5 6.3-3 6-5-13 2-9-8 7-1-8 14-9-6 19-10-8 2.9-5 44_n 7.7.14 I Plate Offsets (XV)— ':0.4-0.0-1.8j, (4:0-0-2.0-2-Cl. 150-0-8.0-0-31. (5:0-7-15.0-0-51.17:0-2-0.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.81 Vert(LL) .0.27 6-7 '866 240 M120 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.56 6-7 '420 180 BCLL 0.0 Rep Stress Incr NO WS 0.62 Horz(CT) 0.05 5 n/a n/a BCOL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 99 lb PT = 200/a LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SOT CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=1221/0-5.8 (mm. 0-1.8), 5=1009/Mechanical Max Horz 10=-100(LC 24) Max Upliftlo=-326(LC 21). 5-586(LC 22) Max Gravlo=1221(LC 1), 51089(LC 39) FORCES. (Ib)- Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7261238, 2-14-12521177, 14-15=-1244!291, 15-16=-12441298, 3-16--12351495, 3-4=-170411078.4-S=-253611426,1-10-1187/346 BOT CHORD 9-17=-2361293, 8-9=-1881711, 8-18=-2441711, 7-18=482/938, 7-19=-62011952, 6-19=-104311952, 6-20=99212185.5-20=132212370, 5-21=476/859 WEBS 2-9---8871297, 2-7=-2551788, 47=.763I240. 1-9=-34111146, 4-6-31385 Structural wood sheathing directly applied or 3-7.8°c purlins, except end verticals, and 0.0-0 oc purlmns (4.10-6 max.): 2-3. Rigid ceiling directly applied or 5-1-2oc bracing. 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: ASIDE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDLS.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--I.60 plate grip DOL--11.60 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.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 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, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1800 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-8 for 90.6 pIt. 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 pudin 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 others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate lnci-ease=1.25 Continued on page 2 I- 1 russ Truss Type Oty Ply GO8 CAL HIP I 1 - - - - Job Re(erence(opionaIl LOAD CASE(S) Standard Uniform Loads (p11) Vert: 1-2=-72.2-14=-72,3-16=-72,3-5---72. 10-11=-20 Concentrated Loads (lb) Vert 14-15016=-150 Trapezoidal Loads (pit) Vert: 14-90-to-15426, 15-126-to-1690 1 I. TrUSS TrUSS Type uty !Ply E [Jab IMagnolialA Gas CAL HIP 1 lJob - Reference (optional) . _.•. _..., .-., flu.,. c.&-.w a un.o u twin rio,.. o.c..0 5 Ufl U Lt,iO ivuiSli uilnusme,. ifl. •flU IJCi .3 ]g:qu;qo Lula rile 1 ID:1bJOpsdczmZJ11vFKMLnuz6QGW-PFOOBAkclSh5h7IWzO3IwF1TRbV7tJcbmsgim3M4yX5Kz 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 ' 4-9-11 544 4.00[ Scale = 1:33.5 1 454 4x8 II 4-1 1-8 9-8-8 1 14-6-4 16-4-15 • 19-10-8 4-11.R L..4.fl ' AQ11 ialLia 'LSQ Plate Offsets (XV)- [1:0-4-LEdge!. 14:0-3-12.0-0-81. 170-3-3.EdgeIj7:0.0-11.O-1.121,19:0.1-12,0-l.81, 110:0-4-0.0-1-81 - - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -019 8-9 999 240 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 [nor NO W8 0.49 Harz(CT) 0.05 7 n/a nla BCDL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 44-10 oc pullins, except BOT CHORD 2X4 OF No.2 G end verticals, and 0-0.0 oc purlins (5-10-4 max.): 1-4. Except WEBS 2X4 OF Stud!Std G 5-10-0 oc bracing: 1-4 WEDGE SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Right 2x4 OF Stud/SW Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1001/0-5-8 (mm. 0-1-8). 7943/Mechanical Max Horz12.86(LC 10) Max Uplift1288(LC 9), 7=-46(LC 9) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-10511266. 16-17=-1051/266. 3-17=-1051/266, 3-18=-1051/266, 18-19=-1051/266. 4-119=-1105111266,4-20=114601280. r).-20=15631273.6-21=19551163.7-21=-20101155, 1-12=-9541233 BOT CHORD 10-23-21111431. 9-23=-211/1431. 924=.i67/1814, 8-24=-16711814, 8-25=-11511855. 7-25=4 15/1855, 7.26E2/711 WEBS 1-i0=-229/1201, 3-io=-3601120. 4-10=-4961143, 4-9=01444, 6-9=-403/75. 6-8=0/380 NOTES- Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL60psl BCOLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone and C-C Exterior(2) 10-8-12 to 14-9-11. Interior(1) 14-9-11 to 194.4, Exterior(2)117-1645 to 2i-94. lnterior(i) 21-9-4 to 30-1-0 zone; cantilever left and sight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 nonconcurrent with any other live loads. 4)° 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 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 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 pudin along the top and/or bottom chord. LOAD CASE(S) Standard Job itruss Truss Type Uty Ply Magnol3a1A 1010 I CAL HIP - - - - - - - - ---------- - 1 'IJob Reference (optional) ins ,uuar,a,,,c ,a. rcl,la. i..., scjru null; O.ZMU S USC StillS run,; atqii 5 USC cans MuSS lnUU5Urn5. IflC. IOU Ufl .5 It¼U.5C LUIS rucie I ID:lbJOp_sdcztnZJT1vFKMLnuz6QGW-PFDOBAkdSh5h7lWzO3lwF1TNbV_FkYCsgim3M4yX5Kz 0-9.8 9-84 0-9-3, 4111 91-8 9.1r13 • 14-64 • 19-104 0-9-3 4-2-0 • 4-2-0 0-6-5 4-9-11 4.00 0-0-5 0-6-11 Scales 1:33.4 5x8 = 2X4 II 5x8 = 2x4 5x6 = 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 36-9 Plate Offsets (X.Y)- r1:04.8,Edgel, (3:04-0.0-1-81, 15:0_715.O.0.5l, (5:0-0-8.0-0-" 17:0-1-120-1-81. I8:0-2-12•0-1-121, (10:0-2-0.0-1-81 LOAOING(psl) SPACING- 2-0-0 CSI. DEFL in (Icc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Gnp 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 Stress lncr NO WB 0.65 Horz(CT) 0.06 5 n/a We BCDL 10.0 Code IBC2015!TP12014 Mat,ix-MSH Weight: 96 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=135110-54 (mm. 0-1-8), 510551Mechanical Max Horz 10=.94(LC 6) Max Upliftlo=.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. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=.13741155. 2-14=-13741155, 2.15=-13741155, 3-15=-13741155. 3.4=-1874!168, 4-5=-22911128, 1-10=-13031165 801 CHORD 8-17--.83/1733, 7-17=.8311733. 71B=149I2111, 6-13=-149/2111, 6-19=-8612122, 5-19=-86!2122, 520=.46/800 WEBS 1-8=-15311604. 28=.6251141, 3-8=496/41, 3.7=0/436, 4-7=-398/76, 4-6=-81344 NOTES- 1)Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=5.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) interior 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 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. 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/WI I 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. 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 purtin 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 I LOAD CASE(S) Standard Continued on page 2 I- job truss Truss Type I Magnolia IA G1O CAL HIP I I ' 7Job I Reference (optional) I ID:ibJOpsdczmZJflvFKMLnuz6QGW.PFDOBAkdSh5h7NVzO3iwFiThbVFkYCsgim3M4y)5Kz LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease1.25 Uniform Loads (pIt) Vert 1-14-72, 3.15-72, 3-5-72, 10-11-20 Concentrated Loads (Ib) Vert: 14-150 15-10 Trapezoidal Loads (p11) Vert: 14-90-to-2428, 2-127-to-15-90 I I, 1Job ITI•uss TrType at' MagnolialA G11 i Fly 1 lJob 1CALIIIP Reference (optional) ,usrrd,,e .L.. reins i..M. vewv tUii3 b4U 5 iJ5 0 4U15 rnni D24U S UOC 0 Uin OilieR IOSUSSIOS. Inc. mU UCI " A"'15'"'"' i la:RU.qa UiS rage i ID:1bJOp_sdiZJT1vFKMLsiuz6OGW-tRnmOWIFD?DYIS59ymp9nEOdqvLsT270vMVcuXyX5Ky 8-5-2 10-1-13 • 12-6-8 19-10-8 6-5-2 • 3-8-11 2-6-11 7-2-0 Scale = 1:33.3 454 = 454 = 4x8 II I 5-5-2 . 12-8-8 19-10-8 I 6-5-2 6-3-6 7-2-0 Plate Offsets (XV)— (2:0 -2-8,0-1-81,15:0-0-0.0-1-Si, (5:0-3-3.Edgel. 19:0-1-12.0-2-01 LOAOING(psf) SPACING- 2411-0 CSI. DEFL in (ice) Udefi L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.58 Veit(LL) -0.19 6-7 .999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -039 6-7 '603 180 BCLL 0.0 Rep Stress lncr NO WB 048 Harz(CT) 0.06 5 n/a nla SCOL 10.0 Code IBC2015!1P12014 Matiix-MSH Weight: 86 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 Stud/Std -G REACTIONS. (lblsize) 9=943/0-5-8 (mm. 0-1-8), 5954/Mechanical Max Horz9=-95(!C 8) Max Upli-54(LC 9). 5=-48(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purtmns, except end verticals, and 0-0-0 oc purlins (4-3-5 max.): 1-3. Except: 4-3-0 oc bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-9 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 2-114=1181131490.114-115=-11 8091490, 3-15=-1809/491, 3-16=-18441408, 16-17=-19071401, 5-17=-19721392 SOT CHORD 9-18=-18811728, 8-18=-18811728, 7-8=-18811728, 7-194-188/1728, 6-19=48811728, 6-294-347/1809, 5-294-347/1809, 5-21=-1101718 WEBS 2-94-18051325.2-7--01380,2-6=-172J274.3-6--01257 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCOL'6.Opsf, BCDL=6.0psf h=20ft Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterio42) 10.4-4 to 13-4-10, Interior(1) 13-4-10 to 22-11-0, Exterior(2) 204-5 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 DOL--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. 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 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 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 I., Job TrU5S Truss Type Qty ly I MagnolialA G12 - I CAI.HIP I T Reference(oPtional) I U wariama U.U, rem5, U.R. aLaIU run: a.Lqu a usc e zwo -nfl: a.iqu a usc a zwo IW 15,1 Infufuw5, Inc. i flu uc 3 1:,1u:4a u15 rags 1 ID:1bJOp_sdczmZJTlvFKMLnuz6OGW-tRnmOWlFD?DYlS59yrnp9nE0aevJFTzo0vMVcuXyX5Ky Scale = 1:33.2 30 II 458 = 4x6 4.00[12 4x4 = • 4x6 =ZX4 11 3X4 5x6 = 6-5-2 12-8-8 19-10-8 7-2.0 Plate Offsets (X,Y)— [2:0-3-0,0-1-81,13:0-2-12.0-2-01. (4:0-041.0-0-31. (4:0-7-15.0-0-51. (8:0-1-12.0-2-01 LOADING(psf) SPACING- . 2-0-0 CSI. DEFL in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.78 Vert(LL) -0.16 5-6 a999 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.42 5-6 a567 180 ECU. 0.0 Rep Stress lncr NO WE 0.82 Horz(CT) 0.09 4 nla nla BCDL 10.0 Code 15C20151TP12014 Matrix-MSH Weight: 166 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) 8=2886/0-5-8 (mm. 0-1-9), 41977IMethanicaI Max Hotz8=-76(LC 6) Max Uplift6=-245(LC 5), 4-44(LC 5) Mai Grav6=2910(LC 17), 41977(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purtins, end verticals, and 0-0-0 oc puilmns (5-3-13 max.): 1-3. Except: 5-4-0 oc bracing: 1-3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. except FORCES. (Ib) - Max. CompfMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-42541250,3-4=-45551250."=-1156/234 801 CHORD 8-13=-18114188, 7-13=-181/4188, 7-14-181/4188, 6-14=-181/4188, 6-15-18114188, 15-16=-181/4188, 5-16=-18114188, 5-17=-18614243. 4-17=-186/4243, 4-18=-67!1680 WEBS 2-8=-43841236,2-6=01576,2-5=-152/276,3-5=0/385 NOTES- 2-çly truss to be connected together with lOd (0.131'0) 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 0-9-0 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'llOmph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL6.opsl; 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 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 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. 101 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 alon Bottom Chord, noriconcurrent 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 purlmn 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 up a 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 LOAD CASE(S) Standard Continued on page 2 Job Truss Iruss type uty iPly MagnolialA 612 CAL HIP 1 -£ Job Re(erenoe(optional) IIKJUDUIfl. lIl. 11W A 0 IUM £Ul rdt ID:1bJOp_sdZJflvFKMLnuz6OGW-tRnmOwFD?DYIS59ymp9nEoaevJFTzoovMvyX5Ky LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert 1-3-172, 3-4=-72, 8-9=-48(F=-28) Concentrated Loads (lb) Vert: 1-624 3-624 2x4 II 5x8 = 5x8 = 2x4 II 5x6 = 5x10 = 2x4 II 3x8 1A HOI CAL HIP 1 Job Reference (optional) TgusFrame LLC.. Penis, CA, 92570 Run: 8.240 $ Dec 6 2018 Print 8.240 s Dec 62018 Mifek IndusInes, Inc. Thu Oct 3 12:40:49 2019 Page 1 lD:ZFl3c9vocbrEMVfP7?S5SJz7f4q-tRnmOWlFD?DYlS59ymp9nE0YmvlST_w0vMvcuxyx5l( 2-1-0 13-10.0 1-6-0 240-li 7-8.0 13-3-0 13,-5 21-10.0 1.6.0 0-6-li 5-7-0 5-7.0 0.6.5 8-0-0 0-0-5 0-6-11 Scale z 1:36.8 !,a 7. 13-10-0 8-0 6-2.0 • 6-2-fl I Lfl.fl Plate Offsets (XV)- (2:0-4-0,0-1-81, 14:0-4-0.0-1-8L 17:0-2-4.0-3-41 - - - LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (icc) Nell lJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.24 6-12 p999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.51 6-12 507 180 SCLL 0.0 Rep Stress incr NO WS 0.15 Horz(CT) 0.06 5 We n!a SCOL 10.0 Code lBC20151TP12014 Matrix-MSH Weight: 95 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G Except' TOP CHORD T3: 2X4 OF No.1&Btr G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G BOT CHORD I REACTIONS. (lb/size) 5=1109/0-3-8 (mm. 0.1-8), 9=1247/0-3.8 (mm. 0-1-8) Max Horz5=.67(LC 6) I Max Uplift5=-80(LC 5), 5=-111(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-665f72. 2-13=-23901259, 13-14=-2390!259, 3-14=-2390!259, 3-15=-234 11247, 1,5-16=23411247,4-16=23411247,4-5=2520/221, 1-9=-1273193 I BOT CHORD 8-18=-131710. 7-18=-13!710, 7-19=-16212314, 6-19=-162/2314, 6-20=-15812322, 5-26=-158/2322 WEBS 2-8=-1026!164, 2-7=-191/1841, 3-7=-6711164, 4-7=-1531265, 4-6=0/378, 1-6=-102/1318 Structural wood sheathing directly applied, except end verticals, and 0-0-0 cc purlins (3-4-9 max.): 2-4. Except 3-5-0oc bracing: 2-4 Rigid ceiling directly applied or 10-0.0 cc bracing, Except 6-0-0 cc bracing: 8-9. 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; Vuit=llomph (3-second gust) Vasd=87mph; TCDL6.0psf BCOL=60psf: 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 DOL=160 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 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 chard 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 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 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 19-9-" 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 truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate 1ncrease1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-13=-68, 14-15=-102(B=-34), 4-16=-68, 4-5=-68, 9-10-20 Continued on page 2 Iruss TrUSS Type Qty !Pl Magnoha 1A 1401 cAl. HIP Job Reference (optional) flu,.. U.CU g u u tutu rum. g.t'u u i30c C CU IC hUtCh InUU5U1U5, Inc. thu tjc. a ht;qU;qC au,, raqeg ID:ZFI3c9vxxbrEMVfP7?S5SJz7t4q-tRitmOWlFD?DYIS59ymp9nEOYmvIST_wovMvcuxyX5Ky LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13402 16-102 Trapezoidal Loads (p11) Vert: 13=48-to-14=402. 15=-102-to-16=-68 Scale = 1:36.8 4.00 fTi = 2x4 II 5x8 = 5x10 = 2x4 II 3x6 = Job Truss 'truss Type Qty Magnolia IA H02 CAl. HIP =Jlb I ce(opbonal) . ....- _... ....., nun. q.c,,,, u kiwi paw O r,uu. o.t'n, u vuc a" IC lvii lUll Inuw,uigii. uic. i flu jnii ., 1sUu3U Zulu ragii 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-LdL8bsmuiLPMcfLWUKOKSYjJf2CTn98QFAQzyX5Kx 1.6-0 , 4-0.11 7-8.0 , 11-3-5 , 13-10-0 21-10-0 1-6-0 2-6-11 37.5 3.7.5 2-6.-11 8-0-0 1-6.0 , 7-8-0 13-10.0 21-10-0 i.s.o ' e.,.n ann Plate Offsets (XV)- t:0 -3-12.0-0-8J, (5:0-4-0.0-1-8J, f7:0-0-0,0-0-91. 19:0-34.0-3-01 - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in ((cc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Veit(LL) -0.25 8-14 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) .0.50 8-14 >517 180 BCLL 0.0 Rep Stress mc, NO WS 0.53 llorz(CT) 0.05 7 nfa We SCOL 10.0 Code IBC2015lTPI2014 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 purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc puilins (4-1-9 max.): 2-5. Except: WEBS 2X4 OF StudlStd G 4-2-0 oc bracing: 2-5 SOT CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except 6-0-0 oc bracing: 10-11. Muck 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=104210-3-8 (mitt 0-1-8) Max Horz 11.70(LC 8) Max Uptift7=40(1-C 9), 11=-87(LC 9) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5791133.2-15=-19491405.15-16=-1949140S, 4-16=-19491405, 4-17=49181395, 17-18=-19181398, 5.18=.19181396, 5-19=2085f426.19-20=21491420. 7-20=-22281401, 1-11-10691190 SOT CHORD 10-22=-2051640, 9-22=-2051640. 9-23=-36812043, 8-23-36812043, 8-24=-36212051, 7-24---36212051 WEBS 2-10=-9261418.2-9=-28311431.4-9=-4251120.5-9=-2851143, 5801381, 1.10=-38511202 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vult110mph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL=6.0ps1 h201t Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 6-7-12 to 9-7-12. Interior(l) 9-7-12 to 10-6-11. Exterior(2) 8-1-12 to 12-4-11, Interior(l) 124-11 to 20-2-4, Exterior(2) 17-9-5 to 22-04, Interior(1) 22-04 to 284-0 zone; cantilever left and right exposed ; end vertical left and tight exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 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 ANSlITPl 1. 81 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. 9) Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chard. 1-1 LOAD CASE(S) Standard 1Truss ITruss Type Ply rm-onclia1A CAL HIP II I - - - 1H03 - Job Reference (optional) L.dulomla iiusrrwue LLI.... rwns, .--.VZOM Pun: O.0 $ usc o uia rniu: 52U S 1.1CC 5 U1b ShieS Inausines. inc, mu UCI .1 lx:4u:bu U1 ISCC 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-LdL8bsmuiLPMcfLWUK0l(SYjKlgECUa980FA0zyX5Kx 5-04 10-10.8 4-5-8 5-G-3 1013-8 10--13 • 15-7-5 21-10-0 4-5-8 0.6-111 5-3-0 041-5 4-8-12 6-2-11 0-0-5 0.6-11 Scale z 1:38.8 4.00 F1 -2 5x8 = 4x6 19 W 11 4x4 = - 4x8 = 356 = 4-51 . 10-10-8 17-3-0 21-10-0 gc.a 641 5.4.5 4.7.5 Plate Offsets KY)- [2:04-0.0-1-81, 13:0-2-12.0-2-01. [5:0-0-0.0-0-91, [7:0-2.8.0-2-01 LOAOING(psf) SPACING. 240-0 CSI. OEFL in (Inc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.92 Vert(LL) -0.20 6-7 499 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0A4 6-7 496 180 BCLL 0.0 * U BCDL 10.0 Rep Stress Inc, NO WB 0.53 Horz(CT) 0.06 5 nla nla Code l6C20151TP12014 Matrix-MSH Weight: 100 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied or 3-8-15 cc purlins, except TOP CHORD 2X4 OF No.2 G*Except' TOP CHORD 12: 2X4 OF No.18Btr G end verticals, and 0-0-0 cc purlins (3-84 max.): 2-3. Except: 601 CHORD 2X4 OF No.2 G 3-8-0 cc bracing: 2-3 WEBS 2X4 OF Stud/Std G 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. REACTIONS. (lb/size) 641055/0-3-8 (mm. 0.1-3). 10=114610-3-8 (mm. 0-1-8) Max Ho,zlo=-53(LC 6) Max Uplift64-61(LC 5), 10-70(LC 4) FORCES. (lb) - Max. CompiMox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12521114,2-14=-17051164.14-15--1702/164. 15-16=16991165,3-16=-16931164, 3-4-11631111111611,4-5=-24117/113111, 1-10=-1108188 BOT CHORD 8-9=-34/1186, 7-8=-34/1186, 7-18=-137/2170. 6-18=-13712170. 6-19=-91/2226, 5-19=-91/2226 WEBS 2-9=-530/110, 2-7=49/641, 4-7---525192, 1-9=-8511306, 4-640/387 - NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0p51 BCDL=6.0psf; h=2011; 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 DOL1.60 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 20.00sf 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. Girder carries tie-in spans of 2.0-0 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) 122 lb down and 28 lb up at 16-9-8, and 122 lb down and 28 lb up at 11.6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard . yIU, 'I)Q 1) Dead + Roof Live (balanced): Lumber Increase s:11.25. Plate Increase1.25 Uniform Loads (pit) Vert: 1-2=.68, 2-14.68, 3-16=-68, 3-5=-68, 10.11-20 Concentrated Loads (lb) ca Vert: 14=-102 164-102 IIi E)cp. 630l21 UJI Continued on page 2 cc No. C53821 I- Job Truss truss Qty 1A HO3 P Magnolia ly CAL HIP 1 1 — - - - - Job Reference (optional) ti.t.., rams, ia.. w9w1w LOAD CASE(S) Standard Trapezoidal Loads (pit) Vert: 14=-684o-15=-102, 15=-102-110-16=-68 loin: o.qu s uec a 2018 Print: 8.2408 LIec 8 2018 MITeS Ineussies, Inc. Thu Oct 3 12:40:50 2019 Pass 2 10:ZFI3c9vxxbrEMVfP7?S5SJz7t4q-LdL8bsmuJLPMcfLWUKOKSYjKlgECUa98OFAQzyX5Kx 0 truss rype Oty Ply I Magnolia1A Iruss 1COMMON 1 lJob - - Reference (optional) .,, v&ww 1un; a.qu a vec D 4U10 rnnl: a.qu a uec b eiin rvn lax unausules. inc. InS UC J 14:4u:D1 4U15 rage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-ppvxpCnWlcTG_mEX4Brdsf5ylixzcvpJMgjyPyX5Kw O.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 Scale = 1:35.9 34 = 4.00 1W 162 4 17 15 x4 4x4 V3 V3 R. k 19 10 a 20 7 21 IN 11 2x4 it 22 2x4 ml = 44 =4x4 = 3x8 0-3-14 5-0-4 5-2-0 10-2-0 10-3-12 16-7-13 21-10-0 n.ii .n.n n1.1, e..a Plate Offsets (XV)- 1:0-2-0.0-1-121. (3:0-2.0.Edn]JQ-fl-2.0-1-81. (8:0-1-12.0-1-12lJ10:0-1-12.0-1-121 LOADING(psf) SPACING- 2-3-12 CSl. DEFL in (Icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 068 Vert(LL) -0.21 7-8 >999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 SC 0.97 Vert(CT) -0.72 7-8 >360 180 BCLL 0.0 Rep Stress lncr NO WB 0.66 Hoz(CT) 0.03 6 nla nla BCDL 10.0 Code lBC2015lTPI2014 Matrix-MSH Weight 121 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 DF No.2 G 'Except' BI: 2X6 OF No.2 G. B3: 2X6 OF SS G WEBS 2X4 OF StudlStd G I REACTIONS. (lblsize) 9=118810-3-8 (mm. 0-14), 11=121910-3-8 (mm. 0-1-8) Max Harz 11.70(LC 17) Max Uplift9=-28(LC 9). 11=-2(LC 8) BRACING- TOP CHORD 2404 oc purlins (3-4-11 max.). except end verticals (Switched from sheeted: Spacing 24114). 301 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 64-0 oc bracing: 10-11. FORCES. (Ib) -Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1590141, 15-16=-1474152, 2-16=-1462I54, 2-3=-318l49. 3-4-258/55, 4-17=-1516150,5-17=1631149,5-18=-2800/62,6-18=2877146, 1-11=-1329/54 BOT CHORD 9-10=011466, 8-9411466, 8-20=-4112399, 7-20=41/2399, 7-21=-612657. 6-21=-6/2657. 6-22=0/1100 WEBS 54=-10851130,4-8--01316.2-4=-1232J40, 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) Vasd=87mph; TCDL$.opsf 8CDL6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteno42) 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(1) 17-2-0 to 284-0 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 truss has been designed for a 10.0 psI bottom chord live load nonconcunent 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 3-6-0 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 2308.1 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 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) 52 lb down and 4 lb up at 11-",and 52 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 Increase125 Uniform Loads (p11) Vert: 1-3-83. 3-6=-83, 11-12-23 Concentrated Loads (lb) Vert: 8=-50 10=-50 Scale 1:38.2 4.00 fiT 20 II 40 = 4x6 =40 = '." 'I 34 3x4 = a' I, I" Job jTrUSS russ Type O1 IPiy 1 Magnolia IA H05 IICOMMON I Job Reference (optional) rurIdm u.i.... rams, . a,u ,un: d.24U a uec a zuju inrn: d24U $ aec a zoia MITeS IflaUSctBS. Inc. mu act a 12:40:51 201v I9? 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.ppvXpCnWlcTG_mEX4Brdsf5u9iyFxwJMgjyPyx5l(w 0.13-14 5-0-4 7-8-0 10-3-12 14-11-7 21-10-0 0.3-14 4-8-6 2-7-12 2-7-12 4-7-11 6-10-9 0-3-14 5-0-4 5--0 10-2-0 10.3-12 16-3.2 21-10-0 O.3-14 4-8.5 0-1-12 5-fl-fl n.117 5.11-5 5-5.14 Plate Offsets (X.Y)- r:0-1..120-1.121 [3:0-2-0,EdgJjj' 0-2,0-1-121, (6:0.0-0,0-" 91. (8:0-1-12.0-2.0). (10:0-1-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.91 Vert(LL) -0.37 7-8 >899 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -123 7-8 >212 180 BCLL 0.0 Rep Stress lncr NO WB 0.59 Horz(CT) 0.04 6 n/a 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 CHORD Structural wood sheathing directly applied or 2-11-15 cc purlins. except 12: 2X4 OF No.2 G end verticals. SOT CHORD 2X4 DF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except: B2: 2X6 DF No.2 G 6.0-0 cc bracing: 10-11. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1032/0-3-8 (mm. 0-1-8), 11=106310-3-8 (mm. 0-1-8) Max Horz 11-60(LC 17) Max Uplift624(LC 9). 11-2(LC 8) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-1343/34, 15-16=-1255/46, 2-16=-1243/47, 2.3=-295/45, 4-17=.1331/46, 5-17=-1429/44, 5-18=-2240/52, 6-18=-2374/38, 1-1 1=-i 123/50 BOT CHORD 9-10=0/1267. 8-9=0/1267, 8-20=-35/2067, 720=35/2067, 7-21=-6/2181, 6-21=-6/2181 WEBS 5-101=-9481112,4-841431, 2-4=-1074/34, 1-10=-12/1448,5-7=01473 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0p5f 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 284-0 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 This truss has been designed for a 10.0 psI 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. 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. 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 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 Increase1.25, Plate Increase1.25 Uniform Loads (plf) I Vert: 1-31=42,3-6=42,11-12=-20 Concentrated Loads (lb) Vert: 8-50 10-50 I I. I iniss lTruss y I [ Job 0Iis IA Lob - - - 1COMMON - Reference (optional) I ira liusFrame u.c.. pains, U92570 Run: 8.240 a Dec 6 2018 PRnt: 8.240 a Dec 62018 MiTek InduaMes, Inc. Thu Oct 3 _12'40:52 2019 Pa g1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q.H0Sv0Xo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 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 4.741 6-10-9 Scale = 1:46.6 30 = 4x8 = 2x4 II 4x6 20 II 4x8 = 5-6-14 11-6-4 11-8-0 16-8-0 16-9-12 22-9-2 . 28-4-0 5-6-14 5-11-6 0.1112 5-0-0 0.1112 5-11-6 5-6-14 Plate Offsets (X.Y)— 11:04)-0.0-1-11. [3:0-2-0,0-1-8], 14:0-2-0.Edgej. 15:0-2-0.04-81. 17:0-0-0.0-1-11 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loG) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.34 8-9 '988 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 11-12 '443 180 BCLL 0.0 * Rep Stress Incr NO WS 0.46 Horz(CT) 0.17 7 nla We BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G *Except* B2: 2X6 OF No.2 G WEBS 2X4DFStudIStdG REACTIONS. (Ib1size) 1=135310-5-8 (mm. 0-1-8). 71353/0-3-8 (mm. 0-1-8) Max Hoiz 1=56(LC 36) Max Uplift1-227(LC 27), 7=-227(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-30c purlins. SOT CHORD Rigid ceiling directly applied or 7-4-14 oc 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. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-31921585.2-19=31101444.2-20--2571/333,3-20=-2465/151, 3-4=-3181163, I 4-5=-318I168, 5-21-24651152, 6-21=-2571l342, 6.22=-31101435, 7-22=-31921581 SOT CHORD 1-23=-352950, 23-24=-68012950, 12-24=-680!2950, 112-25=-69712909,111-25=69712909. 10-11=-561/2383, 9-10=56112383.9-26=58212909.8-26---58212909.8-27=-S4212950. 7-27-54212950 WEBS 6-9=-7261172, 2-11=-7261165, 5-9=01504, 3-11=0/504, 3-5=-211117, 2-12=0/381, I 6-8=0/381 NOTES- I) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psft BCDL6.opsf; h=201t; Cat. II; Exp B; Enclosed; MWFRS I- (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. Exterior(2) 14-2-0 to 17-2-0, Interior(1) 17-2-0 to 284-0 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 DOL1.60 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 alive 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. I 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, nonooncurrent with any other live loads. This truss has been designed for a total drag load of 1200 lb. Lumber DOL=(i 33) Plate grip DOL=(1.33) Connect truss to resist drag loads I along bottom chord from 0-0-0 to 2-0-0 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. f l'"KS I LOAD CASE(S) Standard 10 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 114=42.4-7-72,13-16=20 rm *p. 6/30/21 Continued on page 2 .1 UJI NO. C53821 CIVIL Job IUSS iruss Type ly Magnolia IA IQIy IM 106 1 1 I Job Reference (optional) :ZFi3c9vxxbrEMVfP7?S5SJz7t4q-HDSvOXo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsy)5Kv LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9-50 11=-50 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 = 1:466 30 = 4x8 = 4x6 2x411 2X4 11 4x4= 4x4= 4x6= 5.6-14 11-64 118-0 16-8-0 16-9-12 22-9-2 • 28.4-0 5-6-14 5-11.5 fl.112 S-fl-fl fl.11 51.5 • S-S-la Plate Offsets (X,Y)- [1:0-0-0.0-1-11. 13:0-2-0.0-1-81, (4:0-2-0.Edgel, [5:0-2-0.0-1-81. (7:0-0-0.0-1-lI LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (ice) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.67 Vert(LL) -034 8-9 '988 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 11-12 '443 180 BCLL 0.0 Rep Stress Incr NO WS 0.46 Horz(CT) 0.17 7 nfa nla BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 127 lb rr = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.20 Excepr 62: 2X6 OF No.2 G WEBS 2X4 OF Stud/Std 0 REACTIONS. (lb/size) 1=1353/0-5-8 (mm. 0-1-8),7=135310-3-8 (mm. 0-1-8) Max Horzl=55(LC 12) Max Uplift1-19(LC 8), 7-19(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS I Row at midpl 3-5 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 1-19=-3192J25.2-16=-3110140,2-20=-257113S, 3-20=246S136,34=-318159, 4-S=318159.5-21=2465136,6-21=-257113S, 6-22=-3110140.7-22=-3192125 BOT CHORD 1-23=-3512950, 12-23=-3512950, 12-24=-63/2909, 11-24=-63/2909, 10-11=0/2383, 9-10=012311113,91-25=2212909. B-25=2212909,8-26--012950,7-26=012950 WEBS 8-9=-726/127. 2-11=-726/127, 5-9=0/504.3-11=0/504, 3-5=-2111/7, 2-12=0/381, 6-80/381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0ps1 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, lntenor(1) 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 DOL=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. 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 2308.1 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. 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 designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead i-Roof Live (balanced): Lumber Increase--l.25, Plate lncrease=1.25 Uniform Loads (p11) Vert: 1-4=42.4-7=42,13-16-20 Concentrated Loads (lb) Vert: 6=-50 11=-SO Job russ 11 TrUSS Type I Magnolia IA HOS =~] — Q1V1Ply 1COMMON Job Reference (optional) ...n. nun; o.'+u UUC u&vicrnnL c.x4u5Lmr U U1O iviiieic IflUU5WU5, UK. IflU UC 4 1:qU:J dUlU 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.lC0HEtotnHDj_D3OwBcu5y4AKxWgoPu7bojqlIyx5Ku 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 4x6 U 4x4 = 6x10 MT18HS W&= 4x4 = 6x6 6x6= 9-5-12 18-10.4 28-4-0 U_i.e • Plate Offsets (X,Y)— [1:0-2-0,0-0-111.I1:0-1-0.0-2-131.f4:O-0-0,O-0-01. r7:0-2-0,0-0-111,17:0.1-0,0-2-131, (8:0-0-8,0-2-01, 1 10:0-0-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (ICC) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.52 8-10 2,641 240 MT20 2201195 TCDL Lumber DOL 1.25 BC 0.81 Vert(CT) -1.04 8-10 >323 180 MT18HS 2201195 BCLL 0.0 Rep Stress tncr YES WS 0.35 Horz(CT) 0.13 7 nla nla SCDL 10.0 Code lBC20150TP12014 Matrix-MSH Weight: 111 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StedlStd G OTHERS 2x4 OF StudlSTO G(2) SLIDER Left 2x4 OF StudlStd -G 1-11-14, Right 2x4 OF Stud/Std -G 1-11-14 REACTIONS. (IbIsize) 1=128610-541 (mm. 0-1-8),7=128610-3-8 (mm. 0-1-8) Max Horzl=-56(LC 13) Max Upliftl=-17(LC 8), 7=-17(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-041 cc 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 (lb) or less except when shown. TOP CHORO 1-2=-169510, 2-19=-2831 136. 3-19=-2772153, 3-20=-2601138, 4.20=-2524/50, 4-21-2543151, 5-21=-2622139, 5-22=2798154.6-22=-2828136. 6-7=-180810 601 CHORD 1-23-4112629, 1-24=-4112629, 10-24=4112629,9-10=0I1840.8-9=011840, 8-25=-012654, 7-25=-0f2654, 7-28=-012654 WEBS 4-8=-111864, 5-8=41151`132.4-10--11/841, 3-10=4841132 NOTES- Unbalanced roof live [dads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL=6.0p5f BCOL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exter10r(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(l) 17-2-0 to 28-2-4 zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=160 All plates are MT20 plates unless otherwise indicated. 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 3-6-0 tall by 2-0-0 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. 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, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job rU55 Truss Type MagnctialA I I -N09 COMMON I lJob Reference (optional) I II prnus i ruarwme u..., rem,. . ea,u rum: eque uec e uie mm: a.mu S uec 0 zuitsimexinausines.inc. inuuct .1 1Lqu:,q uiu rage 1 ID:ZFl39vxicbrEMVfP7?S5SJz7f4q-OOafRDpO2XnrDz6tJPKUIjVow2h8JdI3eDNZkyX5Kt 7-10.12 14-2-0 • 20-54 28-4-0 7-10-12 6-3-4 6-3-4 7-10-12 Scale = 1:45.1 40 II 4x4= 4x4 3x8 = 2223 5x6 W8 3a8 = 5-0-0 9-5-12 - 18-10-4 284-0 5.0-0 4-5-12 ' 9-4-8 9-5-12 Plate Offsets (XY)— '-0-2-30-1-81 [2:0-1-12.0-2-013:0-0-00-0-0). 14:0-1-12.0-2-01. 15:0-2-3.0-1-81 LOADING (psi) SPACING- 2-0-0 CSl, DEFL in ((cc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.43 6-8 p261 240 M120 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.56 6-15 2199 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Mcrz(CT) 0.03 1 a/a n/a BCDL 10.0 Code l8C2015lTPl2014 Matrix-iriSH Weight: 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-7c pudins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required class bracing be OTHERS 2ii4 OF Stud/STO G(2) installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 OF Stud/Std -G 7-10-12, Right 2x4 OF StudlStd -G 7.10-12 Installation guide. REACTIONS. All bearings 13-10-8 except fit--length) 1-5-8,5=0-3-8. (Ib) - Max Horzl=-73(LC 38) Max Uplift All uplift 100 lb or less at joint(s) except 1=-179(LC 27), 5=456(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), 5=903(LC 1). 5=852(LC I) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 117=1253l223. 2-17=-1239!224, 3-18=-2571293, 3-19=-3201380, 4-20=-12521253, 5-20=-12651212 601 CHORD 11-21=5=648,11-22=-5021648, 22-23-502f648,8-23=4471612, 7-8=-231/388, 6-7=-M/770,6-24-377/533.5-24=-3771633.5-25---3771533 WEBS 3-6=-5561436,4-6=-5721143,3-8=-4841405.2-8=-5671148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLS.opsf. SCDL=60ps1; h20ft; Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and 0-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 14-2-0. Exterior(2) 14-2-0(0 17-2-0, Interior(1) 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 D0L1 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 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 250.01b live located at all mid panels and at all panel paints 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=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5-0-0(0 18-10-8 for 100.9 p11. LOAD CASE(S) Standard i Job Truss TrUSS Type i 1110 COMMON I 72Job I Reference (optional) J1'IIU •,ur,a,.,c .s.., rw,,a, ci,, ,e flUfl 0.0*115 USC 04010 rnnl; 0.4I4u 5 USC 0 4010 1*11 I OK IfloUsmos. ins. i flu ,jct a ld;,U;a, 4010 roes i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-hb81fZq0ptziTNYJJ1wZ1VGgOJJvtjMuHIyx5ByX5Ks 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 Scales 1:45.2 44 = I x10- qxlu= 4x1U= exlu= 5x8= '= 6a6= 3x4= 6-7-13 . 14-94 20-2-8 • 28-4-0 6-7-13 • 8-1-7 5-5-4 8-1-8 Plate Offsets (X,Y)— 11:0-7-0,0-1-141,13.0-3-12, .1-121, f4:0-3-0,0-2-41, [5:0-1-12.0-2-01, (8:0-3-0,04-01, 110:04-0.0-241. [11:0-34.0441 LOADIPIG(psf) SPACING- 2-0-0 CSI. DEFL in (fee) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.51 Vert(LL) -0.14 10-11 .999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.41 10-11 '424 180 BCLL 0.0 Rep Stress Incr NO WS 0.62 Horz(CT) 0.02 10 n/a n/a SCOL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 303 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 90T CHORD 2X6 OF No.2 G WEBS 2X4 OF Stud/Std G Except' W2: 2X4 OF No.2 G SLIDER Left 2x6 OF 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 6-0-00c bracing, Except: 10-0-0 oc bracing: 1-11. REACTIONS. (lb/size) 1=2433/0-5-8 (mm. 0-1-8),7=264/0-5-8 (mm. 0-14), 10=925610-3-8 (req. 0-4-15) Max Herz 1=.64(LC 29) Max Upliftl=-229(LC 27), 7=-247(LC 30) Max Gravl=2591(LC 53), 7339(LC 3), 109256(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4139/548.2-3=40831374, 3-4=-37513311, 4-5=-12113676, 5-6=-343/1166, 6.7=-5241929 BOT CHORD 1-19=-53713913, 1-20=-54013918, 11-20=-509/3998, 11-21=-587/813, 10-21=-6051784, 9-10=40871550,9-22=-10871550. 22-23=1087/550, 8-23=-1087/550, 8-24=-874/542, 24-25=-874/542, 7-25=-8741542, 7-26=-3401305 WEBS 3-11=015223, 3-10=-3709132, 4-10=-25711135, 5-10=-3549/179. 5-8=-25/2288, 6-8-421/84 NOTES- 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 0-5.0 0G. Webs connected as follows: 2x4 - 1 row at 0-9-0 0G. 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=ilOmph (3-second gust) Vasd=87mph; TCDL6.Opsf 8C0L6.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 D0L1 .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. 6)' 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.olb live located at all mid panels and at all panel points alor Bottom Chord, nonconcurTent 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 reals loads along bottom chord from 0.0-0 to 2-0-0 for 700.0 ptt. 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 18-4-0; 6-0-0 from 284-0; 20-2-0 from 040 to 184.0; 2-6-0 from 4-0-0 to 28-4-0; 2-6-0 from 224-0 to 28-4-0 Continued on page 2 Job iTruss 1T Tip- e OWf agnota IA )11O COMMON P72JobI Reference (optional) ,..nh,IuIIa I IurIaI,; ia.s. rv,ua, a.. ,Lu,u nun. Q.C.tu u ue ucla Jo nfl. 0.OUO uoc C LU JO IVu. M IflOUVUlOC, lOW. I flu ua .3 14.'VU.UO LU JO ruqoc ID:ZFI3c9vxxbrEMVfP7?S5SJz7r4q-hb81Zq0prz,TNYJJ1wZ1VGgOJJvljMuHlyx5ByX5l(s 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 of such connection device(s) is the responsibility of others. I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase1.25 - Uniform Loads (ph) Vert: 14-72, 4-7-72, 12-23=-431(F=-411). 23-24=-20. 16-24o-25(F=-5) - Concentrated Loads (lb) Vert 8-1895(F) I I I I 1' IA 5-1-11 10-11.0 • 16-8.5 - 21-10-0 -. 5-1-11 5-9-5 • 5-9-5 5-1-11 Scare = 1:34.7 54 II fl=Rflfl 3x4 = 40 17 41 16 42 15 43 14 44 131245 11 46 10 47 9 46 8 49 7 50 6 51 3x4 4x4= 354= 454= 7.9-10 14-0.6 , 21-10-0 7.Q.lfl CAA It 7•fl Plate Offsets (X,Y).- 13:0-34.0-2-81 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in ([cc) ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.18 Vert(LL) nfa - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n(a 999 BCLL 0.0 * Rep Stress mc, YES WB 0.16 Horz(CT) 0.01 5 n/a We BCDL 10.0 Code lBC2015fTPI2014 Matrix-SH Weight: 128 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 21-10-0. Installation guide. (lb)- Max Horz 187(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 11, 13. 16. 10, 7 except 1-138(LC 27), 5=-1141 (LC 38), e=-iao(ic 30). 14.183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1351(LC 67), 5351(LC 79), 9587(LC 1), 14587(LC 1). 11=275(LC 73), 13=280(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), 6316(LC 78) FORCES. (ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-36=-4621379, 2-36=-2741265, 2-37=-214/276, 3-37=-981336, 3-38=-69/336, 4-38=-178f271, 4-39=-2621235, 5-39=449/387 SOT CHORD 11-40=-364573,5-51=-3531363 WEBS 3-9=-3611175.4-9=-5401152.3-14---361/177,2-14=540/153 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; h--20k- Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone and CC Exterior(2) 0-0-0 to 3-0-0. lntenor(1) 3-0-0 to 10-11.0, Exterior(2) 10-11-0 to 13-11.0, lntenor(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 00L1.60 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 ANSl/TP1 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. 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 200A has been applied for the green lumber members. 91 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 thi Bottom Chord. nonconcurrent with any other live loads. This truss has been designed for a total dreg load of 800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag along bottom chord from 04-0 to 3-0.0, 18-10-0 to 21-10-0 for 133.3 plf. LOAD CASE(S) Standard IJob Tfin ss Truss Type 10ty 1Ply I Magnolia 1A .102 I I COMMON 1 lJob 113 Reference (optional) lila uruarlarnaw.... reme. Lm. 21U Nun: e.Lqu S uec b zuip innt: eZQU S LIC b min MuCK InausaleS. inc. mu oct j 1:4U:3f 2uiv IS5C 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.ezGo3FrHLSEQihihOSyl6wLlO74sLjwBlcR1A3yX5l(q 5-5-5 10.11-0 16-4-11 21-10-0 5-5-5 5-5-11 5-5-11 5-5.5 Scale a 1:35.1 4x6 II 4x4= 4x6 = 4x4 3x6 3x6 = 7-3.3 u 14.6.13 21-10.0 7_ I 7jfl 7- Plate Offsets (X.Y)- (3:04)-0.0-0-01 LOADING (psf) SPACING. 2.0.0 CSI. OEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.41 Vert(LL) -0.27 6-8 >969 240 MT20 2201195 TCDL 14.0 LurnberDOL 1.25 BC 0.61 Vert(CT) -0.56 6.8 >470 180 ECU. 0.0 Rep Stress Inor YES WE 0.24 Horz(CT) 0.08 5 n/a n/a BCOL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 81 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 DF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 1-96110-5-8 (mm. 0-1-8),5--96110-3-8 (mm. 0-1-8) Max Horz 1=44(LC 35) Max Uplilt1=-259(LC 27), 3=-259(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11.8o6 purlins. BOT CHORD Rigid ceiling directly applied or 10-041 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 1-15=21901707,245=2093510, 2-16=19171348,346=18561166, 3-17=-1856/178, 4-17=.1917/349, 4-18=-20931457, 5-18=-2190/707 SOT CHORD 1-119=-34412023,19-20--96121323, 8-20=-98/2023, 7-8=011379,7-21--011379, 6-21=0/1379,6.22=4412023,22-23=4412023, 5-23=.312/2023 WEBS 3-6--371660,4-6---3951137.3-8=-371660,24 8=-395/137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=6.0psf BCDL=6.apsf; 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 10-11-0. Extenor(2) 10.11-0 to 13-11.0, lntenor(1) 13-11-0 to 21.10-0 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 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 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 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, nonconcunent with any other live loads. This truss 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 04)-0 to 2411-0, 19-10-0 to 21-10.0 for 350.0 plf. LOAD CASE(S) Standard ~ I, I I- I 5x6 = 5x6 = 454 = 2x411 4x8 = 2x411 JOB Truss truss Type Qty Ply Magnolia 1A K011 OUEENPOST 1 - - - - - 11 - Job Reference (optional) I.M. rem5, '..M. 92570 nun: 8.240 s Dec 82018 Pills: 5.240 s Dec 52018 MiTeh Industries, Inc. Thu Oct 3 12:4058 2019 P308 1 lD:ZFl3c9vocbrEMVtP7?S5z7t4q-6AqAHbsv6mMGKHu_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 Scale = 128.7 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.53 Vert(LL) -0.13 6-14 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.38 6-14 >563 180 BCLL 0.0 Rep Stress mci NO WS 0.47 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code 15C20151TP12014 Matrix-MSH Weight: 69 lb FT = 20% LUMBER. BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-2-5oc purlins. SOT CHORD 2X4 OF Noi&Str G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=92610-3-8 (mm. 0-1-8),5=171110-3-8 (mm. 0-1.13) Max Horz138(LC 28) Max Upliftl=.151(LC 19), 5-141(LC 22) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=20851376.2-3=-16321181.3-4--163131184,4-S--28541375 SOT CHORD 1-15=-37911923, 8-15=-37911923, 8-16=-379/1923, 7-16=.37911923, 7-17=40612681, 6-17=-40612681, 6-18=40612681. 18.19=-40612681. 19-20=406/2681, 5-20=-.31/2681 WEBS 2-7=-527198. 3-7=0f)'92,44=11369/77, 2-8=01305,4-6=0/839 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL=6.0ps1 BCOL=60psf; h20ft; Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 001=1.60 plate grip 00L 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 alive 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 de&gneJ 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 800 lb. Lumber 00L(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 pIt. 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). Li LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncieasel .25, Plate lncrease1.25 Uniform Loads (pit) Vert: 9-18=-20,12-18=247(F=227),1-3=-68,3-5=-68 88 Iruss ilru5s Type 1agnolia 1A K02 JOuEEPosT J I - - - 9 Job Reference (optional) null. IJCL U LYIC null. O.ltU u UC* U CUIU IVI!IVJS lJlUUUlCD. IlL IflU IJCl l&1iII.O £UI rgw I ID:ZFl3c9vxxbEMVP7?S5SJz7f4q.6AqAHbsv6mMGKrHu9TGe8tFgXPq4AZLzGBbiVyX5Kp 4-5-11 8-11-8 13-5-5 17-11-0 4-5-11 4-5-13 4-5-13 4-5-11 Scale' 1:28.7 4x4 = 3 4x8 = 4x8 = 4x8 = I 8-11-8 17-11-0 Plate Offsets (XV)— I 1:0-0-0,0-1-11. 15.0-0-%0_1 -11 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.32 6-12 2,675 240 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 0.70 Vert(CT) .0.54 6-12 >401 180 BCLL 0.0 Rep Stress lnct YES WB 0.21 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Weight: 66 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-60c purlins. 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. REACTIONS. (lb/size) 1=788/0-3-8 (mm. 0-1-8). 5=788/0-3-8 (mm. 0-1.8) Max Horz136(LC 12) Max Upliftl=-11(LC 8), 6=-11(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-1728152, 2-15=-1653/65, 2-16=-128617, 3-16=-1235/18, 3-17---1235118, 4-17=-1286/7.4-18--1653165. 5-18=-1728/52 BOT CHORD 1-13=-5711598.6-13=-5711598.6-14---3111598.5-14=-3111598 WEBS 2-6=-4841116,3-6=0/530,4-6=-4841116 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf, BCDL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0.0 to 3-0.0, lntenor(1) 3.0.0 to 6-11.6, 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 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 alive load of 20.0psl 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 ANSIITPl 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 LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G 11 Job Truss Type OW Magnolia 1A IF-= O3 OUEENPOST 1 Pl - 1 I - - - - Job Reference (optional) u... rums, C.A.94570 I4Un 8240 s Dec 6 2018 Fu1nt 82405 Dec 6 2018 MITeK Industries. Inc. Thu Oct 3 12:40:59 2019 Page 1 ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-aMOYLJxtJ(s3U7x_s4y5_VBLQL1xI1pxGucwwaEyyx5Ico 4.11.12 • 8-11-8 12-11-4 • 17-11-0 4-11-12 3-11.12 3-11-12 • 4-11-12 Scale = 1:28.4 454 = aRo II QXG = xu U 6x6 = 8x8 = 4.11-12 8-11-8 • 12-11-4 • 17-11-0 4-11-12 3-11-12 • 3-11-12 4-11-12 Plate Offsets (X.Y)- [to -3-0.0-3-5). (5:0-3-0.0-3-5). [6-0-3-12.0-11-8],17:0-",0-11 -12!. [8:0-3-12.0-1-8) - - - -- LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) 1/deft Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.08 6-14 499 240 MT20 2201195 TCDL 14.0 Lumber 001 1.25 BC 0.70 Veit(CT) -027 6-14 810 180 BCLL 0.0 Rep Stress lncr NO WE 0.63 Horz(CT) 0.04 5 nla na BCDL 10.0 Code l6C2015ITPl2014 Matrix-MSH Weight: 82 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOTCHORO 2X6DFSSG WEBS 2X4DFStud1StdG I REACTIONS. (Iblsize) 199710-5-8 (mm. 0-14), 5=218410-3-8 (mm. 0-2-5) Max Horzl=36(LC36) Max Upliftl=-250(LC 19), 5=-235(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-8oc purlins. BOT CHORD Rigid ceiling directly applied or 1044 oc bracing. Muck 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=-16931327. 3-4=-18951322, 4-5=-35691632 BOT CHORD 1-15=-2781953, 1-16=-66112187, 8-1 -"6112187,8-17=-66112187.7-17=-66112187, 7-18=-69713368. 6-18=-69713368. 6-19=-69713368, 19-20=-69713366, 20-21--69713368, 5-21=-16713368, 5-22=-29311788 WEBS 3-7=01950.4-7=-1830168.4-6=011135.2-7=-6381117.2-8=01279 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vutt=llomph (3-second gust) Vasd87mph; TCDLS.Opsf; BCDL=6.opsf; h20ft; Cat. Il; 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 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 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 2305.1 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 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 700.0 pIt. Girder carries be-in span(s): 17-11-0from 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 u 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 1-3=-68,3-5=-68, 9-119=-20,112-119=-364(F=-344) I, Magnolia 1A HIP 7.11-li 4-9-5 , 7-5-0 7-8,12 • 9-11-5 10-8-0 13-1-11 17-11.0 4-9-5 2-7-Il 0-1-12 • 1-11-10 a-s-if 2-7-11 4-9-5 0-4.15 Scale = 1:29.5 8x8 4x10 = 310 - 3x10 = 3x10 = 7-5.0 10-6-0 17-11-0 7-54 i.1J1 • Plate Offsets (X,V)— 13:0-3-12.Edgel. 14:0-5-0.0-1-61 LOADING(pst) SPACING- 24)-0 CSI. DEFL in (icc) I/deft Lid PLATES GRIP TCLI. 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.12 7-8 >999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.77 Vert(CT) .0.37 8 2,573 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.09 6 We n/a BCDL 10.0 Code lSC20151TPI2014 Matdx-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 puilins, except BOT CHORD 2X6 OF No.2 G 0-0-0 oc purlins (2-10-1 max.): 3-4. Except: WEBS 2X4 OF StudlStd G 2-10-0 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=177010-3.8 (mm. 0-1-14), 6=1782lMechanical Max Ho,z 133(LC 8) Max Upliftl=-64(LC 4), 6.68(LC 5) FORCES. (lb) - Max. CompiMax. Ten. - ftJl forces 250 (lb) or less except when shown. TOP CHORD 1-2=4340/345,2-3=4336/343, 3-15=-39811331, 4-15=-3974/333, 4-5=42021342, 54-43741356 BOT CHORD 1-16---89/1691, 1-17=-31714104, 8-17---31714104, 8-18=308/4188, 18-19=-308/4188, 19-20=-30814188, 7-20-30814188, 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; TCOL-6.0psf BCDL6.0psf; 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 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. 5)' This truss has been designed for a live load 0120.0p5f 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 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 hip end with 844 end setback. Graphical purtin representation does not depict the size or the orientation of the pudin 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 10-E 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 otheu 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 lncrease1.25 Uniform Loads (p11) Vert: 1-3-68. 34=-165, 4-6-68, 9.12=49(F=-29) Continued on page M Fob FUSS TrUSS Type Iy I a9nolia1A I I CAL HIP 77-7 ' I - Job Reference (opbnal) LOMPxjspdnUCmYSE LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3-589 4=-589 Job Truss liruss type 1oty PIy Magnolia IA 1(05 1OUEENPOST lJob 16 Reference (optional) -orn u.,. Lfl Nw1:0.qU5 uec 0 Aujarnm;c.u5uec 0 guic ivaiea tflUU5l105, Inc. IflUVC .) 141.uU4%rI0 Id00 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-2YxwiGu9dNc_Z8QG5aWkkZzalK4wY4fdRaginOyX5Kn 4-5-11 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 Scale = 1:28.8 40 = 4x6 2x4 II 3x4 = 8-11-8 . 12-8-12 • 17-11.0 R11R ' 1.0A Plate Offsets (X,Y)— 17:0-2-8.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (ICC) IldetI Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Veit(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 "300 180 BCLL 0.0 Rep Stress lncr NO WE 0.24 Horz(CT) 0.02 6 Wa n/a BCDL 10.0 Code lBC2015lTP12014 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. 0-1-8), 6=862l0-5.6 (mm. 0-1-8) Max Holz136(LC 12) Max upliftl-8(LC 8), 5-6(LC 13), 6-13(LC 9) Max Gravl=553(LC 27), 5=382(LC 31), 6=862(LC 1) Structural wood sheathing directly applied or 5-11-13 oc pudins. Rigid ceiling directly applied or 6-0-0 cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 1-17=-1055147, 2-17=-988161, 2-18=-552I0, 3-18-51016, 3-19-529112, 4-19-54610 BOT CHORD 1-14=-531978,7-14=-531978 WEBS 2-7=-S451111,4-7=-12f531.4-6=-721/55 — NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph: TCOL6.0psf; BCDL6.0psf h=201t; 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) 8-11-8 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 S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I 3) 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 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. I 7) 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, nonconcun'ent 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). 1' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 6-8=-20. 6.11=-30(F=.10), 1-3-68, 3-5=-68 1 1russ ilfliS4Type lowly rMagnol'ra 1A KO6 1QUEENPOST 1 Job Reference (optional) ,..dlliumTa ,rusrlame I.L.. reins, L.A. ve.f u nun: o.qus uec b ajie mm: s.qu S uec e zulu Mulek Inausmes, inc. mu i.icc s 1:4y:uu ruis rage i lD:ZFI3c9vxxbrEMVfP7'?S5SJz7f4q-2YxwiGu9dNc_Z8QG5aWkkZzaIK4wY4fdRaginOyX5Kn 4-5-11 • 8-11.8 12-8-12 .13-7-13 17-11-0 4-5-11 • 4-5-13 3-9-4 0-Il-i 4-3-3 Scale = 1:28.8 454 = 4x6 2x4 II 354 = i '. Plate Offsets (X,Y)— '70-2-8,0-2-01 LOADING(psf) SPACING. 2-0-0 CSI. OEFL in (ICC) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.28 7-10 2,552 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.51 7-10 2,300 180 BCL.L 0.0' Rep Stress Inc, NO WB 0.24 Horz(CT) 0.02 6 n/a n/a SCOL 10.0 Code 15C2015ETP12014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-9 cc purlins. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 64-Ooc bracing. wEas 2X4 OF Stud!Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 1=546/0-3.8 (mu,. 0-1-8), 5=220/044 (mm. 0-1-8), 6=662/0-5-8 (min. 0.1-8) Max Horz138(LC 36) Max Upliftl-163(LC 27), 5=-115(LC 38), 5=-59(LC 30) Max Gravl=553(LC 55), 5382LC 59), 6-862(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-11031460, 2-17=-9861344, 2-18=-6441223, 3-18=.510/160, 3-19=-529144, 4-19=S461138.5-20=3521284 BOT CHORD 1-14=-44111025, 7.14=.2481978, 5-16=-2511349 WEBS 2-7=-545/145, 4-7=-1051531, 4.6=-7211105 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL8.0psf 5C0L6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-041 to 3411-0, Interior(l) 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 DOL1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)' This truss 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. 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.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 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 17-11-0 for 44.7 p11. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25. Uniform Loads (pIt) Vert: 6.820, 6-11=-30(F.10), 1-3-68, 3-5=-68 I I I I 5x6 II ob TrtiTi1tr Ply adia IA 70m, 1 1 - GABLE - Job Reference (optional) mae Iwap-reme uu.. Iems, u. vzotu Run: 82405 Dec 62018 Prim: 3.240 $ Dec 6 2018 MiTek lnduavres, Inc. Thu Oct 3 12:41:012019 Page I lD:ZFl3c9v1ocbrEMVfP7?S5SJz714q-wlVJvcunOhkr8l?SfI41zGmVnjkXMGZRj1gEPFJqyX5Km 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 30 29 14 30 13 31 12 32 Il 33 10 34 9 35 8 36 7 37 6 38 30 40 = 4x4= I 6-3-14 11-2-2 • 17-6-0 6-3-14 4-104 6-3-14 Plate Offsets (X,13:0-3-6.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) IIdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.14 Vert(LL) n/a - n/a 999 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 SC 0.19 Vert(CT) n/a - n/a 999 SCLL 0.0 Rep Stress mci- NO WS 0.07 Harz(CT) 0.00 5 n/a n/a SCOL 10.0 Code 19C20151TP12014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-O-0 0c pullins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-6-0. (Ib) - Max Hoiz 1=-36(LC 3$) Max Uplift All uplift 100 lb or less atjoints) 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), 14321(LC 66), 9270(LC 71), 7=258(LC 73), 6=321(LC 74) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-385r347.5-28=-3851355 SOT CHORD 1-29=-339/369. 5-38=-3221352 WEBS 3-8=-2551167, 4-8=-375/103, 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) Vasd=87mph; TCDL6.0psf SCDL6.opsf; h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.04 to 3-0-0, Interior(l) 3-0-0 to 8-9-0, Exterior(2) 8-9-0 to 11-9-0, Interior(1) 11-9-0 to 17-6.0 zone; cantilever left and sight eposed ; 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 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 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 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent 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 DOL=(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 4411-0, 13-6-0 to 17-6.0 for 100.0 pIt. LOAD CASE(S) Standard 4*4 = 434 = 4*6 II 2x4 H 434 Truss 1Truss Type y r öb rMaanolia1A 2 I's 1 l - -- - - 1COMMONGIRDER -- JobReference(optional) rue ,rusriame u.c... i-ems, tA. DgU loin: 9240 a Dec 9 2019 FrUit: 0.249 a Dec 92019 MITeR InSusOles, Inc. Thu Oct 312:41:022019 P3991 lD:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-_x3h7yvP9_sioSafD?YCp_2w18o9?7Wwut9orHyx5Kl 3-10-4 4-5-1, 8-9.0 13.0-15 17-6-0 3-10-4 b-6-13 4-3-15 4-3-15 45-1 Scale = 1:28.2 LOAOING(psf) SPACING. 2-0-0 CSI. TCLL 20.0 Plate Grip DOt. 1.25 TC 0.27 TCOL 14.0 Lumber DOt. 1.25 BC 0.54 BCLL 0.0 Rep Stress lncr NO WB 0.15 BCOL 10.0 Code lBC2015!TP12014 Matrix-MSH LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G I REACTIONS. (lb(srze) 177010-5-8 (mm. 0-1-8),6=770/0-5-8 (mm. 0-1-8) Max Katz 1=35(LC 12) Max Upliftl=-10(LC 8), 6.10(LC 9) DEFL in ((cc) l!defl L/d PLATES GRIP Vert(LL) -0.12 7-15 p999 240 MT20 2201195 Vert(CT) -0.23 7-15 z,698 180 Horz(CT) 0.05 6 nla n/a Weight: 66 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-60c purlins. 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. CompiMax. 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=-1370138, 4-18=-1369127.5-18=-1417115, 5.19=-1614151, 6-19=-1690138 BOT CHORD 1-20=3111559.9-20=-3111558,9-21=3111558,8-21=-3111558,8-22=011 100. 7-22=011100, 7-23=-2011559, 6-23=-20/1559 WEBS 4-7=01498, 5-7=-341197, 4-8-11495, 3-8=-385/68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0ps( BCOL=6.opsf; h=20ft; 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 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 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. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-5-0 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 2308.1 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. LOAD CASE(S) Standard D1000# 4x6 II 4x4 454 = = 454 = I Job TrUSS T COMMONGIRDER ni55Type Oly Ply Magnolia 1A 103 1 1 L Job Reference (o ptional) CfwTs4TlusFrame I.I.Q..I.Q. Perris, CA, 92570 Run: 8. 240 s Dec 6 2018 Phnt: 6.240 s Dec 6 2018 MiTek Indusli1es Inc. Thu Oct 3 12:41:03 2DWPana 1 ID:ZF13c9vxxbrEMVfP7?55SJz7f4q-S7d3KJw1wl_ZOc9mi3RLBb55Y8LkSo47xuMOjyX5l(jc 4-5.1 8-9.0 • 13.0-15 17.6.0 4.5-1 1 4-3-15 4-3-15 4-5-1 Scale = 1:28.2 6-6-8 1041-10 . 17-6.0 5.5_s Plate Offsets (XV)- 1304-0,0-0411 - - LOAOlNG(psf) SPACING- 2.0-0 CSI OEFL in (lc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.27 Vert(LL) -0.12 7-10 >999 240 MT20 2201195 TCOL. 14.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 7-10 >890 180 BCLL 0.0 * Rep Stress Incr NO WS 0.15 Horz(CT) 0.05 5 nla nla SCOL 10.0 Code I8C20151TPI2014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-8-7c purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 2X4 OF Stud!Std G Mflek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer REACTIONS. (IbIsize) 1=77010-5-8 (mm. 0-1-8), 5=77010-5-8 (mm. 0-1.8) Installation guide. Max Holz 135(LC 44) Max Uplift1-188(LC 27). 5=-188(LC 30) FORCES. [lb) - Max. CompiMax. Ten. - All forces 250 (It,) or less except when shown. TOP CHORD 1-14=-169W511. 2-14=-16141353, 2-15=-14171254, 3-15=-13691127, 3-16=-13691152, 4-15=-1417I232, 4-17-16141329. 5-17=-18901504 SOT CHORD 1-16=5711559,18-19=-58211559,7-10-- S8211559,7-20=-480/1216,6-20=48011216. 6.21-47711559, 5-21 -47711559 WEBS 3-5=-271496. 4-6=-3421122, 3-7=-231496. 2-7=-342I117 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCOL=6.0psf SCDLS.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, Inteno41) 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 DOL=1.60 plate grip OOL=1.60 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.opsf on the bottom chord in all areas where a rectangle 3-6-0 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 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 011000 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 500.0 pit LOAD CASE(S) Standard Job [fruss li0iType kota1A 1N01 GABLE I 1 I'YlJob 1 Reference (optional) l..esrgasa I wsrzeme L.%.., rams. . sosu Kun: 5.24U S uec a zuis prim: b540 s uec a zuie MiTeic Industries, inc. mu Oct i i:i:uj 2019 Page 1 ID:1bJOpsdczmZJ11vFKMLnuz6OGw-S7d3XIw1wLZQc9mi3RLBb4VVC_kOw47XuMOjyx5Kk 6-2.4 11-0-0 6-2-4 4-9-12 5x6 = Scale = 1:21.8 22 23 8 24 7 25 6 26 5 454 = 3x8 = 3x6 II 6-2-4 . 11-0-0 4 S--.5 I L..O17 Plate Offsets (X.Y)— 1:04)-6.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (icc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.37 Vert(LL) nla - We 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0' Rep Stress incr NO WS 0.42 Hoi'z(CT) -0.01 6 We n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puilins, except TOP CHORD 2X6 DF No.2 G SOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 DF SIn WStd G SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x4 OF Stud!Std -G 3-3.0 installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 1140-0. Installation guide. (Ib)- Max Hoizl=34(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 8 except 5-576(LC 46), 6-616(LC 35), 7=-265(LC 60) Max Gray All reactions 250 lb or less at joint(s) 7 except 5565(LC 35), 51076(LC 48), 8=421 (LC 57) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2371355.2-19=-2731655,3-19=-498f761, 3-20=6201788,20-21=-7411/952, 4-21-857/1043, 4.5535/613 SOT CHORD 1-22=.565/62, 1-23=-591/109, 8-23=,591/284.6-24=591/2`0-4,7-24=591/381, 7-25---5911401, 6-2S---6491478,6-26=-3161343 WEBS 3-6=-847/515, 4-6=-1015/794 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=60psf 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, Interior(1) 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 DOL=1.60 plate grip DOL=160 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 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 200p5f 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, nonconcucent 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 11-0-0 for 72.7 plf. LOAD CASE(S) Standard I I ~ I 3x6 4x4 = 20 II Job Truss TyPe F'Y Magnolia 1A NO2 I COMMON GIRDER I IJob Reference (optional) iirunua Iru5rrameu... rema. I#4. aiu Nun:5 4iu5 uec a dubrnnt:e.qu5uec Du1*MIleKInausuie5,inc. IflUUci i 1:q1.uu1a rage i ID:lbJOp_sdczmZJ11vFKMLnuz6OGW-xKBRJCexghc6O2mk1KOaguP7E1yWUTvqDMBevw9yJC5Kj 6-2-4 11-0-0 6-2-4 • 4-9-12 Scale = 1:22.5 0.0-8 6-2-4 • 11-0.0 1111.5 5.I.1 g.9.12 Plate Offsets (X,Y)- r1:Edge041 14:0-14.0-1-81. 15:0-2-".O-0-81. 16:0-1-12.0-1-s' LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.39 Vert(LL) -0.09 6-9 a.999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC • 0.42 Vert(CT) -0.16 6-9 2-818 180 BCLL 0.0 Rep Stress [nor NO WB 0.16 Horz(CT) 0.03 1 rife na BCDL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 50 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std 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 Horz 1=36(LC 11) Max Uplift1-2(LC 12) Max Gravl511(LC 30), 5511(LC 33) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. except end verticals. 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. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-748126. 2-11=-504/48, 3-11=496163.3-12=481162, 12-13=-496149,4-13=-558147, 4-5=449170 SOT CHORD 1-14=-102/396, 1-15=-29I451, 6-15=-29/451 WEBS 3-6=0/272,444-7/414 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.0psf; h=20ft; 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(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 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 209/6 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. - LOAD CASE(S) Standard I I, 3x6 II job Job I Truss Truss Type IA 1NO3 COMMON GIRDER 1 1 1 Jp IJob Reference (optional) ,wer,am.I.1..rems. ea:u Nun; D24U5 ue eu1arnmra.4usuec oU1b Milex InaU5u1u5. IflC. Inuucz .r 1:q1.uuie rage i ID:1bJOpsdczmZJTlvFKMLnuz6QGW-xKBRXexqhc6O2mk1KQaguP7EhyWATweDMBevw9yX5Kj 6-2-4 12-6-0 6-2-4 6-3.12 454 = Scale = 1:22.5 "I 355 0-0-S 6-2-4 12-641 0.0_a 0_t.1 Plate Offsets (XV)- '0-2-12.0-04J. 13:0-2-0.0-2-4). (5:Ee.0-0-0J LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (icc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.41 Vert(LL) -0.10 6-13 999 240 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 WS 0.11 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code I8C2015ITP12014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-3-11, Right 2x6 OF No.2 -G 3-5.0 REACTIONS. (lb/size) 1=550/0-3-8 (mu,. 0-1-8),5=55011-11-8 (mm. 0-1-8) Max Hoiz1-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. 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. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-767114. 2-15=-674/51, 3-15=-863166, 3-16=-663/63, 4-16=-671148, 4-5=-828/27 801 CHORD 1-17=.81/474. 1-18=0!603,6-18=0/603,6-19=0/603, 5-19=0/603,5-20=0/603 WEBS 3-6=0/383 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL6.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. Interior(1) 3-1-8 to 6-3-12. Extenor(2) 6-3-12 to 9-3-12, Intenor(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 160 This truss has been designed For a 10.0 psI 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. 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 01250.01b 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 4*4 = Scale = 1:22.8 3*6 3*6 II Job jiruss Truss Type N04 COMMONGIRDER I jJb IMagnolialA joty1pry I Reference (optional) I luaFrame u.C., Pfl1S. CA. 92570 Run: 8.240 a Dec 62018 Pnnt 8.240 a Dec 8 2018 MuTek Industhes, Inc. Thu Oct 3 12:41:05 2019 Page I lD:1bJOp_sdczmZ!flvFKMLnuz6OGW-PWlplylSvEHfvJEu75vRcgPwLsUCNuNarNSSbyx5Ki 6-2-4 12-8-0 6-2-4 • 6-3-12 0-0-8 6-2-4 - 12-6-0 6-1-12 0-0-8 6-3-12 Plate Offsets (X,Y)— 11:0-2-12.040-41. [3:0-2-0,0-2.41, [5:Erie.0-0-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.41 Vert(LL) -010 6-13 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 >905 180 SCLL 0.0 Rep Stress Incr NO WB 0.11 Hoiz(CT) 0.02 1 nla n/a ECOL 10.0 Code lBC2015lTPI2014 Matrix-MSH 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 SLIDER Left 2x6 OF No.2 -G 3-3-11, Right 2*6 OF No.2 -G 3-5-0 REACTIONS. (IbIsize) 1=55010-3-8 (ruin. 0-1-8),5=55010-5-8 (mm. 0-1-8) Max Harz 1-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0oc 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 I-2=-767/13, 2-15--674!51, 3-15=-663166, 3-16=463/64, 4-16-671l48, 4-5=-848/18 SOT CHORD 1-17--81/474. 1-16=01603,6-18=01603,6-19=0/603, 5-16=01603, 5-20=-77/509 WEBS 3-6=01382 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=60p5f BCDL=6.opsft h=20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, Interior(1) 3-1-8 to 6-3-12, Extenor(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 OOL=1.60 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 3-8-0 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 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. LOAD CASE(S) Standard I. I 1 .I6 --lTruss 1TrUSSTYPe I I NOS ICOMMON GIRDER I - - - Magnolia 1A I - 1 Job Reference (optional) I wsr,ame u.i.. reins, UM. sau eun: b.zqu S uec S 3Q15 Pills: S.24Q S USC 52511 MITeS InausInes. Inc. Thu QO 3 12:41:05 2019 Page 1 lD:1bJOp_sdzmZJTlvFKMLnuz6QGW-PWlpIylSvEHfvJEu75vRcgPdLsWCNsNarNSSbyx5Ki 6-3-12 • 12-7-8 6-3-12 • 6-3-12 I 454 = Scale = 1:22.9 I I HI 3x6 II 3x6 II I . 6-3-12 6-3-12 • 12- 6-3 Plate Offsets (X,Y)— 11:Edge,0-0-01j3:0-2-0.0-2-4j. 15:Edge.0-0-OI LOADING(psf) SPACING. 2-0-0 CSI. OEFL in (icc) Udell Lid - TCLL 20.0 Plate Grip DOL 1.25 IC 0.40 Vert(LL) .0.10 6-9 a999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vest(CT) -0.16 6-9 2-935 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.02 1 n!a nla SCOL 10.0 Code 1BC20151TP12014 Matrix-MSH PLATES GRIP MT20 2201195 Weight: 55 lb FT = 20% S LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-5-0. Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (Ib1size) 155610-541 (mm. 0-1-8),5=55610-5-8 (mm. 0-1-8) Max Hoiz1=35(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. 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. - Alt forces 250 (lb) or less except when shown. TOP CHORD 1-2=-847118, 2-15=-687148. 3-15=479164, 3-15=-679!64, 4-l5=-687148, 4-5=447l18 SOT CHORD 1-17=-83!515, 1-18=01617,6-18=0!617,6-19=01617, 5-19=01617, 5-20=-76l51S WEBS 3-6=01386 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDL6.opsr; 8C0L6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteno42) 0-0-0 to 3-0-0, lntenor(1) 3-0-0 to 643-12, Exterior(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-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 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 to 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, nonconcwrent with any other live loads. LOAD CASE(S) Standard Job ITIUSS truss Type uty Ply Magnolia 1A N06 1GABLE 1 lJob Reference (optional) - - California T,usFrarne tic.. Penis, CA. 92570 - Thu Oct 3I241O620W Page i ID:1bJOpsdczmZJTlvFKMLnuz60GW-tiJCyKywDDM8H3uOSrc8zqDd7lENxqSWpV702yX5Kh 6-3-12 . 12-74 6-3-12 • 6-3-12 5x6 = Scale = 1:22.5 D800# 17 10 18 9 19 8 20 7 21 6 22 23 5 24 4 25 454= 4x4= 2x4 II 6-3-12 6-3-12 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (bc) lldefl LId PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.22 Vert(LL) nla - na 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT) nla - nfa 999 BCLL 0.0 Rep Stress Incr NO WB 0.09 llorz(CT) 0.00 3 We nla BCDL 10.0 Code lBC2015lTP12014 Matrix-SH 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 pudins. 801 CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-000 bracing. WEBS 2X4 OF Stud!Std G Mflek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer - Installation guide. I REACTIONS. All bearings 12-7-8. (lb) - Max Horz1-38(LC 29) Max Liphft 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), 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 801 CHORD 1.17=4671501, 10-17=-3521386, 10-18=-236I271, 7-21=-2171262, 6-21=-2971332, 6-22=-3111345, 22-23=-3331368, 5-23=-3331366,5-24=3331368.4-24=-3331368, 4-25-3331368, 3-25=-3331368 WEBS 2-7-3811114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.opsl; BCOL=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 OOL=1.60 plate grip D0L160 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 20.0p51 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 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 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 8-0-0 for 100.0 plf. LOAD CASE(S) Standard Job Truss Iruss Type IQty PIy MAGNOLIA 18 I 001 i I -- - IJob Reference (optional) nsa iiusrrame LL(.. rems. uP.. vzDtu Nun: 8240 a Dec 8 2015 Pflnt: 5.240 S Dec 5 2018 MiTeic Industries, Inc. Thu Oct 3 12:42:27 2019 Page 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-?Hipy0xk86ZeVWaiL17lv3UqPvkONRRRcEoLryX5JQ 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 = 1:46.5 5x6 = = 58 25 59 24 60 23 61 22 82 21 63 20 64 19 85 18 660 18 15 88 14 69 13 70 12 71 11 72 10 73 9 74 8 75 30 3x10 = 354 = 300 = I 10-5-4 19-10-12 30-4-0 10-54 • 9-5-8 10-5-4 Plate Offsets (X,Y)— 120-0-0,0-0-01, 13:00.0-0-01,113:0-2-0.0-1-81,120:0-2-0,0-1 -81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.15 Vert(LL) n/a - n/a 999 M720 2201195 TCOL 14.0 I Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress mc, YES WB 041 Hotz(CT) 0.01 7 We n/a BCDL 10.0 Code lBC2015ITPI2014 Matnx-SH weight: 213 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G • TOP CHORD Structural wood sheathing directly applied or 6-0-00c purtins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. Except: WEBS 2X4 OF StudfStd G 10-0-0 oc bracing: 20-21.12-13. OTHERS 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. All bearings 30-4-0. (lb) - Max Harz 1=-82(LC 48) 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(LC 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), 7371(LC 91), 13815(LC 1), 20=815(LC 1), 17278(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), 14285(LC 84), 12=283(LC 86), 11=273(LC 87), 10=285(LC 88), 8=334(LC 90) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-54-654131,2-54=480/383. 2-3=-294/351, 4-55=4281377,4-56=11M71, 5-54-262/351. 6-57=-480/411, 7-57=-6541545 SOT CHORD 1-58=-526/569, 25-58=403/510, 25-59=-3731437, 24-59=349/406, 24-80=-318/369, 23-60=-2621345,23-611=-256/3114, 22-81=-228/277, 22-62-195/252, 20-64=-2741299, 13-69=-274!299, 11-71=-166!253, 11-72=-1971277, 10-72=-228/314, 10-73=-234/345, 9-73=2891369.9-74=,320/406, 8-74--3441437,411-75=37515110, 7-75=497/569 WEBS 4-13-4831354, 5-13=3371101, 6-13=42611164,4-20=483/362, 3-20=-3361102, 2-20=-525/184 NOTES- Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL6.0ps1 BCDL6.0psf h20ft; 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 15-2-0. Exterior(2) 15-2.0 to 18-2-0, Interior(l) 18-2-0 to 30-4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL=1.60 Truss designed for wind toads 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. Al Gable requires continuous bottom chord bearing. Gable studs spaced at 14-0 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 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 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 Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 111 Job Truss TrUSS Type Oty Ply MAGNOLIA 18 GOi GABLE - - - - Job Reference (optional) Cwdumd • ,urrdn u.s.... ru1n5, ..925tri tun: u.iu S uec 0 2019 nm: 0.240 s uec 0 2019 MUTeO Ifl009lfles, Inc. Thu Oct 3 12:4227 2019 NOTES. Faae 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7r4q-?Hipy0xk86ZeVWait27lv3UqPvkQNRRRcEoLnjX5JO 11) 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 drag loads along bottom chord from 0.0-0 to 304-0 for 46.2 pIt. LOAD CASE(S) Standard 4x6 = 3x4 = 2x4 II 4x8 = 458 = 4x8 = 456 = Ijob I MAGNOLIA lB [WSS G02 ITFUSS Type Q101rJPly i i 1COMMON Job Reference (optional) auromra I 11151-lame u.k., Iems, 1A. 92(0 Nun: 5,240 a usc e 2015 pnnt: 5.240 s Dec 5 2015 MITeS Induslyies, inc. mu Oct a 12:42:25 2019 Paqe 1 lD:ZFI3c9vxxbrEMV(P7?S5SJz7f4q.TUGBAMyMvPhV7g9BF35Ml6caqp4V9qmagG_MtlyX5JP 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 1 4.8-12 ' 4-2-12 6-2-8 Scale = 1:49.2 ' 6-1-4 6-1 -4 10-5.4 4-4-0 . 1 9-5-8 19-10-12 Plate Offsets (X,Y)— '1:0-0.0.0-1-fl, 11:0-2-3,Edgej, r7:0-2-3.Edge), 17:0-0-0,0-1-11, 18:0-2-8,0-2-01, (10:0-2-0.0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 Ic 0.45 Vert(LL) -0.43 8-17 2-561 240 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.78 8-17 '306 180 BCLL 0.0 Rep Stress Inor NO WB 0.41 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code 18C201511P12014 Matrix-MSH PLATES GRIP MT20 220/195 Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 501 CHORD 2X4 OF No.2 G SOT CHORD WEBS 2X4 OF StudlStd G WEBS WEDGE Left 2x4 OF Stud/Std -G, Right 20 OF StudlStd 4 REACTIONS. (lb/size) 10=1679/0-5-8 (mm. 0-1-13),1--31710-5-8 (mm. 0-1-8), 7=773/0-3-8 (mm. 0-1.8) Max llorzl8O(LC 16) Max Uplift10-16(LC 8), 1=-14(LC 12), 7=-25(LC 9) Max Gravl0=1679(LC 1), 1428(LC 33), 7773(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-390/27, 2-18=362159,2-3=-131558, 3-19=01500.4-19=01564,4-20=-1024187, 5-20=-1076171.5-6=1076139,6-21=-1500191, 7-21-1528175 SOT CHORD 1-22=49/311, 1-23=-521350, 11-23=-521350, 11-24=-52/350, 24-25=-521350, 10-25=-52350, 10-26=01305, 26-27=0/305, 9-27=0/305, 9-28=0/306,8-28=0/306, 8-29=42/1424, 7.29=42/1424, 7-30=-25(683 WEBS 4-8=-2711002. 5-8=-310197, 6.8=.506/98, 4.l0.1188/43, 3-10=-311/90, 2-10=-757176, 2-11=0/376 Structural wood sheathing directly applied or 4-7-7c purlins. Rigid ceiling directly applied or 644oc bracing. 1 Row at midpt 4-10 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; TCDL=6.0ps BCOL=60psf; h20ft; Cal II; Exp 8; 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, Exteno42) 15-2-0 to 18-2-0. Interior(l) 18-2-0 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 00L1.60 plate grip 00L1.60 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 3-6-0 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 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 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 Increase--i.25, Plate lncrease=1.25 Uniform Loads (pIt) t. Vert: 1-@.68, 4-7=-68, 12.25=-30(F=-10), I5-25-20 I Job Truss I [russ lype 1uly 18 I 003 COMMON Fly MAGNOLIA 1 Lob Reference (optional) ,u nun: 4uS LJC bO1YnflLd.ZeUSUeC eajieMJlexlflsusweS,inc. lflUUCt ,1x:4vzu1 pa99i ID:ZFI3c9iibrMVP7?S5SJz7f4q-xgqaNiz_gjpMkqkNpmcbrK9m9DR5uHBkvwjvPkyX5JO 6-1-4 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 = 1:46.8 3x4 = 2x411 4x8 4x6= 4x8 5x6= 3x8 II 3X8 II 6.1-4 10.5-4 19-10-12 30-1-0 6-1-4 4.4-0 ' 9-5-8 10-24 Plate Offsets (XX)- [1:0-2-3.Edge!. [1 :0 0.0-l-1JJ42,O-1-12!. 17:033.Edge1 17:0-0-0,0-2-11.18:0-2-8.0-2-01. 110:0-2-0,0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) b/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.42 Vert(LL) -0.42 8-10 561 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.70 8-17 339 180 BCLL 0_0 Rep Stress lncr NO WS 0.40 Horz(CT) 0.02 7 nla nla BCDL to_a Code 1BC201511P12014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-9 cc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G WEBS I Row at midpt 4-10 WEDGE Milek recommends that Stabilizers and required cross bracing be Left 2x4 OF Stud/Std -G, Right 2x4 OF StudlStd installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIsize) 10=1651I0-5-8 (mm. 0.1-12), 1=32210-5.8 (mm. 0-1-8), 7=764/Mechanical Max Horzl=62(LC 12) Max Upliftlo=-20(LC 8), 1-11(LC 12), 7-23(LC 9) Max GravlO=1651(LC 1), 1432(LC 33). 7=764(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=01546.4-20=-1004183, 5-20=-1057166, 5.8=-1053134. 6-21=-1434186, 7-21=-1479169 SOT CHORD 1-22=471315, 1-23-461363, 11-23-461363, 11-24=461363, 24-25=461363. 10-25=-461363, 10-26=01304. 26-27=01304,9-27=01304. 9-28=01304, 8-28=01304, 8-29=-3811360, 7-29=-38/1360, 7-30=-251554 WEBS 4-8=-261977. 5-8=-322197.64 -"55196.4-10=-1160147,3-10=-311l90,2-1O=-753177. 2-11=0/375 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCOL=6.opsf, BCOL=6.0ps1 h=20ft; Cat. It: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 34-0. Interior(1) 3-0-0 to 15-2-0. Exterior(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 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 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 ANSlITPl 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. 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 Increase=1.25, Plate lncrease1.25 Uniform Loads (pIt) Vert: 1-4=-68, 4-7=-68, 12-25-30(F=-10). 15-25-20 Truss TruttSType Qty Ply 1 Job MA0N0LIA l8 G04 - - GABLE Job Reference (optional) ...., rurn, gru Nun; u.zcu a usc u xuiu rnni: S.Z4U S usc u xuis Miles IfiSUSSiSS, Inc. I flu UC! 312:42:25 2019 l95 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-xgqaNizgjpMkqkNpmcbrK9orDSDuHCkvwjvPkyx5JO 6-2-8 • 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 5-11-8 Scale = 1:49.1 454 II 4x8 24 25 11 28 10 4x6 = 4x8 5x8 = 4x8 3x8 Ii 10-5.4 19-10-12 • 30-1-0 inc., • ,ni Plate Offsets (X,Y)— [1:0-0-4.0-1-13Jj2:0-6-7.0-2-41. 14:0-2-0,0-1-121. V.2:3-3 [8:0-2-8,0-2-01,110:0-2-8.0-2-01 - - LOADlNG(psf) SPACING- 24-0 CSI. OEFL in (icc) lidefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.31 Vert(LL) .0.44 8-10 530 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.70 8-19 a'336 180 BCLL 0.0 • Rep Stress mc, YES WS 0.40 Horz(CT) 0.01 7 We n/a BCOL 10_0 Code 1BC20151TP12014 Matrix-MSH Weight 134 lb FT = 200/6 LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc puilins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6.0-0 cc bracing. WEBS 2X4 OF StudlStd G WEBS 1 Row at midpt 4-10 OTHERS 2X4 OF Stud!Std G [MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Right 2x4 OF Stud/Std -G Installation guide. REACTIONS. All bearings 10-8.0 except (jtlength) 7Mechanical. Pb) - Max Hora 1=62(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) I except 1=322(LC 33), 101564(LC 1), 7762(LC 1), 11377(LC 35) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391551, 3-21=01457,4-21=0/S49,4-22=996f79, 5-22-1050163, 5-6=-1046/31, 6-23=1428182.7-23--1473166 SOT CHORD 10-27=0/298,27-28=01298,9-28=01298,9-29=0/298.8-29=0/298, 8-30=-3511354, 7-30--3511354.7-31=-241552 WEBS 4-8=-28/974, S-8=-323197,6-S--456/96,4-10-1157155,3-10=-336193,2-10=-4721126 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=$.opsf; BCDL=6.opsf; h=20ft; Cat. It; 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 15-2-0, Exterior(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 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 0G. 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, 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 refl This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard d 4x4 = Job iTfli51ype ly MAGNOL1B ITFUSS G05 3 JCO?I0N - - - I - ii I Job Reference I e,u - I1Ufl:e.4U5 uec ou1e Print: e:l4uSueC eu1eMliexlnausmes,Inc. Inuuc1 J :4uu1s page1 lD:ZFl3c9vxxbrEMVlP7?S5SJz7f4-PsNyb2zcR1xDM_JZNU7qNXJiuUcoPdcEt7aTSxAyX5JN 7.3.4 12-0.0 16-8-12 20-114 . 26-11-0 7-3-4 4-8-12 4-8-12 4-2-12 5-11-8 Scale = 1:44.0 3x4 II 4x8 = bxb we= 4x8 = 5x6 = 3x8 II 7-3.4 1641-12 26-11.0 ln.,_s Plate Offsets (X.Y)- 11:0-3-0.0-1-81, 15:0-0-0.0-2-11, (6:0.3-3.Edg!J, (7:0-2-8,0-2-01, 00:0-2.0.0-0-121 - - LOADING (psf) SPACING- 20-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Veit(LL) -0.44 7-9 z,533 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 7-13 z,331 180 BCLL 0.0 Rep Stress Inor YES WS 0.92 Horz(CT) 0.02 6 nla n/a SCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 901 CHORD 2X4 OF No.20 WEBS 20 OF StudlStd G 901 CHORD OTHERS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Sid -G REACTIONS. (lb/size) 10=7010-3-8 (ruin. 0-1.8), 9=1517/0.5-8 (mm. 0-1-10), 6=768/Mechanical Max Horzlo=.60(LC 17) Max Upliftl0=-50(LC 24), 9=-€(LC 8). 5=-20(LC 9) Max Gravl0=298(LC 31), 91517(LC 1), 9=768(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=49/381, 2.14=-27l463, 2-15=0/365. 3-15=0/427. 3-15=-1016176, 4-16=-1071/59. 4-5=-1064/27, 5-17=-1444!78, 6-17=-1489161 BOT CHORD 9-19=0/314,8-19=01314,8-20=01314, 7-20=0/314, 7-21=-3111370, 6-21=-31/1370, 6-22=-231557 WEBS 3-7=-3121974,4-7=-326198, 5-7=456/96, 3-9=-1038154, 2-9=-4771132, 1-9=493/56 Structural wood sheathing directly applied or 4-104 oc pudins, except end verticals. Rigid ceiling directly applied or 9-7-14 oc 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; Vult110mph (3-second gust) Vasd-87mph; TCDL6.0psf BCDL=6.0psf; h=20ft; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 6-3-12. Interior(l) 6-3-12 to 15-2-0, Exteiior(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 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 3-6-0 tall by 240-0 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 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 russ 'TiiiWType Qty P1y MAGNOLIA lB COMMON i 1 1 I 6 - IJob Reference (optional) ..'., .-.,•., ,.,. nun; s.0 s um o gu is rnni 5.0 S U5 s via us usuc IngusInss. inc. u flu ucu 14;q:,3u UIS rags 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-PsNyb2zcRlxDM_JZNU7qNXhticcoPdcEt7aTSxAyX5JN 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 = 1:43.9 454 = 3x8 II 4x8 = 55 Wb= 4x8 = 4x6 It 7-34 . 16-8-12 26-11-0 7--4 g.S.a afl..A Plate Offsets (XV)— [1:0-3-0.0-1-81,16:0-0-5.0-7-151,16:0-0-3,0-"1, (6:0-2-8.0-0-131. [7:0-2-a,0-2-01,110:0-3-0.0-0-121 LOADING(psf) SPACING. 2-0-0 CSl. DEFL in (bc) I/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.44 7-9 >533 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.76 Vert(CT) -0.71 7-13 >331 180 BCLL 0.0 Rep Stress lncr YES WE 0.92 Horz(CT) 0.03 6 n/a n/a SCOL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudiStd G SOT CHORD OTHERS 2X4 OF StudlStd G WEBS WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 107010-3-8 (mm. 0-1-8). 91517/0-5-8 (mm. 0-1-10), 6=768/Mechanical Max Horz I0-60(LC 46) Max uprrftlo=-451(Lc 35), 9-92(LC 28), 6=-463(LC 30) Max Gravlo=507(LC 46), 9=1517(LC 1), 6=866(LC 47) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=.929/1104, 2-14---674/860, 2-15=-2871471, 3-15-132/427, 3-16=-1016/231, 4-16=-1165/474, 4.5=-14771763, S-17=1608/1024,6-17---2107/1192, 1-10-444/482 SOT CHORD 10-18=-2861316, 9-18=-6091686, 9-19=-290/526, 8-19=0/314,8-20=0/314, 7-20=-376/612, 7-21=-712/1564, 6-21=-i 01411958, 6-22=-3971740 WEBS 3-7=79/974,4-7=-3261124. S-7=-4561196,3-9=10381163.2-9=-4771137, 1-9=-1179/906 Structural wood sheathing directly applied or 4-1-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-Ooc bracing. I Row at midpt 1-9 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; Vultliomph (3-second gust) Vasd87mph; TCDL6.0psf BCDL6.0psf h=201t Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 6-3-12, Intenor(1) 6-3-12 to 15-2-0. Exterior(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 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 24-0 wide will bit between the bottom chord and any other members, with BCOL = io.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 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, nonconcurrent 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 Ic along bottom chord from 0-0-0 to 26-11-0 for 81.7 plf. LOAD CASE(S) Standard Scale = 1:33.9 4.00 r-12 4x6 = ii 2> Job ss Qty Ply MAGNOUA 18 7Zss TfOType -]COION -- - -1 Job Reference (optional) flu,,. acqu a uec a au,o rim,. O.C'HJ a uct a cuic allies uiuuames. Inc. iou urn ., 1t,.al suia rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.u3xKoO_ECK34_7uIxBe3wlE1v06vM5Y1MEcoucyX5JM 4-11.8 9-8.4 13-11.0 19-10-8 4-11-8 4-8-12 4-2-12 5-11-8 454= 4x8 = 5x8 0-2-12 9-8-4 19-10-8 Plate Offsets (X,Y)— [5:0 -7-115,0-0-51,15:M&.0-0-3J. (6:0-2-8.0-2-01, (7 0-1-8,0-1-121 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Well L/d PLATES GRIP TCLL. 20.0 Plate Grip DOL 125 TC 0.66 Vert(LL) -0.53 6-7 '444 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 SC 0.80 Vert(CT) -0.91 6-7 >259 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code ISC2015!TP12014 Matrix-MSH Weight: 90 lb FT = 200A LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 7=90810-5-8 (mm. 0-1-8), 5=908/Mechanical Max Horz7=.93(LC 10) Max Uplift7=-7(LC 9), 5-24(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc pullmns, except end verticals. SOT CHORD Rigid ceiling directly applied or 84.1 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 2-13=-1368181, 3-13=-1424165, 3-44-1418/33, 4-14=-1796/85, 5-14=-1849/69 SOT CHORD 7-15=0/626, 15-16=0/626. 16-17--0/626, 6-17=0/626. 6-18=-39/1704, 5-18=-39/1704, 5-19=-251673 WEBS 2-6=-19/1019, 3-6=-346196, 4-6=455/98, 2-7=474/62 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDLB.opsf; BCDL6.0p5f h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 10-4-4 to 1344, Interior(l) 134-4 to 15-2-0. Exterior(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 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 DOLI.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 20.0p5f 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, 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 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. LOAD CASE(S) Standard jTruss llrtsnype uty ly 1 18b MAGNOLIA 18 G08 HIP JCAI. Ji j Job Reference (optional) mm; U.ZWS uec b uiø inni; d2U S uec S 41115 mieic Incusines. IflC. InS UC! 1 12:q 11 211W iage 1 ID:1bJOp_sdczmZJTlvFKMLnuz6QGW-u3xKoQECK34_7u1x9e3.h1E?S060M8B1MEC0UcyX5JM 34-8 1-1-8 2-9.8 3-4.3. AN 6413 13-4-11 19-104 2-9.8 0.6-11 3-2-0 04-5 6-3-3 6-5-13 0-0-5 0-6.11 .. - ...... 4.00111 5x8 = 4x6 20 It 4x4 = - 48 = SX6 = 2-9-8 • 7-1-8 • 14-9-6 19-10-8 2-9-8 4-4-0 1-7.14 5.1-2 Plate Offsets (X.Y)- r:O.400-4..8I (4:0-O-2.0-2-0)JQP0.0-3I, (5:0-7-15.0-0-F' (7:0-2-0.0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.81 Vert(LL) -0.27 6-7 466 240 M120 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.56 6.7 s420 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.06 5 nla n/a BCDL 10.0 Code IBC2015ITPI2014 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 StudIStd G SOT CHORD WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (IbIsize) 10=122110-54 (mm. 0-1-8), 5=1009/Mechanical Max Horz10=-100(LC 24) Max Uplift10-326(LC 21), 5-586(LC 22) Max Grav101221(LC 1), 51089(LC 39) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7261238, 2-14=-12521177, 14-15=-12441291, 15-16=-12441298, 3-16=-12351495, 3-4=170411078.4-5--2536/1426.1-10--11871346 SOT CHORD 9.17=-2361293, 8-9=-1881711, 8-18-244/711, 7-18=482f938,749=620/1952, 6-19=104311952,6-20=99212186,5-20=1322J2370, 5-21=476/859 WEBS 2-9=-8871297,2-7=-255f788.4-7=763/240, 1-9=34111146,4-6=31385 Structural wood sheathing directly applied or 3-7-8 cc purlins, except end verticals, and 0-0-0 oc purlins (4-10-6 max.): 2-3. Rigid ceiling directly applied or 5-1-20c 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) Vasd=87mph; TCDL=6.0p5f, 8CDL=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 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 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 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, 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 DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-8 for 90.5 pIt. 111 Girder carries tie-in spans of 3-0-0 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 andlor 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 others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Continued on page 2 P Purrauc LI.t.., renl5, Pa.. wtau Job russ lruss Type IIS Q r ii GD I CALHIP IJob Reference (oat) I ID1bJOpsdZvFKMLfluZ6QGW4J3xKoOECK47u3lE?SO6OM8B1MECOLJCY)&JM LOAD CASE(S) Standard Uniform Loads (pif) Veil: 1-2=-72, 2-14=-72, 3-16=-72, 3-5=-72, 1O-11-20 Concentrated Loads (lb) Veil: 14-150 16-150 Trapezoidal Loads (pit) Veil: 1490-to-15-126, 15-126.to-16-90 I truss Truss Type Qty Ply ron GNOUA1B GO9 CAL HIP I 1 - - Job Reference (optional) o cvi. run,. C.OU 5 USC C dUIC ufluiwi incusmes. Ills. mu urn a lt:44:34 tin, rage ] ID:1bJOp_sdczmZJTlvFKMLnuz6QGW-MFVi0k?szeCxtrl-iTyuv9ISynCMQuo5dvuyzo3yx5JL 2-7-3 4-11-8 7-3-13 9-8-8 , 14-64 • 19-10-8 2-7-3 • 2-4-5 2-4-5 2-4-11 • 4-9.11 5-44 4.0OfiT Scale • 1:33.5 2i4 II 300 = 354 = .•.. I, 4X4 4t, - 4x811 4-11-8 . 9.8.4 • 14-6-4 • 164-I5 19-10-8 4-11-8 • .q4) • &.041 • 1_In_Il • Plate Offsets (XV)- 11:0-4-8.Edgj. 14:0-3-12.0-0-81. 17:0-3-3,Edgel, [7.0-0-11,0-1-121,19:0-1-12.0-1-81, (10.044.0-1 -81 - - - LOAOlNG(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Ildeti Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.67 Vert(LL) -0.19 8-9 999 240 MT20 2201195 TCOL 16.0 LurnberOOL 1.25 BC 0.67 Vert(CT) -0.43 8-9 '547 180 BCLL 0.0 Rep Stress lncr NO WS 0.49 Horz(CT) 0.05 7 nla nla BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSII Weight: 101 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 DF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 DF StudlStd -G REACTIONS. (Ib1size) 12100110-5-8 (mm. 0-1-8). 79431Mechanical Max Horz12-86(LC 10) Max Upliftl2-$8(LC 9). 7-45(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc puriins, except end verticals, and 0-0-0 oc purtins (5-104 max.): 1-4. Except 5-10-0 oc bracing: 1.4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I 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 1-16=-10511266, 16-17=-1051/268 3-17=-1051/266, 3-18=-1051/286, 18-19=-10511286, 4-19=1051/266.4-20=44601280, 6-20=-15531273, S.21=.19551163, 7-21=.20101155, 1-12=-9541233 BOT CHORD 10-23=21111431,9.23=-21111431,9-24=16711814, &24--16711814,8-25--11211855, 7-254-11511855, 7-254.62(711 WEBS 1-10=-22911201, 3-10=-360/120. 4-1@-4961143, 4-9--01444, 6-9=-403175 6-8=01380 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0psft 8C0L6.Opsf; h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone and C-C Exterior(2) 10-6-12 to 14-9-11. lnteno4l) 14-9.11 to 1944, 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 OOL1.60 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 20.0psf 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 20016 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. Graphical purlin representation does not depict the size or the orientation of the purtin along the top andlor bottom chord. LOAD CASE(S) Standard 11ru55 1nissTyb Qty Hy I rMAGN0UA1B G10 I - - 'I Job Reference (opuonal) I mw ,rerua... e.0 run;g.us L1CC cuuo mm; a.'eusuec Du1gMuIeIcInau5g1e5.Inc. inuuc J i:qjuw rage i lD:lbJOp_sdczmZJflvFKMLnuz6QGW-qR34D40UkyKoDR182cgX?AJJ5qpqq1BKqYh6WyX5JK 0-9.8 9.8-8 0-9-3 4-11-8 9-1-8 g-1-l3 1444 19.10-8 0-9-3 4-2.0 4-2.0 0-O-5 4-9-11 5.4.4 4.00 r- 0-0-5 0.6-11 Scale = 1:33.4 5x8 = 2x411 5x8= I 2x4 4-11.8 9.8-8 144-4 18-4.15 19-10-8 4.11-8 4-9-0 4-9.11 1-10-11 39.9 Design Problems REVIEW REQUIRED Plate Offsets (X,Y)- '04-8Edge1 (3:04-0.0-1-81. (5:0-7-15.0-0-51. t5-.O-".0-0-31.[7:2-1-12.0-1-81,[8:0-2-12. flhIdJUI4 WWIIIJIM - UIIbIS uflaill 1-121. [10:0-2-0.0-1.81 LOADING(psf) SPACING- 2-0.0 1 CSI. DEFL in ((cc) I/deS L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.93 Vert(LL) -0.21 6-7 '999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.71 Vert(CT) .0.47 6-7 '507 180 BCLL 0.0 * Rep Stress lncr NO WS 0.65 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 96 lb - FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right: 20 OF Stud/Std -G REACTIONS. (lb/size) ,,10=135110-54 (mm. 0-1-8). 51055lMechanical Max Horz10-94(LC 6) Max Uplift10=-140(LC 5), 5.63(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc puffins. except end verticals, and 0-0-0 oc purtins (4-10-14 max.): 1-3. Except: 4-11-0 oc bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabihzers 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 1-14=-1374/155, 2-14=-1374/155. 2-15=-13741155, 3-15=-1374/155, 3-4=-1874/168, 4.5-22911128, 1-10-13031165 BOT CHORD 8.17=-8311733. 7-17=-8311733, 7-18-14912111. 6-18=-149/2111, 6-19-86!2122, 5-19=46/2122,5-20=461800 WEBS 1-8=-15311604, 2-8=-625/141, 3-8-496141, 3-701436, 4-7=-398176, 4-6-8/344 NOTES- Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL6.0ps1 8CDL=6.opsf; 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 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 20.0ps1 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 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 23061 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. Girder carries tie-in spans of 3-0.0 from front girder and 44-0 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 19.4-q 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 othersj LOAD CASE(S) Standard Continued on page 2 Exp. 6/30/21 NO. C53821 VIL Job Truss Truss Type OCAL HIP Uty -ce =J b (optional) lDbJOpmLfl1vFXMLnz6QGWqR34D4OUkyKoDR18cgX?AJJ5qpqq1BKqYh8vv$JK LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncieaSe1.25 Uniform Loads (pit) Vert: 1-14-72, 3-15-72, 3-5-72, 1O-11-20 Concentrated Loads (lb) Vert: 14-150 15-150 Trapezoidal Loads (pit) Vert 14=-90-to2=428, 2=-127-to.15=-90 iJob jlnjss TrusSlype IMAGNOLIA I'I lB Gil CAL HIP I I I IJob Reference (optional) Nun: e.eu s uec a aria lnm: 524U S USC S aria reiex rnausmes, inc. mu u m lx:oz:ss aria I3qe 1 ID:lbJOp_sdczmZvFKMLnuz6QGW-qR34D40UkyKoDR182cgX?AJOaqrCq4tKqYh6WyX5JK 8-5-2 10-1.13 . 12-8-8 19-10-8 6-5-2 34-11 - 2.6-11 7-2-0 I Scale = 1:33.3 454 = 2x4 354 = 4x4 = 458 U 6-5-2 1246-S 19-10.8 6.5-2 • 6-5-6 ' 7.2.fl Plate Offsets (XX)- 12,0-2-8,04-81.15:04-0,04-M, L5-0- 3ge1. (90-1-12.0-2-(" LOADllIG(psf) SPACING- 2-0-0 CSL DEFL. in (foe) t(defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) .0.19 6-7 p999 240 MTZO 2201195 TCDL 16.0 Lumber DOL 115 BC 0.62 Vert(CT) -0.39 6-7 1603 180 BCLL 0.0 • Rep Stress mci NO WB 0.48 Hoiz(CT) 0.06 5 nla We BCDL 10.0 Code IBC201SfTP12014 Matrix-MSH Weight: 86 lb PT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.20 WEBS 2X4DF Stud/Std G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (IbIsize) 9=94310-5-8 (mm. 0.1-8), 5=954/Mechanical Max Horz9=-95(LC 8) Max Uplif-54(LC 9), 9=-48(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-1300 purtins, except end Verticals, and 0-0.0cc pullins (4-3.5 max.): 1-3. Except: 4-3-0 cc bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. WESS 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. (lb) - Max. CcmpiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-18131489, 14-15=-18091490, 3-15=-18091490, 3-16=-1844!407, 16-17=-19071401, 5-17=-19721391 SOT CHORD 9-18=-18811728, 8-18=-18811728, 7-8=-16811728, 7-19=-18811728, 6-19=-1881 1728, 6-20-34711809.5-20=347/1809, 5-21=-1101718 WEBS 2-9=-18051325.2-7=01360,2-6=-172f274.3-W/257 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCOL=6.0pst SCOL6.0psf, h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 10-44 to 1344, Interior(l) 1344 to 22-11-0, Exterior(2) 20-4-5 to 24-7-4, 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 1.80 plate grip OOL=1.60 Provide adequate drainage to prevent water panting. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 3.6-0 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 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 purtin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard ---J-- -.--. ,-- .- _:'. • -----...,r-w--. ---... --.'-- Job 1TrU55 Type Q1PIy MAGNOLIA 18 G12 P T I' I 2 IJob Reference (optional) calitomia TIUsIIa1ne u.c.. penis. c& 82070 Run: 8240$ Dec 62018 Print 8.240 s Dec 6 2018 Mitelc Inaus8Ies, Inc. Thu Oct 3 12:42:33 2019 Pa9e 1 ID:1bJOp_sdczmLJ11vFKMLnuz6QGW-qR34D40UkyKoDR182cgX?AJLOqpbq?YKqYh6WyX5JK -2-2-8 • 8-52 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 z 1:33.2 3x4 II 4x8 = 44 4.00112 4x4 = 4s6 =ZX4 H 3x4 = 5s6 = 6-5-2 12-8-8 19-10-8 6-5-2 • 6-3.8 • 7-2.8 Plate Offsets (X.Y)- 12:0-3-0.0-1-8). (3:0-2-12.0-2-0J.(4:0-0-8.0-0-31. 14:0-7-15,0-0-SI. (8:0-1-12.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (icc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.78 Vert(LL) -016 5-6 2,999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.42 5-6 '567 120 ECU. 0.0 Rep Stress lao- NO WE 0.82 Horz(CT) 0.09 4 n/a a/a BCOL 10.0 Code I2C2015ITPl2014 Matrix-MSH Weight: 166 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.23 TOP CHORD 601 CHORD 2X4 OF No.2 G WEBS 2X4DFStud/StdG WEDGE 601 CHORD Right 2*4 OF Stud/Std -G REACTIONS. (lb/size) 8=288610-5-8 (mm. 0-1-9). 4=1977/Mechanical Max Horz8=-76(LC 6) Max Uplilt8=-245(LC 5), 4=-44(LC 5) Max Grav8=2910(LC 17), 41977(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4254/250.3.4=4555/250.14---1156/234 801 CHORD 8-13=-181!4188, 7-13=-18114188, 7-14=-181/4182, 6-14=-181!4188, 6-15=-181/4188. 15-16=-181/4188, 5-16=-181/4188, 5-17=-18614243. 4-17=-18614243, 4-18=-67/1680 WEBS 2-8=-43841236,2-6=01576,2-5=152J276.3-5--0/385 Structural wood sheathing directly applied or 5-10-9 cc puilins, except end verticals, and 0-0-0cc purlins (5-3.13 max.): 1-3. Except 5-4-Oocbracing: 1-3 Rigid ceiling directly applied or 10411-0 oc bracing. NOTES- 1)2-ply miss to be connected together with lOd (0i31x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2*4 -1 row at 0-9-0 cc. Webs connected as follows: 2*4 - 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 (9), unless otherwise indicated. Unbalanced roóllive loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.0psf SCOLG.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 DOL=1.60 Provide adequate drainage to prevent water ponding. This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This miss 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 200/a 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 ANSI/WI 1. Ii) 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, nonconcurrent 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 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 up a 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 LOAD CASE(S) Standard Continued on page 2 fTruss Type 1Ply lB [russ G12 1CALHIP 2 I,W IJob Reference (optional) I null. 5.L'lU 5 USC U SilO full. O.&IU S USC U LU IC T' CS IflOUSIluSS, iiic. '"N UCI ii iLL;oq Lily ml CL lD:1bJOp_sdczmZJT1vFKMLnuz6OGW.ledTQO17VFSfrbcKcJBmYNsWBE9qZSoT2CRg4xy5JJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3-172, 3.4-72, 8-9-48(F.28) Concentrated Loads (lb) Vert 1424 3624 SS Truss Type Qty my MAGNOLIArMAGNOLIA16 EHOU6 lJob 1COMMON I Reference (optional) Inc. Thu OF3124234 2019 Pap I ID:ZFl3chnocbrEMVfP7?S5SJz7f4q-ledTQO17VFStrbcKcJBmYNsYrE9DZXTT2CRg4xyX5JJ 6-10-9 11-6-4 14-2-0 16.9.12 21-5-7 . 26-4-0 6-10-9 4-7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale = 1:46.6 3x4 = Sn C 4x6 2x4 II 4x6 214 II 4x6 = I S 5-8-14 . 11-6-4 5-6-14 5-11-6 11-8-0 0-12 16-8-0 5-0-0 164-12 O-112 22-9-2 5-11-6 Plate Offsets (XV)— r..O0-0.111 13:0-2-0.0-1-61, 14:0-2-0.Edgej. 15:0-2-0.0-1-81j7:0-0-0,0-1-11 LOADING(psf) SPACING- 2-0-0 CSl. DEFL in (Icc) Well Lid - TCLL 20.0 Plate Grip DCL 1.25 IC 0.67 Vert(LL) -0.34 8-9 '-988 240 TCDL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 11-12 '-443 180 BCLL 0.0 I Rep Stress lncr NO WS 0.46 Horz(CT) 0.17 7 nla nia BCDL 10.0 Code IEC2015lTP12014 Mattix.MSH PLATES GRIP MT20 2201195 Weight: 127 lb FT = 20% LUMBER, TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G 'Except' 52: 2X8 OF No.2 G WEBS 2X4 OF StudlStd G - I REACTIONS. (lb/size) 1135310-5-8 (mm. 0-1-8).7=135310-3-8 (mm. 0-1-8) Max Horz155(LC 35) Max Upliftl.227(LC 27), 7-227(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purl ins. SOT CHORD Rigid ceiling directly applied or 7.4-14 cc bracing. WEBS 1 Row at midpi 3-5 Mrrek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. I FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.19=-3192!588, 2-19=-31 10/444, 2-20=-25711333, 3-20--2455I151. 3-4=-3181163, - 4-5=-3181168. 5-21=-24551152, 6-21=-2571/342, 6-22=-31101435,7-22=31921581 SOT CHORD 1-23=-3512950, 23-24=-680/2950, 12-24=-88012950. 12-26=-69712909,11-25=-69712909, 10-11=-56112383, 9-10=-56112383. 9-26=-582l2909, 8-26=-582/2909, 8-27=-54212950, I 7-27---542f2950 WEBS 6-9=7261172.2-11=7261165, 5-9=01504, 3-1101504. 3-5=-211117, 2-12=01381, 6-801381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (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) 044 to 30.0, Interior(l) 3-0-0 to 14-2-0, Extenor(2) 14-2-0 to 17-2-0, Interior(1) 17-2-0 to 28-4-0 zone; cantilever left and right exposed ; cud vertical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live lead 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 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, nonconcuirent 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 040-0 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 1148-0. a 50 lb down and 4 lb up at 16-8.0 on bottom chord. The designlselectlon 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: 1-4=-72, 4-7=42,13-16-20, Continued on page 2 I I Job Truss Type HO6 TCn0mAON 1 1 lJob MAGNOLIA 15 - Ji Reference Loptional) iD1F3c9vxxbrEMVfP7?S5SJz7f4q-IedTQOi7VFSftbcKcJBmYNsYE9DZXTT2CRg4xy5JJ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9-50 11-5O n P L. I E I ~ t JSb TrUSS Truss Type oty Fly MAGNOLIA lB HO? COMMON 4 Job Reference (optional) California TnFsmeLLC.,Pern CA. 9257O -- Run: t240s Dec 62O18 Print: L24OsDec 62Ol8MiTelclndustiies,Inc. Thu Oct 312:42:342019 Pagel lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-ledTOQ17VFSfibcKcJBmYNsYrE9DZXTT2CRg4xyX5JJ 6-10-9 11-6-4 14-2.0 .0 16-9-12 21-5-7 28-4 6-10-9 4.7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale' 1:46.6 354 = 7 I- = TA 0 C 1 1 = 2x4 II 454= = 4 2x4 Ii . = 5.6-14 11.6-4 11,6-0 16-8-0 16.9.12 22-9-2 284.0 5-6-14 5.11.6 6-1112 5.0.0 0.1112 5-11.6 5-6-14 Plate Offsets (X.Y)- (1:0-0-0.0-1-11. (3:0-2-0.0-1-81. (4:0-2-0.Edgel, (50-2-0.0-1-81. (7:0-0-0,0-14I LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (bc) I/defl lid PLATES GRIP TCLL 20.0 Plati Grip DOL 1.25 IC 0.67 Vert(LL) -0.34 8-9 p988 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 11-12 '443 180 BCLL 0.0 Rep Stress Inor NO WS 0.46 lloiz(CT) 0.17 7 We We ECDL 10.0 Code lBC2015fTPI2014 Matiix-MSH Weight 127 lb rr = 20% 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 buss erection, in accordance with Stabilizer Installation guide. U REACTIONS. (lb/size) 113531045-8 (mm. 0-1-8),7z135310-3-8 (mm. 0-1-8) Max Horz1=55(LC 12) Max Uplift1=-19(LC 8), 7=.19(LC 9) I . FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=4192/25, 2-19=-3110140, 2-20-257115,3-204-2465/36, 34=-318139, 4-5=-318159, 5-21=-2465/36, 6-21=-2571135. 6.22=-3110140, 7-22=-3192/25 SOT CHORD 1-23---3512930,12-23-3512950.12-24=.6312909,11-24--4312909, 10.11=0/2383, 9-10=0/2383, 9-25=-22!2909,8-25=-22/2909, 8-26=0/2950.7-26=0/2950 -I WEBS 6-9=-7261127. 2-11=-7261127, 5-9=0/504. 3-11=0/504. 3-5-2111/7, 2-12=01381, 6-8=0/381 NOTES- 1) Unbalanced roof live loads have been considered for this design. I 2) Wind: ASCE 7-10; Vutt=llOmph (3-second gust) Vasd=87mph; TCOL-8.0psf, ECDL80psf; h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 344, lnteiior(1) 3-0-0 to 14-2-0. Exterior(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-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate grip DOL--1.60 3) This truss has been designed for a 10.0 psI 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 3-6-0 tall by 2-0-0 wide will fit U between the bottom chord and any other members. A plate rating reduction of 200/6 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. .i 7) This buss 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. - I 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 designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncreasel .25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 14=42,44=42,13-16=40 Concentrated Loads (lb) Vert: 9-50 11.50 LUMBER. I TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G 'Except' 52: 2X6 OF No.2 G WEBS 2X4 OF SwdlStd G Job TrUss truss Type I MAGNOLIA 18 INca 10W 1P1Y i i I 1COMMON I 1Job Reference (optional) I ...aflomje I iusrrme u.I..., reins. Lm. s,iu Iun ezew a uec b awe rnrn: e.aeu a use e awe raise ,nausmes, Inc. mu uc 1a:4z:D aula rage i lD2FI3c9vxxbrEMVfP7?S5SJz7f4q-mqBrel1IGZaWSlBXA1j?4bPl8dUgl0NcHsADdOyX5Jl I 7-10-12 i 14-2-0 20-54 28-4-0 7-10-12 6-34 • 6-34 7-10-12 Scale z 1:45.1 8x6= 4x4= Ox10MT18HSWB= 4s4= GaS = 9-5-12 18-10-4 28-4-0 a-s-i e.g-a I Plate Offsets (XV)— 110-2-0.0-0-111,(1:0-1-0.O-2-131,14:0-0-0.0-0-01. 17:0-2-0.0-0-I11. (7:0-1-0.0-2-131.18:0-0-8.0-2-Ol, 110:0411-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) lldell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.57 Vert(LL) -0.52 3-10 641 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.04 8-10 2-323 180 MT18HS 2201195 SCLL 0.0 Rep Stress Incr YES INS 0.35 Horz(CT) 0.13 7 n/a nla BCDL 10.0 Code l5C2015lTPl2014 Matrix-MSH Weight: 111 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2X4DFStudIStdG SLIDER Left 2x4 OF Stud/SW -G 1-11-14. Right 2x4 OF StudlStd -G 1-11-14 REACTIONS. (lb/size) 1=128690-5-8 (mm. 0-1-8), 7=1286/0-3-8 (mm. 0-1-8) Max Horz 1-56(LC 13) Max Uplift1-17(LC 8), 7-17(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 cc pu,lins. SOT CHORD Rigid ceiling directly bpplied 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. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1695!0. 2-19=-2831136, 3-19=-2772153, 3-20=-2601138, 4-20=-2524150, 4-21=-2543/51, 5-21=-2622139, 5-22-2798/54, 6-22=-2828/36. 6-7=-180890 BOT CHORD 1-23=-4112629.1-24=-4112629,10-24=-41/2629,9-1 0=0/1840,8-9=0/1840. 8-25---0/2654, 7-25=-0/2654, 7-26---0/2654 WEBS 4-8=-1 11264, 54=495/132,440=41/841, 3-10=-484/132 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 740: Vult=llCmph (3-second gust) Vasd=37mph: TCOL=5.0psf BCDL=5.opsf; h=201t; 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, Extenor(2) 14-2-0 to 17-2.0, Interior(l) 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 OOL=1.60 plate grip DOL--11.60 All plates are MT20 plates unless otherwise 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 live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 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 2308.1 and referenced standard ANSl1TPI 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 Jab jiruss lTiüType MAGNOLIA 18 COMMON i IJob 1H09 - Reference (optional) mu, ,,u,r.,o,, *, r,n,, ..,,. 5uO, ,Ufl; O.j'W 5 iiev U UIO rflfll; o.0 S iec 0 LU1O MuieJc InuU5UIe5, UK. i flu ,j i;q:,o U1S raqe 1 ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-EOIDr52N0tiN4vmkEEdoxw31sZ1RtmWVwn9qyX5JH 7-10-12 14-2-0 20-5-4 28-4-0 7-10-12 ' 6-3-4 6-3-4 7-10-12 I SCales 1:45.1 4x6 II 454 = 454 3x8 = 2223 3x8 = 5-0-0 9-5-12 18-10-4 • 284.0 5-0-0 4-5-12 • 9-4-8 ' 9-5-12 Plate Offsets (XV)— 11:0-2-3.0-1-81, F2;0-1-12.0-2-01,1-0-0.0-0-01. (4:0-1-12,0-2-01.15:0-2-3,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.55 Vert(LL) -0.43 6-8 >261 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.56 6-15 "199 180 BCLL . 0.0 Rep Stress lncr YES WS .0.46 Horz(CT) 0.03 1 n/a nla BCDL 10.0 Code lBC2015ITP12014 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-i cc purtins. BOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or M-0 cc bracing. WEBS 2X4 OF Stud/Std G I Muck recommends that Stabilizers and required cress bracing be OTHERS 2X4 OF StudlStd G I installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 OF StudlStd -G 7-10-12, Right 2x4 OF StudlStd -G 7-10-12 I Installation guide. I REACTIONS. All bearings 13-10-8 except fit--length) 10-5-8, 50-3-8. (lb) - Max llorzl=-73(LC 38) Max Uplift All uplift 100 lb or less at joint(s) except 1-179(LC 27), 64-156(LC 30), 6-303(LC 30). 84.278(LC 27) Max Gray All reactions 250 lb or less at joint(s) except 1480(LC 60), 5=475(LC 65), 6=903(LC 1), 8862(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=42531223,2-17-1 239/224, 318=.257/293, 3-19=320/380,4-20=4 2621253, 5-20=-12651212 BOT CHORD 1-21=-5021648, 1-22-5021648, 22-23=-502/648, 8-23=-3471612, 7-8=-2311388, 6-7=-648fT7O, 6-24=-3771533, 5-24=-377/533, 5-25=-3771533 WEBS 3-6=-5561436, 4-5=-5721143, 3-8=484/405, 2-8=-567/148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0psf; 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(l) 3-2-12 to 14-2-0, Extenor(2) 14-2-0 to 17-2-0, lnterio41) 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 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 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 011400 lb. Lumber 00L(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. LOAD CASE(S) Standard 5x8 = 20 II Ob Truss Truss Type Oly Ply MAGNOLIA lB IHill CAL HIP 1 Job Reference (optional) ialiwmld ,ru,rrdme LL... rwns, .VZOM Nun; u.xqv S uec a wiv rnnr: is.24y S USC S xuie MuCK Inausmes. Inc. mu ucm 5 1d:4:3b zuiv 59S 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-E0lDr52N0tiN4vmjjkEEdoxmv1qG1MRmWVwn9qyX5JH 8-7.0 20-4-0 8.0-0 8-6-11 14-2-0 19-9-0 19,9-5 • 21-10-0 8.0-0 0-6-11 5.7.0 5-7-0 01-5 1-6-0 0-0-5 0-6-11 Scale = 1:36,5 2x4 II 5x12 4x8 5x8= 2x411 8-0.0 14.2-0 20-4-0 . 21-10-0 n..n • R..fl i 1-a-fl Plate Offsets (X.Y)- 12:0-4-0.0-1-81, [4:0-4-0.0-1-81,15:0-2-0.0-1-121,18:0-4-4.0-3-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in 'lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.89 Vert(LL) -0.24 9-12 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.79 Vert(CT) -0.52 9-12 3505 180 SCU. 0.0 Rep Stress lncr NO V48 0.81 Harz(CT) -0.07 1 nla n/a BCDL 10.0 Code 16C201511P12014 Matrix-MSH Weight: 95 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G *Except* TOPCHORD Structural wood sheathing directly applied, except end verticals, and TI: 2X4 OF No.1&3tr G 0-0-00c purlins (2-11-12 max.): 2-4. Except: 601 CHORD 2X4 OF No.2 G 3-0-0 oc bracing: 2-4 WEBS 2X4 OF Stud/Std G 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=119110-3-6 (mm. 0-1-8),6=139910-3-8 (mm. 0-1-8) Max Horz687(LC 7) Max Upliftl=-102(LC 4), 6-153(LC 5) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-747195, 2-13-25711310, 13-14=-25711310, 3-14=-25711310, 3-15=-26241324, 15-16=-26241324, 4-16=-26241324,1-2=-27701290,5-6=-1423/134 601 CHORD 1-17=-22412561, 9-17=-22412561, 9-18=-22812553, 8-18=-22812553, 8-19=-381802, 7-19=-381802 WEBS 4-7=-1111771205,4-8=234111998. M=-7271180,2-S=-163/255,2-"- 1370, 5-7=-14811487 NOTES- Unbalanced roof live loads have been considered for 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--11.60 plate grip OOL= 1.60 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 20.0psf 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. 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.olb 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 4-0-0 from front girder and 2-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purl in 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 buss 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 (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 I I iJob tiruss 1Trus5 Type ''MAGNOLIA 15 Hil lu CAL HIP i Ijob Reference (optional) I flUfi. 0.0W 0 0 LUSO rflflL 0.0*115 IJec 0 NO HER= UflG. IflU JCI 4 It,t;a0 £1135 rogt £ ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-EOIDr52NOtiN4vmjjkEEdoxrv1qG1MRmWVwn9qyX5JH LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13=-136 16136 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0psf. 6C0L6.0psf; 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 10-6-11, Exterior(2) 8-1-12 to 12-4-11, Interior(1) 12-4-11 to 20-24. Exterior(2) 17-9-5 to 2148.4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=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 20.0psf 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 ANSIITPI 1. Tki. '-"- k k." ,....A F,.. I,.,.,1 .c 'et till.. I;..,. l,....,1 ., _lI ,,,.,i ,..,_l. ,.Il ----1 ----------- Bc Sr LOA Job Truss T1Type MAGNOLIA Qty iy 19 I H12 I•l•4IP 1 - - Job Reference (oplional) lcUl. mgau a usc o wuie rimi: e.iu a usc c pis wuiex unausgies. Inc. mu um a 1:4:Jr 2U15 rage 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-iDJb3R3?nAqDi2LvHSlT90U?_RA5msHvk9fKJ1Gyx5JG 8.0-0 10-6-11 14-2-0 17-9.5 20-4-0 21-10-0 8-0-0 2-5.11 3-7.5 3-7-5 • 2-6-11 1-6-0 Scale = 1:36.5 4.00111 358 = 20 II 5x10 = 556 = 2x4 II I 8-0-0 14-2.0 20-4-0 . 21-10-0 4I • e.n Plate Offsets (X.Y)— 11:040-0.0-0-91, 12:0-4-0.0-1-81. 15:0-3-12.0.0.81.110:0-3-4.0-3-01 - - - - - - - LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.94 Vert(LL) -0.25 11-14 3-999 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.50 11-14 '517 160 ECU. 00 Rep Stress Incr NO WE 0.58 Horz(CT) -0.05 1 n/a n/a SCDL 10.0 Code 15C20151TP12014 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 purtins, except 801 CHORD 2X4 OF No.2 G end verticals, and 0-0-00c purlins (4-1-9 max.): 2-5. Except: WEBS 2X4 OF Stud/Std 5 4-2-0 oc bracing: 2-5 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-00c bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1001/0-3-8 (mm. 0-1-8), 6=1042/0-3-8 (mm. 0-1-8) Max Horz6=70(LC 9) Max Uplift1.61(LC 8), 6=-108(LC 8) FORCES, (Ib) - Max. CompiMax. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=5791133,2-15=19181406. 15-16=-1918/408,4-16=-1918/408,4-17=4949/417, 17-18=-1949/417, 5-18=-19491417,1-19=-22281409,19-20=21491427,2-20=20851434, 7-8=-10691190 SOT CHORD 1-21=-369/2051, 11-21=-359/2051, 11-22=-37512043, 10-22=-37512043, 10-23=-205f840, 9-23-205/640 WEBS 5-9=-9261418, 5-10=-27711431, 4-10=-425!120, 2-10=-2851141, 2-11=01381, 7-9=-385/1202 5x8 = 4.00 (j 4x6 j Truss Truss Type uty 1B H13 1PqTJob CALIIIP 1 Reference (optional) Lallrccma iwsi-isme LLc.. PCS. uA. 910 Iun: 9.240 a uec 9 ZUib Print: S.240 a DCC 520Th MITCIC Inausmes. Inc. IflU OCT 3 l24231 2019 Page 1 lD:ZFl3c9vxxbrEMV(P7?S5SJz7f4q-iDJb3R3?nAqDi2LvHSIT90U_DRBvmszvk9fKhGyX5JG 11-6-8 17.4-8 6-2-11 , 10-11-8 11-63 16-9-8 16-9-13 • 21-10-0 6-2-11 4-8-12 0-6-li 5-3-0 0-6-5 4-5-8 0-0-5 04-11 Scale = 1:36.5 3x8 = 48 = - 4x4 = 2x4 II 9 A 4-7-0 • 10-11-8 17-44 21-10-0 • Plate Offsets (X.Y)— 0:04141,101-0-911, 13:0-2-8,0-2-01. [4:0-4-0.0-1-8), (7:0-1-12.0-2-01,19:0-2-8.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (icc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.99 Vert(LL) -0.21 9-10 >999 240 M120 220/195 ICOL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.46 9-10 >565 180 BCLL 0.0 Rep Stress mc, NO WS 0.60 Horz(CT) -007 1 nla n/a SCOL 10_0 Code 16C2015/TP12014 Matrix-MSH - Weight: 100 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied or 3-6-13 cc purtins, except TOP CHORD 2X4 OF No.2 G'Except' TOP CHORD 12: 2X4 OF No.1&Btr G end verticals, and 0-0-0 cc purlins (241-1 max.): 3-4. Except: SOT CHORD 2X4 OF No.2 G 241-0oc bracing: 3-4 WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Muck 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=127010-3-8 (mm. 0-1-8) Max Horz659(LC 7) Max Uplift1-79(LC 4), 6=-105(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-114081157,3-14=48901219, 14-15=-1897/220, 15-16=-1898/219, 16.17=-19021219, 4-17=-19051219.1-2--25991189,2-3--204S/219.54=-12321122 601 CHORD 1-18=-139/2398, 10-18=-139/2398, 10-19=-18612347.9-19=-18612347,8-9=7811341, 7-8=-78/1341 I WEBS 4-7=-6161134,4-9=-621692.2-9=501/85,5-7=133/1481,2-10=0/379 NOTES- Unbalanced roof 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=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and 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 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 fit between the bottom chord and any other members. A plate rating reduction of 201Y. 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 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 4-0-0 from front girder and 2-0-0 from back girder. Graphical puulin 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 16-9-8. and 162 lb down and 37 lb up at 11-6-8 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 lncrease1.25 Uniform Loads (pIt) Vert: 4-5=-68, 3-I5=102,15-I6=-102(F=-34), 4-16=102.1-31=68, 6-11-20 Continued on page 2 jJob jTruss 1Truss Type r' MAGNOLIA IS CAL HIP lQty I 1 lJob L - - - 1H13 Reference (optional) iD2FI3c9vxxbrEMVIP7?S5SJz7f4qDJb3R3?nAq2LvlSlT9OtJDRBvmszvk9fKhGyJG LOAD CASE(S) Standard Concentrated loads (lb) Veil: 14-136 17=-136 Sb liruss Type 10ty I r OI18 11russ ' jJob - - 1COMMON Reference (optional) I ma TrusFrame L.c.. Penis, CA. 92570 Run: 8.2409 Dec 6 2018 Print.' 8.2409 Dec 62018 Mrrek Industries, Inc. Thu Oct 3 12:42:38 2019 Page 1 ID:ZF130vxxbrEMV(P7?S5SJz7f4q-APszGn4dYUy4JCw6r9GiiD1ElrS?Vl13zpPt0iyX5JF 6-9-9 114.4 . 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 0-3-14 Scale = 1:35.7 3x4 = 4.00(12.. 3x6 40 = 4x6 = 4*4= 2*4 II LOADING(psf) TCLL 20.0 TCOL 16.0 BCL1. 00 BCDL 100 SPACING- 2-3-12 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Inc NO Code lBC2015/1P12014 CSI. IC 0.65 BC 0.97 WS 0.66 Matrix44SH DEFL in ((cc) Ildefi lid Vert(LL) -0.21 10-11 >999 240 Vert(CT) -0.72 10-11 >360 180 Horz(CT) -003 1 nla n/a PLATES GRIP MT20 2201195 Weight: 121 lb FT = 20% LUMBER- BRACING- TOP CHORD 2.0-0 oc puilins (34-11 max), except end verticals TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G Except' (Switched from sheeted: Spacing z- 24-0). 63:2X6 OF No.2 G. 91: 2X6 OF SS G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Except: WEBS 2X4 OF Stud/Std G 6-0-0cc bracing: 7-8. REACTIONS. (lb/size) 1=118810-34 (mitt 0-1.8), 7=121910-3-8 (min. 0-1.8) Max Horz770(LC 16) Max uplifrl=-28(Lc a). 7-2(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=--318149, 5-15=-1462/54, 15-16=-1474!52, 6-10=-1590l41, 1-17=-2877l46, 2-17=-2600/82, 2-18=-1631149. 3-1S=-1516I50, 3-4=-258155.6-7=432954 SOT CHORD 1-19=011100, 1-20=-612657,11-20---612657,11-21=-4112390-,ID-21=4112399. 9-10=0/1465.6-9=011466 WEBS 2-10=-10651130, 3-10=0/316, 3-5=-1232/40, 6-0=-811624, 2-11=01521 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=60psf SCOL=80p51; h201t 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, Exterior(2) 14-2-0 to 17-2-0, lnteno41) 17-2-0 to 2144 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 OOL=160 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 20.0psf 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 buss is designed in accordance with the 2015 International Building Code section 23051 and referenced standard ANSVTPI 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. Graphical purlin representation does not depict the size or the orientation of the purlun 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 Si lb down and 4 lb up at 15-8-0 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 hncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11) Vest 4-6=43,14=43, 7-12=-23 Concentrated Loads (lb) Veil: 10=-50 8=-50 Job Truss Truss type uty Ply MAGNOLIA lB H15 COMMON I 1 - - - - -- - - Job Reference (optional) Calder '.. urusrisrue u., rein cab Rs, r. s un: 5240 S UEC 52015 Print 5.240 S Dec 52018 MITeK Inriustnes. Inc. Thu Oct 3 12:42:38 2019 Page 1 ID:ZFI3c9vxxbrEMVlP7?S5SJz7f4q-APszGn4dYUy4JCw6r9GiiD1A9rTHVJP3zpPtDiyx5JF 6-10-9 11-6-4 14-2-0 16-9-12 21-6-2 21-10-0 6-10-9 4-7-11 2-7-12 2-7-12 4-8.6 0.13.14 Scale = 1:35.9 3x4 = 4.00th (•1 3x8 = 44 2x4 II 5-6-14 11.6.4 11,0-0 16.6-0 164-12 214-2 21-10-0 --54-14 11.6 O-1i12 5 0-112 44 0-14 WIN Plate Offsets (XV)- 'l:O-O-O.O-O-gl, 12:0-0-2.0-1-121. (4:0-' - - - - - - 0,Edgel, F6:0 1 12,01_11, f8:0-1-12,0-2-01. (10:0-1-12.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOt. 1.25 TC 0.91 Veit(LL) -0.37 10-11 699 240 MT20 220/195 TCOL 16.0 Lumber OOL 1.25 BC 0.95 Vert(CT) -1.23 10-11 212 180 BCLL 0.0 Rep Stress Incr NO WS 0.59 Horz(CT) -0.04 1 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-150c pudins, except Ti: 2X4 OF No.2 G end verticals. BOT CHORD 2X4 OF No.i&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except 62: 2X6 OF No.2 G 6-0-00c bracing: 7-8. WEBS 2X4 OF Stud/Std G Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer H REACTIONS. (lb/size) 1=1032/0-3-8 (mm. 0-1-8), 7=106310-3-8 (mm. 0-1-8) Installation guide. Max Ho,z760(LC 16) Max Upliftl-24(LC 8), 7=-2(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 4-5=-295145, 5-15=-1244!47, 15-16=-1255146, 6-16=-1343134, 1-17=-2374138, 2-17=-2240152, 2-18=-1429/44, 3-18=11331/46.6-7=1 123150 BOT CHORD 1-19=-612181, 11-19=.612181, 11-20=3512067,10-20=-3512067, 9-10=0/1267. 8-9=0/1267 WEBS 2-10=-9481112,3-10--01431, 3-S=-11074134,6-8=-112f 1448, 2-11=0/473 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCOL6.opsf; 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, lnteiior(1) 3.0-0 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0. Interior(l) 17-2-0 to 21.14 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 D0L160 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psl 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 2308.1 and referenced standard ANSIFTPI 1. This truss has been designed for a moving concentrated load of 250.olb five 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 1) Dead s- Roof Live (balanced): Lumber Increase=1 .25. Plate lncrease1.25 Uniform Loads (p11) Vert: 4-6=72,14=72. 7-12-20 Concentrated Loads (lb) Vert: 10=.50 0=-50 Job ITrUSS Truss Type I L GN0UA1B Hl6 1 COMMON ItyFly 2 Job Reference (optional) catlrarnJa Tnisrrarne L.c.. Ferns. U. 92370 Run: 8.2405 Dec 6 2018 FflnL 3.240 a Dec 6 2018 Mirek In5uslfles, Inc. Thu Oct 3 12:42:39 2019 Page 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-fbQMU74FJo4xxMVlPtnxERZS9FpFEm7CCT8Rm9yX5JE 4-4-15 8.1-8 14.2-0 18-11-4 22-9-2 28-4-0 4-4-15 • 3-8-9 6-0-8 4-9-4 3-9-14 5-6-14 Scale = 1:44.7 4*8 = 3x4 = 6x6 = 4*0 =5X8 = 5*10 = 45W - 551u = 5*16 8-1-8 13-6-12 21-8-2 28-4-0 I %.1-d AAA 9.7-14 Plate Offsets (X,Y)- 13:0-1-12,0-2-0J,(4:0-3-0.0-2-41, (5:0-3-12,0-1-121, (7:0.7.0,0.1.14, 1`8:0-3-4,04-41, [9:04-0.0-2-41,111:044.0-4-01 LOAOING(psf) SPACING- 2-0-0 CS,. DEFL. in (too) Iidefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.51 Vert(LL) -0.14 8-9 499 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.41 8-9 '425 180 BCLL 0.0 • Rep Stress Incr NO WS 0.62 Horz(CT) -0.02 9 n/a nla BCDL 10.0 Code 16C201511P12014 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 ocpurlins. SOT CHORD 2X6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except: WEBS 2X4 OF Stud/Std G'Except' 10-0-0 cc bracing: 7-8. WS: 2X4 OF No.2 G SLIDER Right 2x6 OF No.2 -G 5-7-13 REACTIONS. (lb/size) 1=268/0-5-8 (mm. 0-14), 7=243310-54 (mm. 0-1-8),S--925710-3-8 (req. 0-415) Max Horz7-64(LC 28) Max Uplift1-247(LC 27), 7-229(LC 30) Max Grav1342(LC 3), 72591(LC 59), 99257(LC 1) FORCES. ((b) - Max. CompJMax. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 1-2=-524/925. 2-3=-34311162, 3.4=-121/3676, 4-5=-375/3311, 5-6=4080/374, 6-7=-41371548 SOT CHORD 1-19=-3361307, 1.20=-871/542, 20-21=-871/542, 21-22=-8711542, 11-22=-871/542, I1-23=-1083/550, 23-24=-10831550. 10..24=-10831550, 9-10=-10831550, 9-25=-6051782, 8-25=-5871811, 8-26=-509!3996. 7-26=-54013916, 7-27=-53713910 WEBS 2-11=422/84, 3-11=-2512292, 3-9-3554/179, 4-9=-2571/135, 5-9=-3707/31. 5-8=0/5223 NOTES- 2-ply buss 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 oc. Bottom chords connected as follows: 2*6 -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=llomph (3-second gust) Vasd87mph; TCDL=6.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 DOL 1.60 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 truss has been designed for a live load of 20Mpsf 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. 71 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 ANSI1TPI 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 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 00L(1.33) Connect truss to resist d 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 0-0-0 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 Con i9b91'5 e designlselection of such connection device(s) is the responsibility of others. MAGNOUAIB HIS JCOMMON I 2 L Catfomia T,usFrame LLC.. Ferris, 20 s, CA. 92570 Run: 8.240 a Dec 18 Pdnt LOAD CASE(S) Standard ID:ZF13c9vxxbrEMVfP7?S 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 1-4-72, 4-7=-72, 12-21-26(F-6), 21-23-20, 15-23-431(F-411) Concentrated Loads (lb) Vert: 11-1895(F) I I 1 Ii 1 3x6 = 3x6 = 486 II 4x4= 4x8= 484 truss T/rType M NOLIA1B i°i=J b J02 13 COON I nce (optional) ma TlusIrame LL.C.. Ferns, rA. 92570 Run: 6.2403 Dec 62018 Print: 8.2403 Dec 6 2018 MiTek Industries, Inc. Thu Oct 3 12:42:39 2019 Pass 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-tbQMU74FJo4xxMVIPtnxERZTfFujEsACCT8Rm9yX5JE 5-5-5 . 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 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFL in (icc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) .0.27 6.8 3,969 240 M120 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.58 6-8 '470 180 ECU. 0.0 Rep Stress Incr YES WE 0.24 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code I8C2015/1P12014 Matrix-MSH Weight: 81 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-8oc purlins. 301 CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS 2X4 OF Stud/Std G Mflek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (iblsize) 1951/0-5-8 (mm. 0-1-8). 5951/0-3-8 (mm. 0-1-8) Max Horz 1'44(LC 35) Max Uplifrl-259(LC 27), 5-259(LC 30) FORCES. (Ib) - Max. CoznpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-219W707,2-1S=-20931510, 2-16=-19171348, 3-16=-1856/166. 3-17=-1856/178, 4-17-19171349. 4-18=-2093/467. S-18=-2190/707 801 CHORD 1-19=-34412023, 19-20=-98/2023. 8-20=-96!2023, 7-8=0/1379. 7-21--011379, 6-21=0/1379, 6-22=-84!2023, 22-23=.6412023. 5-23=-312/2023 WEBS 3.6=-37156D, 4-6=-3951137, 3-8=-371650, 248=-3951137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd37mph; TCDL=6.0psf BCDL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0411, Interior(1) 3-041 to 10-11-0, Exterior(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 right exposed;C-C for members and forces & MWFRS for reactions shown; 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. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 316-0 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 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. 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 0.0-0 to 2-041, 19-10-0 to 21-10-0 for 350.0 ph. LOAD CASE(S) Standard Job truss truss Type Oty ply MAGN0UA19 J03 1 GABLE - iJob Reference (optional) - - -- - - california inisi-rarne LLc. rems, cM. 54D1 U NUfl &L4U 5 LICC 0 Ui0 ram: u.0 S i,ec U U1U 0111CR inuuswrr, Inc. 'flu Jc1 J L.'g'. llU royr ID:ZFl3c9xbrEMVrP7?S5SJz7f4qb_Y6up6WrPKfAgfgWHqPKsftn2hNlnuVfndYq1yX5JC 5.1.11 10-11-0 16-8.5 • 21-10-0 5-1-11 5-9-5 5-9-5 5-1-11 Scaler 1:34.7 5x6 II D=800# 3x4 = 40 17 41 16 42 15 43 14 44 131245 Il 46 10 47 9 48 8 49 7 50 6 51 34 4x4= 3x4 = 4x4 7-9-10 - 1441-6 • 21-10-0 I 7.9.I111 6-2-13 • 7-9-10 Plate Offsets (X,Y)— 13:0-3-8.0-2-81 L.OADIPIG(psf) SPACING- 2-0-0 CSI. DEFL in (lac) tldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.18 Vert(LL) nb - nba 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.15 Vert(CI) nba - nba 999 BCU. 00 Rep Stress Inor YES WS 0.16 Horz(CT) 0.01 5 nba nba BCDL 10.0 Code 13C201511P12014 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 pullins. 807 CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2X4 OF StudlStd G Mifek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G*Except' installed during truss erection, in accordance with Stabilizer STS: 2x8 OF No.2 G Installation guide. REACTIONS. All beatings 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 35) Max Gray All reactions 250 lb or less at joint(s) except 1351(LC 67), 5=351 (LC 79), 9=587(LC 1), 14=587(LC 1), 11=275(LC 73), 13=280(LC 72), 15292(LC 70), 16=255(LC 69), 17=316(LC 68), 10=280(LC 74), 8=292(LC 76), 7=255(LC 77), 6316(LC 78) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-36=-4621379, 2.36=-2741265, 2-37=-2141276, 3-37=-981336, 3-38--891336. 4-=-1781 71, 4-39=-2621235, 301 CHORD 1-40=-3641373.5-51=-3631383 WEBS 3-9=-3611175, 4-9=-5401152, 3-14=-3611177, 2-14=-5401153 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL6.0psf, BCDL8.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 10-11-0, Exterior(2)10-11.0 to 13-11-0, lntenor(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 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 ANSIITPl 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.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 2308.1 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 truss to resist drag along bottom chord from 0-0-0 to 3-0-0, 16-10-0 to 21-10-0 for 133.3 pIt. LOAD CASE(S) Standard I I I I. Sb Uruss Truss Type 'lB Qty I OUEENPOST I ' IJob 1K02 I Reference (optional) .aiIwmIa truarreme LI.r..., rems, r..t. meatu ruin: gqu S UCC 0 U1b rnni: e.0 S 11CC 0 LulO rnlleKlnausgles, Inc. inuuct a :.0 uiu rage 1 ID:ZFl3c9vxxbrEMVfP77S5SJz7f4q-b_Y6up6WrPKfAgfgWHqPKsfsg2Zwim3VfndYq1yX5JC I 4-5-11 8-11.8 13-5-5 17-11-0 4-5-11 • 4-5-13 4-5-13 4-5-11 Scale a 1:28.7 454 = 4x8 = 4x8 456 = 8-111-8 17-11-0 a_Il-fl ' a_li-a Plate Offsets (XV)..- I 1:0-0-0.04-lI, 15:0-0-0.0-1-11 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.25 Vert(LL) -0.32 6-12 675 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.54 6-12 '401 180 BCLL 0.0 Rep Stress lncr YES WS 0.21 Horz(CT) 0.05 5 n/a n/a SCOL 10.0 Code l6C2015/1P12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (Iblsiw) 1=788/0-3-8 (mm. 0-1-8),5=78810-3-8 (mm. 0-1-8) Max Horzl=36(LC 12) Max Uplift1-11(LC 8), 5-11(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-6 cc purlins. 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. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15-1728152, 2-15=-1653165, 2-16=-128617, 3-184-1235118, 3-17-1235/18, 4-17=128&7,4-18=1653165. 5-18=-1728/52 - BOT CHORD 1-13=-5711598, 6-13=-57/1598, 6-14=-3111598, 5-14-31/1598 WEBS 2-6=-4841116, 3-6=0/530, 4-6=484/116 NOTES, I)Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0p5f 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(l) 3-0-0 to 8-11-8, Extenor(2) 6-11-8 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 00L1.60 plate grip DOL--1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurTent with any other live loads. This truss has been designed for a Five 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 ANSl/TPI 1. l) 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 1 I IL 1 Job Job I truss I Truss Type Qty I K04 CAL Ii jpl7Jb I - Reference(optional) i..durllia I Tuorrame Li.i., 1em5. . 54f U iun: a.0 a usc b ZU1S I-nnc u.iu a usc e ZU1S Miles inausiries, inc. i flu uc u lZ4Z4Z ZU1S rage i tDlFI3c9vxxbrEMVfP7?S5SJz714q-3A6U6978cjSWoqDt4?Les3BzPStyRDHeuRN5MUyX5JB 4.9.5 7-5-0 7.12 9-11-5 10-6-0 13.1.11 17-11-0 4-9-5 2-7-11 0-1-12 1-11-10 0-6-11 2-7-11 4-9-5 0.4-15 Scale 1:29.5 8xB 4x10 = 3x10 = 300 = 7-5.0 1 10-6-0 17-11.0 7.3.0 • 1.1.0 7.3.0 Plate Offsets (XV)- ':0-3-12.Edge1. (4:0-5-0.0-1-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) lldefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.51 Vert(LL) -0.12 7-8 '999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.31 8 >573 180 BCLI. 0.0 Rep Stress lncr NO WS 0.21 Horz(CT) 0.09 6 nla n/a BCDL 10.0 Code lBC2015/1P12014 p 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 cc purlins, except 601 CHORD 2X6 OF No.2 G 0-0-0 cc purlins (2.10-1 max.): 3-4. Except: WEBS 2X4 OF Stud/Std G 2-10-0 cc bracing: 3-4 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) 1=177010-3-8 (min. 0-1.14). 61782/Mechanical Max Horz133(LC 8) Max Upliftl=-84(LC 4). 6.68(LC 5) FORCES. (lb) - Max. CompJMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4340/345, 2-3-43361343, 3-15=-39811331, 4-15=-3974/333, 4-5=-4202/342. 5-6-43741356 GOT CHORD 1-16=-69/1691,1-17=-31714104,8-17=-317/4104, 8-18=-308/4188,18-19=308/4188, 19-20=-308/4188, 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=llOmph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL6.opsf; h20ft; Cat. It, Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L 1.60 plate grip 00L 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.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 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 8-0-0 end setback. 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) 703 lb down and 162 lb up at io-e-' 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 other 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 lncrea5e1.25, Plate lncreasel .25 Uniform Loads (p1t) Vert: 1-3-68, 3-4=-165, 4-6-68, 9.12-49(F-29) Continued on page 2 Job Truss Truss Type OLy Ply MAGNOUA 18 1(04 CAl. HIP I - -Job Rererence(opuonal) iD:ZFI3c9cMVfP7?S5SJz7!4q-3A6U6978cjSWoqDt4?Les3BzPStyR ruyi'B LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3.589 4-589 1Job ;TrUss iU0t Type Qty MAGNOLIA 18 1(05 JOUEENPOST 6 1 r' Lb I Reference (optional) r.auom,a I ws,-rsme u.1., ?ems, CM. *2iu Run: 5240 $ uec b 2015 PrInt 5.240 S uec U 2015 Mifex IfleuStSieS. Inc. Thu Oct 3 12:42:42 2519 rage i ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-3A6U6978cjSWoqDl4?Les3BOYSunRDveuRN5MUyX5JB 4-5-11 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 Scale = 1:28.8 4*4 = j 4x8 2*4 II 3*4 = 8-11-8 • 124-12 • 17-11-0 5-11-5 ' 34.4 5-2-4 Plate Offsets (X.V)- (7:0-2-8.0-2-01 LOADING (psf) SPACING- 2.0-0 CSI. DEFL in (lc) (IdeS Lid PLATES GRIP ICU. 20.0 Plate Grip DOt. 1.25 IC 0.31 Vert(LL) -0.28 7-10 552 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) .0.51 7-10 2,300 180 BCLL 0.0 Rep Stress lncr NO WS 0.24 Horz(CT) 0.02 6 nla nia BCOL 10.0 Code I8C20151TP12014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 20 OF No.2 G SOT CHORD WEBS 2X4 OF Stud!Std G REACTIONS. (lbfsize) 154610-3-8 (mm. 0-1-8), 522010-3-8 (mm. 0-1-8). 6882!0-5-8 (mm. 0-1-8) Max Horz135(LC 12) Max Uphft1-8(LC 8), 5-6(LC 13), 6-13(LC 9) Max Grav1553(LC 27), 5382(LC 31), 6862(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1055147, 2-17=-938161, 2-18=-552I0, 3-18-51016, 3-19-529112, 4-19=-54510 SOT CHORD 1-14=63678,744=01978 WEBS 2-7=5451111.4-7=121531,4-6=-721155 Structural wood sheathing directly applied or 5-11-13 oc purlins. 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- 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd-87mph; TCDL=5.0psf SCOL8.0psf h20tt; 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 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 a MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=160 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. 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 ANSlITPl 1. l) 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. 8)In the LOAD CASE(S) section, loads 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 1ncrease125, Plate Increase1.25 Uniform Loads (pIt) Veit 6-8-20, 8-11-30(F.10), 1-3=48, 3-5---88 Job truss lrusslype 18 1(08 OUEENPOST I Fly I =Jbce I 1MAGNOLIA (optional) I iaulranua U nusriume u.i.... reins, i.vi. sa,u Mn; lv.L4U S IJiiC ii LUhD rnnL a.lqu 5 UlvV U £lJ1* lviii Cli U1UU5C1C5, Inc. trw uci .) 1:q:qJ LU1S rage 1 lD:ZFl3c9vxxbrEMVtP7?S5SJz7t4q-XMgsJV7mN0aNQzo3eisuPHkBIsD0Ag9o756evwyX5JA 4-5-11 . 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 Scale a 1:28.8 4x4 = 4x5 = 2x4 II 3114 8-11-8 • 12-8-12 17-11-0 I 5.11.5 .4.4 • 5-24 Plate Offsets MY)- (70-2-80-2-01 LOADlNG(pst) SPACING- 2-0-0 CSI. DEFL in ((cc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) .0.28 7-10 >552 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.51 7-10 >300 180 BCLL 0.0 Rep Stress Inor NO WS 0.24 Horz(CT) 0.02 8 n/a n/a SCDL 10.0 Code I3C2015/TP12014 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. (lb/size) 1=54610-3-8 (mm. 0-1-8), 5=220/0-3-8 (mm. 0-1-8), 6=86210-5-8 (mm. 0-1-8) Max Harz 138(LC 36) Max Upliftl.163(LC 27), 5=-115(LC 38), 6.59(LC 30) Max Grav1vi553(LC 55), 5382(LC 59), 6=362(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1103/480. 2-17=-9881344, 2-16-644/223, 3-18=-510I16D, 3-19=429/44, 4-19=-5461138, 5-20-352/284 SOT CHORD 1-14-44111025.7-14=-2481978.S-16=-251/349 WEBS 2-7=S451145,4-7=1051531,4.6--7211105 Structural wood sheathing directly applied or 5-11-9 oc puffins. 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 740; Vultllomph (3-second gust) Vasd87mph; TCDL=5.0psf SCDL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 34-0, 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 00L1.60 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 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 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 five 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 OOL=(1.33) Connect buss to resist drag loads along bottom chord from 04-0 to 17-11-0 for 44.7 pIt. 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 (p1/) Veil: 6-8=-20, 6.11=.30(F=-10), 1-3=-68, 3-5=48 1TrUSS Type lOty I EMAGNOLIAIS 1K07 Puss UEENPOST Ii I !IJob - - - - - Reference (optional) I Li.'..., rrU5. . u Iufl: 6.24u S uec 6 11e rnnl: 524U S Ljec b Zuib Milek I1111usS1eS, MC. mu Uci s 1z:4z:4u1S rage 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-XMgsJV1mNDaNQzo3eisuPHk7rs9mAcXo756evwyx5JA 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' 1:28.7 4x4 = 2x4 11 4X8 = 2x4 II I 5.6 = 556 = 5-0-11 • 8-11-8 12-10-5 17-11-0 5.0-11 1.10.11 -1-in.11.4 c.nil Plate Offsets (XV)— (1:0-0.0.0-1-9), (5:0-0-0,0-1-9lJ6:0-2-4.0-1-0)J8:0-24.0-1-0J LOADING(psf) SPACING- 2-0.0 CSI. DEFL in (foe) Ildefi Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 053 Veil(LL) -0.13 6-11 >999 240 MT20 220/195 TCDL 14.0 LumberOOL 1.25 BC 0.99 Vert(CT) -038 6-11 >563 180 BCLL 0.0 Rep Stress lncr NO WS 0.47 Horz(CT) -0.07 1 We n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 69 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 DF No.1&81r G WEBS 2X4 DF StudlStd G REACTIONS. (lb/size) 5=1711/0-3-8 (mm. 0-1-13), 1=926/0-3-8 (min. 0-1-8) Max Horz5=-36(LC 38) Max Uplift5=-141(LC 22), 1-151(LC 19) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-5oc purlins. 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. (lb) - Max. ComplMax. Ten. - AD forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1638/181, 4-S=-2854!386, 1-2=-20851385, 2-3=-1632/184 SOT CHORD 1-15=011923, 15-16=-416/1923, 8-16=416/1923,8-17=416/1923. 7-17=416/1923, 7-18=-370/2681, 6-18=-370!2681, 6-19=-37012681,19-20--37012681,5-20=-37012681 WEBS 4-7-1369187, 3-7=0/792, 2-7=527188,4-6=01839,2-8=01305 NOTES- I) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL8.opsf; BCDL=6.opst; 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 3) This truss has been designed for a 10.0 psI 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 3-6-0 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/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 800 lb. Lumber 00L(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 (8). [ I, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease1.25 Uniform Loads (p11) Vert: 12-19=-20.9-19=247(13=-227).3-5=-68,1-3=-68 6x6 = 4x4 = Job T,uss truss Type ly IMAGNOLIA ty 18 K08 110 lab 1OUEENPOST Reference (optional) I T5d 11u5r1m LI., refils, M. sgry rcun: 64U 5 iec e iUre mm: e.qU S uec U ue sitiec lnausulea. inc. mU ucm 4 1:a:44 U5 rage 1 lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-?ZEFXq8O8KiE27NFBON7xUGlBGZJvOZxLIsCRMyX5.J9 4.11-11 8-11-8 12-11-5 17-11-0 4-11-1* 3-11-13 3-11-13 4-11-11 I Scale = 1:28.4 4-11-11 8-11-8 • 12-11-5 1 17-11-0 4-11-11 3.11 1i a-u-ia 4-I1-11 Plate Offsets (X.Y)- 11:0-3-0.0-3-91. 15:0-3-00-3-91, (6:0-4-0.0-1-81. (7:0-5-0.0-1-121. 18:0-4-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.08 8-11 .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 lncr NO WS 0.67 Horz(CT) -0.05 1 n/a n/a SCOL 10_0 Code lBC2015/TP12014 Matrix-MSH Weight: 82 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6DFSSG WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 1=226110-3-8 (mm. 0-2-7),5=102610-5-8 (min. 0-1-8) Max HoIz536(LC 27) Max Uplit1-234(1C 19), 5-249(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-4oc putlins. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. I MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer LInstallation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=378016311,2-3--19851321, 34=42112026,4-5=-24301621 BOT CHORD 1-15=-29211873.1-16=16513567.16-17=-69513567.8-17=-695/3567. 8-18=.69513567, 7-18=-69513567, 7-19=-66012263, 6-19=-66012263. 6-20=-66012263, 5-20=-66012263. 5-21=-2781984 WEBS 3-7=0/1004, 4-7=-529/117. 460/273, 2-7=-1955I67, 2-8=0/1227 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=almph; TCDL6.0psf. BCOL=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--- 1.60 plate grip DOL= 1.60 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrertt 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 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 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 700.1 p11. 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate Increase1 .25 Uniform Loads (plf) Vert: 1-3.68, 3.5-68, 8.9-364(F344), 8.12=-20 4*4 = 4*4 = 5*6 II 29 14 30 13 31 12 32 11 33 10 34 9 35 8 38 7 37 6 38 Truss TrUSS Type Oty Ply L Job 0L18 L01 GAB 1 1 Job Reference (optional) rem5, M, CLU Nun: o.4u s uec a uia rem; a.au S UCC b £Uiø anise innusmes, Inc. mU UCI .3 1:4L4n uin rage ID:ZFl3c9vxjthrEMVfP7?S5SJz7f4q-TIndkA9Oveq5fHySl7uMUipZUf1hebA5aPblzoyX5J8 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 6-3-14 11-2-2 17-6-0 6-3-14 4-10.4 • 6.3-14 Plate Offsets (X,Y)- 13:0-3-6.0-2-81 LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (bc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr NO WS 0.07 Horz(CT) 0.00 5 n/a n/a BCOL 10.0 Code 1BC2015/TP12014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 8-0-0oc 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 Mifek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/SW G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-6-0. (lb) - Max Horz1=-36(LC 38) Max Uplift All uplift 100 lb or less at joints) 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 atloint(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), 13258(LC 67), 14.=321(LC 66), 9=270(LC 71), 7=258(LC 73), 6=321(LC 74) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=31151347.5-28=38S/356 BOT CHORD 1-29=-3391369.5-38=-3221352 WEBS 3-8=2551167.4-8--3751103,3-12--2551173,2-12=-3751103 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=37mph; TCDL=8.0psf 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(1) 3-041 to 8-9-0. Exterior(2) 8-9-0 to 11-9-0, Interior(l) 11-9-0 to 1744 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL1.60 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 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 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 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 800 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 440-0, 1344 to 1744 for 100.0 plf. LOAD CASE(S) Standard 4x4 4n4 = 4x6 II D=1000# 4X4 4x4 Job Truss 1l55 Type iQty 1P1y I MAGNOLIA IS I1.03 GIRDER lJob 1COMMON I II Reference (optional) I re,u. gj'y Run; D.LeU5 Lieu o £tIID runE maou s UeC 0 zum IVUlOIC Ifl0U5U1eU. inc. mU LX1 i 1.4404U1U rage i lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-xxL?yWAegxyyHRXeJrPb1vMh53lRN1IEp3LJVFyX5J7 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 6-6.6 , 10-11-10 17-641 I 6.6.6 4-5.4 6.8.6 Plate Offsets (X.Y)— 13:0-0-0.0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.27 Vert(LL) -0.12 7-10 999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 7-10 890 180 ECLL 0.0 Rep Stress mci NO WS 0.15 Horz(CT) 0.05 5 nla nla BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G I REACTIONS. (lb/size) 1=770/0-54 (mm. 0-1-8), 5=770/0-5-8 (mm. 0-1-3) Max Horzl=35(LC 44) Max Upliftl=-1188(!.0 27), 5=-188(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-7c purlins. BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. Milek 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, 2-15=-1417/254, 3-15-13691127, 3-16=-1369/152, 4-16=-14171232,4-17=-16141329. 5-17=-1690/504 BOT CHORD 1-18=-57/1559. 13-19=-582/1559, 7-19=-582/1559, 7-20=-48011216, 6-20=48011216, 6-21=47711559.5-21=47711559 WEBS 3-6=-271496, 4-6=-342!122, 3-7=-231496, 2-7=-342!117 I NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=1l0mph (3-second gust) Vasd=87mph; TCOL=80psf; BCOL=5.opsf; h20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-041 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 17-641 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 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. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-041 to 2-04 for 500.0 pIt. LOAD CASE(S) Standard I- I I- Job 1Truss MAGNOLIA lB L04 ]TffiffsTy-pe iQ11Ply a COMMON GIRDER I !Job Reference (optional) wd I,ur.Hw u., rw, L1u ,%un; D.u5 iec 0 zuju rum. 0.0 S iec 0 zulu 51110K Ifl0U51fl05, Inc. mu UCI J 1q:4D LU111 ragei ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-L?yWAegxyyHRXeJrPb1vMh53lUN1GEp3LJVFyX5J7 4.5.1 , 8.9.0 • 13-0-15 13-7-12 17-6-0 4-5-1 4-3-15 • 4-3-15 0-6-13 3-104 Scale = 1:28.2 axe = axe = 20 It 454 = 454 = 6.6.6 10-11-10 13-7-12 , 17-6-0 8-5.5 i 4-54 2-8-2 3-10.4 Plate Offsets (XV)- [3:0411-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (lac) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.27 Vert(LL) -0.12 9-12 '999 240 MT20 220/195 TCOL 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 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code lBC2015lTPI2014 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 S REACTIONS. (lb/size) 1=770/0-5-8 (mm. 0-1-8),6=770/0-5-8 (mm. 0-1-8) Marc Horzla-35(LC 17) Max Upliftl-10(LC 8), 6-10(1-C 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-6°c puffins. 807 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. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1690/37, 2-16=-1614/51, 2-17=4417115,21-17=4369127. 3-18=-1370138, 4-16=-1418122,4-S--1613145,6-19=-1631132,6-19=-1689125 BOT CHORD 1-20=45/1559. 9-20=.45/1559.9-21=011100,8-21=0/1100, 6-22=411558,7-22=611558, 7-23.611558, 6-23=41115S8 WEBS 3-8=-11495,4-6=-386168,3-9=0/498, 29=341197 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd-87mph; TCDL=6.0psf BCOL6.0psf; h=201t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-041 to 3-0-0, Interior(1) 3-0-0 to 8-9-0, Extenor(2) 8-9-0 to 11-9-0, Interior(1) 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.olb live located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Truss Truss Type Qty 1 Job 0 16 P MAGN 71Job COMMON GIRDER 3 - - - Reference (optional) Nun: e.qu a uec 0 ifUld i-mm: L4U S UOC 0 ZU1V MileS IflOUSUlOS. Inc. mu acm i 14Z4b .mU15 rage 1 ID:1bJOp_sdczmZJTIvFKMLnuz6OGW-xxL?yWAegxyyHRXeJrPb1vMfH3KLN14Ep3LJVFyX5J7 I 6-2-4 11-0-0 6-24 4.9-12 4x4 = Scale = 1:22.5 2x4 II 0-0-8 6-2-4 11-0-0 n_n_p n_i.i • A0l) Plate Offsets (XV)— E1:Edne.04-01, (4:0-1-4.0-1-81j5:O-2-00J.L6:0-1-12.0.1.a1 - -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deS Lid PLATES GRIP TCLL 20.0 Plate Gmip DOL 1.25 TC 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 8118 180 BCLL 0.0 Rep Stress Inci NO WB 0.16 Horz(CT) 0.03 1 nla n/a BCDL 10.0 Code IBC2015fTP12014 Matrix-MSH Weight: 50 lb FT = 20% LUMBER- TOP CHORD 2X4DFt4o2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2x6 OF No.2 -G 3-3-I1 REACTIONS. (lb/size) 147810-3-8 (min. 0-1-8),5=478/0-3-8 (mm. 0.14) Max Horzl=36(LC 11) Max Upliftl=-2(LC 12) Max Grav151l(LC 30). 5511(LC 33) BRACING- TOP CHORD SOT CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. 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. (Ib)- Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-748126. 2-11=-504!48• 3-11=496163, 3-12=481162, 12-I3---496149. 4-13-558147, 4-5-449170 SOT CHORD 1-14-102J396.1-15--291451,6-15=-291451 WEBS 3-6=01272,4-6--7/414 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL6.opsf; h201t; 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, Extenor(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 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 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 2308.1 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, nonconcuirent with any other live loads. LOAD CASE(S) Standard 454 = Scale a 1:22.8 a C 3x6 358 If Job jTruss truss ype Qty Fly MAGNOLIA 18 NO3 GIRDER I Lob I -- ----- 1COMMON Reference (optional) ...,. numa.zqur uec 0 £U1O rnnL: e.0 a uec 0 2U1* aiiiea Inausgies, inc. mu ucm .m i::ar u1a mage lO:lbJ0p_sdczmZJTIvFKMLnuz6OGW-O8vN9sBGRF4pvb6qtYwqVuqhTgG6V8N2j4s2hyx5J6 6-2-4 . 12-6-0 6-2-4 6-3-12 0-0.8 6-2-4 12-641 fl.fl. a.i1, Plate Offsets (X.Y)— 11:0-2-12.0-041, [3:0-2-0.0-2-41, 15:Edge,0-0.01 - - - LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -010 6-13 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 1891 180 BCLL 0.0 Rep Stress lncr NO WB 0.11 Hotz(CT) 0.02 1 We We BCDL 10.0 Code IBC2015!TP12014 Matrix-MSH Weight: 54 lb FT = 20% I I LUMBER- TOP CHORD 2X4 OF No.2 G 601 CHORD 2X4 DF No.2 G WEBS 2X4 DF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-3-11, Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (lb/size) 155010-3-8 (mm. 0-1-8), 5=55011-114 (mm. 0-1-8) Max Hoszl=-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-767/14, 2-15=-674/51, 3-15=-653166, 3-16=-663!63, 4-16-671148, 4-5=-828!27 801 CHORD 1-17=-81/474, 1-18=0/603, 6-18=0/603,6-19=0/603, 5-19=0/603, 5-20=0/603 WEBS 3-601383 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL60psf h20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Extertor(2) 0-1-8 to 3-1-8, lntertor(1) 3-1-8 to 6-3-12, 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 psf bottom chord live load nonconcurrent with any other live loads. 1 This truss has been designed for a live load of 20.opsI 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 201/6 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 ANSIITPl 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 494 = Scale = 1:22.8 398 IJoD 1lruss Iruss1ype 1Qty Ply I I MAGNOLIA 18 COMMON GIRDER I 8 1 LOb I 1N04 Reference (optional) carcrnia Tni5Irame U.C.. Ferns, CA. 92870 Run: 8.2409 Dec 6 2016 Print: 8.2489 Dec 6 2018 Mifek Industnes, Inc. Thu Oct 3 12:42:47 2019 Page 1 ID:1bJOp_sdczmZJ11vFKMLnuz6OGW-Q8vN9sBGRF4pvb6qtYwqZ7uqrnTgL6V8N2i4s2hyX5J6 6.2-4 12-6-0 6-2-4 6-3-12 0-0-8 6-1-12 Plate Offsets (X,Y)- 11:0-2-12.O-0-41.13:0-2-0,0-2-41. 15:Etfne.0.0.01 I LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 Ic 0.41 TCOL 14.0 Lumber DOL 1.25 BC 0.44 BCLL 0.0 Rep Stress Iner NO WB 0.11 BCDL 10.0 Code IBC2015ITPl2014 Matrix-MSH LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-3-11, Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (lb/size) 1=55010-3-8 (mm. 0-1-6). 54550/0-54 (mm. 0-1-8) Max Horz1.35(LC 13) DEFL in (Icc) IIdefl Lid PLATES GRIP VeItLL) -0.10 6-13 2,999 240 MT20 220/195 Veit(CT) -0.17 6-13 905 180 Horz(CT) 0.02 1 n/a n/a Weight: 54 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Muck 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 1-2=-767113. 2-15=-874151. 3-15=-663/66. 3-16=-663/64, 4-16=-671/48. 4-5=-848/18 BOT CHORD 1-17=-811474, 1-18=01603, 6-18=01603, 6-19=0/603. 5-19=0/603, 5-20=-771509 WEBS 3-540/382 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd-87mph; TCOL=6.0psf 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. lntenor(1) 3-1-8 to 6-3-12. Exterior(2) 6-3-12 to 9-3-12, lntenor(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 D0L160 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 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 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 I :1 Job Job Truse Truss Type Oty Ply IS NO5 COMMON GIRDER I - - - - -1 Job Referencejoptional) run; cub rllnl; ornu suec 0 S10 MilCib Iflousules. Inc. mU UC 3 1c:q:4s zulu regal ID:lbJOp_sdczmZJTlvFKMLnuz6OGW-uK11MCBvCZDgwlh1OGS36KR?cftociyMxGNqPa7yx5J5 6-3-12 12-7-8 6-3-12 6-3-12 4*4 = Scale = 1:22.9 3*6 II 3*6 II I 6-3-12 . 12-7-8 • Plate Offsets (XV)— (1:Edge.0-0-0I. 13:0-2-0.0-24J. j5:Edge,0-0-OI - - -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) 1/defi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 6-9 '999 240 MT20 220/195 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 WS 0.11 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code 18C201511P12014 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 Stud!Std G SLIDER Left 2x6 OF No.2 -G 3-5-0, Right 2*6 OF No.2 -G 3-5-0 REACTIONS. (lb/size) 1=556/0-5-8 (mm. 0-1-8), 5556/0-5-8 (mm. 0-1-8) Max Horzl=35(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. SOT 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. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-847!18. 2-15=-687148, 3-1S=.679/64, 3-16-879/64, 4-16=-687/48, 4-5=-847118 BOT CHORD 1-17=-83/515, 1-18=0/617. 6-18=0/617,6-19=0/617. 5-19--0/617, 5-20=-76/515 WEBS 3-6=0/386 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult1110mph (3-second gust) Vasd87mph; TCOL=8.0psf BCOL6.Opsf; h=20ft; 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 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(1) 94-12 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 00L1.60 This truss has been designed for a 10.0 psI bottom chord live toad 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 3-641 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 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 OLIA1B NOS I J T - - GLE 'efence (optional) Iu5rrsme LW.. reins, L. 52,U 1un: 5.240 S Uec 8 2018 Print: 8.240 S usc 8 2018 MtTek InduSSies, Inc. [flu Oct 3 12:42:48 2019 Fags 1 lD:1bJOpsdczmZJflvFKMLnuz60GW-uKTiMCBvCZDgWIh1QGS36KR2Nt2EryiXGNqPa7yx5J5 558 = Scale = 1:22.5 D800# ('l 40 17 10 18 9 19 8 20 7 21 6 22 23 5 24 4 25 = 454 2x4 II 6-3-12 1 6-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEPL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Inor NO WS 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-SH Weight: 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-O-00c purlins. SOT CHORD 2X4 DF No.2 G 801 CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF SbidfStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-7.1. (lb) - 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=-191(LC 30) Max Gray All reactions 2501b 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 55), 6=285(LC 60), 4=339(LC 62) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5891552, 2-3=-4381383 BOT CHORD 1-17=46715011.10-117=3521386, 10-18=2361271.7-21=217/262, 6-21=-2971332, 6-22=-3111345.22-23=-=1368.5-23=-3331368, 6-24=3331368,4-24=4331368, 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; Vult=llOmph (3-second gust) Vasd=87mph; TCOL=6.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 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/TPl 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 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 toads. 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 8-0.0 for 100.0 plf. LOAD CASE(S) Standard Job russ fOty Ply - MAGNOLIA lB N07 GABLE I 1 Job Reference (optional) California TnjsFrame LLC., Pe a, CA. 92570 Run; 82409 Dec 6 2018 Print 8.2409 Dec 6 2018 MTek InduStries 19 , Inc. Thu Oct 3 12:42:49 20 Page 1 ID:1bJOp_sdcmZrnvFKMLnuz6OGW-Mw18aYCXzsLX8uGDleYBhHOuaK7gV1Zz6ayx5J I -11-U-U -4-9-12 6-24 4-9-12 556 = D800# Scale = 1:21.8 22 23 8 24 7 25 6 26 5 40 = 4x8 = 3*6 II I -11-0-0 -4-9.12 Plate Offsets (XV)— 11:0-0-6.0-2-01 - -- LOADlNG(psf) SPACING- 2-0-0 CSI. OEFL in (lao) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 115 TC 0.38 Vert(LL) n/a - We 999 MT20 220/195 TCDL .14.0 Lumber DOL 1.25 SC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr NO WB 0.40 Herz(CT) -0.01 6 n/a n/a BCDL 10.0 Code 18C2015/TP12014 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 purtins. except SOT CHORD 2X4 OF 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 OF No.2 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 StudIStd Installation guide. REACTIONS. All bearings 11.0-0. (Ib)- Max Hovz134(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 8 except 5-579(1.0 46), 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. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2321348, 2-19=2771680,3-184-502/768, 3-20=-6241794, 20-21=-7451960, 4-21=860/1049,4-5=5371616 SOT CHORD 1-22=-572/64, 1-23=596/112,8.23=596/287. 8-24=.596/297, 7-24=598/384, 7-25=598/414,6-25=654/481,6-26=314/341 WEBS 3-6=8551520,44=4018/796 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL60psf 8CDL=6.0psf, h20ft; 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(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 00L1.60 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 00. 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 ANSWTPI 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 th 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 11-0-0 for 72.7 pIt. LOAD CASE(S) Standard Job Truss Tiii'Type Qty Ply MAGNOLIA- AjDl - CAL HIP I Job Reference (optional) IIusrrame I.I.Q. rem5, uP., xzalu Run: 8.240 a Dec 62018 pilnl: 8.240 a Dec 62018 MiTek IndusInes. Inc. Thu Ocl 3 12:3857 2019 Pagel ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q.9u0QuDO?ba6RJFXdOFouFdNS5l3bDHmx9xNhz0yx5MI 7.4.4 7-11,11 12-1-6 • 16.10-8 204-2 • 23-114 26-11-12 30-3-12 33.0.0 35-8-4 , 41-8-1 49.0.0 7.4-4 0-7-7 4-1-I1 ' 3-5-10 • 3-74 3-04 34-0 • 2-8-4 2-8-4 • 5-11-13 • 7-3-15 Scale' 1:82.4 3x8 = 36 3x6 zt 'a ci, flT 8 28 29 21 30 20 31 19 18 32 17 33 16 34 15 14 13 35 12 36 37 4x6 = 3x6 II 4x8 = 4e6 = Baa = 4x6 = 4x6 = 3x6 II 5x8= 6x8= 5x8 8x8 W8 7-4-4 • 12-1-6 16-10.1 , 20.4-2 • 23-114 26-11-12 • 30-3.1230,5-8 35-6-8 35,3-4 41.8-I , 49-0.0 79.4 4-9-2 4-9-2 • 3-5-10 3-7-6 3-0.4 • 3-4-0 0-112 5-1.0 0.1L12 5.11-13 7.3-15 Plate Offsets ()(,y)_r'3-O2Q21 13:0-4-0,0-1-81, 14:0-2-8.0-2-01, 16:0-2-8.0-1-121. (8:0-3-0,Edgej, 115:0-2-12.0-2-01. (16:0-3-8.04-121, 117:0-2-8,0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFI. in (loG) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic oii Vert(LL) -0.38 17-19 w999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.28 17-19 7-335 180 BCLL 0.0 Rep Stress lncr NO WB 0.90 Horz(CT) 0.08 13 We n/a BCDL 10.0 - Code I6C2015!TP12014 Matrix-MSH Weight: 1144 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puilins, except BOT CHORD 2x8 OF SS G 'Except' 04)-0 oc purlins (6-0-0 max.): 2-5. 5-8. Except: 83: 2X4 OF Stud/Std G 6-0-0 oc bracing: 2-5 WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. OTHERS 2X4 OF Stud!Std G JOINTS I Brace at Jt(s): 5, 6,7 I REACTIONS. (lb/size) 1=3727/0-5-8 (mm. 0-1-8), 11=-128110-5-8 (mm. 0-1-8), 13=6823/0-3-8 (mm. 0-1-12) Max Horzl=56(LC 12) Max Uplift1-251(LC 8), 11.1496(LC 19), 13-239(LC 4) Max Gravl=3735(LC 19), 11143(LC 8), 13=8623(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-113901802. 2-3=-108901782, 3-4=-16846/895, 4-5=-8647/430, 8-84-350/46, 9-10=-19114063, 10-11=-44016407,5-6--34431181,6-7=-18613900 BOT CHORD 1-28=-54117888, 1-29=-779/10877, 21-29=-779110877, 21-30=-945/15884, 20-30=-945/15884, 20-31=-945/15884, 19-31=-945/15884, 18.19=495/16846, 18-32=-895116846, 17-32--495116846, 17-33=425/8483. 16-33=425/8483, 16-34=-158/3295, 15-34=-15613295, 14-15=-3808/228, 13-14=-38081228, 13-35=.81311433, 12-35=4131/433, 12-36=-61311433, 11-36=-6131/433, 11-37=4362/326 WEBS 2-21=0/2295, 3-21=-54581181, 3-20=0/653, 3-19=0/1049, 4-19=-44/1894, 4-17---8578/486, 6-16-3641630,6-184-9382/495,7-184-716/80, 9.131989I116, 5-17=-5912332, 5-184-6285/326, 7-9-18414017, 10-12=-1604/167, 10-13=-23212545 NOTES- 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 0G. Bottom chords connected as follows: 2x8 -3 rows staggered at 04-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. Attach IC W/ 112' diam. bolts (ASTM A-307) in the center of the member w/washers at 44)-0 oc. Attach BC WI 1/2' diam. bolts (ASTM A-307) in the center of the member wlwashers 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 (8), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psI 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 DOL 1.60 plate grip DOLI.l 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. 7)' This truss has been designed for a live load of 20.0psI 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 ANSl1TPl 1. Continued on page 2 H E I III I Job Truss truss type MAGNOUAZA AOl CALHIP 1 uty1 :~nce(gptlonal) --- . nan. gv,ornnl. g.wun. gcu,cnu.n,nuuuic. Inc. unwuct ., I4:ao;a gui, rages lD:ZFl3c9vxxbrEMvfP7?s5SJz7f4q.d4ap5zPdMuEIwo6qyyJ7nqvdrgpqyicogNb6EvTyx5Mh 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, 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 purtin 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 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 354-8, and 2650 lb down and 111 lb up at 16-10-8 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 (pit) Vert 1-2-68, 2-4-165, 4-5=-68, 8-11=-70,19-2.2=-49(F=-29).19-25=-20, 5-8=-68 Concentrated Loads (lb) Vert: 2-589 19-2650(F) 15=-SO 13-50 Job I Truss Truss Type Qty Ply MAGNOUA2A A02 CHIP -2 LOb Reference (optional) Run: 82409 uec 82018 Print: 8.2408 Dec 62018 MiTek Industries, Inc. Thu Oct 3 12:38:58 2019 Pane I ID:ZFl3c9vxicbrEMVIP7?S5SJz714q-d4ap5ZPdMuElwO6qyyJ7nqvb99NDynUgNb6EVTyX5Mh 0-84 54-8 • 8.10-12 9.6. 17-1-8 25-8-0 • 30-3-12 334-0 • 354.4 • 39-5-2 d0-3-4 49-0-C 5-4-8 • 3-8.4 0677 7-7-0 8-4-8 4-9-12 2-8.4 2-84 3-0-4 9-10 8-8-2 0.0-5 Scale = 1:82.8 3x6- 3x8 3x6 3.50 I1T =_ - 6 8 28 29 18 30 17 16 31 is 32 14 13 1233 11 34 35 5*8 =4X8 US I I 8*8 = 4*6 = 4*6 = 6*8 = 4*6 = 3*8 II 5*8 = 33-0-0 35.84 8-10-12 • 17-19 - 254-0 • 30-3-12 30.4 35-6-8 40-3-14 • 49.6.0 9-10-12 8.2-12 - 9-4.8 • 4.4.12 4.9-120-8.9 2.5404112 4.7.113 • 95.2 Plate Offsets (X,Y)— ll0-37.0.O4, 15:0-2-12.0-2-81.17:03 0Edpe1, [10:0-3-7.0-0-al. 114:0-2-0.O-2-01,118:0-2-&0-2-0I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.86 Vert(LL) -0.38 14-15 >999 240 MT20 2201195 TCDL 14.0 LumberOOL 1.25 Sc 0.99 Veit(CT) -1.16 14-15 3-358 180 SCLL 0.0 Rep Stress Incr NO WS 0.75 Horz(CT) 0.08 12 nla nla SCOL 10.0 code l3C2015ITPI2014 Matrix-MSH Weight: 583 lb FT = 20% rreme UJ... rems, CA. 92270 LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G*Except' TOP CHORD T2: 2X4 OF Noi&Btr G SOT CHORD 2x3 OF SS G 'Excepr SI: 2xa OF No.2 G, S3-.2X4 OF Stud/Std G SOT CHORD WEBS 2X4 OF Stud/Std G Except' JOINTS W3: 2X4 OF No.2 G REACTIONS. (lblsize) 1=172210-3-8 (mum. 0-1-8). 10=7410-3-8 (mm. 0-1-8), 12=3732/0-3-8 (mm. 0-2-0) Max Horz183(LC 6) Max Uphft1-138(LC 4), 10=-165(LC 19), 12-257(LC 4) Max Gravl=1728(LC 19), 10=248(LC 41), 123732(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5073/481, 2-3=4803/440, 3-25=-46001434, 25-26-4605/434, 4-26---4611/433, 4-5=-45981468, 7-11=41611166.8-27=01500, 9-27=01373.9-10-22711533,5-6--91437. 6-7-265/70 SOT CHORD 1-28=-28812949, 1-29-49514827, 18-29=495/4327, 18-30=-64416245, 17-30=-644/6245, 16-17-64416245, 16-31=444/6245, 15-31=444/6245, 15-32=461/4488, 14-32-46114488, 13-14=-397/60. 12-13=-397I60, 12-33=-14411229, 11-33-1441/229, 11-34=-14411229, 10-34=-1441!229, 10-35=-872/168 WEBS 4-18=-17161224,4-17=-11/273,4-15---17361186, S-14--54521555,9-12=22811263, 3-12=-838198, 5-15=-9511911, &14=-356193,6-8-1/651.9-11=-1109/215,3-18=0/837 Structural wood sheathing directly applied or 5-I1-2oc puilins, except 0-0-0oc purllns (5-5.3 max.): 3-5. 5-7. Except: 5-5-0 cc bracing: 3-5 Rigid ceiling directly applied or 8-0-0 oc bracing. 1 Brace at Jt(s): 5,6 NOTES- 1)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 0-9-0 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 (8) 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) Vasd=87mph; TCDLS.opsf; BCOL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L1 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 buss 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 I between the bottom choed 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 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. Girder carries tie-in spans of 2-0-0 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. TrUSS s tpe Qty ~MAGNOUA2A A02 TaL HmP 1 P=~Jq~ftfwen ce(optional) iD:Zi3c9vxxbrEMVtP7?S5SJz7f4qd4ap5ZpdMu Z6 n Trh 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 tncrease=1.25, Plate lncreasel .25 Uniform Loads (pit) Vert: 1-3.68, 3-25-68, 5-26-102(8-34), 7-8=-104(B=-34),10-27=70,19-22=-20, 5-7-102(6-34) Concentrated Loads (lb) Vert 14-50 12-50 25402 27-102 Trapezoidal Loads (pit) Vert: 25=-68-to-26=-102, 8=402-to-27=40 job Truss 1Truss Type ioty Ply NOUA2A - - CAL HIP I' I 2 IJob Reference (optional) I Twslrnme tiC.. Ferns. CA. 92570 Run: 8.240 s Dec 62018 Print: 8.2405 Dec 62018 MfreklndUslflésinc. Thri Oct 3 123e592019Pi lDZFl3c9vxxbrEMVtP7?S5SJz7f4q-5G7BIvQF7CM9YYg0WgrMK2Sn1ZnXhlgqcFso1vyX5Mg 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' 4.0-132 5-11-5 • 6-4-8 4-4-4 2-8-4 2-8-4 4-2.2 9-1-10 Scale = 1:82.8 3x6 = 3x6 3x6 zr 6 3x8 5X6 42 32 4x6 2x40 28 329 0 31 27 2 26 lot 34 35 19 36 18 17 37 16 38 15 14 13 39 12 40 41 4x8 = 3x6 II 4x6 = 436 = 4x8 = 3x8 II 5x8 6x8 5x8 6x8 = 3340 35-94 9-44 • 17-7-0 • 25-11-8 , 30-3-12 39-f-9 35-6-8 ,. 39-10-6 • 49-0-0 94-4 • 8-2-12 - 6-4-8 • 4.44 0-l-iv.6-a • 2.6.90.1t12 4.2-2 9-1-10 Plate Offsets (XX)—(l:O-3-7.0-0-81. (8:0-3-0.Edgeljll:0-3-7.0-0-81 11 9:0-2-8,0-2-01 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.81 Vert(LL) -0.24 15-18 499 240 MT20 220/195 ICOL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.85 15-16 p505 180 BCLL 0.0 Rep Stress mci NO WB 0.49 Horz(CT) 0.06 13 We n/a BCOL 10.0 Code 13C2015/1P12014 Matrix-MSH Weight: 569 lb rr = 20% 3.50f11 LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2x8 OF SS G 'Except' 81: 2x8 OF No.2 G, 83: 2X4 OF Stud/Std G WEBS 2X4 OF StudiStd G 'Except' W3: 2X4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except 0-0-00c purlins (6-0.0 max.): 3-6,6-8. Except: 6-0-0 oc bracing: 3-6 SOT CHORD Rigid ceiling directly applied or 64-0cc bracing. JOINTS 1 Brace at It(s): 6,7 REACTIONS. (lb/size) 1=1475/0-3.8 (mm. 0-1.8), 11=154/0-3-8 (mm. 0-1-8), 13=2885/0.3-8 (mm. 0-1.9) Max Horz 1=72(LC 16) Max Uplift11=.76(11.0 8), 11-78(LC 23), 13-41(LC 8) Max Grav11480(LC 23), 11333(LC 45), 13-2885(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-26=-2211011182,11-27=42011/420, 2-27=41591431, 2-28=-38721495, 28-29=-38031500, 3-29=37951501.3-30=37011570.30-31=-3702f569. 5-31=-37061569, 5-54-31121161, 8-9=--296164, 9-32=-25/421, 10-32=-381350, 10-33=-12511152.11-33=-13911101, 6-42=271353,742=-181375 GOT CHORD 1-34=-25112468, 1-35=-435/3993, 19-35=435/3993, 19-36=-34714535. 18-354-347/4535, 17-18-34714535, 17-37=-34714535,16-37=-347/4535,16-W=-14213023, 15-354-142/3023, 14-15=-3551102, 13-14=455/102, 13-39=-10761155, 12-39=-1076/155, 112-40=407611155,111-40=.110761110, 1141480/146 WEBS 2-19=-308/81, 3-19=0/625, 5-19=-876139, 5.18=0/324, 5-16=-1505!271, 6-154-3900/220, 10-13=-137/927, 9-13=-599/87, 6-154-54/1635, 7-9=49/572, 10-12=-838!135 NOTES- 1)2-ply truss to be connected together with 1 O (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - I row at 0-9-0 oc. 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; Vult3llomph (3-second gust) Vasd87mph; TCDL6.0psf BCDL=6.0p51 h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 11-7-11. Exterior(2) 944 to 13-7-3, Interior(l) 13-7-3 to 33-0-0. Extenor(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 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 nonconcurrent with any other live loads. 1)' This truss has been designed for a live load of 20.opst on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit4 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 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 onconcurrent with any other live loads. Truss Truss Type QtyPly [Job AGNOLIA 2A A03 CAL HIP 1 Job Reference (optional) - - - NOTES- Graphical puilin 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) 50 lb down and 4 lb up at 30-5-8, and 50 lb down and 4 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 I) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pit) Veil: 1-26=-68, 26-29-70, 3-29-68, 3-4-68, 3-30-28, 6-30-68, 8-11-70, 20-23..20. 6-8-68 Concentrated Loads (lb) Veil: 1550 13-50 rob Truss Truss Type OtyFly MAGNOLIA 2A A04 CAL HIP 1 —Job Reference (optional) 13-30 &VI raw i ID:ZFI3c9vcbrEMVfP7?S5SJz7Mq-ZThZWERuuVu0AiFC3NMbsF?vA1otzrvbL.zLyX5Mf 7-2-13 13-04 13-7,1118-10-10 • 21.3.0 25-7-7 • 29-74 • 330-0 • 35-84 • 41-5-5 49.0.0 7-2-13 5-4-7 Q-7. 3-2-9 • 4-44 44-8 4-0-2 • 344 • 2.8.4 • 5-9-1 74.11 0-0-5 Scale = 1:82.4 8*10 MTI8HS= 3.50fi2_ 588 2*4 Il 2*4 II 3*6 = 5*6 = 5*6 = 37 8 18 16 15 14 13 35 30 19 31 32 17 33 4*8 2*411 4*8 = 5x8 = 6*6 = = 6*8 = = 3*10 MT18HS 12 36 2*4 II 4x6 I i 4-10-10 • 130-4 21-3.0 38-10.0 29-7-8 • 330-0 • 35.8-4 -. 43.6.6 • 490.0 4-10-10 8-1-10 6-2-12 64-8 34-6 24404'12 7-10-6 5-3-10 I Plate Offsets (X,V)— (1:0-0-0.0-1-11, (2:0-0-15,0-1.81.13:0-3-0.0-2-81. (4:0-2-12,0-1-81, (6:0-3-0,0-241, [10:0.0-15,0-2.0J, (13:0-2-8,0-2-81, (15:0-2-0,0-1-81,116-.0-1-8.0-2-01, (18:0-24 .0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.97 Vert(LL) -0.45 18-19 3-951 240 MT20 220/195 TCOL 14.0 I Lumber DOL 1.25 BC 0.95 Vert(CT) -1.18 18-19 >361 180 MuSKS 220/195 BCLL 0.0 Rep Stress Inor NO WS 0.89 Horz(CT) 0.20 13 n/a n/a SCOL 10.0 Code 15C2015/TP12014 Matrix-MSH Weight 224 lb FT = 20% LUMBER- ' BRACING- TOP CHORD 2X4 OF No.188/i 0 *Except' TOP CHORD Structural wood sheathing directly applied or 244oc purlins, except T2.13: 2X4 OF Plo.2 G 0-0-Coo purtins (2-10-5 max.): 3-7.7-8. Except: SOT CHORD 2X4 OF No.20 'Except' 2-10.0 oc bracing: 3-7 81: 2X4 OF No.118111, 0 SOT CHORD Rigid ceiling directly applied or 2-3-2 oc bracing. WEBS 2X4 OF Stud/SW 0 Except' WEBS 1 Row at midpt 6-15,8-13 I Wi: 2X4 OF No.2 G WEDGE Mffek recommends that Stabilizers and required cross bracing be I Left 2*4 OF Stud/SW -0 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=174110-3-8 (mm. 0-1.14), 11=403/0-3-8 (mm. 0-1-8), 13=4360/0-3-8 (req. 0-4-10) Max Hwz 159(LC 8) Max Uplifr1-165(LC 4). 11-632(LC 19), 134.353(LC 4) I Max Grav11751(LC 19). 11147(LC 8), 1344360(LC 1) FORCES. (ib) - Max. CcmpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-26=4787/433.2-26=-41751455,2-27=.4099/497, 3.27=4041/514, 3-28-3873/504, 4-254-3889/505. 4-29=-3684/528, 5-29=-3684152a, 5-6=-3684/528, 6-7---634/153, 8-54-29213372, 9-10=41813401, 10-11=-43112364,7-37=-7191193,8-37=-6741200 SOT CHORD 1-30=-46314521, 19-30=483/4521, 19-31=-559/4493, 18-31=-559/4493, 18-32=-565/4151, 17-32=-56514151. 16-17=56514151,16-33=-37512375, 15-33=-375/2375, 15-34=-12841130, 14-34=-1284I130, 13-14=-12841130, 13-35=-2490/349, 12-354-24901349,12-36=22291421,11-36=2229/421 WEBS 2-154-7/405, 2-18=-653197, 3-18=-321711, 4-18=434/137, 4-18=-639/93, 6-15=-160/1764, 6-15=.25I6/363, 8-15=-41813150,8-13=.4001/462, 10-13=-1140/129, 10-12=0/654, 7-15=-636/165, 9-13=-302175. 5-154-527/146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-1; Vult=llomph (3-second gust) Vasd87mph; TCOL6.0psf BCOLS.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--l.60 plate grip DOL--1.60 Provide adequate drainage to prevent water pending. All plates are MT20 plates unless otheiwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a five load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will I between the bottom chord and any other members. A plate rating reductián of 20% 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 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, nonconcurTent with any other live loads. Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder. does not depict the size or the orientation of the purlin along the top and/or bottom chord. I Job truss 'Truss Type OtjPIy MAGNOLIA2A IA04 i CAL HIP I Job Reference (optional) ... nuJ1:o.u5 LMG e4u1ar,1m:c.1W5uec biIØMIIeKJflOUS1e$. IflC. inuuo j12:3v:uuu1a aqe U NOTES- lD:ZFl3c9vothrEMVlP7?S5SJz7f4q-ZThZwERuuVUoAiFC3NMbsF?vAz21QfjvvbLZLyX5Mf Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 54 lb up at 13.3-0 on top chord. The designIselection 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--11.25, Plate Increase=1.25 Uniform Loads (plO Veil: 1-26-68, 26-27-70, 3-27-68. 3-28-88, 7-29-136(B-68), 8-11-70, 20-23-20, 7-37-136(B-68), 837-68 Concentrated Loads (lb) Vert 28-204 Trapezoidal Loads (p11) Veil: 28-1024o-29=-138 1J00 Truss ITruss ype Qty iiy MAGNOLIA 2A A05 CAL HIP I L___,•. ,,; 9 N 12 C a Run: , .-., . run: 8.240 S Dec 9 2U15 Print: 5240 S usc 6 2018 MiTek lndustfles. Inc. ThU Oct 3 12:39:00 2019 Page 1 7-2-13 13-04 21-3.0 25-7 lD:ZFl3c9vxxbrEMVIP7?S5SJz7f4q-ZThZWERuuVU0AiFC3NMbsF?yMz3dQfzivbLZLyX5Mf 1S-7-1116-10-lO -7 • 29-74 33-0-0 35-84 41-5.5 49-0.0 7-2-13 5-9-7 2-7-7 1-2-It 4-4-6 444 4-0.2 W. 2-84 5.9-1 • 7-6-Il Scale = 1:82.5 5a6 II 3.50[11 5x8 20 If 4 368= 2x4 II 4x6 5x6 10 = 35 20 38 19 37 18 17 38 16 15 39 14 40 13 41 4x6 = 2x411 460 4x8 = 4x8 = 5x8 = 3x8 = 5x8 = 2x4 II 4x8 = 35-10-0 -- 9- Plate Offsets (X.VI— (1:0-0-0,0-1-lI, [3.'0-2-8.0-2-81,17:0-2-4,0-2-01, 1`14.0-2-8,0-2:41, ( 16:0-2-0,0-2-41, (17:0-1-12,0-1-81,[19:0-2-4,0-2-01 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.77 Vert(LL) -0.37 19-20 .999 240 MT20 220/195 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.03 19-20 .416 160 ICOL 14.0 SCLL 0.0 Rep Stress lncr NO WS 0.87 Horz(CT) 015 14 nla nla BCOL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight: 226 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied or 2-8-0 oc puilins, except TOP CHORD 2X4 OF No.2 G*Except, TOP CHORD 14: 2X4 OF No.1&Btr G 0-0-0 oc purlins (3-9-8 max.): 3-8, 8-9. Except: 801 CHORD 2X4 OF No.2 G 3-9-0 oc bracing: 3-8 WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. WEBS 1 Row at mldpt 9-14 Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1360/0-3.8 (mm. 0-1-8),12=12110-3-8 (mm. 0-1-8), 14=3194/0-3-8 (mm. 0-3-7) Max Horzl=74(LC 12) Max Uplift1-71(LC 8), 12-350(LC 23), 14.47(LC 8) Max Gravl=1369(LC 23), 12167(LC 45). 14=3194(LC 1) FORCES. (Ib) - Max. CompdMax. Ten. - All forces 250 (ID) or less except when shown. TOP CHORD 1-27=46111272,27-28=-36001281,2-28=35371292,2-29=-28231418, 29-30-27701427, 3-30=-27231432,3-31=26601507, 5-31=-26641507, 5-32=-2235/309, 6-32=-22351309, 6.7=- 22351309. 9-10=-11912411, 10-33=-146/2442, 11-33-160/2340, 11-34=-216/1486, 12-34=-22611448.8-9=2731117 SOT CHORD 1-35-31013395, 20-35=31013395,20-36--393/3312,19-36=-39313312,19-37=-391/2639. 18-37=-391/2639, 17-19=-391/2639, 17-38=-11511310, 16-38=-I 15/1310, 16-39=-1000/119, 15-39=-1000/119, 14-15-1000/119, 14-40=-1620/156, 3-40=-16201156,13-41=-I390/229,12.41=-1390/229 13-40=16201156.13-41=13901229,12-41=-13901229 WEBS 2-20=01476, 2-19=-7051108, 3-19=01439, 5-17=-5541232, 7-17=437/1251, 7-16=-1601/209 9-16=-151/1931, 9-14=-26851193.11-14=-1 084/114, 11-13--01620, 8-16=-299181, 10-14=-307177, 6-17=-299/68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0p5f BCDLS.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 15-7-11, Exterior(2) 134)-4 to 17-3-2, Interior( 1) 17-3-2 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 DOL= 1.60 plate grip 00L160 Provide adequate drainage to prevent water ponding. 41 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 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. Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. COAMASE01bftlIndard HI Job Truss —uiss Ti Type Oty Ply MAGNOUA 2A CAl. HIP - - Job IkIfIrence (optional) I.aurumla Irus Flame u.r., i-ems, , 1010 loin: 8.40 $ uec 8 2018 FOfll 8240 s Dec 8 2018 MITeX InduaSles, Inc. 11w Oct 3 12.39:012019 Page 2 ID2Fl3c9vxxbrEMVfP7?S5SJz7t4qifFxjaSW4,ctnsqOd4tqPTX76MPs96I64ZLu6nyX5Me LOAD CASE(S) Standard - 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease=1.25 linifoEm Loads (pit) Veft 1-27-68, 27-29-70, 3.2968, 3-468, 3-31-28. 8-31=68,9-12=40,2144.20, 8-9-68 33 18 34 17 16 35 15 36 14 1337 12 38 11 39 48 = xe = 4*6 = 6*8 = 4*6 =20 11 3*6 = H 4*8= 4*8 = Job Truss I russ I ype Qty Ply MAGNOUA 2A A06 CA!. HIP 1 Job Reference (optional) California TnisFrame tiC., Penis, CA, 92570 Run: 8.240 S Dec 6 2018 Prim: 8.240 s Dec 6 2018 MiTek InSusSies, Inc. Thu Oct 3 12:39:012019 Pep1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-1fFxjaSWtpctnsqOd4tqPTX59MQn94s64ZLu6nyXbMe 174-0 31-11.12 11-2-3 , 17-04 17.7i11 21-8-3 27.3-13 314-0 31.-5 35-8-4 • 40-2.4 494-0 6-1-1 5-1-2 • 5-10-1 077 4-0-3 5.7-10 4.0-3 o-à-5 3-6-B 4-4.0 6-9-12 04-5 0-74 Scale" 1:82.4 5*6 3.50fi ' - 4*6 4*6 = 5*6 zz 8-7-5 1740-4 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)- 11:0.0.0,0-1-11, (4:0-2-4,0-2-81, (6:0-3-0.0-1-121, [8:0-3.0.0-1.121. (14:0-1-12,0.2-41. (150-3-O,0.1-121, (17:0-1-8.0-2-61 LOADING (psf) SPACING. 2-0-0 CSl. DEFL in (foe) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.98 Vert(LL) -0.41 17-18 .999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 SC 0.87 Vert(CT) -1.04 17-18 '413 180 BCLL 0.0 Rep Stress Incr NO INS 0.95 Horz(CT) 0.17 12 nla n/a SCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 224 lb rr = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G 'Excepr TOP CHORD Structural wood sheathing directly applied or 2-7-9 cc purtins, except 12: 2X4 OF No.2 G 0-04cc puilins (3-4-2 max.)74-7. Except SOT CHORD 2X4 OF No.2 G "Except' 34-0 cc bracing: 4-7 61: 2X4 OF No.1 &Btr G SOT CHORD Rigid ceiling directly applied or 3-10-14 cc bracing. WEBS 2X4 OF StudlStd 0 "Except' WEBS 1 Row at midpt 6-14 - WT: 2X4 OF No.20 MiTek recommends that Stabilizers and required cross bracing be I WEDGE Installed during truss erection, in accordance with Stabilizer Left 2*4 OF Stud/Std Installation guide. REACTIONS. (lb/size) 1160310-3.8 (mm. 0-1-11), 104-610-3-8 (mm. 0-1.8). 12=3544/0-3-8 (req. 0-3-12) Max Horz 158(LC 12) I Max Uplift1111(LC 4), 104-255(LC 19). 12-214(LC 5) Max Grav11603(LC 1), 10=189(LC 31), 123544(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=4370/345, 2-25=43581361,2-26=.4044!309, 3-26=-39941319, 34=4008/327, 4-27=-2825/325, 27-28=-28311325, 5-28=-28371324, 5-28=-21041266, 6-29=-2104/268, 8-9=12012054.9-10---214/1362 SOT CHORD 1-33=-35514125, 18-33=-355/4125, 18-34=-315/3607, 17-34=-315!3607, 16-17=-25312600, 16-35=2S3/2600,15-35=25312600,15-36=16211526. 14.36=-16211526, 13-14=19551170,13-37=19851170.12-37=-1965/170,12-38--14121165, I 1-38=-14121155, 11-39-12641216, 10-39=-1264/216 WEBS 2-18=-336199, 3-184/555, 3-17-903194.4-17=01404,5-17=01370, 5-15=-1017/158, 6-18=-53I1186, 6.14=-2210/244, 7.14=-454172, B-14-247/2983, 8-12=-2945/248, 9-12=-10271112, 9-11=0/534 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf BCDL6.0psf h2011 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. This buss has been designed fore 10.0 psI bottom chord live load nonconcurrent with any other live loads. 5)" This truss has been designed for a live load of 20.Opst 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% 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 2308.1 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 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 purtin 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 conrcJi4W2 and 36 lb up at 1748-0 on top chord. The design/selection of such connection device(s) is the responsibility of 2A Los-TrUSS Truss ACS Type 17TIReferenceCAl. HIP (optional) I .a,.u,.l,a I ,uar,cl,,o Las,., ,-u.u,a, s,fl w&inu nuij, 0.01115 UCL C £1110 rim,. 0.01115 IJC C £1110 IWJI0KI11UUIIIC5, IOC. mU IJCI 0 ,.n;u I £11 IS rays £ ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-1tFxjaSWfpcmsqOd4tqPTX59MQn94s64ZLu6nyX5Me 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 I I) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (plo Vert: 1-25=-68, 25-26=70,4-26=-68, 4-28-102, 2a-30=-102(S=-34),7-30z-102, 7-32=68,10-32=40,19-22=40 Concentrated Loads (lb) Vert 27=-136 31-136 I 4x6 = 4x8 Job I Truss Truss Type Oty Ply MAGNOUAZA CAL HIP I -I'Jb - - - - - - Reference (optional) lD:ZFl3c9vxxbrEMVfP1?S5SJz7f4q-VrpJxwS8O7kkP0PbBO3yg4HamRWuXxGlD4SeEy)&"Md 19-8-0 29-11-12 6-3-8 12-10-12 • 19-0-4 19.7]11 24-6-0 • 29-4-0 29*5 35-8-4 • 40-2-5 • 49-0-0 6-3-8 6-7-4 6-1-8 0-V7 4-10.0 • 4-10-0 0.6-5 5-8.8 4-6-1 • 8-9-11 0-0-5 047 Scale = 1:83.8 3.50 FIT 5*6 4x8 5 -'4 3*6 3 4 4U 18 J1 j1d JJ J4 4*6 = 5*10 = 5*8 7 27 — 9 4x6 10 15 14 353 38 12 37 5*8= 3x6 4x6 204 LOADDJG(psf) SPACING- 2.0-0 I CSI. OEFL in (lc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.85 Vert(LL) -0.50 15-16 p715 240 MT20 220/195 ICOL 14.0 Lumber DOL 1.25 BC 0.90 Verl(CT) -1.28 15-16 p334 180 BCLL 0.0 * Rep Stress Incr NO WB 0.97 Horz(CT) 0.16 13 nla nla SCOL 10.0 Code 15C201$1TP12014 Matslx.MSH Weight: 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G 'Excepr TOP CHORD Structural wood sheathing directly applied or 24-100c pwlins, except TI: 20 OF No.1&5tr G 0-0-0 oc puillns (4-1-5 max.): 5-7. Except SOT CHORD 2X4 OF No.1&Str G 'Except' 4-1-0 oc bracing: 5-7 63:2X4 OF No.23 301 CHORD Rigid ceiling directly applied or 3-9-1 oc bracing. WEBS 2X4 OF StudlStd G WEBS I Row at midpt 6-15 WEDGE Left: 2*4 OF $tudfStd - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (tblsize) 11=158/0-3-8 (mm. 0-1-8), 13=2828/0-3.8 (mm. 0-3-0), 1=144103-8 (mm. 0-1-10) Max Korz 1=65(LC 27) Max Upliftll=-527(LC 30), 13-322(LC 22), 1=.820(LC 19) Max Gravll=578(LC 35), 13=2825(LC 1), 1=1542(LC 40) FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-24=-445212581, 2-24=4384/2520, 2-25=-3679/1930, 3-25=-343511711, 3-4=-331111393, 4.5.2487/1430 5-25=-20161603, 6-26-2024!566, 6-27-854/657, 7-27=-560/185, 7-28=-588/347. 8-284-395(649,8-9=430/1486, 9-I0=-712/1480, 10-11-1538/1729 SOT CHORD 1-29=-253114269, 17-29=-2531/4269, 17-30=-262214013, 16-30=-262214013, 16-31-2801/3540, 31-32=-207312812, 32-33=-1519/2252, 33-344-1497/2161, 15-34=.957/1697,14-15=-14011164, 14-35=-203711504, I3.35=-231311604, 13-36=-183811531,12-36- 163afIS31, 12-37=-1695/1555, 11-37=-169511555 WEBS 2-17=-4961241, 4-17-3578,4-184-10111177,5-184-164/395, 846=427/756, 6-15=-14061426, 8-15=-41&2394.8-13---22551394,1043---959/186,10-12=0/522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=5.0psf BCDL=5.0psf; h=201t; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This buss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide will lit between the bottom chord and any other members, with SCOL = 10.0psf. A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed in accordance with the 201$ International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01 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 fora total drag load of 4800 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect buss to resist drag along bottom chord from 20-941 to 34-9-0 for 342.9 ptf. Girder carries tie-in spans of 2-0-0 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) 40 lb down and 9 lb up at 294-0 40 lb down and 9 lb up at 19.8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard IJOb truss 1TWSS type I° r . I MAGNOLIA 2A 1A07 1PAL HIP I Lob I Reference (optional) I nun; o.tqu 5 UOG 0 £1110 rum. 0.tflj 5 U0 u £1110 55101% lI1CUS1fl55, lOG. mU G1GI 4 lt;J..Ut £1115 rtuo £ ID2Fl3c9vxxbrEMVtP7?S5SJz7f4q-VrpJxwS8Q7klcPOPbBoO3yg4HamIWuXxGlD4SeEyX5Md LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate lncrease1.25 Uniform Loads (pit) Veil: 1-24-68, 24.25-70, 5-25-68, 5-7-68, 7-28=48,1111-28=70,18-211=20 Concentrated Loads (lb) Veil: 26-34 27-34 4x4 = 1 I I 4z6 = Job Truss jTruss Type IQty !HY MAGNOLIA 2A MONO TRUSS I - - - 1A08 -- I' IJob Reference (optional) I iusrrame LLL., reins, !.M. V1DIU MUfl: b.45 a usc s 5516 ?nm: 5246 9 Dec b 2516 Mifex In5useie5, Inc. TflU UCT J 19:uZ 2519 rase 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.VrpJxwS8O7kkP0PbBoO3yg4Kzmm1uZ9GlD4SeEyX5Md I 8-3-3 14-9-8 8-3-3 6-6-5 20 II Scale: 1:27.8 34 I 1 8-2-15 14-9-8 - a-p-is 'SAA Plate Offsets (X,Y)- (1:Edge.0-2-01. (2:0-0-5.0-1-121 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Veit(LL) -0.44 6-7 p399 240 M120 220/195 TCDL 14.0 IumberDOL 1.25 BC 0.87 Vert(CT) -074 6-7 .234 180 BCLL 0.0 Rep Stress lncr NO WS 0.89 Horz(CT) 0.03 6 nla We BCDL 10.0 Code I3C2015ITPI2014 Matjix-MSH Weight: 59 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-3-204 piiilins. 601 CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 9-1-6 cc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1-64710-3.8 (mm. 0-1-8), 5=670/Mechanical Max Horzl=119(LCS) Max Upliftl-8(LC 8), 5=48(LC 8) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11-131110,11-12=-129910.2-12=-123810 SOT CHORD 1-15=42/1188, 7-15=42/1186, 746=-ill/lOiS. 6-16=-117/1015 WEBS 2-701550, 2-6=-11001126 NOTES- 1) Wind: ABCS 7-10; Vult=liomph (3-second gust) Vasd 37mph; 1C0L6.0ps1 BCOL$.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 14-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L1.60 plate grip DOL1.60 2)This truss has been designed for a 10.0 pelf 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 truss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 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 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease1.25 Uniform Loads (plf) Veil: 1-11=48, 11-13-70, 4-134-68, 54-20 lJob tTnjsS Type I2A A09 TM'ONO CAL HIP 1 IJob Reference (optional) I .uorrnulc ...n. vu nun; 0.0W 5 USC 041110 rnn oat, 5 USC C LU1C iVUlS11ifl0U3tflS5. inc. iou urn j 14;3,;uj4ul, rang i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-z2Ni8GTmB0sb1A_nlVvlUudW4A8Fd3EPXtq?AgyX5Mc 13-10-0 7-5-1 • 13-2-4 l3-9-14 14-9.8 7.5-1 • 5-9-3 0-7-7 0-11-8 4*4 0-0-5 Scale = 1:27.1 3*4 = 4*8 = 2*4 II 5-1-7 . 13-2-4 • 14-9-8 6.1.7 • 94L1 • 1.7.1 Plate Offsets (XV)- 0:0-00.04-11. (2:0-0-1,0-1-12). (60-2-8,0-2-81 LOAOlNG(psf) SPACING- 2-0-0 CSI. DEFI.. in (lc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.55 Vert(LL) -026 6-7 873 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.46 6-7 "366 180 SCU. 0.0 Rep Stress Inci- NO WB 0.65 Horz(CT) 0.05 5 We We BCDL 10.0 Code IBC2015ITPI20I4 Matrix-MSH Weight: 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.20 TOP CHORD SOT CHORD 2X4 OF No.20 WEBS 2X4 OF Stud/Std G SOT CHORD Structural wood sheathing directly applied or 3-7-13 oc puilins, except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly, applied or 4-4-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=85510-3-3 (mm. 0-1.8), 5837/0-3.8 (mm. 0-1-8) Max Horz1132(LC 26) Max Uprift1-619(LC 19). 5=-173(LC 20) Max Grav1957(LC 40), 5=337(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All Forces 250 (lb) or less except when shown. TOP CHORD 1.11=.2596/1787.2-11 =-2504117011. 2-12=-121611001, 3-12=-9161713. 3.l3352/211, 13-14=-307159.4-14=-311181,4-5--9361116 SOT CHORD 1-15=-1769/2493, 7-15=-176912493, 7.16=.191812413. 16-17=-191812027. 6-17=-115711844, 6-18=-3991390 WEBS 2-7=-21546,2-0=9281259,4-6--721871 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.0p51 BCDL=6.0psf; h20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL--11.60 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 3-6411 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. 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 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 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 pIt. Girder carries tie-in spans 014-0-0 from front girder and 24-0 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) 161 lb down and 35 lb up at 13-1( 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 Increase =12S. Plate Increase=125 Continued on page 2 Job ITruss Type 1PIy 2A Oty =AO9 CAL HIP 1 lJob 1MONO Reference (optional) I iD2FI3c9v,ocbrEMVfP7?S5SJz7f4q-z2M8GTmBOsbiAjWviUudW4A8Fd3EPXtq1AgyXMc LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-11-68, 11-12=-iD, 3-12-68, 3-14=-102,4-14=-136(B=-34), 5-8-20 Concentrated Loads (lb) Vert: 13=-136 I Truss Truss Type '' r rob MAGNOUA 2A MO MONO CAL HIP I T I IJob Reference (optional) VAZIU nun: u.aus uec DU1e rnnl: u.leus uec b uia MuSS InOUSlISS. Inc. mu Vcr 4 1:4i:Ue uiu PCS 1 lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-REx4McUOytçSeJZzIDQX159cseaTbMa5ZmX2Zi6yXSMb I 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 j #1 4 c-i 44 = 2x411 9-4-4 14-9.8 4-54 Plate Offsets (X.V)— (6:0-2-0.0-0-81, 17:0-2-12.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.33 7-10 532 240 M120 220/195 TCDL 14.0 LurnberDOL 115 BC 0.80 Vert(CT) -0.62 7-10 p286 180 BCLL 0.0 - Rep Stress Inor NO WS 0.42 Harz(CT) 0.03 6 n/a n/a SCOL 10.0 Code 13C201511P12014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-9 cc pultins, except 801 CHORD 2X4 OF No.20 end verticals, and 0.0-0cc pumlins (5-11-1 max.): 3-5. WEBS 2X4 OF Stud(Std 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 Stab&zer Installation guide. REACTIONS. (lb/size) 1=5750-34 (mm. 0-1-8), 6=703/0-3-8 (mm. 0-1.8) Max l-iorzllO0(LC 9) Max Uplift1.28(LC 8), 6=-57(LC 8) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1501/160, 11-12=-1461/161, 2-12=-14501173, 2-13=-1016/230, 13-14.-931/234, 3-14=-9221235, 3-184-940/324, 15-184-940/324, 16-17=-941/324, 5-17=-9441323, 5.6=-6551217 301 CHORD 11-116=-119&11403,7-118=-119&11403 WEBS 2-7=484/98, 3-7=-18111259,5-7=30311030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCOL6.0ps1 BCDLS.opsf; h20f1 Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.0-0 to 3-0-0, Interior(l) 3-0-0 to 11-11-11, Exterior(2) 94.4 to 13-7-3, lntenor(1) 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 DOL1.60 plate gnp DOL=1.60 Provide adequate drainage to prevent water pcnding. 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.opst 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 200/c 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 ANSlITPl 1. 6) 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. 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 1) Dead + Roof Live (balanced): Lumber Increase= 11.25, Plate Increase1.25 Uniform Loads (plf) Vert 1-11.68, 11-14=-7, 3-14=-6E, 34-46, 3-184-28,5-184-68,6-84-20 456 454 = 4*8 = 2x4 II TrUSS T5Type IJob 2A All MONO CAL HIP 1MAGNOLIA IQty I Fly jJob I Reference (optional) - IaiITomIa unjsNsmeu.u., rems, LA. v,v pcun: b.L4U5 use bu1srnm:s2au s use ouis 55155 tflgU5In55. Inc. •flUJ5L .5 jc;.;r;uq "IV r5s1 ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-REx4McUOyk_SeJZzlDQX159fTaTUMawZmXZZi6yX5Mb 10-8-8 4-9-13 9-4-4 941-11. 14-9-8 4-9-13 4.6-1 0-7-7 4-9-8 Scale = 1:25.0 9-44 14-9-8 44.4 H 5.5.4 Plate Offsets (X,Y)- L4:0-11-8.0-11-121.15:0-2:2 LOADING(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 'S27 240 MT20 220/195 TCDL. 14.0 Lumber DOt. 1.25 Sc 0.80 Vert(CT) -0.61 6-9 p287 180 BCLL 0.0 Rep Stress Incr NO WE 0.43 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH i 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 801 CHORD 2X4 OF No.2 G end verticals, and 0-0-0cc purlins (4-10-7 max.): 3,4. Except WEBS 2X4 OF StudlStd G 4-10-0 cc bracing: 3-4 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1595/0-3-8 (mm. 0-1-8), 5=851/0-3-8 (mm. 0-1-8) Max Hosz181(LC 7) Max Uplift1-37(LC 4), 5=.85(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=-982189. 1O-11.987/89, 4-11=-993!89, 44--811/103 901 CHORD 1-12=-14111487,6-12=-14111487 WEBS 2-6=4241109.4-6=63110S? NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultll0mph (3-second gust) Vasd=87mph; TCOL=6.0psf, BCOL=6.opsf; h=20ft; Cat. Il; Exp 8; 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 psf bottom chord live load nonconcun ant 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 buss 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 250.01b five 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) 121 lb down and 27 lb up at 104)-0 on top chord. The designlselection 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). I, LOAD CASE(S) Standard i) Dead + Roof Live (balanced): Lumber bncreasel.25, Plate lncrease=1.25 Uniform Loads (plf) Veit 1-3.68, 3-10=-68, 5-7-20 Concentrated Loads (lb) Vert: 10=-102 Continued on page 2 Job T russ ITType I ° ply I MAGNOLIA 2A All I MONO CAL HIP I I Job Reference (optionafl I California TnasFrnrne LLC.. Penis, CA. 92570 LOAD CASE(S) Standard Trapezoidal Loads (plQ Vert: 10=48-to-11=402, 11-136(B-34)-to.4=-102(B=-34) Run: 8.240 Dcc 82018 Punt: 8.240 a Dec 82018 MiTek tndusntes. Inc. Thu Oct 3 12:39:05 2019 Papa 2 ID:ZFl3c9vxxbrEMVfP7'S5SJz7t4q-REx4McUOyk_SeJZzlDQX159fTaTUMawZmXZZi5yX5Mb 4x6 = 2x4 II 5x8 tr 4x8 = 300 MT18HS= 7.0-13 - 14-9-8 741.1 . 7.UII Job Truss TrUSS Type Qty Fly MAGNOUA ZA Al2 MONO CAL HIP 1 Lb -. - - - - - Reference loptional) - - - - ... .,.... . .... nUll. O.A.tU LJC U tUtU mn.. Q.4'IU UVC U £1110 IVlIItItllWU0llW, inc. mU IJCI .1 Ih.3tUO JU1U rOar 1 ID:ZFI3c9vxxbrEMVlP7?S5SJz7F4q-wOVSZyVOj26JGT8AswymZJio3pA5vTi BJ6FZyX5Ma 84-0 70-13 7.11.11 11-0-0 14-9-8 7.0-13 • 0-10-14 3-0.0 3-9-8 0.0-5 Scale = 125.1 Plate Offsets (X,Y)- (2:0-2-8.0-2-81. 13:0-2-0.0-2-01 - LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (icc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.77 Veit(LL) -029 5-8 '602 240 M120 2201195 TCDL 14.0 Lumber DO!. 1.25 BC 0.77 Vefl(CT) -0.69 5-8 7-254 10 MT18HS 2201195 ECU. 0.0 Rep Stress lncr NO WE 0.92 Hcz(CT) 0.08 5 n/a n/a ECOL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 64 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied or 2-8-2 cc purlins, except TOP CHORD 2X4 OF NO.2 G*Except* TOP CHORD 12: 2X6 DF No.20 end verticals, and 0-0-0cc purl ins (3-7-13 max.): 24. Except SOT CHORD 2X4DFNoi&2trG 3.8-0ocbracing:2-4 WEBS 2X4 OF StudlStd G BOT CHORO 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 I Installation guide. REACTONS. (lb/size) 1=1352/0-3.8 (mm. 0.1-4 5=1770/0-3-8 (mm. 0.1-14) Max Horzl=84(LC7) Max Uplift1-32(LC 4), 5-146(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3325=0,2-10--31081219,10-11=-31311223,3-11-31421221 601 CHORD 1-12=-185!3104, B-12=-18513104, 6-13=-28912401. 13-14=-28912401, 14-15-28912401, 15-15=-289/2401. 5-16=-28912401 _ WEBS 3-6--0/885, 3-5=-27011375 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd'67mph; TCDL'6.ops(; ECOL=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 OOL=160 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. All plates are Mr20 plates unless otherwise indicated. This truss has been designed for a 10.0 psI bottom chord live load nonconcwTent with any other live loads. 1 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 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 201$ 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 five located at all mid panels and at all panel points along the Bottom Chord. nonconculrent 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. ii) Graphical purlin representation does not depict the size or the orientation of the puffin 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 truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber lncreasa=1 25, Plate lncrease=1.25 Uniform Loads (pit) U Veil: 1-2-88, 24=-165, 5-7=-49(F=-29) Continued on page 2 I Job Twss i(russype Qty Al2 MONOCALHP I 1PI7J ob Reference(optonaI) I nun. g.OtlJ D umC LU Pg romP. O.L*U C C LU IC WUItIP IUUU5U1CC, Ifl. mU W .1 ILaVUO LU IC 4 ID:ZFI3c9vxxbrEMVtP7?S5SJzTf4q-wOVSZyVO)26JGT8AswymZJio3pA5vTi_BJ6FZyX5Ma LOAD CASE(S) Standard Concentrated Loads (lb) Veil: 10.680 Job TrUSS Truss Type "'yMAGNOLIA2A Qty 501 GABLE 1 Job Reference (optional) iuwrnja Irusr,arnew,.., rm5, g,,u Iwn: DU 5 uec c £U1Q rrml; O.W S uev C u1DwuIeIunUsuIes, IflC. 'flu .ci J 1;s;uD 4V 10 rqs I ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-Od3qmIVeULEAudjMOeT?6WFzSNAlqMCsDq2fn?yX5MZ 7-6.0 78-5 14.9.4 . 21.212 28-2-11 28.0-0 36.0-0 7-6-0 0-3.0 6-11-15 • 6-5-8 6-11-15 0'3L5 7-6-0 Scale z 1:51.4 4*6= 8x8= 3x6 Il 6*12 = 1202 = 3*6 II 4*10 = 7-9-5 14-94 21-2-12 28-2-11 36-0-0 I • AIl.Ic s.c_a I s-u-ic ' 1-5.5 Plate Offsets (X.Y)— 12-0-2-0.0-2-01,16-0-2-4,0-2-81, 0-3-7.0-0411, (8:0-4-12,0-1-81.19:04-0.0-641. (11:0.6-0.0-2-01, (12:0-3-12,0-1-81 LOAOING(psf) SPACING- 2-0-0 CSI. DEPt.. in (bc) Well lid PLATES GRIP TCLL 20.0 Plate Grip 00k 1.25 IC 0.80 Veit(LL) -018 8-9 "999 240 M120 220/195 TCDL 14.0 Lumbar DOL 1.25 SC 0.73 Vest(CT) -0.57 8-9 "447 180 BCLL 0.0 Rep Stress lncr NO WE 0.89 Horz(CT) 0.05 7 We We SCDL 10,0 Code ISC20151TPl2014 Matsix-MSH Weight: 262 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF Noi&Str 0 TOP CHORD Structural wood sheathing directly applied or 2-5-4 cc puffins. SOT CHORD 2x8 OF No.2 G 'Excepr SOT CHORD Rigid ceiling directly applied or 8-0.0 cc bracing. 82:24OFSSG WEBS 1 Raw atmidpt 4-11,2-11 WEBS 2X4 OF StudfSrd G Except 2 Rows at 113pts 6-9 W6: 2X4 OF No.2 0, W3,W5,W7: 2X6 OF No.2 G MiTe.k recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StUdfStd 0 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=25810-5-8 (mm. 0-I-8), 71885/0-3-8 (mm. 0.2-1), 11716310-5-8 (req. 0-7-10) Max Horz 183(LC 36) Max Upliftl-211(LC 27). 7-233(LC 30), 11=-368(LC 20) Max Grav1441(LC 54). 71920(LC 44). 117163(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-872/984, 2-3=-655/3309, 3.4-33513242.4-5=-19031260,54--49191456, 8-7--5464/874 SOT CHORD 140=-4811555.1-41=-T751663,12-41=.6801505, 12-42=811111607,42-43=466111769. 1143-8811769, 10-11=-994Tha. 9-1O=-9941716, 9-44---869/5190, 8-44=-869/5190, 8-494-88915190, 745=-889/5190, 7-46=402/2731 WEBS 4-9=-254/4298, 5-9=422/112,6.94-3599/273,6-8=0/1163,4-11=4852/294, 3-11=-4421112, 2-11=29141232,2-12=01941 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL=8.0psf SCDL=5.0psft h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL1 60 plate grip OOL=160 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 144 cc. This truss 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.opst 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. WARNING: Required beating size at joint(s) 11 greater than input beating size. This buss 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 25001b 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 00L(1.33) Plate grip 00L(1.33) Connect truss to resisi loads along bottom chord from 0-0411 to 9-7-0 for 1461 ptf. 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) 604 lb down and 135 lb up a and 604 lb down and 135 lb up at 7-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of 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 JOb -- SS 1Truss Type IUIY Tly MAGNOLIA2A B01 I 1 Lob 1GABLC Reference (optional) cahromla TnJelrame tic.. Ferns, CA. 92510 Run: 8.20 S Dec 6 2016 Print: 8.240 s Dec 6 2016 MiTek Industries, Inc. Thu Oct 3 12:39:06 2019 Pane 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-Od3qmIVeULEAudjMQeT?6WFzSNA1qMCsDq2fn7yX5MZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lnci'ease1.25 Uniform Loads (p11) Veil: 14-68, 4-7.60, 12-34-45(F-25), 11-12.165(F-145), 8-11-296(1ce.276), 8.37=-45(F=-25) Concentrated Loads (lb) Veil: 6-510(F) 2-510(F) Job tTruss Truss Type uty Fly MAGNOUA 2A 1802 COMMON 6 IJob Reference (optional) Ca.fcniIaTsusFrame tic.. Pems, CA. 92510 Run: 6240i Dec 62018Paint: 8.24DiO4620TBwTekIncus8tee, Inc. Thu Oct 3 12:39:07 2019 Page 1 ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-spcC_eWI4FfN0VnlY_L_Efkn7NnT)Zn9?SUoDJRyX5MV 1-9-8 . 5-71 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 5x10 MTISHS= US = 2x4 It 454 = 2x4 II 6x8 = 454 = 3x8 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 t.umberDOL 1.25 ECU. 0.0 Rep Stress Inc NO ECOL 10.0 Code l3C201S/TP12014 CSI. IC 025 BC 033 WE 0.97 Matrix-MSH DEFL. in (bc) Ildeti L/d Vest(LL) -0.38 11-22 p677 240 Vert(CT) -0.70 14-15 p252 180 Hcrz(CT) 0.05 10 n/a nla PLATES GRIP MT20 220/195 MT18HS 2201195 Weight: 169 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G ExcepL' TOP CHORD SOT CHORD Structural wood sheathing directly applied or 4-4-12 oc puilins. Rigid ceiling directly applied or 6-8-0 oc bracing. 52: 2X6 OF No.2 C WEBS I Row at midpt 6-13 WEBS 2X4 OF StudlSld G Muck recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1-44410-5-8 (mitt. 0-1-8), 10=77810.34 (mitt. 0-1-8), 13=204610-5-8 (mitt. 0.2-3) Installation guide. Max Horz153(LC 15) Max Upliftl.23(LC 12), 10-25(LC 13). 13-6(LC 8) Max Grav1528(LC 23), 10=787(LC 24), 13=204$(LC 1) FORCES. (lb) - Max. CcmpJMax. Ten. - AD forces 250 (IS) or less except when shown. TOP CHORD 1-2=4044150,2-23=930)'75, 3-23=962186.3 4- 41211185, 4-5=-219/276, S-0=-74/2368, 8-7=.39!2322, 8-9=-1313/33, 9-25=-17351100, 10-25=-1787183 SOT CHORD 1-26=-107/941. 15-26=-1071941, 15-27-107!941, 14-27=-107/941, 14-20=-177/341, 13-28=-177/341, 13-29=-1351375, 12-29=-1351375, 12-30=01839, 11-30=0/839, 11-31-59!1656, 10-31=-5911668 WEBS 3-14---679179, 4-14=01521, 13-16=-1884/28, 6-104-393/84, 12-104-556/198,7.12=01791. - 8-12=-10051104, 8-11=01596,9-1154010,7-104-2747/54,5-104-23041124, 2-1040I402 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCOL6.0psf BCDLB.0psf; h201t Cat. H; Exp 5; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04.0 to 3-0-0, Interior(1) 3-0-0 to 18-0-0, Exterior(2) 18-0.0 to 21-0.0, Interior(l) 21-0-0 to 36.0-0 zone; cantilever left and right exposed; end vertical left and sight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 All plates are MT20 plates unless otherwise indicated. This truss 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 20.0psf 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 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.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 9.7-8, an lb down and 4 lb up at 14-7-8 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead i-Roof Live (balanced): Lumber Increase --1.25, Plate Increase=1.25 Continued on page 2 I I I.. Job TrUSS Truss Type Oty Ply MAGNOLIA 2A COMMON1802 Job Reference (optional) lusp-,me U.(.. reins, . W2iU LOAD CASE(S) Standard Uniform Loads (p11) Vórt: 1-7-68, 7-10=-68,17-20=-20 Concentrated Loads (lb) Vert: 14-50 13-50 Run: 82405 Dec 6 2018 Print: 8240 s Dec 82018 MiTek Industries, Inc. Thu Oct 3 12:39:07 2019 Page 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-spcc_eWHFtNDVnlY_L_Efkn7NnTjZn9?SUoDJRyxbMy I I I I I I, Job 11s5 TrussType DL MAGNOLIA2A Iio 1B03 COMMON 1 I J Job Reference (optional) uIurran1kL....reIu5.,.w2ru ,un:e4u5 uec baJ15r1Vfl5.4u5Uec baJ1srnIIexInausses.lnc. inuuc j1s:u,zu1e aagei ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-spcC_eWHFfN0VnlY_L_EfknFXnWrZw6?SUoDJRyX5MY 1-9-8 7-6-9 12-2-12 12-6,8 1-9-8 • 5-9-1 4-8-3 0-3-l2 2x4 ii Scale: 1I21' 45 2x4 414 = 4x8 1-9-8 • 4-7-4 . 12.2-12 I2-6.6 7.7.5 Af Plate Offsets (X.Y)— I1.Edge02.4) 13:0-0-1.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.33 Veit(LL) -0.35 7-8 p420 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 SC 0.70 Vert(CT) -0.60 7-8 247 160 BCLL 0.0 Rep Stress loot YES WS 0.40 Horz(CT) 0.02 7 nfa n!a SCOL 10.0 Code IBC2015fTP12014 Màtrix-MSH Weight 51 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=538/0-5-8 (mm. 0-1-8), 7556IMethanical Max Horz1=101(LC 8) Max Up!iftl-8(LC 8), 7-39(LC 8) Max Grav1=543(LC 23), 7566(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15 cc pwlins. LOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mifek recommends that Stabilizers and required moss 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=-1122(0, 2-13=-i 133/0, 3-13-111210 SOT CHORD l-15=-20/1O58. 9-1S=-2011058, 9-16=-20I1088. 8-16=-2011053. 8-17=-100/709, 7-17=-1001709 WEBS 3-7=-795/112, 3,80I685. 2-9=-261174 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLS.0p51 BCDLE.opsf; h=201% Cat. II; Erg, B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0.0, Interior(l) 3-04 to 12-6-8 zone; cantilever left and right exposed; end vertical left and right expoaed;C.0 for members and forces & MWFRS for reactions shown; Lumber OOL1.60 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 tag by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 2011A 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 2206.1 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, nonccncurrent with any other live loads. LOAD CASE(S) Standard I I.- I I I r [russ ITruss Type Ply 2A J~~ B04 1"y 1COMMON Job Reference (optional) mumuzqus pec 0 LU10 rntw 0.14U 5 uec 0 U10 iviiteii 1110050105. Jut. inuuci i 1.JS.US U15 I500 1 lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-K?AbBzXv?zVt7xslX3VTBxiCQGBs4tNM8h8xjiutyx5Mx 7-6-9 12-2-12 12-638 1-9-8 • 5-9-1 4-8-3 0-3-12 20 11 Scale: 112'ol D1400# 4 5 20 1-9-6 • 4-7-4 12-2-12 124-8 1-4.R 7..7fl fl!.11 Plate Offsets (XX)— [3:0-0-1.0-2-01 - - - LOADING (9sf) SPACING- 24)-0 CSI. DEL. in (Icc) I1defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Veit(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 '247 130 BCLL 0.0 Rep Stress Incr YES WS 0.40 Hcrz(CT) 0.03 7 nla nla SCDL 10.0 Code 15C2015sTP12014 Matrix-MSH Weight: 51 lb PT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (iblsize) 133810-5.8 (min. 0-1-5), 75€6IMethanical Max I-Iorz1=136(LC21) Max Upiift1-425(LC 27). 7-60(LC 28) Max Gravl=712(LC 48), 7=565(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc purlins. SOT CHORD Rigid ceiling directly applied or 544oc 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 1-2=-198211162, 2-13=-18181992, 3-13=-14381895, 3-14=-5731529, 4-14=-3311301 SOT CHORD 1-15=-1233!1951, 9-15=-114611874, 9-16=-105911787, 8-16-81411542, 8-17-94911319, 7-17=-397/825 WEBS 3-7=7951182,3-8=-4/685.2-9=-26i/129 NOTES Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd487mph; TCOL=$.0p5t BCDL48.0ps1; h20ft Cat. II; Exp B; Enclosed; MWFRS (envel- ope) gable end zone and C-C !xtenor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 12-6-8 zone; cantilever left and tight exposed; end vertical left and tight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber 00L11.60 plate grip DOLI.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. Refer to gilder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSlITPl 1. 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. nonconcun-ent 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 buss to resist drag loads along bottom chord from 0-0-0 to 12-6-5 for 111.6 pIt. LOAD CASE(S) Standard LI I F1b truss Truss Type Qty Ply MAGNOLIA 2A 001 GABLE 1 Job Reference (optional) casomja irusprame u.c., pems. U. 5570 Run: 9.240 a Dec 9 2019 Pnnc 9.240 a Dec 92019 MITek inaustnes Iflc. Thu oct 3 12:39:05 2019 pane 1 ID.-K?AbBzXv?zVt7xsl3VTBxKHHBnZlH88h8XnvtyX5MX 4.6-0 7-11-5 16-0.0 . 24.0-12 • 27-6-0 324-0 4-6-0 l 35-5 6-0.11 . 8-0-12 1 3-5-4 4-6.0 Scale = 1:50.8 6x10 MTIaHS= 4x8 = 4x6 = 3x8 II 5x16 = 3x6 II 4x6 = I 7-11-5 . 16-041 16-2-12 24-0-12 32-0-0 7-11-5 840-11 0.3-12 7-10.0 • 7-11-4 Plate Offsets (XY)- 11:0-1-4.0-2-01.12:0-2-8,04-41. LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0_90 Vert(LL) -0.12 9-33 >999 240 MT20 2201195 TCOL 16.0 Lumbar DOL 1.25 BC 0.99 Vert(CT) -0.36 9-33 .537 180 MT18HS 2201195 BCLL 0.0 • Rep Stress lncr NO W8 0.80 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code I5C2015ITPl2014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.1&BtrG SOT CHORD 2X6 DFNo2G WEBS 2X6 OF No.20 Excepr W4: 2X4 OF No.2G. W2: 2X4 OF StudlStd G OTHERS 20 OF Stud/Std G BRACING- TOP CHORD GOT CHORD WEBS Structural wood sheathing directly applied or 3-7-11 cc purtins. Rigid ceiling directly applied or 10-0-0oc bracing. 1 Row at midpt 4-7 2 Rows atl/3pts 2-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 193610-54 (mm. 0-1-8), 56441045-5 (mm. 0-1-8), 7450210-64 (mm. 04-13) Max Holz1-58(LC 13) Max Uplift1-45(LC 8), 5.40(LC 9), 7-132(LC 4) Max Grav1992(LC 19). 5=724(LC 35). 7=4502(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-37=-20451143. 2-37=-19281143, 2-3=-5611697. 3-4=47/1895, 4-38-987/126. 5-38=-10841126 GOT CHORD 1-39=S21844,1-40=-15311685,9-40=-15311805,941=-1-331188S, 841=453118S5, 7-8=-15311885. 7-42-81I983, 642=-81/963. 643-811953. 5-43---81/983, 544=-111498 WEBS 3-7=1531197.4-7=-265&203,4.6=011023,2-7=36171242,2-9--0/1350 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=3.0psf BCOL=5.0psf, h=20ft; Cat. II; Exp B; Enclosed; MWFSS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip D0L1.60 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. All plates are MT20 plates unless otheiwise indicated. Gable studs spaced at 1-4-0 cc. 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 200ps1 on the bottom chord in all areas where a rectangle 3-64 tell by 240-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20016 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.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurTent with any other live loads. Girder carries hip end with 4-64) 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 4-6-0 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 (9). LOAD CASE(S) Standard Continued on page 2 ijob TrUSS 1Truss Type Fly MAGNOUAZA 117 1GASLE 'IJobReference(opUonal) I Caacmla TlUSFlflO U.C.. Ferns, CA. 92510 Run: 82409 Dec 6 2018 Punt: 8.240 s Dec 8 2018 MiTeX Industries Inc. Thu Oct 3 12:39:09 2019 Paqe 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q-oCkzPJYXmGdkl5RxmOik9tS1b7oIkOlvoHKOKyX5MW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate lncrease1.25 Uniform Loads (pit) Veil: 1-3-72, 3-5-72, 31-40-30(F.-1O), 7-40•174(F-154), 743-103(F-83), 3443-30(F-1 O) Concentrated Loads (lb) Vert: 37-162(F) 38-162(F) j 5x0 = Job Truss TtuSType ,Oty 1PIy I MAGNOLIA 2A ICO2 COMMON 1 - - - 12 Job Reference (optional) I nra rrusFrsrne u_c.. Ferns, GA. 92570 nun: 8.240 a Dec 6 2018 Print, 8.240s Dec 6 2018 Mileic Ingus5te,, Inc. Thu Oct 3 12:39:092019Pag-ii ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q.oCkzPJYXmGdlcl5Rx5m0ik9tUrbBW1pXlvoHKOKyX5MW 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 2x441 354 4x4 = 5x10 = 20 II 454 3x8 II LOAOING(psf) I SPACING- 2-0-0 I CS!. I OEFL in (Icc) I/deli Ud I PLATES GRIP TCLL 20.0 I Plate Grip 001. 115 I IC 0.19 Veit(Ii) -0.53 7-9 p359 240 I MT20 220/195 TCDL 16.0 I Lumber DOL 115 1 BC 0.75 I Vert(CT) .0.80 7-9 p240 180 I ECLL 0.0 I Rep Stress Inor YES I INS 0.47 Horz(CT) 0.02 5 n/a n/a I SCOt. 10.0 Code I3C2015tTPI2014 Matstx-MSH Weight: 130 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-104 cc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 8-7-7 cc bracing. WEBS 2X4 OF Stud/Std G -Except- WEBS 1 Row at midpt 2-7.4-7 W3: 2X6 OF No.2 G I MiTeic recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left 2x4 OF StudfStd -G, Right 2x4 OF StudfStd G I Installation guide. REACTIONS. (lb/size) 7197710.5.8 (mm. 0-2-2), 1-453/0-5.E (min. 0.1-8). 5=483/0.53 (mitt. 0-1-8) Max Horz158(LC 12) Max Upliftl=-41(LC 12), 5=-49(LC 13) Max Grav71977(LC 1), 1=534(LC 23), 5=534(LC 24) FORCES. (lb) - Max. CompJMax. Ten. - AN tomes 250 (lb) or less except when shown. TOP CHORD 1-16=-955/65. 2-16=838183,2-17=01785, 3-170/8S5, 3-18=01838,4-18=0/786, 4-18=-835/107. 5-19=958/90 SOT CHORD 1-20=741509,1-21=901869, 9-21-901859, 9-22=-W1573.8-22=1641673, 7-8=-1641573, 7-23=132/874,6-23=1321674, 6-24=-571859, 5-24-57/859, 5-25=47/509 WEBS 2-9=0/577,2.1=13361157.3-7=953/44, 4-7=-13351158, 4-6=01576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=almph; TCDLS.Opsf SCOLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiicr(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 164.0, Exterior(2) 15-0-0 to 19-0-0, lntenor(l) 194-0 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 DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonccncurrent 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 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 At1SIlTPl 1. This truss has been designed for a moving concentrated load of 250.0tb 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 10LY Ply MAGNOLIA 2A CO3 COMMON . 1 Job Reference (optional) uiaJTua I rusrrwne w.... reins. IM. WOM nun: S.cU S uec S 4015 ininl: 5.2505 uec S 45Th MileS IflUU5lfl5S. Inc. mu uci j 14:Ji:102015 rage 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-GOlLctY9XaIbME07fTXxGMPdo?V6mGjR8S0twmyX5MV 10.0-0 . 23-1069 , 324-0 8-1.7 7-10-9 7-10-9 1 8-1-7 Scale = 1:51.7 5*6 = 40 = 2x411 3x4 = 2411 5*10 = 40 3*0 II 6-0-9 • 13-8-0 16-0.0 18-212l8-6.0 • 25-11-6 32-0-0 7.7 • ,RJI fl.5.n 7. a.nin Plate Offsets(X.Y)— [1:0-2-3.Edgel,(1:0-1-8.0-1-51, 12:0-0-5.0-1-81.(3:0-3-0.Edoel r40-o.5.o.1.81.15:o.23.Edoel. 15:0-1-8.0-1-51. (70-5.0.0-1-121 LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (Icc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Veit(LL) -0.53 7-9 359 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -084 7-9 p229 180 BCLL 0.0 • Rep Stress lncr NO W8 0.47 Horz(CT) 0.03 5 nla nla SCOL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G Except' W3: 2X6 OF No.2 G BRACING- TOP CHORD BOT CHORD WEBS WEDGE Left: 2x4 OF Stud/Std 4, Right 2*4 OF StudlStd 4 REACTIONS. (lb/size) 72080/O-54 (mm. 0-2-4), 148210-5-8 (mm. 0-1-8), 5448210-5-8 (mm. 0-1-8) Max Horz 1=56(LC 43) Max Uplift7..134(LC 27), 1=-167(LC 35). 54-347(LC 38) Max Grav72080(LC 1), 1532(LC 51), 54552(LC 47) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-9611398,2-16=-8391161,2-17=-81/802, 3-17=2281874,3-18=3541981, 4-18=-604I1159, 4-154-11001722, 5-19=-14301978 BOT CHORD 1-20=-2161508. 1-21=-4731871, 9-21=473I871, 9-22=.556/687, 22-23=-5561687, 8-23=-556/687, 7-8=-556/687, 7-24=-5941757, 24-25=-5941757, 6-25=-594/757, 8-254-541/954, 26-27=4181811.5-27=470/899, 5-28=4261678 WEBS 2-9=0/554, 2-7=-13481181. 3.7=-9631211. 4-7=-1349/207, 4-6=0/583 Structural wood sheathing directly applied or 5-2-0 oc puilins. Rigid ceiling directly applied or 6-0.0 oc bracing. 1 Row at midpt 2-7.4-7 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=llomph (3-second gust) Vasd87mph; TCDL6.0psf BCOL5.0p5f; h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, lntenor(l) 3-0-0 to 16.0.0, Exterior(2) 16-0-0 to 19-0-0. Interior(1) 1944 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 OOLC1.60 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 20.0psf 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 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 OOL=(1.33) Connect truss to resist drag loads along bottom chord from 2840411 to 32-0-0 for 350.0 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 13-6-0, a 50 lb down and 4 lb up at 18-6-0 on bottom chord. The designlselection 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 Continued on page 2 Truss TType Qly ply rob GN0LIA2A CO3 . . i COMMON I 1 - - - - - Job Reference (optional) i.2F3c9vxxbrEMVfP7?S5SJz7f4q-GOiLcfY9Xaft,MEO7iTkxGMPdo?V6mGjR8SOtwmyXMV LOAD CASE(S) Standard 1) Dead • Roof Live (balanced): Lumber lnci'ease=l .25, Plate lncrease=1,25 Uniform Loads (pit) Veil: 1-3-72, 3-5=-72,10-13=-20 Concentrated Loads (lb) Veil: 23-5O(F) 24-50(F) ('1 -if Job Truss truss Type Qty Ply MAGNOLIA 2A 004 COMMON 2 Job Reference (optional) California TnlsFrame LI.C. Ferns, CA. 92570 Run: 82403 Dec 82018 Fflnt: 82408 Dec 02018 MITCIC unauslnes. Inc. Tnu Dcl u 1Z3911 2018 1.558 1 ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-kasjq?ZnlutS_ObJDB2ApayssOqFVfTbN6mOSCyXbMU 4-11.6 8-0.5 13-3-12 16.0-0 18-8-4 23-11-11 32-0-0 4-11.6 • 3-0-15 • 53-7 4-4 24-4 • 537 8-05 Scale = 1:51.6 354 = 3.50 FIT 4x4 4X4 zt 3 521 19 22 23 24 12 25 11 10 26 8 27 28 330 11 4 x6 = x8 = 4x8= 3x611 4 6x8= 4x6 4-11-6 • 13-3-12 13,5-8 18-6-8 18,8-4 27-0-10 • 32-0-0 4-11-6 8-4-6 0-112 5-1-0 O-t12 8-4-6 4-11-6 Plate Offsets(X,Y)— r1:0-1150I(20-30.1121(4:0-2.0Ed) 16:0-0-1,O-2."L17:0-4-0,0-2-81,111:0-2-12.0-2-01 LOADING(psf) SPACING- 2-3-12 CSI. DEFL in (Ice) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 125 IC 0.69 Vert(LL) -0.22 11-12 2,999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 SC 0.92 Vert(CT) -0.81 11-12 .277 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.08 7 n/a n/a BCOL 10.0 Code I3C2015/TP12014 Matrix-MSH Weight: 182 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2x8 DFSSG Except' 82:2X4 OF Stud!Std G, 53:2x8 OF No.2 G SOT CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 11189lMechanical, 7=96210-5-8 (mm. 0-1-8).9=135310-3-8 (min.0-1-8) Max HoIz1=54(LC 12) Max Uplifri-50(LC 12). 7.€(LC 9), 8=-30(LC 9) Max Grav11203(LC 23), 7982(LC 1), 9--1353(LC 1) FORCES. (lb) - Max. CompfMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-194-3407/98, 2-19=-33331111, 2-20=-14961107, 3-20=-1380/108, 34=-290151, 4-5--334152,5-211=4391111128, 6-21=-14351127,6-22---202710,7-22=-210510 SOT CHORD 1-23=3711582,1-24-111413199, 12-24=-i 1413199, 12-25=-191/2510, 11-294-19112510. 10-11=-56/1359, 9-10=-5611359,9-26=-4711938,8-26=-4711938,8-27=011946, 7-27=011W, 7-28=0/982 WEBS 5-9=-2611108, 6-9=-827l169, 6-6=-1081463. 2-11=-1279/149, 2-12=0/990, 3-5=-1148/101 2-0-0 cc purtins (2-10-6 max.) (Switched from sheeted: Spacing. 24114). Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd467mph; TCDL46.0psf BCDL=8.opsf; h20ft; Cat. II; Exp 5; Enclosed; MWFRS (envelope) gable end zone and C-C Exteder(2) 0-0-0 to 344, Interior(l) 3-0-0 to 16-0-0, Extenor(2) 16-0.0 to 19.0.0, Interior(l) 1941-0 to 32-0.0 zone; cantilever left and fight 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 nonooncurrent with any other live loads. 4)' This buss 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 lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumbar 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 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, noncencurrent with any other live loads. Graphical puffin 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) shag be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 13-",and 50 lb down and 4 lb up at 18-6.3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard U i) Dead + Roof Live (balanced): Lumber Inaease125, Plate Increase1.25 ' Uniform Loads (p11) Vert: 1-4=43,4-7=83,13-16=-23 Continued on page 2 L I.", LI ób 11ruSS Tiuss Type I91 I MAGNOLIA 2A C04 I COMMON iuw I - - Job ReferenceopUonaI) I wn; O2U 5 L= 0 £1110 rjim 0.S4U 5 uec 0 £1110 I1IlI0I1Ifl0U5UW5. Inc. mU 'Jgt .,1;5;1I 41115 00 £ lD2Ft3c9vxxbrEMVtP7?S5SJz7f4q-kasjq?ZnIutS_ObJDB2ApayssOqFVfTbN6mQSCyX5MU LOAD CASE(S) Standard Concenated Loads (lb) Veil: 9-50 11-50 I 1, Job Tniss Truss Type rI IMAGNOUA2A C05 I I jF'1y 'Lob 1COMMON Reference (optional) ,rii . wrrm i.., i-ma, asa,u nun: b.qU S uec 0 UJ0 rnm uzeu 5 uec 0 Zulu Mfl ax ,nguauws. Inc. mu U 4 1;4e:11 uia rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-kasiq?ZnlutS_ObJDB2Apayu6Or_Vg4bN6mQSCyX5MU 4-11-6 • 8-0-5 13-3-12 • 16-0-0 18-8-4 23-11-11 - 3240 4-11-6 • 3-0-15 5-3-7 • 2-8-4 2-84 5-3-7 8-0-5 Scale = 1:51.9 3x4 = 1..A 4x8 = 3x6 II 4x6 = 8x8 = 445 = 34 II 44 = 4-11.6 13-3-12 13-5-8 18.6-8 18.6-4 27410 - 32-0-0 4.11.5 • R.4.4 fl.117 5-1.fl fl.11 54.5 4.11.5 Plate Offsets (X,V)-. (1:0 -1-15.0-0-121.(2:0-0-ILO-1-81. (4:0-2-0,Edgel, [6:0-0-1,O-1-I, [7:0-1-15,0.0-121 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in ((cc) lldeft L/d PLATES GRIP ICLI 20.0 Plate Grip DOL 1.25 Ic 0.54 Vert(LL) -0.20 11-12 'E99 240 MT20 2201195 TCOL 18.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.75 11-12 p299 180 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.06 7 n/a We ECDL 10.0 Code lBC201StTP12014 matrix-MSH Weight: 182 lb Fr = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 301 CHORD 2x3 OF No.2 G 'Except' 801 CHORD 02:2X4 OF Stud/Std G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 11041lMechanical, 7=847/0-5-8 (mm. 0.1-8), 9=1155/0-3-8 (mm. 0-1-8) Max Horz156(LC 12) Max UØft1.44(LC 12), 7-5(LC 9). 9-27(LC 9) Max Grav11052(LC 23), 7=847(LC 1), 9=1155(LC I) FORCES. (Ib)- Max. CompiMax. Ten. - MI forces 250 (lb) or less except when shown. TOP CHORD 1-19=-3000/76, 2-19=-2935196, 2-20=.1357/93, 3-20=-1257/94, 3-4=-253153, 4-5-293154,5-21-125611 lZ 6-21-13041111, 6-22=-1793!0, 7-22=-1851/0 801 CHORD 1-23-.3511343. 1-24=-9912819, 12-24=-99/2819, 12-25=-165I223l, 11-25-16612231, 10-11=49/1235, 9-10=4911235.9-26=41/1730,8-26=41/1730,8-27=0/1722, 7-27=0/177.2.7-28=01852 WEBS 6-9=-7071147, 6-8=-1111439, 2-11=-1105/129, 2-12=0(908, 3-5=-1051188 Structural wood sheathing directly applied or 3-2-9 oc purlmns. 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. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd-87mph; TCDL80psf BCOL6.0psf; h=20ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-04) to 16414), Exterior(2) 164-0 to 19-0.0. Interior(1) 194-0 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 00L1.60 plate grip 00L1.60 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. 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, 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 13-5-8, and 50 lb down and 4 lb up at 18.6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD C 1) Dead Unifomi Cones Job Truss TrUSS Type Qty AGNOUA2A jOol CAL HIP I 1 1"72 ob Reference (optional) I euramla uru,r,wne u., rem,, wk. v,u iun: a.z4u s uec o witsInnI e.xsu S uec e aiia MuCK Inausses. inc. mu up1351 U15 39 1 lD:ZF13c9vxxbrEMVtP7?S5SJz7f4q-Cn051t.aP3B?JcYAWmuaPMnV?VoBgECbkbmV_fyX5MT 3-8-4 7-5-0 7,11-11 13-1-0 • 18-2-5 18-9,0 22-5-12 26-2-0 3-8-4 3-8-12 0-6-11 5-1-5 5-1-5 0-6-11 3-8-12 • 3-8-4 Scale = 1:43.7 4*6 = 4.001W 3*10 = 4*6 = 18 19 - 20 21 9 22 23 24 25 4*8 3*8 = 300 MTI8HS= 3*6 = 4*6 = 6*8 II 2*4 II 6*8 II I 1-5.0 13-1.0 . 16-9-0 • 26-2-0 s-s-n i-s-n Plate Offsets MY)- 11:0-2-3.Edael. (1:0-0-0.0-1-5),13:0-2-0,0-2-01, [5:0-2-0.0-2-01. 17:0-2-3.Edael. 17:04-0.0-1-51.(8:0-2-12,0-1-81.111:0-1-12.0-1-81 LOADING(psf) SPACING- 2.0.0 CSI. DEFL in ((cc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.82 Vert(LL) -0.21 10 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.69 8-10 1455 180 MT18HS 2201195 BCLL 0.0 Rep Stress lncr NO W8 0.32 Horz(CT) 0.18 7 nfa n/a BCDL 10.0 Code ISC20151TP12014 Matrix-MSH Weight: 224 lb FT = 200A 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 StudlStd -G, Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 1=2664/0-3-8 (mm. 0-14). 72654/0-3-8 (mm. 0-1.8) Max Horz130(LC 8) Max Uplift1=-128(LC 4), 7-128(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-20c pwlins. except 0-0-00c puffins (4-5-13 max.): 3-5. Except 4-6-0 cc bracing: 3-5 301 CHORD Rigid ceiling directly applied or 10-O-00c bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-65501460, 2-3=-68701517, 3-4=4329/506,4-5=4329/508,5-6=48701517. 6-7---65501460 SOT CHORD 1-18=-18312880, 1-19=411/6128, 11-19=.41116128, 11-20=-59518023, 20-21=-59518028, 10-21-595/8028, 9-10=-595/5028,19-22=595=28. 22-23=-59518028, 8-23=-595I8028, 8-24=39016128,7-24=39016128,7-25=-16612880 WEBS 2-11=412M10,341=01990, 4-11=-19741197,4-10=01514,4-8---19741197, 5-8=01990, 6-8=-1121410 NOTES- 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 cc. Bottom chords connected as follows: 2*4-1 row at 0-9-0 cc. Webs connected as follows: 2x4 - I mow at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (8) 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=&opsf; 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 OOL=1.60 plate grip DOL--1.60 Provide adequate drainage to prevent water pending. All plates are M120 plates unless otherwise 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 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 buss is designed in accordance with the 2015 International Building Code section 2308.1 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 hip end with 8-0.0 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) 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 Continued on page 2 LOAD CAB IS) Standard EXP. 6/30/21 NO. C53821 b sS miss type IQ , I T00u, MAGNOLIA - - r I CAL HIP I' 21 Job Reference (optional) I nun. O.CWII 5 UCC C LulOrtUll. CC*U U USC C ails iviiitit IHUUUIJIW5. I.G. ,flu !.JCI .1 l4401 LUIS raqtc lD2Fl3c9vxxbrEMVfP7?S5SJz7t4q-CnQ51LaP3S?JcYAWmuaPMnV?Vo8gECbkbmV_fyX5MT LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3-68, 3-5-165, 5-7=68.12-15=49(F.29) Concentrated Loads (lb) Vert: 3489 5589 Truss I russ Type Qty Ply MAGNOLIA 2A 002 CAL HIP 1 I Job Reference (optional) .aJIarma ,ruerrarfle uj... rgllls , wofu Mug: e.ju a usc e erw rum: e.icu a usc b uie MuCK ugagagles, IflC. mu ucu a 1:aa:1 .mla rage 1 ID:ZFI3c9v,ocbrEMVlP7?S5SJz7t4q-CnO51LaP3B?JcYAWmuaPMnV3koAIEE8kbmV_fyX5MT 1040 16-9.0 5-0-1 • 9-5.0 911-11 13-1-0 16-2.0 162-5 21-1-15 • 26-2-0 5-0-1 4-5.0 0-6-14 3-1-0 3-1-0 045 4-4-15 5-0-1 045 0-6-11 Scale = 1:43.7 I 4x6 3x4 = 4x6 4x5 = 3x10 = 5x6 WB= 3x10 = 4x6 = LOADING(Psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 IC 0.55 I TCDL 14.0 Lumber DOL 115 BC 0.91 SCU. 0.0 Rep Stress lncr NO WS 0.22 SCOL 10.0 Code I5C20151TPI2014 Matrix-MSH LUMBER- S TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2X4DFNo.2G I REACTIONS. (IbIsize) 1=1305(0-3-8 (mm. 0-1-8), 71308/0-3-8 (mm. 0-1-8) Max l'twzl=38(LC 12) Max Upliftl-74(LC 4). 7-74(LC 5) DEFt.. in (lc) I/deli L/d PLATES GRIP Vert(LL) -0.37 10-13 .848 240 MT20 2201195 Vert(CT) .0.75 10-13 .416 180 Horz(CT) 0.15 7 n/a n/a Weight: 108 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc pudins, except 0-0-0 or puillns (3.9-3 max.): 3-5. Except 3-9.0 or. bracing: 3-5 SOT 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. FORCES. (lb) - Max. CoinpJMax. Ten. - AS forces 250 (lb) or less except when shown. TOP CHORD 1-2=3133t242.2-3=27441186, 3-17=-2554!189. 4.-17=-2575/189, 4-12=-25751 189, 5-18=-25e411139. 5-6=-2744/186, 6-7=-31331242 SOT CHORD 1-19=-220/2911, 10-19=-220/2911, 10-20=-17012861, 9-20=-17012851, 8-9=-170/2861. 8-21=-193/2911, 7-21=-193/2911 WEBS 2-10=-382/108, 3-10=0/539.4-10=-491/103,4-8=491/103.5-841539,6-8=-382/108 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDLS.0ps1 SCDLS.opsf; h--201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L160 plate grip 00L L50 Provide adequate drainage to prevent water ponding. This buss has beer. 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 3-641 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 2305.1 and referenced standard M4SI/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, nonconcuwent 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 16-2-0. 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. 1 .0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate Increase= 125 Uniform Loads (pit) Veil: 1-3=-SE, 3-17=4E, S-18=-68,5-7=-68, 11-14=-20 Concentrated Loads (lb) Vert: 17402 18-102 R- Continued on page 2 Job ITruss s Type IQtf MAGNOLIA 2A T HIP Ii =Jlb p002 ce (optional) LOAD CASE(S) Standard Trapezoidal Loads (p11) Vert: 17=-68-to-4=-102,4=-102-to-18=-68 i I I, 4x6 1 4x6 3x4 = 400111-2- Scaler 143.7 '.5 ro 1Job Tniss Truss Type I'' MAGNOLIA2A 003 I CAL HIP 1Qty l Job Reference (optional) .fl5r,,fl5 ..'...., rs,fls• . rcurl; 5.q10 5 LMG 5 LU1D rnm c.s'w S USC U Zulu WHICS InUu5S153, IflC. mU UC 1S.i LU1S rsqs 1 lD:ZFI3c9vxxbrEMVlP7?S5SJz7f4q-hz_UFhb1qV7ADiIiKc5eu?1A0CWOzhmtqOFXX5yX5MS 5-0-1 9-5-0 10-7-3, 13-1-0 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 4x6 = 3x10 =US = 300 = 4x5 = 9-5-0 1641.0 26-2-0 7_54% • 4_c_n Plate Offsets (X,Y)— 130-2-12,0-2-01. (6:0-2-12,04-OJ, 110:0-2-0,0-1-81.112:0-2-0.0-1 A LOADJNG(psf) SPACING- 2-0-0 CSI. DEFL in (foe) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.36 12-15 '870 240 MT20 2201193 TCDL 14.0 Lumber DOL 1.25 Sc 0.88 Ven(CT) -0.74 12-15 1426 180 BCLL 0.0 Rep Stress lncr NO WE 0.20 Horz(CT) 0.14 9 nla n/a SCDL 10.0 Code lEC20151TPI2014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-5-8oc purlins. except EDT CHORD 2X4 OF No.20 0-0-0cc pwlins (4-1-9 max.): 3-8. Except WEBS 2X4 OF Stud/Std 0 4-2-Coo bracing: 3-6 901 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MTeIc recommends that Stabilizers and required cross bracing be installed during miss erection, in accordance with Stabilizer REACTIONS. (lb/size) 11184/0-3-8 (mm. 0.1-4 9=1184/0-3-8 (mm. 0-14) Installation guide. Max Hoiz 1-42(LC 17) Max Uplift1-47(LC 8), 9-47(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-27891177.2-19=27291190,2-3=-24031177.3-20--22361218, 5.20=2242/218, 5-21 =-2242/21 8. 6-21=-2236/218. 6-8-24031177, 8-22=272911190,9-22-278911177 301 CHORD 1-23=-183!2589, 12-23=-18312589, 12-24=-13612436, 11-24=-13612436, 10.11=.13612436, 10-25=-143/2589, 9-25=-143/2589 WEBS 2-12=-3961111,3-12=01487, 5-12=-388/104, 5-10-388/104, 6-10=01487.8-10--3961112 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vullll0mph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCDL=5.0p5f; h20ft; Cat. II; Exp a; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 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 DOLI.60 plate grip DOL=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 toads. 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. 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 I. 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 andlor bottom chord. LOAD CASE(S) Standard Job Truss TrUSS Type Uty Ply MAGNOLIA 2A 004 CAl. HIP 1 Job Reference (optional) ,,uurrdme l.l. rwllu, 1.N, evu,U Nun: bU 5 IJ?C S UW rum; e.qu 51J5V S U15lVIJISK IflU53rm5. Inc. II1UUCI .3 1;.3s:1ju1u rate 1 lD:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-hz_UFhb1qV7AOiliKc5eu11CUCzeOtqOFXX5yX5MS 134-8 l2-78 14-1-8 6-3-0 12-0-8 12-74 134.13. 19-11-0 26-10-8 6-30 5-9-3 04-11 041-5 1 5-9-8 5-11-8 Sale = 1432 0.0-5 04-11 0-11.0 20 11 2*4 II 4A = 4*4 = 5*10 = 5*6 = 4-7-6 • 12-0-8 - 14-1-8 21-6-10 26-10-8 4-7-6 • 7-6-2 2.1-0 1 7-5-2 • 4-5-14 Plate Offsets (X.Y)- [3:04-0.0-1-81. [4:0-2-8,0-2-01, (60-7-7), (6:0-040-0-lI, [8:044.0-3-01 LOADING(psl) SPACING- 24-0 CSI. DEPL in (icc) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.68 Vert(LL) -0.28 74 p999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 Sc 0.91 Vert(CT) -0.75 7-8 2,414 180 SCLL 0.0 Rep Stress [nor NO WB 0.41 l-lorz(CT) 0.14 € nla n/a ECOL 10_0 Code 18C201511P12014 matrix-MSH Weight: 113 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 301 CHORD 2X4 OF No.2 G WEBS 2X4 OF SbjdlStd G WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 1=130510-3-8 (min. 0-1-8). 6=1310/Mechanical Max Horz 150(LC 8) Max Uphftl-67(LC 4). 6=.67(LC 5) BRACING- TOP CHORD 801 CHORD Structural wood sheathing directly applied or 3-1-11 cc puuluns, except 0-0.0oc purlins (4-0.13 max.): 3-4. Rigid ceiling directly applied or 10.0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CornpiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-31351149, 2-3=-2514/177, 3-17=-2290/176, 1718=.2278l175. 18-19=-2277/175, 4-19=22661174.4-5---24411173. 5.6=-2970/142 801 CHORD 1.20.14112908. 10-20=-141/2908, 1O-21-19912262, 9-21=-19912862, 9-22=-11412333, 8-22=-11412333, 8-23=-15512751, 7-23---15512751,7-24=-9712759.6-24=-97127S9, 6-25=-481980 WEBS 2-10=0/386, 2-9=-5911100, 3-9=0/469, 34=-337/118, 4-8=0/451, 5-8=-562/97. 5-7=01332 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.0psf 8CDL80psf h=2011 CaL 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 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 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 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 ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at aft panel points along the Bottom Chord, nonconcuurent 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 purtin representation does not depict the size or the orientation of the puulin along the top andlor 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 13-6- and 162 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 ethert LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber 1ncease125, Plate Increase1.25 Uniform Loads (pit) Vert: 1-3=46, 3-4=-102,4-6=68,11-14-20 I Continued on page 2 Job TrUSS Truss Type Ply CAL HIP F'y I1 GN0LI12A_ - - - Job Reference (opbonal) i U LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17-136 19-135 I I I I I 'Job TrUSS Twss Type Qty Fly MAGNOLIA 2A 005 FINK I 5 I I I Job Reference (optional) Catromia TiusFrame Li,C., Puns, CA. 92570 Run: 240 Dec 620T8 Print: 8240i Dec 620T8MiTek InSustiles Inc. Thu Oct 3 12'3913 2019 Page 1 lD:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-hz_UFhb1qV7ADiIiXc5eu?18yCYMzgFtqQFXX5yX5MS 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 : 1:41.8 418 = 4x4 = 5x6 Wil = 4x4 =SX8 = LOADING(pst) SPACING- 2--0 0 .25 CSL TCLL 20.0 Plate Grip DOL 1 IC 0.71 TCOL 14.0 Lumber DOL 1.25 1 BC 0.75 BCLL 0.0 Rep Stress Inor YES WS 029 BCOL 100 Code IBC2015lTP12014 MatAx-MSH LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.20 WEBS 20OFStudISLdG OTHERS 2X4 OF Stud/Std 0 WEDGE Rights 294 OF Stud/SW -G REACTIONS. (lb/size) 1=1139/0-3.8 (mm. 0-1-a), 5=1139!Mechanical Max Ho,zl=54(LC 12) Max Upliftl=-16(LC 8), 5=-15(LC 9) DEFL in (Icc) l/defl Lid PLATES GRIP Vert(LL) -0.43 6-6 '719 240 MT20 220/195 Vert(CT) -0.66 6-8 '353 180 Ho,z(CT) 0_11 5 n(a n/a Weight: 98 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. 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. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i-19=-2632/44, 2-19=-2513/65. 2.-20=-2301/21, 3-20=2223/32, 3-21=-2153131, 4-21-2241/20, 4-22-2431/61. 5-22=-2533/43 SOT CHORD 1-15=-80/2434, 8-15=50/2434,8-16=0/1630,7-16=0/1630.6-7=0/1530, 6-17=-1712346, 5-17=4712346. 5-18=-10/650 WEBS 2-8=455/136,3-6=0/754.3-5=0/698,4-6=444/131 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultli0mph (3-second gust) Vasd=37mph; TCOL=5.0psf 8CDL=60pst, h20ft Cat. II; Exp 5; Enclosed; MWPRS (envelope) gable end zone and C-C Exteiici(2) 0-0-0 to 3.0-0, Interior(l) 3-0-0 to 13-1-0, Exterior(2) 13.1-0 to 16-1-0. Interior(l) 16-1-0 to 25-104 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 psf bottom chord live load nonooncurrent with any other live loads. This buss has been designed for a live load of 20.0pst 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 200/a has been applied for the green lumber members. 8) Refer to girder(s) for buss to buss connections. 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 250.0th live located at all mid panels and at all panel points along the Bottom Chord, ncnconcuffent with any other live loads. LOAD CASE(S) Standard cc ilr M165NOLM uss 1Truss Type I° r DO - - - 1 - 11 IJob Reference (optional) u.uar.a,115 LI.%... rcfl,5, 9%. sjo,u null; o.t'*u 5 UM C £1110 nUlL 02'IU 5 ij0C C £1110 OUIOS IOCUSU1US, IflL. IflU Ufl 4 lULlS 4111, raao 1 ID2FI3c9vxxbrEMVtP7?S5SJz7t4q..99XsS1cgbpF1rsKuuJctRCaKdcsYi8213453XyX5MR 5-0.1 9-5-0 . 11-11-11 .13-1-0,14-2-5. 16-9.0 I 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 = 1:43.2 4x6 C') 4x6 = 3x10 =SX6 W8= 3x10 = 5x8 = 9-5-0 • 16-941 • 25-10-8 7.541 A_I.e Offsets (XX)— (3.0-2-8.0-2-01,16.0-2-12.0-2-01,19-0-7-7.0-0-21. (9:0-04.0-0-1' (10:0-2-0,0-1-81, 112:0-2-0,0-1-81 I Plate LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (Icc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.85 Verl(LL) -0.36 12-15 2,882 240 M120 2201195 ICOL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.73 12-15 >423 180 BCU. 0.0 Rep Stress lncr NO W8 0.20 Horz(CT) 013 9 nla n/a SCOL 10.0 I Code 15C20151TP12014 Matnx-MSH Weight: 114 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc pur1ins, except BOT CHORD 2X4 OF No.2 G 0-0-0 oc purlins (4.0-6 max.): 3-6. Except WEBS 2X4 OF Stud/Std G 4-0-0 or. bracing: 3-6 OTHERS 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be Right 2x4 Or StudlStd installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=1209/0-3-8 (ruin. 0-1-a),9=1211/Mechanical Installation guide. Max Ho,z 1=49(LC 12) Max Uplift165(LC 8), 9=-66(LC 9) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-2847/334. 2-19=.27341349, 2-3=-24901395, 3-20=-2338/486, 5-20=-23411485, 5-21=-23081486, 6-21 =-23031487, 5-8=.24501399, 8-22=-26411331, 9-22=-2105/318 SOT CHORD 1-23=-36612641,12-23=-36612641,12-24=-38612514,11-24=-38612514, 10-11=-38512514, 10-25=-26812505, 9-25=-26812505, 9.26=109/936 WEBS 2-12=-3491100, 3-12=45/482, 5.12=372,2o21, 5-10=412/205, 6-10-43/451, 8-10=-253137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=37mph; TCDL=6.opsf; BCOL6.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 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 DOL1.60 plate grip OOL1.60 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 200A 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 ANSllTPl 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. 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 I I. 2A HIP r.aElcm,a iivaprame uA.. pem5, l.,P.. 5lU cun: b24US uec 0 ruie Innx: e.qu S USC S ruis suiec ingusulea. IflC. mu uct J i:jvr1q uia raqe 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-99XsS1cgbpF1rsKuuJctRCalGcrGi8b134_53XyX5MF 10-0-0 16-94 54.1 9-5-0 9,11-ji 13-1-0 • 16-2-0 16,2-5, 21-1-15 25-10-8 5-0-1 4-5.0 0.6.111 3-1-0 3-1-0 0-6-5 44-15 4-8-9 0-0-5 0-6-11 Scale = 1:43.2 06 3x4 4x8 4x8 = 3x10 = 5x6 Ws= 300 = 6x6 = 9-5-0 16-941 25-10-8 I 4.5.0 7-4-0 I 91-8 Plate Offsets (XV)— [3:0-2-4.0-2-01,15:0-2-4.0-2-01, C7:0-7-7,0-0-21.17:0-0-4,0-0-11, [8:0-2-0.0-1-81.110:0-2-0,0-1 -81 LOADlNG(psf) SPACING- 2-0-0 CSI. OEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.37 10-13 >841 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.74 10-13 p420 180 BCLL 0.0 Rep Stress Inor NO WS 0.22 Horz(CT) 0.14 7 nla n/a BCOL 10.0 Code IBC2015i'1P12014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4DF Stud/Std G OTHERS 2X4DFNo.2G WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 11291/0-3-8 (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 oc purlins. except 0-0-0 oc purlins (3-9-9 max.): 3-5. Except 3-10-0 cc bracing: 3-5 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. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3093/241, 2-3=-2702/184, 3-17=-25251187, 4-17=-2535/187, 4-18=-2498/188, 6-18=24871187.5-6--26591184.6-7=-29431225 SOT CHORD 1-19=-221/2874, 10-19=-221/2874, 10-204-172/2799, 9-20=-172!2799, 8-9-172/2799. 8-21=-175/2730, 7-21=-175!2730, 7-22=-68/976 WEBS 2-10=-384/108. 3-10=0/525,4-10=462/104, 4-8=4071101. 5-8=0/498, 6-8=-277/93 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TC0L5.0psf BCOL6.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 DOL I.60 Provide adequate drainage to prevent water ponding. 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 behveen 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 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 all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder cames tie-in spans of 2-0-0 from front girder and 44-0 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) 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 other.- LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate lncrease1.25 - Uniform Loads (pit) Vert: 1-3=-68,3-17=-68,5-18=-68,5-7=-68, 11-14=-20 Continued on page 2 I I CaSromia TrusFialne tic., Perns, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) I Vert: 17-102 18=-102 Trapezoidal Loads (pit) Vert: 17=-68-to-4=-102,4=-102-to-18=-68 I I I I I I I I I I HI I I I I 1 J0b jTruss 1TrUSS MAGNOLIA 2A DOT iD2F39vxxbEMVtP7?S5SJz7f4qdL5EQciM6NuTOv5176zO6T?OBVRbrAIkkebzyXMQ Type I0 r HIP 1 jJ,b JCAI. 11 Reference (optional) Job I rUSS Truss Type FlyFly MAGNOLIA 2A loos I 1UTY CAL I 2 IJob Reference (optional) Tn,s,rarne L.C.. Ferns, CA, 92970 Run: 82409 Dec 6 2018 Pflrn: 8.2409 Dec 6 2018 M:Téklndusthes. Inc. ibU Oct 3i229J52019 Page 1 10:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-dL5EtNclM6NuT0v5S176zQ6Wu0CKRZ8AlkkebzyX5MQ 341-4 7-5-0 711-11 13-1-0 • 18-2-5 18-90 22-5-12 25-10-8 3-84 3-8-12 0-641 5-1-5 5-1-5 0-6-11 3-8-12 3-4-12 Sca!e = 1:43.2 4x6 = 4.00f11 4x6 = 18 19 20 21 9 22 23 0 24 25 4*5 = 3*5= 5x6 ws= US = 6x6 = 8*2 II 2*4 II LOADING(pst) TCLL 20.0 TCOL 14.0 BCLI. 0.0 SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress mo- NO Code I3C20l6/TFI2014 CSI. TC 0_81 SC 0.85 WS 0.33 Matrix-MSH LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF StudlStd G WEDGE Left 2x4 OF StudlStd -G, Right 2x4 OF Stud/Std -G REACTIONS. ((b/size) 1=253410-3-8 (rain. 0-1-8), 72650/Mechanical Max Horz 131(LC 6) Max Uphift1=.127(LC 4), 7=.133(LC 5) OEFL. in (bc) lldefi L/d PLATES GRIP Veit(LL) -0.20 10 '999 240 MT2O 220/193 Vezt(CT) -0.67 8-10 '464 180 Horz(CT) 0.17 7 n/a n/a Weight: 225 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc puilins, except 0-0-0 oc: purllns (4-6-6 max.): 3-5. Except 4.6-0 or, bracing: 3-5 SOT CHORD Rigid ceiling directly applied or 10.0-0cc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2---64811437. 2-.3=-65851514, 3-4=-62481303, 4-64-61131495, 5-8=-64361305, 6-74058!435 SOT CHORD l-18=-18312647, 1-19=41116054. 11-19=41116054. 11-20=-591/7879, 20-21=-591/7879, 10-21=-59117879, 9-10=-59117879, 9-22=-591!7879, V23=591/7679. 8-23=-59117879, 8-24=-38615597, 7-24=-36615597, 7-26444312200 WEBS 2-11=-1121400. 3.1100/981. 4-11 =-11 9041193, 4-10001523, 4.8=204S/199, 54=0/888, 6-64-121/708 NOTES. 2-ply truss to be connected together with lOd (0i 31x3) 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 -1 row at 0-9-0 oc. All loads are considered equally applied to al 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; Vultllomph (3-second gust) Vasd87mph; TCOL=6.0psf BCDL=6.0psf M20ft Cat. II; Exp B; Endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--1.60 plate grip OOL=1.50 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load ncnconcurrent with any other live loads. This buss has been designed for a live load of 200p5f on the bottom chord in all areas where a rectangle 3-8-0 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 2308.1 and referenced standard ANSlITl This truss 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, nonconcwrent 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 puulin 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 Con@fidhMWLy2 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 Uly Ply MAGNOUA 2A 008 CAL HIP 1 Job Reference (oponal) Ca!ifonss TrusFrame CO.. Pems. CA. 92570 10:ZFI3c9v,othrEMVtP7?S5SJz7f4q.dL5EfNclM6NuT0v5S176zO6WuOCKRZ8AlkkebzyX5MQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate lncrease1.25 Uniform Loads (pIe Veil: 1-3-68, 3-5-165, 6-7=68,12-16=49(F=29) Concentrated Loads (lb) Veil: 3-589 5-589 Job ITWSS I russ I ype Oty MAGNOLIA BA E01 GABLE 1 Fly Job Reference (optional) California TtusFrame U.C., Pems, CA. 92570 - - iSlnc. Thu Oct 3 12:39162019P1 lD:ZFl3c9vothrEMV1P7?S5SJz7f4q-5Yfctjdw7OVl49UH?keLWdfoJPdzA5bKWOTB7OyX5MP 8.0.0 1640.0 8-0.0 • 8-0-0 Scale = 1:25.1 4x8 = I 3= 25 12 26 ii 27 10 28 - 9 26 6 30 7 31 B 32 5 33 4 34 3x6 LOADING(psf) TCLL 200 TCOL 14.0 SCLL 0.0 SCOL 100 SPACING. 2-0-0 CSI. DEFL in (foe) Udell lid PLATES GRIP Plate Grip DOt. 125 IC 0.32 Vert(LL) n/a - nla 999 MT20 2201195 Lumber DOt. 1.25 BC 0.57 Vent(CT) nla n/a 993 Rep Stress Incr YES WS 0.00 Horz(CT) 0.03 3 n/a n/a Code 13C20151TP12014 Matrix-SM 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 oc purtins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. OTHERS 2X4 OF StudfStd G MiTch recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16.0-0. (Ib) - Max Horz 1=-29(LC 37) Max Uplift All uplift 100 lb or less at joint(s) S. 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). 3449(LC 75), 64279(LC 70), 9=273(LC 69), 10=290(LC 63), 12=381(LC 65), 7=273(LC 71), 64290(LC 72), 4=381(LC 74) FORCES. (lb) - Max. CompJMax. Ten.. M forces 250 (lb) or less except when shown. TOP CHORD 1-21=-100W752, 21-22=-9281531, 2-22--909/508, 2-23-90-01519,23-24-9211115138, 3-24.1003I763 SOT CHORD 1-25=691/637,12-25=4251638, 12-26=-55W888, 11-264-525/888,11-27=4911888, 10-27=4531838, 10-28-418138,9-264-391/888, 9-29=-358/838, 8-29=-3221888, 8-30=-3221888, 7-30=-3581888, 7-31=-391/888, 6-31=418/888,6-32=455/808, 5-32=4911888, 5-33=-5251388, 4-33=-558/885, 4-344251888, 3-34--4911897 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDLS.opst BCOLS.0psf, h=20ft Cat. If. Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 3-0-0, Exterior(2) 3-0.0 to 8-0-0. Comer(3) 3-0-0 to 11-0-0. Exterior(2) 11-0.0 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 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 oc. This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live toads. 7)' 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. OS A ..t.... ...S..... .....s..i... a 'SAOL L.... ..A S.,. ._._.. •....i.._ .,k.,.... 4x4 = 4x4 = 2x4 H In 46 = Job Truss Truss Type uty Ply MAGNOLIA 2A E02 Common 6 Job Reference (optional) CalifOTAaFrame LLCPèms CA. 92570 8240s Dec 6 2018 Milekindustiles. Inc. Thu Oct 3 12:39:17 2019 Page 1 ID:ZFI3c9v,ocbrEMV(P7?S5SJz7f4q-ZkD_42eYukdciJ2TZR9a3rCsVpxivWZ11201gsyX5MO 8-0-0 16-0-0 8-0-0 • 8-0-0 Scale = 1:25.8 LOADING (psf) SPACING- 2-0-0 CS,. DEFL in (lee) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.81 Vert(LL) .0.27 4-7 .704 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.65 Vert(CT) -0.47 4-7 .405 180 BCLL 0.0 • Rep Stress Incr YES WE 0.15 Horz(CT) 0.03 1 We n/a ECDL 10.0 Code l8C2015ITP12014 Matrix-MSK Weight: 47 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins. 501 CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 OF StudlStd G Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=70410-5-8 (mm. 0-1-8), 3704/0-5-8 (mm. 0-1-8) Max Horz128(LC 12) Max Upliftl=-9(LC 8), 3=-9(LC 9) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1406/20. 11-12=-1333124. 2-12-1318/37. 2-I3=-1318137. 13-14=-1333124. 3-14=-1405120 SOT CHORD 1-15=011280.4-15=011280.4-16--0/1260.3-16=011280 WEBS 24=0/426 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd-87mph; TCDL80psf, BCDLB.0psf, h201t Cat. II; £xp S. Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 84-0. Exterio42) 840 to 114-0. Interior(l) 11-0,0 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 DOL1.60 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 truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-5-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 2016 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 Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I I Job truss I wssTType Qty iy MAGNOLIAZA FOI GABLE 2 Job Reference (optional) arnnua ,,us,-rsme u.k., reins, LM. tuaru Pcuw. equ 5 uec b xuw I-nfl: e.qu S uec b 21115 1111511 ingusules, inc. InC UCI J 1:3S.l5 21115 raqe ID:H33w5zlNME2Ocp22Nz35P2z704C-lwnMlOfAfllTKldgl9gpb2k9JONje_XdJylCIyX5MN 7-6.0 15.0-0 I 7-6-0 I 7-6-0 Scale = 1:235 556 = j ii 17 10 18 9 19 8 20 7 21 6 22 5 23 4 24 3x4 3x4 = 2x4 II 7-6-0 1 15.0-0 7_fl_n • 7_fl_n Plate Offsets (XV)— 11:0-2-0,Edgel, 12:0-3-0.0-3-01, 13:0-2-0,qgJ LOADING(psf) SPACING- 2-0-0 Cs,. DEFL in (Icc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 IC 0.29 Vert(LL) n/a - n/a 999 MT20 220/195 ICOL 14.0 Lumber 001 1.25 BC 0.29 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-SH 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 purlins. 801 CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0oc bracing. WEBS 2X4 OF Stud/Std G 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 15-0-0. (Ib)- Max Hoizl=27(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1-147(LC 27), 3-151(LC 30), 9=435(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 66), 10=361(LC 64), 6=290(LC 68). 4=361 (IC 70) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-474/438,25-26=2691272.27-26=2531267.3-28=-474/432 BOT 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; Vultllomph (3-second gust) Vasd87mph; TCOL=6.0psf BCOLS.opsf; 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 7-6.0, Exterior(2) 7-6-0 to 10-6-0, Interior(l) 10-6-0 to 15.0-Ozone; 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 001=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 bottom chord bearing. 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.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. This truss has been designed for a total drag load of 800 lb. Lumber 001(1.33) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chord from 04-0 to 15.0-0 for 53.3 p11. LOAD CASE(S) Standard (Job (miss Type 10ty iTruss 2A F02 F02 KJNGPOST 1ply - - MAGNOLIA 12 (Job Reference (optional) California TnisFrame 11C Pants, CA, 92570 Run: 8.240s Dec 62018 Pñnt: 8.240 S Dec 6 2018 Me" 1n8u5T1i53, Inc. Thu Oct 31239T820i9PàtleT ID:H33w5zlNME2Ocp22Nz35P2zT04C-1wnMlOfAtlITKTdg79gpb2k3MDlvez,,d_iylClyX5MN I 7-6-0 15.0.0 7-6-0 I 7-6-0 Scale: 112'1' 4x6 = 2x4 II 4x4 454 = 7-6-0 Plate Offsets (xx)— I 12:04-0.0-2-41 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 I Plate Grip DOL 1.25 TCDL 14.0 Lumber OOL 1.25 SCLL 0.0 I Rep Stress Incr YES SCOL 10.0 Code lBC20151TP12014 LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4 OF StudlStd G CSI. OEFL in (Icc) Ildefi lid TC 0.67 Vert(LL) -0.22 4-7 '801 240 SC 0.60 Vert(CT) -0.38 4-7 "469 180 WS 0.14 Hcrz(CT) 0.02 1 nfa nla Matrix-MSH PLATES GRIP MT20 2201195 Weight: 45 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 4-1-0 cc pullins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. M,'Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (Ib1size) 1=66010-34 (mm. 0-14), 3=88010-3-8 (mm. 0-14) Max Hoszl=26(LC 12) Max Uplift1-8(LC 8), 3=-8(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1309128, 13-14=-1241131. 2-14.=-1231143, 2-15=-1231143, 15-16=-1241!31. 3-16=-1309128 SOTCHORD 1-11=011191, 4-11=011191,4-12=011191. 3-12--011191 WEBS 2.4=01411 I NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd37mph; TCDLS.opsf; BCDL=6.0psf, h20ft; Cat. II; Exp B; Enclosed; MINERS (envelope) gable end zone and C-C Exterior(2) 0-0-0 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 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 DOL=1.60 plate grip DOL 1.60 I 3) This miss has been designed fore 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 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 ANSIITFI 1. I 7) This miss 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, nonconcwrent with any other live loads. LOAD CASE(S) Standard o Type 2A IIruss P03 ITruss XINGPOST I OlTJPly7 2 JOb Reference (optional) I caisomia TiuSFiame tic., Penis, CA. 92070 Run: 8.240 S Dec 82018 Print 8.2405 Dec 62018 MITCIC lfl8US8ieS, Inc. ThU Oct 3 12:39:19 2019 Page 1 IO:H33w5zINME2Ocp22Nz35P2z704C-V7UVkfoQLUydCshsC28GHOkdcJNLCmDMil1dyX5MM 7-6-0 15-0-0 7-6.0 7-6-0 Scale = 1:23.5 4x6 = r 12 -- - 4x6 4x6= 5-3-13 , 94.3 . 15.0-0 5-3-13 4-4-6 5-3-13 Plate Offsets j4:0 -2-0,0-0-12I. (5:0-2-0.0-0-121 LOAOING(psf) SPACING- 2-0-0 CSI. DEFZ. in (icc) ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.09 4-5 "999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 4-5 '.606 180 BCLL 0.0' Rep Stress Incr NO W8 0.46 Harz(CT) 0.05 3 nla n/a BCDL 10.0 Code lBC2015ITPI2014 Mauix-MSH Weight: 123 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6DFNo.2G WEBS 2X4 OF Stud/SW G REACTIONS. (lb/size) 1=2757/0-3-8 (mm. 0-1-8), 3=275710-3-8 (mm. 0-1-8) Max Horzl=26(LC 35) Max Iiplift1=-104(LC 19). 3-104(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-9 cc purlins. 601 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (to) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-62691256.2-3--42691256 SOT CHORD 1-12=.12313073, 1-13=-I 01/5959, 13-14=0/5959.5.14=015959, 5-15=0/4370,4-15=0/4370,4-16=0/5959, 16-17=015959, 3-17=-8115959, 3.18=.111/3061 WEBS 2-5=012450,2-4=012450 NOTES- 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: 2x6 -2 rows staggered at 0-9-Coo. 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 bark (8) 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.Opsf; BCOL8.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 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. 6)' 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 tell 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 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. This buss 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 04-0 to 2-0-0, 13-0-0 to 15-0-0 for 200.0 plf. Girder carries tie-In span(s): 15-0-0 from 0-0.0 to 154-0 I' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber 1ncea5e1 .25, Plate lncrease1.25 Uniform Loads (plO Vert: r).-9=300(F=-280),1-2=-68,2-3=-68 ob iruss pe YIPlY 2A F04 7russ T i I lJob Reference (optional) I California Tnislrarne UC., Ferns, CA, 92570 Run: 8.2408 Dec 62018 Punt: 5.2408 Dec 82018 Welt IndusIfles, Inc. Thu Oct 3 12:39:19 2019 Page 1 lD:H33w5zINME2Ocp22Nz35P2z704C-V7UVkfoQLtJydCshsC28GHETddONStmDMirIdyX5MM 7-3.0 14-9-0 7-3-0 7-6-0 Scale = 1:234 4x6 = D=800# j 11 Ii 4 12 13 14 4x4 2*4 It 3x8 II 40 = 7-3-0 . 14-9-0 7-6.0 Plate Offsets (X,Y)-. :0-2-1.O-1-12!. 12:0-3-0.0-2-41. 13:0-'-&gj, (3:0-2-0.0-1-5' LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (bc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.56 Vert(LL) nla - n/a 999 M120 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a - nla 999 BCLL 0.0 Rep Stress Incc YES WS 0.03 Harz(CT) 0.03 1 nla n/a BCDL 10.0 Code 19C2015ITP12014 Matrix-MSK Weight: 47 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 DFNo.2G WEBS 2X4 OF StudlStd G WEDGE Left 20 OF StudlStd -G, Right 2x4 OF StudfStd .G BRACING. TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-9-0. (lb) - Max Horz 1-27(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 1504(LC 55), 3=507(LC 63), 4=447(LC 61), 1477(LC 1), 3=483(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-880/442. 15-16---6771262, 2-184-867/201,2-17=467/239, 17-18=477/326, 3-184-8011420 SOT CHORD 1-11=-4041797, 4-11=-3681761, 4.12449/843. I2-13=--4551848, 3-13=4551848. 3-14=-182/447 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llornph (3-second gust) Vasd87mph; TCOL=6.0psf; BCDL=60psf; tw20ft; 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 right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 00L1.80 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 pst 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 buss has been designed for a moving concentrated load of 250.0111a 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 00L(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-11-0 for 101.0 plf. LOAD CASE(S) Standard [Jöb Truss ype Pty MAGNOLIA Oty 2A F05 7KINGPOST 7 Job Reference (optional) California TnisFrame LI.C., Perris, M. gr5 ~o Run: 6.240 s Dec 6 2DIS Print: 8.240 s Induedes Inc. -T"u OctlD:H33w5zINME2Ocp22Nz35P2z704C-zJv7j4gOBf?AZnn2EajHgTqOj1zG6tYvRORPHByX5ML 1-3-0 14-9-0 7-3-0 7-6-0 P Scale = 1:23.6 4x6 = 3.50112 14 15 13 W1 16 r 11 4 12 4x6 = 2x4 II 4x4 = LOADING (W SPACING. 2-0-0 CSI. OEFL in ([cc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Veit(LL) -0.23 4-10 775 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 Sc 0.61 Vert(CT) -0.40 4-10 '438 180 BCLL 0.0 Rep Stress lncr YES INS 0.13 Harz(CT) 0.02 1 nla n/a BCOL 10.0 Code 13C2015ITP12014 Matrix-MSH Weight: 45 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 cc purlins. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 OF StudfStd G MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 OF StudlStd -G Installation guide. REACTIONS. (lb/size) 1549/Mechanical, 354913-3.8 (mm. 0-1-8) Max Horz1-27(LC 13) Max Uplitt1-8(LC 8), 3.9(LC 9) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1262131, 13-14=-1191132. 2-14-1184!45, 2.15.1181144, 15-16-1191131. 3-16=-1259129 SOT CHORD 1-11=0/1143, 4-11=011143.4-12=0/1143,3-12=0/1143 WEBS 2-4=0I399 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=6.0psf 8C0L6.opsf; h20ft 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 7-641. Exterior(2) 7-6-0 to 10-6-0. Interior(1) 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 00L1.60 plate grip 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 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. 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/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. - LOAD CASE(S) Standard I I I Job truss type I 1Ply MAGNOLIA 2A [russ MO1 I JACK-CLOSED GIRDER i' I 2 Lob Reference (optional) u... rem,, um, ,,u nun: o.qu a usc o uie rnsc a.qu S USC b u10 miiex uncusmes, IflC. mu uct ,, 1z:ia:1 aiie race i lO:ZFl3c9vxxbrEMVlP7'S5SJz7f4q-SVTVwQh3yy71BxMEoHEWOhMeKOFxrDJ3ggBypdyX5Ml( 4-10-3 8-0-0 4.10-3 3-1-13 20 II Scale = 1:17.5 8x6 = 4.10-3 Plate Offsets (XV)— '1:0-3-0.0-3-41. l4:O-1-12.0-2-0!J -4-8.0-2-0) LOADING (pst) SPACING- 2-0-0 CS! DEFL in (Icc) 1/defi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.37 Vert(LL) -0.05 5-8 '999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.15 5-8 '611 iao acu. 0.0 Rep Stress lncr 140 WB 0.61 HorzCT) 0.02 4 nla n/a BCDL 10_0 Code 13C201$ITPl2014 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 StudlStd G 601 CHORD REACTIONS. (lb/size) 1=2912/0-5-8 (mm. 0.1.10). 4=2912/Mechanical Max Horz 170(LC 7) Max Grav13005(1.10 22), 4=3005(LC 25) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-456010 801 CHORD 1-10--M2752.1-11=014349,6-11=014349,5-12--014349.4-12--0/4349 WEBS 2-5=013207, 24=488510 Structural wood sheathing directly applied or 5-10-12oc pultins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- l)2-ply truss to be connected togetherwith 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: 2x6 -2 rows staggered at 04-0 cc. 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 740; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0ps1 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 DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load noncorrcurrent 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 3-64 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. 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.olb 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 span(s): 3240-0 from 0-0-0 to 8-0-0 LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25. Plate lncrease1.25 Uniform Loads (pill) Vert: 1-3-68, 4-5=-674(F=-654) ott TrUSS TrUSS Type Olr Ply MAGNOLIA 2A M02 MONO CAL HIP 1 1 IJob.Reference - - - - - - - - - - - - (optional) I%un; OU5 iev D dui D rnnl: mzquSIJeC DuiblclIeKIngu5trIes. inc. unuoc, ., :Ju:1 Zulu race i ID:ZFl3c9vxbrEMV1P7?S5SJz714-SVWwQh3yy7l8xMEoHEWDhMcvQM6rK73ggBypdyX5MK 5-11-11 54-4 • 5-8-12, 6-0-0 7-5.12 • 7-9-8 5-4-4 0-4-8 0-2-15 1-5-12 0-3-12 0-0-5 Scale = 1:14.8 5x16 I 5-4-4 6-0-0 7-5-12 47-9-8 fl71) 1 jc.j, flL1 Plate Offsets (XV)— 12:()-11-4.0-141.16:0-1-8.0-1-81 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.46 Vert(LL) -0.06 8-11 2,999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Veit(CT) -0.14 8-11 3,632 180 BCLL 0.0 Rep Stress lncr NO WB 0.17 Horz(CT) 0.01 1 We n/a SCOL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight: 32 lb rr = 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 801 CHORD REACTIONS. (lb/size) 1=482/0-3-8 (mm. 0-1-8),6=764/Mechanical Max Horz 137(LC 4) Max Uplift64-42(LC 5) Max Grav1583(LC 23), 6862(LC 33) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-777114 SOT CHORD 1-13=-15/729. 8-13=-15!729, 8-14=-36/622, 7-14=-361622, 7-15--391613, 6-15---39/613 WEBS 2-8=0/677, 2-7-384194, 2-6=-894/57 Structural wood sheathing directly applied or 6-0-0oc purlins, except 0-0-00c purlins (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: Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf 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 00L1.60 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 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 200A 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/IPI 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 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. Graphical puilin representation does not depict the size or the orientation of the puffin 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 81 lb up at 5-8-12 on top chord. The designiselection 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 Increase125, Plate lncrease=1.25 Uniform Loads (p11) Vert: 1-2-68, 2-3-131, 3-4-68, 5-9=-39(F=-19) Concentrated Loads (lb) Veil: 2=-306 Job 1Truss 1T Type MAGNOLA2A M03 oo muss I I - - - - Job Re1ence oonal .,uur,,nu wu nun: c.us uec u uiu rnru: D.14U5UeC b uiu Mileic InauMnes, inc. IflUUCI i ici:xi U1 Iaqe 1 ID:ZFI3c9vxxbrEMVlP7?S5SJz7t4q-SVTVwQh3yy71BxMEoHEWDhMeuOMrrLz3ggBypdyX5MK I 3-11-0 6-0-0 1-5-12 7-94 3-11-0 2-1-0 1-5-12 0-3-12 2*4 II Scale1:16.7 354 3x4 6-0-0 7-5-12 .7-9-5 1c113 ILL.VI Plate Offsets (XX)— f:0 -1-8.0-1-8I LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (icc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Vert(LL) -009 7-10 >986 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.17 7-10 2,526 180 BCLL 0.0 Rep Stress lnCr YES WO 0.12 Horz(CT) 0.01 1 n/a n/a SCOL 10.0 Code 18C201511P12014 Matrix-MP Weight: 30 lb FT = 20% LUMBER- TOP CHORD 2X4 OF t402 G SOT CHORD 2X4 OF No.2 G WEBS 2X4DFStud/StdG REACTIONS. (lb/size) 1=329/0-3-8 (mm. 0-1-8),6=357/Mechanical Max llosz 183(LC 8) Max Uplift1-3(LC 12). 6=-25(LC 8) Max Grav1429(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=-37710,2-14=-37318 SOT CHORD 1-11=451371,7-11=-451371,7-12=-451371,6-12=-451371 WEBS 2-6=-664181.2-7=01420 BRACING- TOP CHORD Structural wood sheathing directly applied or 64-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1044cc bracing. Mflek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL=6.0psf, BCOL6.opsf; h20ft 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 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 DOL1.60 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 3-64) 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 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 I. 1 I D=800# 3x4 = 2x4 II 4-6-0 4-6-0 Truss I IP'Y 2A tL1O4 ]TnISS-Type MONO TRUSS I° 1 jJob 1 1 Reference (optional) CaiTcmla TiusPlame L.C.. PenIs, CA. 92570 Run: 8.240 s Dec 6 2018 Print: 8.240 a Dec 62018 MITeR InSusIfles. Inc. Thu Oct 3 12:39:22 2019 Page 1 ID:ZFI3c9vtocbrEMVfPflS5SJz7f4q.wi0l7mihiGFup4xRM?llluvphajcap4CvKwWL4yX5MJ 4-6-0 4-6-0 Scale = 1:11.5 Plate Offsets (X.Y)—I1:0-0-0,0-1-11 LOADING (psi) SPACING- 2-0-0 CSI. OEFL in (Icc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Veit(LL) -0.05 3-6 >895 240 MT2O 2201195 TCDL 14.0 Lumber DOL 1.25 SC 0.36 Vert(CT) -0.10 3-6 >513 180 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(CT) 0.01 1 nla. nla ECDL 10.0 Code IEC2015lTPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except SOT CHORD 2X4 OF No.2 G end verticals. WEBS 2X4 OF Stud/Std G SOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. Mileic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 119210-3- (mm. 0-1-8), 3=192lMechanical Max Horz141(LC 34) Max Uplift1=-264(LC 27), 34-45(LC 35) Max Gravl=383(LC 48), 34355(LC 55) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14=-7761731, 2-8=-2901285 SOT CHORD 1-7=-6651721. 3-7=-3571364 NOTES- Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL6.0psf SCDL=6.opsf; h20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable and zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3.0-0 to 4.44 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI.60 This miss has been designed for a 10.0 psI 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 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 2305.1 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 800 lb. Lumber 00L(1.33) Plate grip DOL=(1.33) Connect miss to resist drag loads along bottom chord from 0-0-0 to 4-6.0 for 177.8 plf. LOAD CASE(S) Standard Job russ Truss Type Ply MAGNOLIA 2A 1:10 MONO CAL HIP I Job Reference (optional) uanromia Hust-tame LW.. Iems. CA. vio Nun: b.Z4u s Dec 5 ens Print 5240 s Dec 5 zoia laTex unausmes. Inc. _IflU Oct 5 i(:u4 zuiy Scale = 1:40.8 2x4 It 458 = 4x6 = 5.5-4 . 14-9-8 I 5.5.4 9.4-4 Plate Offsets (X,Y)— L6:0-2-12.0-2-01. 17:0-2.0.0-1-0! LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (bc) l/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.82 Vert(LL) -0.33 6-10 2-532 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.61 6-10 286 180 BCLL 0.0 Rep Stress Incr NO WS 0.42 Horz(CT) -0.03 7 n/a n/a ECOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-90c purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc purlins (5.11-1 max.): 1-2. WEBS 2X4 OF Stud!Std G 801 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. REACTIONS. (lb/size) 5=575/0-3-8 (mm. 0-1-8),7=7031/0-3-a (mm. 0-1-8) Max Horz5=.100(LC 9) Max Up1ift5.28(LC 8), 7=-57(LC 8) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-9221235, 11-12=9311234,4-12=-1 01 &230, 4-13=-1450/173, 13-14=-1461/161, 5-14=-.1501/1E0, 1-15=-9441323,15-16=-9411324.16-17=9401324,2-17=-9401324, 1-7=465/217 SOT CHORD 6-19=498111403,5-119=119811403 WEBS 4-6=484198.2-6=-16111269, 1-84-308/1030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL=6.0psf. 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) 340 to 11-11-11, Extertor(2) 0-0-0 to 3-041 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--11.60 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. 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 2306.1 and referenced standard ANSlITPl 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 purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate Increase= 1.25 Uniform Loads (p1t) Vert: 2-31=-68,2-111=48,111-114-70. 5-14---68,1-16=48,2-16=-28,7-8=-20 iJob 1Truss truss Type Ply MAGNOLIA2A U1y A13 CAL HIP I I I I 41J, 41J,b Reference (optional) iD:ZF13c9vxxbEMVfP7?S5SJz7f4q.OLF5Nw2izA?Kt1z6cijod?kJMcqOd120WEm1WyX0S 7-3-15 13-3-12 16-0-0 • 18-8-4 • 22-04 25-0-8 28-7-14 32-1-8 36-10-10 41-0-5 41,7,12 49-0-0 7-3-15 ' 5-11-13 2.8-4 ' 2-8-4 3-4-0 3-0-4 ' 3-7-8 3-5-10 4-9.2 ' 4-1-11 0L7i7 7.4.4 Scale = 1:82.4 I I 3x6 = US zt 3.5OL 3x6 __________________153 5X6 44 300 = 5x6 VA 10 Si 3x6 3x5 3 4 5 28 29 21 30 20 19 18 31 17 32 16 33 15 14 34 13 35 12 36 37 3x6 I! 4x8 = 4x6 = 4x6 = 4x8 = 3x6 II 4x6 = 5x8 = 6x8 = 8x8 = 5x8 = 8x8 WB= ,IJ..,•Z IJC I0OO IOLlJ , £O-1. • JIO .30.IJIU , 7-3-15 5.11-13 0-112 5-1-0 0-tL12 3-4-0 ' 3-0.4 3-7.8 • 3-5.10 4-9-2 4-9-2 7-4-4 Plate Offsets (X,Y)— I4:0-3-0,Edg. [6:0-2-8.0-1-121,18:0-2-8.0-2-01.19:0-2-8.0-1-81. 110:0-2-8.0-2-81. 116:0-2-8.0-2-01. [17:0-3-8.0-4-121, 118:0-2-12.0-2-0] I LOAOING(pst) SPACING- 2-0-0 CSI. DEFL in (lc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.71 Vert(LL) -0.38 14-16 499 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.88 Vert(CT) -1.28 14-16 p335 180 BCLL 0.0 I BCDL 10.0 Rep Stress Incr NO WS 0.90 Horz(CT) -0.08 20 nla nla Code IBC20151TPI2014 Matrix-MSH Weight: 1144 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except 601 CHORD 2x8 OF SS G Except' I 0-0-0or. purlins (6-0-0 max.): 7-10. Except B2: 2X4 OF 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 2X4 OF Stud!Std G I REACTIONS. (lb/size) 11=372710-5.8 (mm. 0-1-8), 1-1261/0-5-8 (mm. 0-1-8), 206823/0-3-8 (mm. 0-1-12) Max Hotzll=56(LC 9) Max upliftll-251(LC 8), 1=-1496(LC 19), 20-239(LC 4) Max Grav113735(LC 19), 1143(LC 8). 205623(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11-113901802, 7-8=416471430, 8-9=-16846/895, 9-10=-108901782, 1-2=44016407, 2-3=-19114063, 3-4=-350146, 5-6=-18613900, 6-7=.34431181 BOT CHORD 1-28=4362/326, 1-29=4131(433, 21-29=-6131I433, 21-30--61311433, 20-30=-6131/433, 19-20-3808/228, 16-19=38081228,18-31=-15613295.17-31=-15613295. 17-32=42518483, 16-32=425I6483, 16-33=495/16846, 15-33=-895/16846. 14-15=-895/16848, 14-34=-945/15884, 13-34=-945115884. 13-35=-945115884, 12-35=-945115884. 12-364-779110877, 11-36=-779110877, 11-37=-541/7888 WEBS 10-12=012295,9-12=-54581181.9-13--01653,9-14=011049, 8-144-44/1894, B-16=-85781486,6-17=-364f7630,6-18--9382149S. 5-18=4116180,31-20=49881116, 7-184-59/2332, 7-17=4285/326, 3-5=-184/4017, 2-21-1604/167, 2-20=-23212545 NOTES- 1)4-ply buss to be connected together with lOd (01314') nails as follows: Top chords connected as follows: 2x4 - I row at 0-9-0 cc. Bottom chords connected as Follows: 2x8 -3 rows staggered at 04-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. Attach TC WI 1l2 diam. bolts (ASTM A-307) in the center of the member wlwashers at 4-0-0 cc. Attach BC wl 1/2' diam. bolts (ASTM A-307) in the center of the member wlwashers 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; 1C0L6.opsf; BCDLS.opsf; 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 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 3-8-0 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 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 COfl QIlflbc8 onconcurrent with any other live loads. I Job lTruss lTruss Type MAGNOLIA 2A 1A13 JCAL HIP 11219 I 41 Job Reference (optiOnal) cun; a.Aw5 Lieu 0 £3110 rnn3 0.L'III s 31ev 0 £3110 13111033 Ifl0U5U1013, inc. mU IJU .3 £311 rd310 ID:ZFl3c9vxxbrEMVP7?S5SJz7f4q-QLF5Nw2lzA?Ktlz6ojodi?kJMcqO_dl2OWEmlWyXS(OS NOTES- Girder carries hip end with 8-0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the purlin 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 18-64, and 50 lb down and 2 lb up at 13-54, 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 I) Dead Roof Live (balanced): Lumber lncrease1.25, Plate Increase =1.25 Uniform Loads (p11) Veil: 10-11=48, 7868, 810i65, 1470, 14-25-20, 142249(B-29), 4-7-68 Concentrated Loads (lb) Veil: 10-589 14-2650(8) 18-50 20=-50 Job Iruss MAGNOLIA 2A A14 ITrusspe CAL HIP 101y 1 P=Jb ce (optional) California TrnsFrarne LLC. Perris, CA, 92570 Run: 8.240 a Dec 6 2018 Print 8.240 $ Dec 6 2018 Mirelc Industries, Inc. Thu Oct 3 12:37:05 2019 Page 1 lD2Fl3c9vxxbrEMVlP7?S5SJz7f4g.vXoThG2NKU7BUBYIORJsFDHSZ08H7qBdA_JZyyX5OR 46-1-4 54-2 13.3-12 , 18-0.0 18-8-4 234-0 , 31-10-8 30-5-8 39+13 43-74 -9- • 49.0-0 54-2 4-7-10 24.4 ' 2-8-4 412 ' 8-4-8 74.0 045' 344 • 5.44 0-1-7 Scale = 1:82.8 3x6 = 3x8 3 150L12 27 28 18 29 17 16 15 30 14 31 13 12 32 11 33 34 5x8 =3x6 U US = 6c8 = US = Ulf= 6x3 3x6 If 4x8 = = 18.0-0 84-2 13.3-12 13413 • 1844 - 2340 • 31-108 - 40-14 494-0 8.8.2 0-7-10 0.114.8 • 2.6.4 - 4.9-12 - 8.4-3 8-2-12 8-10-12 Plate Offsets (CX)— '1:0-3-7,0-0.61, (4:0-30,Edel. 180-2-12,0-2-81. (10:0-3-7.0-0-51,111:0-2-8.0-2-01,115:0-2-0,0.2-01 LOAOING(psf) SPACING- 2-0-0 I DEFL in (too) bideS Lid PLATES GRIP TCLL 20.0 Plate C-np DOL 1.25 TC 027 Vert(LL) -0.31 14-15 999 240 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 SC 0.97 Vert(CT) -1.15 14-15 p374 180 BCLL 0.0 Rep Stress Incr NO WS 0.74 Horz(CT) -0.08 17 n/a nla SCOL 10.0 Code ISC20159Pl2014 Matrix-MSH Weight: 553 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-11-3 cc Puffins, except T3: 2X4 OF No1&Str C 0-0-0 cc purlins (5.5.9 max.): 6-8. Except: SOT CHORD 2x8 OF SS G 'Excepr 5-6-0cc bracing: 6-8 34: 2x3 OF No.2 G, B2 2X4 OF Stud/Std C SOT CHORD Rigid ceiling directly applied or 841-0 oc bracing. WEBS 2X4 OF StudlStd C 3xcepr W7: 2X4 OF No.2 C REACTIONS. (IbIsize) 10=172010-3-8 (min. 0-1-8), 1=5210-3-C (mm. 0-1-8), 17=354510.3-8 (mm. 0-1.14) Max Harz 10-76(LC 8) Max Uplift10=-139(LC 4), 1=-187(LC 19). 17=.216(LC 4) Max Grav10=1725(LC 19), 1224(LC 41). 173545(LC 1) FORCES. (Ib) - Max. Co1npJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-47931442. 9-10=-50E41483. 6-7=45831473, 7-25=4801/435, 25-26=45951436, 8-26=-45901438, 1-2=-24511607, 2-3=01477, 3-4=-395/76, 4-5=-300180, 5-6=-4/434 SOT CHORD 1-27=-9301182, 1-234-1514/247, 18-28=-15141247, 18-29=-15141247, 17-234-1514/247, 16-17=-394/48, IS-134-394148.15-30=-47414455.14-W=-47414455,14-31=-65516227, 13-31=-65516227, 12-13=-655f6221, 12-32=45515227, 11-32=-655/6227, 11-33=-50514817. 10-33=-50514817, 10-34=-295I2944 WEBS 7-11=-17071226, 7-12-31274, 7-14=-17531134, 6-134-54111555, 2-17=-26211350, 3-17=-7a9f75, 6-14=-95/1893, 5-134388/94,3.501.6/680, 2-134-1072/212,8-11=01834 NOTES- 1)2-ply buss to be connected together with lCd (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - I 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 tow 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=87mph; TCDL5.0psf, 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=i 60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This buss has been designed fora 10.0 psI bottom chord live load noncoricurrent with any other live loads. 1 This buss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 244 wide will I 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 23081 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. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Continued on page 2 ob Truss TüType 1Q1y Fly tAGN0LIA2A 1,14 CPJI1IP I I Job Reference (optional) California TrusFrarne LLC., Perris, CA. 92570 Run: 8.240 s Dec 62018 Punt: 8.240 s Dec 6 2018 Mitek IndusSies, Inc. Thu Oct 3 12:37:06 2019 Pas - -- - lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-vXoThG2NkU7BUBVlORJsFDHSZO8Hj7qBdA_JZyyX5O Wi L 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 lncrease1.25, Plate lncrease=1.25 Uniform Loads (plf) Veil: 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: 17-50 26-102 Trapezoidal Loads (pIt) Veil: 25-1024o-26-88 29 iA t' Iruss TrUSS Type Oty Ply MAGN0LIA2A A15 CALHIP ------------------ 2 Job Referenceoptig$) - - - - Inc. Oct Cattcmja TrusFrame I.M. Penis, CA, 92570 Run: 8.240 a Dec 6 2016 Prim: 8.240 $ Dec 6 2018 MITeII Industries. I TflU t 3 12:31:07 2019 P858 1 ID:ZFl3c9xbEMVfP7?S5SJz7f4q.NjMroc3?VnF26L6Uy8q5nOpelPYKSexLsctjs6OyX500 9-1-10 • 13-3-12 • 1644 1841-4 • 2341-8 31-5-0 , 37-4-5 .39-7-12 43-8-9 • 49-0-0 9-1-10 4-2-2 • 2-8-4 2-8-4 • 4-4-4 8-4-8 • 5-11-5 2-3-7 4-0-13 • 5-3.7 Scale = 1:82.8 3x8 = 3x6 3x8 3 4 5 3.50 L12 34 35 19 36 is 17 18 37 15 38 14 13 39 12 40 41 3x6 II 4x6 = 4x6 = 4x8 = 3x6 It 4x8 = 5x8= 6x8 5x8 6x8 = 164.0 18-84 9-1-30 1 13-3-12 1354 • 184-8 .. 23-0-8 • 31-5.0 39-7-12 4940 9.1.10 4-2.2 0.111224.4 24.804112 4-4-4 • 8-4-8 8-2-12 • 9.4.4 Plate Offsets (XV)— 11:0-3-7O-O-81. (4:0-3-0.Edgel,1 11:0-3-7.0-0-81. 112:0-2-8,0-2-01 LOADING (pal) SPACING- 2-0-0 CS!. DEFL in (icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Veit(LL) -024 15-16 2,999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.85 15-16 p505 180 SCLL 0.0 Rep Stress [nor NO WB 0.49 Horz(CT) -0.06 18 nla nia BCDL 10.0 Code 16C201511P12014 Matrix-MSH Weight: 569 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2x8 OF SS G Except' 64:2x8 OF No.2 G, 02:2X4 OF Stud!Std G WEBS 2X4 OF StudiStd G Except Wi: 2X4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 644cc pullins, except 0-0-0cc puilins (6-0-0 max.): 6.8. Except: 6-0-0cc bracing: 6-8 801 CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (IbIsize) 11=147510-3-8 (mm. 0-1-8). 1=16410-3.8 (mm. 0-1-8), 13=288510-3-8 (mm. 0-1-9) Max Horzll-72(LC 16) Max Upliftll-75(LC 8), 1-78(LC 23), 18-41(LC 8) Max Grav111480(LC 23), 1333(LC 45), 13=2885(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8.26=-3795/501, 26-27=-38031500, 10-27=-38721495. 10-28=41591431, 11-28=4201/420. 11-29=-22101182,6-7=-31 12JI61, 7-30=-37061569.30-31=-37021569,8-31=-3701/570. 1-32=-139/1 101, 2-32=12511152,2-33=-381350, 3-33=-251421, 34=-296/64, 5-42=181375,6-42=-271353 SOT CHORD 1-34=-6801146, 1-364-10751155, 19-364-1075/155, 19-36=-1075/155, 18-364-10751155, 17-18=-3551102. 16-17=-355/102, 16-37=-14213023. 15-37=-14213023, 15-38=-347/4535, 14-38=-34714535, 13-14=-34714535,13-39=-347/4535,12-39=-347/4535, 1240=43513993. 1140=43513993, 11-41=-25112468 WEBS 10-12=-308181, 8-12=0/625, 7-12=-876139, 7-13=0/324. 7-15=-15051271. 6-16=-3900/220, 2-18=-1371927. 3-18=-599/87, 6-15=-5411635, 3.5=49/572. 2-19-8361135 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; Vult110mph (3-second gust) Vasd87mph; TCOL6,0psf; BCDLS.opsf; h-20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C lnterior(1) 37-2-15 to 49-0-0, Extenor(2) 33-0-0 to 37-2-15. lntenor(1) 25-11-8 to 25-11-8, Extenor(21 944 to 13-7-3, Interior(l) 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 light expcsed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 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. 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 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. Continued on page 2 1Job fTruss f Truss Type lutY 1A15 1CALHiP 1 1p"Y 2 iJob Reference (optional) - - -'- 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, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purfin 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 1848, 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 1) Dead + Roof Live (balanced): Lumber Increase --1.25, Plate Increase---l.25 Uniform Loads (pIt) Vert: 8-9=-68, 8-26=-68, 26-29=70,11-29=-68,6-31=-68, 8-31=-28,1-4=-70,20-23=-20,4-6=-66 Concentrated Loads (lb) Vert: 16=-50 18=-50 I.. I I I ' I I' I I ~ I. Job TrUSS trusS lype Q1y Ply MAGN0UA2A JAl6 CAL HIP 1 1 IJob Reference (optional) - I a,nornla urtar,umc u.t.., rolns, LEt 5fl(U flAjtl O.CW 5 WOC U tUtU fl1BL O.tWU U LIV otu IS IVUIC7. IIJU555Ifl. IIU. thU WLI J •c.J,.Uo LOIS roc I lD:ZFl3cgvxxbrEMVfP7?S5SJz7f4q-iwwD?x4dG5NvkVhhWsLKKeMmRpqqBflU5UTQeryX5OP 35-11-12 74-11 • 13-3-12 18-0-C 184-8 23-4-9 27-9-0 35.4-031-S 41-9-3 49-0-0 74-I1 • 5-8-I 2-8-4 3-4-8 4-0-2 • 4-4-7 4-4-8 • 3-24 04& 5-9-7 • 7-2-13 0-7-7 Scale ol:82.4 Ij1 6*10 MT18HS= 2*4 II 3 37 5*6 = 5x6 = 3*6 = 5x8 3.50 16 16 15 13 30 19 31 17 32 33 14 34 35 12 38 4*6 = 2*4 Ii 6x8 = 3*6 6*8 5*8 = 4*8 = 2*411 4*8= 3*10 MTI8HS 18-0-0 LOAOING(psf) TCLL. 20.0 TCDL 14.0 BCLL 0.0 SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LAlrnberOOL 115 Rep Stress Inor NO Code lSC2015rrP12014 CSI. TC 0.97 ac 095 W8 0_89 Matrix-MSH OEFL in (lc) bided Lid Vert(LL) -045 12-13 p951 240 Veit(CT) -1.18 12-13 2-381 180 HOTZ(CT) .0.20 18 We nba PLATES GRIP MT20 2201195 MT18HS 2201195 Weight 224 lb FT = 20% BRACING- TOP CHORD 2X4 OF No•1&Str G Excepr TOP CHORD S LUMBER- Structural wood sheathing directly applied or 2-4-4 oc pwtins, except T3,12: 2X4 OF No.2 G 0.0-0 oc puffins (2-10.5 max.): 5-9. Except SOT CHORD 2X4 OF No1 G °Exoepr 2-10.0 oc bracing: 5-9 B3: 2X4 OF No1&Btr G SOT CHORD Rigid ceiling directly applied or 2-3-2 oc bracing. WEBS 2X4 OF StudlStd G °Except' WEBS 1 Row at midpt 6-16.4-18 W5: 2X4 OF No2 G MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Right 2x4 OF Stud/Std G Installation guide. REACTIONS. (lb/size) 11=174110-3-8 (mm. 0-1-14), 1.40310-3-8 (mm. 0-1-8). 18=438010-3.8 (req. 0-4-10) Max Horzll-69(LC 8) Max Upliftll-165(LC 4), 1 432(LC 19), 18=-353(LC 4) Max Gravllllsl(LC 19). 1147(LC8), I6=4380(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or lass except when shown. TOP CHORD 9-26=40411514, 10-26=-40991497, 10-27=.47751455, 11-27=47671433,5-6=634/153. S 6-7=-36841528. 7-28=46841528, 8-28=-3634/528, 8-29=-38891505, 9-29=3873(504, 1-2=43112364. 2-3=-31813401. 3-4-29213372,4-37=-6741200.5-37:6-7191193 SOT CHORD 1-30=-22291421, 19-36=-22291421, 19-31=-24901349, 18-31=-2490!349. 17-18=-12841130, 17-32=-12841130, 16-32-1284!130, 16-33=-37512375, 15-33=-37512375, 14-34=365/4151, 13-34=365(4151, 13-35=35914493, 12-35=35914493, 12-36=463(4521, 11-36=46314521 S 14-164-565(4151, WEBS 10-12-71405, 10-13=663/97, 9-13=-32(711, 8-13=434/137,8-15=639/93, 6-15=-16011764, 6-164-25161363,4-16=41813150,4-18=40011462. 2-16=-11401129, 2-19=0I654, 5-16=-6361165, 3-164-302(75, 7-15=-5871146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: VultllOmph (3-second gust) Vasd87mph; TCOLS.0psf 8COL=S0psf, 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 00L1.80 Provide adequate drainage to prevent water pending. All plates are MT20 plates unless otherwise indicated. This truss has been designed fore 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) 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 I 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, nonconcun'ent with any other live loads. Graphical puilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ~ i 11 I I' I Job 1Tnjss Iruss Type Uty Ply MAGNOLIA 2A A16 CAL HIP I Job Reference (optional) a.uu,l.la rlurraulc Ia.,..., rc,I,a, ,.,n. aavu nun. coo, a lfl,. U COlD rimi. QOIVU a cu.c lycuca l,luuaulca, Ill,.. 1110W J lL.a,.ua Cola rd cc lD:ZFl3c9vxxbrEMVfP71S5SJz7f4q-iwwD?x4dG5NvkVhhWsLKKeMmRpqq8??U5UTQery)OP NOTES. Hanger(s) or other connection device(s) shall be provided sufficient to Support concentrated load(s) 242 lb down and 54 lb up at 354-0 on top chord. The designlselection 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 (a). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncrease1.25 Uniform Loads (plfl Vert: 9-26-68, 26-27=-70, 11-27-88, 528.135(F=.68),9.29=.88, 14=-70, 20-23-20, 4-37=-68, 5-37-135(F=-68) Concentrated Loads (lb) Veit 29=-204 Trapezoidal Loads (pit) Vert 28=.136.to.29.102 I H 1' 1 1 1-1 I 1 5*6 = 5*6 II 2*4 II 3$ = 20 11 10 5x8. 3.501!j 4*6 = Scale: 1:82.5 35 20 38 19 IS 37 17 38 16 15 39 14 40 13 41 job Truth Truss Type Qry Ply 1MAGNOLIA 2A JAll CAL HIP 1 Job Reference (optional) California TrusFrame tiC.. Penis, CA 92570 Run: 8.240s Dec 62018 Punt: 8.2408 Dec 6 2018 MiTeic Industries, Inc. Thu Oct 3 12:37:08 2019 P398 1 lD;ZFl3c9vtocbrEMV?P7?S5SJz7f4q-iwwD?x4dG5NvkVhhWsLKKeMpdprOBKU5UTOeryX50P 1.6-11 • 13-3-12 16-0-0 19-44 23-4-9 • 27-9.0 32-14 33-4-535-11-12, 41-9-3 - 49.0-0 7-6-11 5-9-1 • 2-8-4 • 4-0-2 44-7 • 4-4-6 1-2-15 2-7-7 ' 5-9-7 7-2-13 4*6 2*4 II = 3*6 = 5*5 = 4*8 =US= 4*8 = 2*4 II 4*8 = 164.0 5-3-10 • 13-2-0 13-3-12 • 18-44 fl-SO 3541-12 • 44-14 450-0 5-3-10 7-104 04-12244 • 3.4.8 1 34-8 8-2-12 8.1-10 4-19-16 Plate Offsets (XV)— 18:0-2.4.0-2-01, 190-24.0-2-81. (12:0-O-OO-l-11.I14:0-24,0-2-01. (18:0-2-12,0-1-81,117:0-24.0-2-41, (19:0-2-8.0-241 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (Icc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.77 Vert(LL) -0.37 13-14 "989 240 MT20 220/195 ICOL 14.0 Lumber DCL 1.25 BC 0.93 Vert(CT) -1.03 13-14 "416 180 BCLL 0.0 Rep Stress Inor NO WE 0.67 Horz(CT) -0.15 19 n/a n/a SCOL 10.0 Code l3C20151T?12014 Matrix-MSH Weight 226 lb F1' = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G Excepr TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purims, except TI: 2X4 OF No.1&9tr G 044 oc purlins (3-94 max.): 5-9. Except SOT CHORD 2X4 OF No2 G 3-9-0 or. bracing: 5-9 WEBS 2X4 OF Stud/Std G 301 CHORD Rid ceiling directly applied or 4-5-7 oc bracing. WEBS 1 Row at midpt 4-19 MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=136010-3-8 (mm. 0-1-8), 142110-3-8 (mm. 0-14), 19=3194/0-3-8 (min. 0-3-7) Max Horz12=-74(LC 16) Max Upftft12=.71(LC 8), 1=-350(LC 23), 19=-47(LC 8) Max Grav12=1389(LC 23), 1167(LC 35), 19=3194(LC 1) FORCES. (Ib) -Max. ConWJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 9-27-27231432, 27-23=-2770/427, 11-28=-2823/418, 11-29=-35371292, 29-30=-3600!281, 12-30=-361 11272, 6-7=-2235/309, 7-31=-22351309, 8-31=-2235/309, 8-32=-2€541507, 9-32=-26801507, 1-33=-22511448, 2-33--21611486,2-34=-160/230.3-34---14612"2. 3-4=-11912411, 4-3=-273/117 SOT CHORD 1-35=-13901229, 20-35=-139W229, 20-36=-16201156, 19-36=-16201156, 18-19=-1000/119. 18-3710001119,17-37=10011 19. 17-38=-11511310, 16-38=-11511310, 15-16=39112639,,1549-39112639,14-39=-39112639.14-40=-393f3312, 13-40=-39313312,13-41=-31013395,12-41=-31013395 WEBS 11-13=01476,111-114=-70&1108, 9-14=0/439, 8-1"541232,6-16=13711251, 6-17=-1601/209, 4-17=-15111931, 4-19=-26851193, 2-19=-1054/114, 2-20=0/620, 5-17-299181, 3-19=-307177, 7-16=-299168 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vufl=llomph (3-second gust) Vasd87mph; TCDL=5.opsf; BCDL=8.0psf h201t; Cat II; Exp 8; Enclosed; MWFRS (envelope) gable and zone and C-C Interior(l) 37-2-15 to 49-0-0. Exterior(2) 33-0-0 to 37-2-15, Interior(l) 29-7-8 to 29-74, Exterior(2) 1344 to 17-3-2, Interior(l) 3-0-0 to 15-7-11, Exterior(2) 0-0.0 to 344 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 Provide adequate drainage to prevent water pondung. 41 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 200p51 on the bottom chord in all areas where a rectangle 3-6-0 tat 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 2305.1 and referenced standard ANSlfTPl 1. This truss has been designed for a moving concentrated toad of 250.01b live located at all mid panels and at at 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. lLOALCSE$tttndard [Job 1Truss Type 10ty Ply I MAGNOLIA 2A A17 1 niTSS I J.Job Reference (optional) I 1CAL California TnjsFrarne LLC., Ferns, CA. 92070 Run: 82408 Dec 6 2018 Print: 8.240 s Dec 62018 MIreic Ineusmes, Inc. Thu Oct 3 12:37:08 2019 Pate 2 lD:ZFl39vxxbrEMVfP7?S5SJz7f4q-rwwD?x4dG5NvkVhhWsLKKeMpdprOB7KU5UTQeryXoOP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease= 1.25. Plate lncreasel.25 Uniform Loads (pit) Vert: 9-10.68, 9-28-68, 28-30=-70.12-30=-68, 5-32-68, 9-32=-28,1-4=-70, 21-24=-20.4-5=-68 Job job TrOtis ThJSS Type Ply AI8 CAL HIP 117— 1 - lJob Reference - . - - - I Irurrdom LL. rwn; bfl nary flu,,. o w D .Jn CCt IC ru,,,. uCtu C Ufl U CUIU !UJIIU .ICU,fl, Hub IOU '64* - I&.l V LW IC ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-J6UbDH5F1PVmLeGt3ZsZsnJyPDCawO8dJ7CzAHyX500 17-8-0 31-11-12 8-9-12 13.3-12 , 17.04 17,7 ,11 21.8.3 27-3-13 , 31.4.0 31-4-5 37-9-13 • 42-10-15 • 49-00 6-9-12 44-0 • 3-8-8 0-717 443 ' 5-7-10 3306.5 5-10.1 • 5-1-2 ' 6-1-1 045 0.74 Scale = 1:824 I Sx8 4x6 = - - 46 5xG - 33 18 34 17 3516 IS 36 14 37 13 12 38 11 39 4*6 = 2*4 ii 4*8 = 6*8 = 4*8 = 4*6 = 4*8 = 3*8 = 4*8 = 3*8 = 7-0-2 - 13-3-12 • 17-0-4 , 24-6.0 - 31-11-12 - 40-4-11 • 49-0-0 4 flfl C 4 •fl 40C I 70_44 CA_IC 2.7_4 Plate Offsets (X.Y)—(3:0-3-0,0-1-121. (5:0-3-0.0-1-121, [7:0-2-4,0-2-81j10:0-0-0.0-1-1 .112:0-1-8.0-2-01, (14:0-3-0.0-1-121, (150.2-12.2.4J LOAOING(psl) SPACING- 2-0-0 CSI. DEFL in (bc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.95 Vert(LL) -041 11-12 3-999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.87 Vert(CI) -1.04 11-12 >413 180 BCLL 0.0 Rep Stress mci NO WS 0.98 Horz(CT) -0.17 17 n/a n/a BCOL 10.0 Code l3C20151TPI2014 Matdx-MSH Weight: 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&5tr G'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, except 12: 2X4 OF No.2 G 0-0-00c purlins (3-4-2 max.): 4-7. Except SOT CHORD 2X4 OF No.2 G Except' 344cc bracing: 4-7 93:2X4 OF No.1&Btr G SOT CHORD Rigid ceiling directly applied or 3-10-14 cc bracing. WEBS 2X4 OF StudiStd G'Except' WEBS I Row at midpt 5-15 W4: 2X4 OF No.2 G [MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer I Right 2x4 OF Stud/Std G Installation guide. REACTIONS. (IbIsize) 10=160310-3-8 (mm. 0.1-11), 10.610.3.8 (mm. 0-1-8), 173544/0.3-8 (req. 0-3.12) Max Hoizlo=58(LC 13) Max Uplift104-111(LC 4), 1-258(LC 19), 17.214(LC 5) Max Grav1041603(LC 1), 1189(LC 40), 17=3544(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-30081327, 8250.3994/319, 9.25=4044/309,9.260.4358,361, 10-25=.43701345, 5-29=-21041268, 6.290.21041268, 6-30=-28371324, 30-31=-28311325, 7-31=-28251325, 11-2=.21411362,2-3=12=064 SOTCHORO 1.330.1264/216 18-33=-12641216, 18-34=.14121165, 17-34=-14121165, 17-35=-1965/170, 16-35=-19651170, 15.16=.1955/170, 15-36=-16211526, 14-360.162/1528, 14.37=.25312600, 13-37=-25312600, 12.130.25312600, 12.380.315/3507, 11.380.315/3607,11.390.355/4125, 10-39=-355/4125 WEBS 9-11=-336199, 811=0/555, B-12=-903194.7-12--0/404,6-12--0/370,6-14---1017/158, 5-14=-S3/1186,5-15--22101244,4-15=-454172, 3-15=-24712963,3-17=-29451248, 2.170.1027/112.218=0/534 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL8.0psf, 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 DOL--11.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pat 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 0120% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 17 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 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, nonconcurrent with any other live loads. Graphical puffin representation does not depict the size or the orientation of the puffin 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 161 lb down and 36 lb up at 314-0 on top chord. The design/selection of such connection device(s) is the responsibility of 32E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job itruss ITruss Type Iy MAGN0UA2A A18 CALMIP 17T 1 IJob Reference (optional) I California TrueFfame tiC., Perris, CA. 92570 Run: 8.2405 Dec 52018 Print: 8.2405 Dec 52018 MTek Industries. Inc. Thu Oct 3 12:31:09 2019 FageS ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-J6UbDH5F1PVmLeGt3ZsZsruyPDCawQ8dJ7CzAHyX500 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate lncrease=1.25 Uniform Loads (pif) Vert: 7-25-68, 2526r70, 10-26=-88, 4-28=-102, 28-30=-102(F=34), 7-30=-102, 1-32=-70, 4-32---68, 19-22=-20 Concentrated Loads (lb) Vert 27-136 31-136 LI 5x6 3x8 = 556 3.50112 458 = 4x8 = 5x10= 4x8 = 2x4 II =3A = 556 = LU if .10 16 .l 10 14 JA 13 ob Iruss TrUSS Type air— MAGNOUA2A A19 I _, CAI.HIP 'a - Referenoe(optional) - - - - fa1ffQma ;ruwrdme"%'.,reMV t-% veofw nun; otau S USC U LOin mill.. O.LqU S USC U LOIS ,Yauc,l. flIuUaUISS, m. IllS W • Cii .15555105 ID:ZFl3c9vxxbrEMVIP7?S5SJz7f4q-nl2_Od6uoiddzo,3dGNoP3R8rdXJftDnYflyXijy)ON 19-6-0 29-11-12 8-9-11 134-12 • 19-0-4 19r7i11 24-6-0 29-4.0 294. 36-1-4 • 4241-6 49-0-0 8-9-11 4-64 5-8-6 0.7-7 4-100 ' 4-10.0 0.64 8.1.8 • 6-7-4 6-3-8 045 6-' Scale = 1:83.8 7-0-1 • 13-3-12 194-4 29-11.12 • 39-74 49-0-0 7.JLI A14.14 .9.5 lnll.R 1 4.7-12 9-4.8 Plate Offsets (XX)— (1:0-0-0,0-1-lI, (4:0-3-0.0-1-SI, (11:0.0-0,0-1-lI, I13:0-5-0,0-3-4t(140-3-0,0-2-41 LOADING (psi) SPACING. 2-0-0 CSL DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.85 Veil(LL) .0.80 13-14 415 240 MT2O 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.90 Vet(CT) -1.28 13-14 p334 160 SCLL 0.0 Rep Stress lncr NO WS 0.97 Horz(CT) -0.16 18 n/a n/a BCDL 10.0 Code I3C2015ITPI2014 Matrix-MSH Weight 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G 5x0epr TOP CHORD Structural wood sheathing directly applied or 24-10 cc purlins, except TI: 2X4 OF No.18Btr G 0-04cc pudins (4-1-5 max.): 5-7. Except SOT CHORD 2X4 OF No.1&Str G 'Except' 4-1-0 oc bracing: 5-7 81: 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 3-9-1 cc bracing. WEBS 2X4 OF Stud/Std G WEBS I Row at midpt 5-14 WEDGE Milek recommends that Stabilizers and required cross bracing be Right 2,c4 OF StudlStd installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=15310-3-8 (mvl. 0-1-8), 1942828/0-34 (mm. 0-3-0), 111441/0.3.8 (mm. 0-1-10) Max Ho,z1185(LC 30) Max Uplift1-527(LC 30), 16=-322(LC 22), 11=420(LC 19) Max Grav1578(LC 35), 16=2828(LC 1), 111542(LC 40) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7.8=-2437/1430, 8-9=-331111393, 9-24=-343511711. 10-24=-367911930, 10-25=438412520, 11-25=-4452/2581, 5-294-580/185, 6-26---8541667, 5-27=-20245556. 7-27=-20161803. 1-2-153511729, 2-3=-71211480, 3-4=430/1485, 4-28=-8951649, 5-294-586/347 BOT CHORD I-29=-169511555, 17-29=.-169511555, 17-30=-183811531, 16-30=-183311531, 16-31=-231311804, 15-31=-2037/1604, 14-194-1401/164,14-32---95711697, 32-33=-149712161, 33-34=-151912258, 34-394-207312812, 13-35=-280113540. 13-394-2622/4013, 12-36=-282214013, 12-37=-253114269, 11-37=.2531/4259 WEBS 10-12=.49612,41,842=581678.8-13--10111177,7-13--1641395, 6-13-3271755, 6-14=-1406/426, 4-14=418/2394, 4-16=-22551394. 2-16=-9591186, 2-17=01522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCOLS.0psf, BCDL=6.0ps1 h20ft; Cat. II; Exp S. 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 nonconcurTent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 345.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10.0psl. 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 ANSI/WI 1. This truss has been designed for a moving concentrated load of 230.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. This truss has been designed for a total drag load of 4800 lb. Lumber DOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag along bottom chord from 20-94 to 34-9-0 for 342.9 pl1 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) 40 lb down and 9 lb up at 19-8-0 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 russ Truss Type uty Ply MAGNOLIA 2A 19 rA CAL HIP 1 Job Reference (optional) TC Perris, CK9257O Run: Oi Dee 62OWpm: 8.240 s Dec 6201 tMilelc InOie5es, Inc. lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-n12_Qd6uoiddzor3dGNoP3R8rdXJftDnYnyXijyX5ON LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Incréase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vért: 7-24-58, 24-25-70, 11-25-68, 5-7-68, 1-28-70, 5-28-68, 18-21.20 Concentrated Loads (lb) Vert: 26-34 27=-34 Job Truss Truss Type Qly Ply MAGNOLIA 2A P.20 MONO TRUSS 1 Job Reference (optional) caMomla TrusIrame u.c.. Pems, CA. 92070 Nun: 82405 Dec 6 2018 Print: 8.2409 Dec 6 2018 Mrrek IngusDies, Inc. Thu Oct 3 12:37:1120' Pane 1 lD:ZFl3c9vxxbrEMViP7?S5SJz7f4q-FVcMez6WZOlUbyQFB_vlyG_M_1u3OMgwnRh4F9yX5OM 6-6-5 14-9-8 6-6-5 8-3-3 Scale z 1:27.8 4 II 494 = LOADING( psf) SPACING. 2-0-0 CSI. DEFL in (l c) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Vert(LL) -044 5-6 >399 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC OV Vert(CT) -0.74 5.6 >234 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Harz(CT) -0.03 6 n/a n/a BCDL 10.0 Code I3C2015JTPI2014 Matrix-MSH Weight: 59 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-8-2 cc pullins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 9-1-Soc bracing. WEBS 2X4 OF Stud/Std G Milek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 4464710-3-8 (mitt. 0-14), 6=870/Mechanical Max Horz44-119(LC 8) Max Uplift444(LC 6), 6=45(LC 3) FORCES. (lb) -Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3,13--123810,13,14=-129910,4-14---131 1/0 SOT CHORD 6-15=-ill/lOiS, 5-1S=-117/iO15, 5-16=42/1188.4-16=42/1188 WEBS 3-5--01550.3-6=1100112i NOTES- 1)Wind: ASCE 7-10; Vuit=llOmph (3-second gust) Vasd=37mph; TCDL6.opsf; BCOL=6.0psf; h=20ft; Cat. U; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 3-0-0 to 14-9-8, Exterior(2) 0-0-0 to 3.0-0 zone; cantilever left and sight 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 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 This buss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2404 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 truss has been designed for a moving concentrated load of 250.01b live located stall mid panels and at all panel points along the Bottom Chord, nonccncuirent with any other live loads. I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnoreasel.25, Plate Increase=1.25 Unifomt Loads (pit) Vert: 1-12=-68,12-14--70.4-14=-68,7-6=-20 I 1 Job 1Truss Truss Type 2A A21 MONO CAL HIP JP7' 1 Reference (optional) Hun: 524U S usc o xuia rnnt 0240 $ uec S xuie iree Inausares, Inc. mu ucr 3 lxi,:i xus rage i ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-FVcMez6WZ0lUbyOFB_vlyG_OL1w2OPVwnRh4F9yX5OM 0-11-13 0-114 1-7.4 • 7-4-7 14-9-8 5-9-3 I 7-5-1 0-74 Scale' 1:26.7 40 3x4 = 1-7-4 941 - 14-9-8 I • Plate Offsets ((Y)- 13:0-0-1.0-1-121. (40-0-00-1-1). (6:072.8,0-2-8I LOADING(psf) SPACING- 2-0-0 CSI. DEFI.. in (bc) I1defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TIC 0.55 Vert(LL) -0.26 5-6 '-573 240 MT20 2201195 TCOL 14.0 Lumber DOL 125 SC 0.74 Vert(CT) -0.48 54 '-366 180 SCLL 0.0 * Rep Stress lncr NO WB 0.55 Holz(CT) -0.05 7 We nla BCDL 10.0 Code l5C20151TPl2014 Matrix-MSH Weight: 69 lb F1' = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 C TOP CHORD Structural wood sheathing directly applied or 3-7-13 Os pudins, except SOT CHORD 2X4 OF No.2 C end veiticals. and 0-0-0cc purlins (6.0-0 max.): 1-2. WEBS 2X4 OF StudlStd C SOT CHORD Rigid ceiling directly applied or 4.4-90c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss eiection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsize) 4=58510-3-8 (mm. 0-1-8), 7=83710-3-8 (mm. 0-1-8) Max Horz4-132(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. - Al forces 250 (Ib) or less except when shown. TOP CHORD 2-11=9161`713,3-1 11=-12161110011, 3-12--250411702.4-12--259611787.1-13=-311/61, 13-14-307180. 2-14=-3521211, 1-7=-9351116 SOT CHORD 6-1S=-3991390. 6-16=-115711844. 15-17=.-191W2027, 5-17=-191812413, 5-18-1769!2494. 4-18=.176912494 WEBS 3-5=.-2/546, 3.6=-9281259, 1-S=-721871 NOTES- Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL5.opsf, BCDLS Opsf; lv'201t; 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 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 for a live load of 200ps1 on the bottom chord In all areas where a rectangle 3.6.0 tell by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 2004 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 truss 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 6-94 to 14-9.8 for 250.0 p1t. Graphical puilin representation does not depict the size or the orientation of the purtin along the top andlor bottom chord. Hanger(s) or other connection device(s) shaff be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at 0-1l- top chord. The designlselection 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 Increase1.25, Plate Increase' 1.25 Uniform Loads (p1?) Vert 2-11.68, 11-12-70, 4-12-68, 1-13--136(F=-34).2-13-102,7-8=-20 Continued on page 2 calronhia TnJslrame u.c.. renis, CA. ezaru jJob 1russ IrussType Uri I MAGNOLIA 2A I MONO CAL HIP I 1 IJob 1A21 Reference (optional) Caffcn8a TIu3FraTne LLC.. Pems, CA, 92010 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14-136 Run: 82403 Dec 8 2018 Pfl,n: 82408 Dec 82018 MiTeII InGILs2les. inc. 11W UCi 312:31:11 2813 sage 2 ID:ZFI3c9brEMVtP7?S5SJz7f4q-FVcMez6WZOlUbyOFB_v1yG_OL1w2OPVwnRh4F9yXOM Job Tw5S Truss Type Qty Hy MAGNOLIA 2A A22 MONO CAL HIP 1 Job Reference (optional) iaiuomia unarramel ..1em5,uA. vzotu rUn:e.4u9 uec bzulbl'nflt:524u5UeC nauleM,leklncusulel, IflC. ifluuct 312:31:12u12 iagi ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-jhAkrJ78KKtLC6?SlhOGUUWUvQEO7wM4?5RdncyX5OL 2-9-13 • 5-5-4 9-11-11 14-94 2-9-13 • 2-7-7 4-6-7 4-9-13 Scale = 1:24.6 2x411 4x8= - 5-54 14-94 5-5-4 • 9-4-4 Plate Offsets (X.Y)- (6:0-2-12.0-2-01. (7:0-2-00-1-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (100) tideS Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 022 Vert(LL) -0.33 6-10 p532 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 020 Vert(CT) -0.61 6-10 26E 180 BCLL 0.0 1 Rep Stress Inc NO WS 0.42 Horz(CT) -0.03 7 nla nia BCOL 10.0 Code 13C2015I1P12014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 4-11-Soc purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-Oac purlins (5-11-1 max.): 1-2. WEBS 2X4OFStudIStdG 501 CHORD Rigid ceiling directly applied or 10-0-Coo bracing. Mulek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ibleize) 557510-3-8 (mm. 0-1-8),7=70310-3-8 (mm. 04-a) Max Horz5400LC 9) Max Up1i-28(LC 6). 7-51LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - AS forces 250 (lb) or less except When shown. TOP CHORD 2-11=-9221235, 11-12=-9311234, 4-12=-1016/230, 4-13=-14501173, 13-14=-14€11161, 5-14=-15011160, 1-15=-9"1323.15-16--941/324,16-17=-S401324,2-17=-9401324, 1-7=-565/217 SOT CHORD 6-19=-19311403, 5-19=-19311403 WEBS 4-115=484198.2-6--1811259, 1-6=-30811035 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 740; Vult110mph (3-second gust) VasdE7mph; TCOL6.0psf SCDLS.Opsf; h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(1) 13-7-3 to 14-7-12, Exterior(2) 944 to 13-7-3, Interior(1) 3-4-0 to 11-11-11, Extenor(2) 04-0 to 3-0-0 zone; cantilever left and right exposed; end vertical left and sight exposed;C-C for members and tomes a MWFRS for reactions shown; Lumber 00L111) plate grip 00L120 Provide adequate drainage to prevent water pending. This buss has been designed for a 102 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 2308.1 and referenced standard ANSI/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, 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate lncrease=1.25 Uniform Loads (p11) Vest 2-3-68, 2-11=46, 11-14-70, 5-14-68, 1-16=48.2-16--28.7-8--20 DEFL. in (Icc) lldefl lid PLATES GRIP IC 0.75 Vert(LL) -0.33 5-9 '532 240 MT20 2201195 BC 0.79 Vert(CT) -0.61 5-9 '295 180 WS 0.36 Horz(CT) -0.03 6 nfa We Matrix-MSH Weight: 62 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-5 cc purlins, except end verticals, and 0.0-0cc purllns (6.0-0 max,): 1-2. SOT CHORD Rigid ceIling directly applied or 10-0.0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0k BCDL 10.0 SPACING. 2-0.0 Plate Grip DCL 1.25 Lumber DOL 1.25 Rep Stress mci' NO Code 19C201511P12014 LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 C WEBS 2X4 OF StudlStd C Job Truss Truss Type Qty Idly MAGNOLIA 2A .423 MONO CAL HIP I Job Reference (optional) Califomta Tnaslrame tic., Perris, CA. 92570 Run: 8.240 s Dec 6 2018 Pnnt:8.240 s Dec 62018 MTek InSusSies, Inc. Thu Oct 3 12:37:12 2019 Pace 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-jhAkrJ78KKtLC6?SlhOGUUWVtQEX7xl4?5RdncyX5OL 4.9-13 • 5-5-4, 9-11-11 14-9-8 4-9-13 '0-7-7 • 4-6-7 4-9-13 Scale = 1:24.6 454 = 2x411 416 = REACTIONS. (lb/size) 4-64410-3-8 (mm. 0-1-8), 6=644/0.3-8 (mm. 0-1-8) Max Horz4-103(LC 6) Max Uplift44.81(LC 5), 6.90(LC 5) FORCES. (lb) - Max. CompiMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8931110, 3-4-1438/240, 1-2=-817/122, 1-6=.6051108 BOT CHORD 5-11--23411347,4-11-23411347 WEBS 3-5=459/187, 1-5---951883 NOTES.. Unbalanced roof live loads have been considered for this design. Wind; ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCOL&0psf, BCOL=6.Opsf; h=20f1; 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 OOL=1 50 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. 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 2404 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. Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard I, III 1 1job T,uss Tniss Type 1u1y Ply i MONO CAL HIP I 1 L 1MAGNOUA2A bReference(oplional) calirornla Ttusrrama u.c., Pems, CA. 92,70 sun: 0241) S uec 0 ZUJU mm: ucu a LPeC 0 4U10 05155 1n0u5tn59. inc. 'flu vet a 1:ar.1L u1a d55 1 ID:ZFl3c9v,ocbrEMVfP7?S5SJz7f4q.jhAkrJ78KKtLC6?SIhQGUUWV?OGn7yv4?5RdncyX5OL 3-9-8 6-9-13 • 7-5.4 14-9-8 I 3.9 • 3.0-5 0-7.7 7.4.4 Scale = 1:24.5 4x8 20 II 4=fi = 4x8 7-5.4 14-9-8 I • 7.44 Plate Offsets (XX)- 12:0-2-8.0-2-01. (3:0-2-0,0.1-121. (4:0.0-0.0-1-11.16:0-2-12.0-2.01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.75 Vert(LL) -0.25 5-6 '716 240 M120 220/195 ICOL 14.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.37 5-6 '480 180 BCLL 00 Rep Stress mc, NO WB 0.32 ilcrz(CT) -0.03 6 n/a We SCOL 10.0 Code I5C2015fl'P12014 Matrix-IriSH 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 cc puilins. except 801 CHORD 2X4 OF No.2 G end verticals, and 0-0.0cc purtins (5-8.9 max.): 1-3. Except WEBS 2X4 OF StudlStd G .5-9-0 or. bracing: 1-3 801 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. REACTIONS. (lb/size) 4-64410-3-8 (mm. 0-1-8),6--64410-3-8 (mm. 0-1.8) Max Hotz4-81(LC 6) Max Up1ift4.82(LC 5). 6-E8(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4--12431150.2-3=-11301166 BOT CHORD 6-10=-127/798, 5.10=-127!798, 5-11=-122/1127, 4-11=-12211127 WEBS 24=23M53,2-6=9001171 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=60psft BCDL=5.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 OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 100 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 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 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, nonooncurrent 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 I D1400# 6*6 = '.5 Job Tri1s truss Type Ply MAGNOLIA 2A 606 I GABLE 1 Job Reference (optional) caurom:a Jn,srrame u.c.. Pems, cA, ozoto Kun: a.zqu S USC b Zuib nn!: b.Z4U S Dec b Zuib MiTes Incusmes, Inc. mu uci 3 1:J,:13 2u1a mag 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz714q-Btk6318m5d?CqGaelPxV1h3dPqbnsGtDElABJ2yX5Ol( 7-6-0 7-6-5 14-9-4 18-0-0 , 21-2-12 28-2-11 24-0 36-0-0 7-6-0 0-35 6-11-15 3-2-12 ' 3-21 6-11-15 0-3-5 7-6-0 Sca!e = 1;57.6 6e8 = US = 8*10 2*4 II 8*10= = 20 11 656= 7-9-5 21-2-12 28-2-11 36-0-0 7-9-5 ' 6-11-15 6-5-8 6-11-15 7-9-5 Plate Offsets (XV)— rl:0-35,Edge1, (4:0-3-0,0-2-81, (7:03-c.Edgej,[9:0-2-12,0.4-0' [11:0-3-12,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.13 11-12 2-999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.37 12-38 1681 180 BCLI. 0.0 Rep Stress Incr NO WS 0.85 Horz(CT) -006 1 n/a n/a BCDL 10.0 Code 18C20151TF12014 Matrix-MSH Weight: 267 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc puilins. SOT CHORD 2X6 OF No.2 G SOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 2X4 OF Stud/Std G Exoepr WEBS 1 Row at midpt 4-9.6-9,2-11 W6: 2X4 DF No.2 G, W3,W5,W7: 2X6 OF No.2 G [MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud!S1d G*Except' installed during truss erection, in accordance with Stabilizer I $15: 2*8 OF No.2 G Installation guide. REACTIONS. (lb/size) 1=1320/0-3-8 (mm. 0-1-8), 7=38110-5-8 (mm. 0-1-8), 9523510-6-8 (req. 0-5-9) Max Horz781(LC 36) Max Uplift1306(LC 27), 7=-269(LC 30), 9-834(LC 21) Max Gravl=1380(LC 43), 7516(LC 39). 9=5235(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=3509/1055, 2-3=-778/411, 3.4.7521490, 4-5=-54712783, 5-6=-100612944. 67=1035I952 SOT CHORD 1-42=-471!1755, 1-43=-104913351,12-43=104913351,12-44=-104913351, 11-44=-1049/3351, 10-11=-11671798, 9-10=-1167!798, 9-45---6071727, 45-46=-6071727, 846=-4451555,8.47=342/463,7-47=-796/826,7-48=-491/683 WEBS 4-9=-34331586, 5-9=-10621433, 6-9=-29661544, 4-11=478/2609, 3-11 =-1 0071428. 2-11=-29591554, 2-12=0/560, 6-8=0/563 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL-6.opsf; 8C0L6.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 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 lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable studs spaced at 144 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 truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points aton 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 loads along bottom chord from 26-5-0 to 36-0-0 for 146.1 p11. Girder carries hip end with 7-641 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 a 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 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). IJob rruss iiruss Type Ot 1Ply MAGNOLIA2A I B06 I 1GABLE Job Reference (optional) California TiusF,ame LLC., Perris, CA, 92570 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (plQ Vert: 1-268, 24=-157(F=-89),44=-157(F=-89), 6-7-68, 36-39.46(F.26) Concentrated Loads (lb) Veit 6.510(F) 2-510(F) I,uuslnes, Inc. Thu Oct 3237i32OT9Pi2 ID:ZFl3c9vubrEMVfP7?S5SJz7f4q.81k63f8m5d?CqGaelPxV1h3dPqbnsGtDElABJ2yX5OK I I I I I I 130b Truss Truss Type Ply I 6O7 I NoL1A - - jJob !ference(oPtional) - - - - arun,a u,usrmme la.b... rem,, ,, .a,u nun; e.au, Un C LUJO mn.. C.tJuC IIfl C £2110 lytica IJIUUt1JI ullb IflC bIb'. l..JI. . ra C ID:ZFl3c9vxxbiEMVfP7?S5SJz7f4q.g4HUG?9Osx73SQ9qs6SkZvcpuEvHbhBMTPw1csUy)r5OJ 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 ' 1-9-8 Scale' t59.4 6x10 MTIEHS= "a 10 11 crd V9 3x6 = 454 = 6,4 = 294 Il 4z4 = 2e4 II 3x8 = 9-4.15 18-0-0 21-2-12 21#,-S 28-4-S 264-4 34-24 38-0-0 I 5-7-1 3-2-12 042 5-0-0 0-1 12 7-6-4 Plate Offsets ()(,Y)— :0-0-1.0-1-121. (16:0-44.04-01 LOADING(psl) SPACING- 2-0-0 CSI. OEFL. in (lc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.85 Vert(LL) -0.38 15-22 877 240 MT20 2201195 TCOL 14.0 Lumber DOL 125 SC 0.83 Vert(CT) .0.70 11-12 p253 160 MTI8HS 2201195 BCLL 00 Rep Stress mci NO WS 0.97 Horz(CT) -0.05 1 n/a n/a BCOL 10.0 Code l3C20151TP12014 Matrix-MSH Weight: 169 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G 'Except' 52:2X6 OF No.2 G WEBS 2X4DFStudfStdG BRACING- TOP CHORD SOT CHORD WEBS Structural wood sheathing directly applied or 4-4-12 cc pudins. Rigid ceiling directly applied or 6-0-0 cc bracing. 1 Raw atmidp* 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection. in accordance with Stabdizer Installation guide. REACTIONS. (lb/size) 10=444/0-5-S (mm. 0-1-8). 1=778/0-3-8 (mm. 04.8), 13=204610-5-8 (mm. 0-2-3) Max Hoiz1031(LC 12) Max Upliftloa-SS(LC 13). 1-95(LC 12). 13=-158(LC 9) Max Gravl0=528(LC 24), 1787(LC 23). 132045(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-216/2322, 5-6=-264/2388, 6-7=-2191275. 7-8=-4121185, 3-23=-9521161, 9-23=-9801150, 9-10--10"1124.1-24=-17871242,2-24--17351259,2-3=-13131147 SOT CHORD 1-26---20411886, 15-26=-204/1655. 15-27=-44/839, 14-27=.44/839, 14-26=-1351375, 13-28=-1351375, 13.29.177/341, 12-29-1771341, 12-30=-1921941, 11-30=-192/941, 11-31=-1921941.10-31=-1921941 WEBS 8-12=-6791149.7-12=01519, 13-16=-15641172, 5-16=3931131,14-16=-5561198. 4-14.621791, 3-14=-1006/208. 3-150/695, 2-15=-540/197, 4-16=-27471277, 6-16=-23041332, 9-11=0/402 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd37mph; TCDL6.Opsf; ECOLS.0psf; h=20ft Cat. II; Esp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 3310.0, lnterio41) 3.04 to 18.0.0, Exterior(2) 1844 to 21-2-12, Interior(l) 21-2-12 to 36-0-0 zone; cantilever left and light exposed; end vertical left and sight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate gap DOLI.60 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 1 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 240-0 wide will fit between the bottom diced 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 2305.1 and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 25010 live located at all mid panels and 61 31 panel points along the Bottom Choni, 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 254-8. a 50 lb down and 4 lb up at 21-44 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 lncrease1i5. Plate lncrease=1.25 Continued on page 2 I, I I I 1J0D 1lnjss (truss lype Qty jPIy MAGNOLIA 2A ICOMMON 1 IJob 1801 16 Reference (optional) California Tn,sFrarne LLC.. Penis, CA. 92570 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 4-10=68,14=68,17-20=20 Concentrated Loads (lb) Vert: 1250 13=-50 Run: 8.2405 Dec 6 2016 Pent: 8,2405 Dec 62018 MiTeic Industhes, Inc. Thu =312:37:142019 Page 2 ID:ZFI3c9vXxbrEMVfP7?S5SJz7f4q-g4HUG?9Osx73SO9qs6SkZvcpbh8MTPw1csUyX5OJ Job Truss Truss Type Oty Ply MAGNOLIA 2A 808 COMMON 1 Job Reference (optional) California TnjsFlame u.c., Ferns, CA. sxaiu nun: *.LU 5 UC 0 4U10 rnrn a.qU 51.1ev 0 SU IS MII5. Ifl055UIe5, nv. I on lD:ZFI3c9vxxbrEMVIP77S5SJz7f4q.g4HUG?9Osx13SQ9qS6SkZvCx2EyPbq8MTPW1CSUY)50J Ot3-12 4-11-15 10-9-0 12-64 0-3-12 4-8-3 5-9-1 1.9-8 2x4 11 1 2 Scale: 1121 t;2 a 20ll 2x411 454 = LOADING(psf) SPACING. 2-0-0 CSI. OEFL in (Icc) IIdefI lid PLATES GRIP Plate Grip DOL 1.25 IC 0.33 Vert(LL) -0.35 7-8 "420 240 MT20 220/195 TCDI. 14.0 Lumber DOL 1.25 BC 0.70 I Vei2(CT) -0.60 7-8 '247 180 I TCLL 20.0 ECU.. 0.0 * Rep Stress lncr YES WE 0.40 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code lEC2015fTPI2014 Mati'ix-MSH Weight 51 lb FT = 20% LUMBER. BRACING- TO? CHORD 2X4 OF No.2 0 TOPCHORD Structural wood sheathing directly applied or S-7-16 cc puilins. SOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 OF Stud/Std G MiTeic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=5381046-8 (mm. 0-1-8), 8=5U/Mechanical Max iiorz5=-130(LC 9) Max Uplift-50(LC 9), 5=-94(LC 9) Max Grav5=543(LC 33), 8585(LC 1) FORCES. (lb). Max. CompiMax. Ten.- All forces 260 (Ib) or less except when shown. TOP CHORD 3-14=-1112/42, 4-14=-1133!27, 4-5=-112210 901 CHORD 8-15=-1fl1709, 7-15=-1771709, 7-15=.11511088, 6-15=-116/1058, 6-17=116/1058, 5-17416/1058 WEBS 3-8=-7951199,3-7=0168S, 4-6=-2611109 NOTES- 1) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLB.opsf; 8C0L8.0psf; h'20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 23-54 to 25-54, Interior(l) 26-541 to 38.0-0 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 00L1.80 I , 2) This truss has been designed for a 10.0 psI bottom chord live load nonconcunent with any other live loads. 3)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 200A 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 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 LOADING (psi) TCLL 20.0 TCDL 14.0 SCU. 0.0 SCOL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code 13C2015/1P12014 CS'- IC 0.33 BC 0.70 WS 0.40 Matrix-MSH LUMBER- TOP CHORD 2X4 OF NO.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size -) 5=53810-5-8 (mm. 0-1-8), 8--366/Mechanical Max Ho,z5-165(LC 30) Max Uptift5=469(LC 30),8=11 1 SJLC 29) Max C-rav5=712(LC 47). 8586(LC 1) Job Truss Type 'MAGNOL (2ty 2A COON I I Truss I r 1 . Job Reference (optional) I rusi-rame UL., iefns, 1., 9*fU rein: 0.240 S Dec 62018 Prize: 8.2403 USc 62018 MireX Industries, Inc. mu Oct 3 12:37:15 2019 Page 1 ID:ZFl3brEMVfP7?S5SJz7f4qGrtUL9OdFFw3Zk1Qazz6686oeleKHOWi3fHOxyX5Ol 0.3-12 4.11-15 10-9-0 • 12-6-8 03-12 4-8-3 5-9-1 • 1-9-8 2*4 II Scale: lI21' 1 2 D=1400# N. 5 2x411 2*4 II 4*8 DEFL. in (lc) Well Lid PLATES GRIP Vert(LL) -0.35 7-8 a'420 240 MT20 2201195 Vert(CT) -0.60 73 a247 180 Hoiz(CT) -0.03 a nla n/a Weight 51 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc pwtins. SOT CHORD Rigid ceiling directly applied cr5.3-icc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer JInstallation guide. FORCES. (lb) - Max. ConipJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-3341288, 3-13=-53a'529, 3-14-=-1527/784, 4-14=-185411071, 4-5=-201511232 SOT CHORD 8-15=4811859, 7-15=-102611353, 7-15=-909/1583, 6-16=-112711828, 6-17=-124V1915, 5-17=432812002 WEBS 3-8=-7951269, 3-7=-301885, 4-8=-2611163 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOLs.Opsf; SCDL=5.0psf: h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 23-S-8 to 26-5-8, Interior(1) 26-5-8 to 35-0-0 zone; cantilever left and right exposed; end vertical left and right exposad;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 psfboltom chord live load nonconcwrent 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 2308.1 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, nonconcu,rent 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 12-6-8 for 111.6 pIt. LOAD CASE(S) Standard 1, I- !Truss Truss Type t2ty LMIGNOLIA2A cos II I lJob 1GABLE Reference (optional) I ,%un;D.us uc 0ai16i-nm:64u5uec DZU16 MICKincusnes IflC. •nuuct 41:M:1bzu1a race 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-cSPFhhAfOYOmhjlb_XUCfXhEI2cp3evfwjPswNyX3OH 7-11.4 16-0-0 24-0-11 • 324-0 7-11-4 8.0-12 8-0.11 7-11-5 I Scale = 1:51.1 5x8 = 454 = 2x411 5x16 6= 2x411 4x4 7-11-4 15-9-4 16.0-0 244-11 32-0-0 7.1 1.4 7..1fljl R4L44 7_11.q Plate Offsets (X.Y)- 12:0-2-12.0-2-01. 13:0-3-0.0-341. [4:0-2-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.57 Vert(LL) -0.26 6-9 p744 240 MT20 220/195 TCDL 16.0 Lumber OOL 1.25 BC 0.83 Vert(CT) -0.67 68 288 180 BCLL 0.0 Rep Stress lncr NO WB 0.83 Horz(CT) -0.04 8 nla n/a SCDL 10.0 Code IBC20151TPI2014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.1&Btr G 901 CHORD WEBS 2X6 OF No.2 G*Except' WEBS WS: 2x8 OF No.2 G, W4,W2: 2X4 OF StudlStd G OTHERS 2X4 OF StuWStd G REACTIONS. (lb/size) 5=630/0-5-3 (mm. 0-1-8), 1=337/044 (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 Grav5=695(LC 20), 1447(LC 29). 8=2791 (LC 1) FORCES. (Ib) - Max. CcmplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-70/1344, 4-5=-13581170, 1-2=-3931347, 2-3=4811341 901 CHORD 1-33=-77J250.1-39=-287W1, 9-39=-2871361,9-40=-2871351,840-287/351, 78=.l6V1271, 7-41=-18211271, 6-41=-18211271, 6-42=-18211271, 5-42=-18211271, 543=-1181573 WEBS 3-8=-1234/157, 2-8=-14251251, 2-9=0/388, 4-S--23871296,4-6=0f719 Structural wood sheathing directly applied or 6-0-0oc purlins. Rigid ceiling directly applied or 64-0 cc bracing. I Row at midpt 2-8.4-8 Milek 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) Vasd87mph; TCDL6.0psf BCOL=6.opsf; h=20ft; 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 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 ANSI/WI 1. Gable studs spaced at 1-4-0 cc. This truss has been designed for a 10.0 pat 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 3-64 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 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 stall panel points along the Bottom Chord, nonconcuffent 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 Increase= 1.25, Plate Increase=1.25 Uniform Loads (p11) Vert 3-5=-72.1-3=-72,8-3S=-20,8-42=-91(5=-71), 32.42.20 I iTType 1O1JPiy r"o 3NOLIA2A C07 I 2 I I jJob 1COMMON Reference (optional) carnamia TnJsFlame LLC.. Pens, CA. 92570 Run: 8.2405 Dec 6 2018 Thlnt: 8.240 a Dec 6 2018 MTek Industries; Inc. Thu Oct 3 12:37:16 2019 Page 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-cSPFhhAfOYOmhilD_XUCfKhAM2d43jZfwjPrwNyX5OH 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 5*6 = 454 = 2x4 II 3*4 = 2*4 II 5x10 U4= 3*8 II 3*8 II 6-0-10 . 15-9-4 16-0-0 25-11-7 32-0-0 6-0-10 • 941-10 0-2-12 9-11-7 6-0-9 Plate Offsets (X,Y)— '1:0-2-3,Edgel, 11:0-1-8.0-1-51. f2:0.0-50-1-1, (3:0-3-0,Edctel. (4:0-0-5.0-1-81. (5:0-1-8.0-1-51, (5:0-2-3,Edgej, 18:0-5-00-1-121 LOADING (psf) SPACING- 24-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.79 Vert(LL) -0.53 6-8 '359 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.80 6-8 2-240 180 BCLL 0.0 Rep Stress lncr YES WS 0.47 HoiZ(CT) -0.02 1 n/a nla BCDL 10.0 Code IBC2015lTPl2014 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 cc purlins. 301 CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 87-7 cc bracing. WEBS 2X4 OF Stud/Std G Excepr WEBS I Row at midpt 4-8,24 W3: 2X6 OF No.2 G l MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 OF Stud/Std -G, Right 2*4 OF StUWStd -G I Installation guide. I REACTIONS. (lb/size) 8=197710-5-8 (mm. 0-2-2), 5=48310-5-8 (mm. 0-1-8), 1=48310-5-8 (mm. 0-1-8) Max Horz5=72(LC 12) Max Uplift8=-97(LC 9), 5=-87(LC 13), 1=-97(LC 12) Max Grav8=1977(LC 1), 5=534(LC 24), 1534(LC 23) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-16--01858.4-16=-3f765,4-17=-8361158.5-17=-9581141, 1-18=-958/172, 2-18=-5351189, 2-19=01785,3-19=01858 SOT CHORD 1-20=-921509, 1-21-1271869, 9-21=-1271869, 9-22=-1951674, 8-22=-1951874, 7-8=236/673.7-23--2361673, 6-23=2361673.6-24=-169/869, 5-24-=-169/869, 5-25=-1271509 WEBS 4-8=01577, 4-8=-13381293, 3.8=-9531117, 2-8=-13381291, 2-9=0/576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psl BCDLG.opsf; h=201t Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0-0, lntenor(1) 344 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 DOL--1.60 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 200,16 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 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. LI. L i' LOAD CASE(S) Standard ob FD Truss Truss Type Oty 1Ply MAGNOLIA 2A C08 1 JJob COMMON - 1 -- Reference (optional) - - casrona I rusname La.. rams, i.A. Wflfu nun; o.Lau 5 uac C LU IC mill; C.LW 5 um U LU IC VU ICC IlIUMSUICU. 1111. .... 111.1 IL..li .1 F LUIU raue ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.4fzdu0BH8sWdJttPXF0RBXEJJRxko9kp9N80SpyX5OG 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 = 40 = 254 5x10 = JX4 = LXC 454 = 358 II 3x8 II 6.0-10 13.6-0 15.9-4160.0 18-6.0 • 25-Il-? 32.0-0 I • F fl'5 7 7ç • 4q Plate Offsets (X,Y).-'1:0-2-3.Edgel, [1:0-1-8,0.1-51. [2:0-0-5,0-1-81. [3:0-3-0.Edgel. [4:0.0-5.0-1-8), [5:0-1-8.0-1-51. f5:0-2-3.EdgeJj0-5.0.0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l!defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) .0.53 6-8 p359 240 MT20 2201195 TCDL 16.0 Lumber DOL 125 BC 0.85 Vert(CT) .0.83 6-8 230 180 BCLL 0.0 • Rep Stress Incr NO WS 0.47 Horz(CT) -0.03 1 n/a nla BCOL 10.0 Code 13C20151TP12014 Matrix-MSH Weight 130 lb FT = 20% LUMBER- TOP CHORD 2X4DFNoiG SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G Excepr W3: 2X6 OF No.2 G WEDGE Left 2x4 DF Stud/Std -G. Right 2x4 OF StudlStd -G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc purlins. 801 CHORD Rigid ceiling directly applied or 6-0.00c bracing. WEBS I Row at midpt 4-8.2-8 Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib!size) 8=208010-5-8 (mm. 0-2-4), 5=48210-5.8 (mm. 0-1-8). 148210.5.8 (mm. 0-1-8) Max Horz5=72(LC 43) Max Uplift8=-274(LC 30), 5=-213(LC 38), 1.398(LC 35) Max Grav8=2080(LC 1), 5=532(LC 52), 1552(LC 48) FORCES. (Ib) -Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-2751891. 4-16=-128I802. 4-17=-8391217, 5-17=-9811473, 118=1457l1060. 2-18=-11261804. 2.19=-64811178. 3-19=.41011000 BOT CHORD 1-20=-4711694.1-21=-4581934, 21.22=488/871. 9-22=6111986,9-23=657f777, 23-24=.6571777. 8-24=-6571777. 7-8=-6291707, 7-25---6291707. 25-26=-529/707, 6-26=.6291707. 6-27=-5521886, 5-27-5521886, 5-28=-269/508 WEBS 4.6=0/583, 4-8=-1348316, 3.8=-9631284. 2-8=-1349!342, 2-9=01582 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd487mph; TCDL480psf BCDL6.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) 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 DOL'--1.50 This truss has been designed for a 10.0 pst 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 20016 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 DOLe(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 plY. 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 13-6-0 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 truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job I WSS Truss lwe Qty Ply MAGNOUA2A IcO8 COMMON 1 - jJob Reference octionaü - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase 1.25, Plate lncrease=1.25 Uniform Loads (p11) Vert: 3-5=-72,1-3--72.10-13=20 Concentrated Loads (lb) Vert: 24.50(B) 25-50(6) Job Tiuss Truss Type Qty Ply MAGNOLIA 2A C09 COMMON 2 IJbReference(optonal) - - - -1 - - -- aarornia I niarrame Lb., rn5, 1.14 >tj(U aufi; 0.000 UCC 0 CIa 10 nIh.. C.L*1106fl Lu 10 1141100 ,..uaulco. I0h.. I 110 ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-VrX?6MCwAeUw1Sc5yXgklmVNrFpXYUyO1UY?Fy)OF 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 4-11-6 Scale = 1:51.8 3x4 = 4x8 = 34 ' 3x6 II 456= 4*6= 4x8 GaB = 4-11.6 13-3-12 13-5-8 18.6-8 184.4 27-0.10 32.0-0 n.ia c.i.n fl.112 4-11-8 Plate Offsets (X,Y)- (1:04-00-2-81,I2:0-0-1.0-2-0I, i40-2-0gel. (6:0.3.0.0-1-1 t (7:0-1 -1 5,0-0.81. (9:0-2-12.0-2-01 LOADING(psf) SPACING- 2-3-12 CSI. DEFL in (bc) tideS Lid PLATES GRIP TCLL 20.0 Plate C-np DOL 1.25 TC 0.69 Vert(LL) -0.22 8-9 >999 240 MT20 2201195 TCDL 18.0 L.utnharDOL 1.25 BC 0.92 Vert(CT) .021 8-9 2-278 180 SCLL 0.0 0 Rep Stress Incr NO WS 0.76 Hozz(CT) -0.08 1 nla nla SCOL 10.0 Code I3C2015ITP12014 Matrix-MSH Weight: 182 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2x8 DP SS G 'Excepr 52: 2X4 OF Stud/Std G, 81: 2*8 OF No.2 G SOT CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb(size) 71189/Mechanical, 1-98210-5.8 (mm. 0.1-8), 11135310-3-8 (into. 0-1-8) Max Horz783(LC 12) Max Uplift7-151(LC 13), 1.77(LC 8), 11-137(LC 8) Max Grav71203(LC 24), 1962(LC 1). 1 11353LC 1) FORCES. (lb) - Max. CompiMax. Ten. - Ail tomes 250 (lb) or less except when shown. ' TOP CHORD 4-5=-290191, 5-19=-13801231, 6-19=.14981229, 6.20=-33331385, 7-20=-34071383, 1-21=-21051121, 2-21=-20271144, 2-22=-1435!254, 3.22=-13811255, 3-4-334195 SOT CHORD I-23=-191952, 1-24=-70/1946, 12-24=-7011946, 12-25=-19011938, 11-28=-1901 1938, 10-11=-16211359, 9-10=-162/1359, 9-26=41412510,8-28=41412510. 8-27=-38313199, 7-27=383/3199.7-28=-169111582 WEBS 3-11=-257/141, 2-11=-827!261, 242=-1081464,6-0-=12791276.6-8=01-089, 3.5=-1146/208 2-0.0 or. purlins (2.10.6 max.) (Switched from sheeted: Spacing> 240). Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL6,Opsf BCDL$.opsf; h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and CC Extezior(2) 0-0-0 to 34.0. Interior(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 00L160 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. 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 ANSIITPI 1. This buss 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. 91 Graphical purtin representation does not depict the size or the orientation of the purtin along the top andlor 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 lncrease=1.25, Plate lncrease 1.25 -h Uniform Loads (p11) Veil: 4-7=-83,1-4z-83,l3-16=-23 Continued on page 2 I I Job Truss TrUSS Type uty Fly MAGNOLIA 2A C09 COMMON 2 Job Reference (optional) Catlomia TtUSrame LLC.. Penis, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11-50 9-50 Run: 8.2403 Dec 6 2018 P1911.8.240 S Dec 62018 Mirek Industries. Inc. Thu Oct 3 1237:18 2019 Page 2 ID:ZFI3c9vxxbrEMVFP7?S5SJz7f4q-YrX?6MCwAeUw1Sc5yXgklmYNrFpXYUyO1uy?FyX5OF 1Truss ITrUSS Type 1QIY '1y [M4G NOUA Iclo I ii - - jCOMMON - I iJob Reference (optionel) ..I.,.,, ..i. nun; U.ZQU a ijec a zuia rnnl. agu a uec a uia Mileic Inausales, InC. mu uci . 1L;af:la aiia raga 1 ID:ZFl3c9vxxbrEMVfPflS5SJz7f4q-VrX?6MCwAeUw1Sc5yXgklmacIrGVXZ5y01uy?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 4-11-6 Scale = 1:51.9 314 = 418 = 3x6 II = 64 = 4x6 = 34 II 4x8 = 4.11.6 • 13-3-12 13.5-8 184-8 18-8-4 27-0.10 32.0-0 fl41'3 cij, n.ii, Plate Offsets (XV)- 11:0-1-15,0.0-121, (2:0-0-1.0-1-SI. [4:0-2-0,Edgel, [6:0-0-1,0-1-8].I7:0-1-15,0.0-121 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (Joe) lldefl Ud PLATES GRIP ICLI 20.0 Plate Grip DOL 1.25 IC 0.54 Vert(LL) -0.20 8-9 '999 240 MT20 2201195 ICOL 16.0 Lumber DOL 1.25 BC 088 Vert(CT) .0.75 8-9 '300 180 acu. 0.0 Rep Stress lncr NO WS 0.65 Holz(CT) .0.06 1 We 'tie SCOL 10.0 Code l3C20151TPI2014 Matgix.MSH Weight: 122 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2x8 OF No.2 G 'Except' 82: 2X4 OF StudfStd 0 WEBS 2X4 OF StudlStd 0 BRACING. TOP CHORD 801 CHORD Structural wood sheathing directly applied or 3-2-9 cc purtins. Rigid ceiling directly applied or 10-0-0 or bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1041/Mechanical, 1=84710.5.8 (mm. 0.1.6), 11=1155/0-3.8 (mm. 0-1-8) Max Horz772(LC 12) Max Uplift7=.131(LC 13). 1=-67(LC 8), 11-118(LC 8) Max Grav71032LC 24), 1'947LC 1), 11=1155(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5-253/79, 5.19=.12571203, 6-154-1357/203, 6-20=-29351337, 7-254-3000/31?, 1-21=.1251!107, 2-21=-17931127, 2-22=-1304/225, 3-22=-1255/226. 3.4293182 SOT CHORD 1.23=-121852, 1-24=43/1722, 12-24=-6311722, 12-254-168/1730, 11-25=-168/1730. 10-11=-145/1235, 9.154-14511235, 9-254-363F2231, 8-254-36512231, 8-27=-33512819, 7-27=435/2819. 7-23=.14711343 WEBS 2-11=-707/226, 2-12=.1111441, 5-54-1105/239,6-8=01907.3.54-1051/182 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; vult=llOmph (3-second gust) Vasd87mph; TCOL=5.0ps1 ECOLS.Opsf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extedcr(2) 0-0.0 to 3-0.0, Interior(l) 3-0-0 to 16-04. Exterior(2) 16.04 to 19.0.0, lntenor(1) 19-0.0 to 32-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOLCI.60 plate grip DOLI.60 This truss has been designed for a 10.0 psfbotlomchord live load nonccncurtent 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 3.64 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. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2305.1 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. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(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 designlselection of such connection device(s) is the responsibility of others. ~ I. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnomase=1.25, Plate lncreasel.25 Uniform Loads (p11) Vert 4-7-72,14-72,13-16-20 Concentrated Loads (lb) Vert 11=.50 54-50 Job truss Truss type ely I1AGN0L1A2A 005 FINK 6 Job Reference (optional) California TrusIrarne u.c.. Pems, UP, 92570 mm: 5240 s uec a zois Print: 5.3405 Dec a 2018 MITSII InOusSles, IflC. mu ccl Ix:J1:18 2018 ag 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-015NJiDXgTmLVB1off2vGyJijFehG616dhdVXryX5OE 6-7-3 1 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*8 II = 4*4 = 5*8 WS= 4*4 = = 8-8-15 , 17-5-1 . 25-10-8 8-8-15 8-8-3 • .0-5-7 Plate Offsets 0(Y)— 13:0-0-0.O-0-01.(5:0-0-4.0-0-11. (5:0-7-7.0-0-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFt... in (icc) Well lid PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 IC 0.71 Vert(LL) -0.43 5-8 719 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 SC 0.75 Veit(CT) -0.66 6-8 s353 180 ECLL 0.0 Rep Stress mci' YES WE 029 Horz(CT) 0.11 5 mIs We BCDL 10.0 Code ISC2015ITP12014 Matrix-MSX Weight: 98 lb FT = 20% LUMBER- TOP CHORD 2X4 OF idol G SOT CHORD 2X4OFNoiG WEBS 2X4 OF StudlSld G OTHERS 2X4 OF StudlStd G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (IbIsize) 11139/0-3-6 (ruin. 0-1-8), 5=1139!Mechanical Max Horz189(LC 12) Max Upliftl-110(LC 8), 5408(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-30c purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTetc recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-25321255, 2-19=-25131277, 2-20=-23011208. 3-20---222312113.3-21=-21631211, 4-21=22411200,4-22=24311266, 5-22=-2533/248 SOT CHORD 1-15=-25412434, B-15=-25412434, 8-15=-93I1630. 7-16=-9311630, 6-7=-9311830, 6-17=20312346,5-17=-20312346. 5-18-€8I850 WEBS 2-9=4861199,3-8=53f754.34-4-01698.4-6=-"41169 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultll0mph (3-second gust) Va 87mph;TCOL5.0psf 5C0L5.0psf; h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Intenor(l) 3-0-0 to 13-1-0. Exterior(2) 13-1-0 to 16-1-0. lnterior(1) 16-1-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load ncnconcurrent 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 200,16 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 AHSIffPl 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 Ply MAGNOLIA 2A 1006 CAL HIP Fy Job Reference (optional) aaomia i mwiarneLLL.,p8m5.cM. trAom IUrES34US USC 62U15IflflT 24U8UeC bu1eMlTelcrnauss1es.inc. Inuoc a1r:19u1a JaO1 ID:ZFl3c9vocbrEMVfP7?S5SJz7f4q-015NJiOXgTmLYB1off2vGyJgeFceG7a6dhdVXiyX5OE 5-0-1 9-5-0 , 11-11-11 .13-1-0 14-2-5 15-9-0 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 = 1:43.2 456 4x6 = 3x10 =5X6 Ws= 3x10 = 556 = 9-50 • 16.9-0 25-10-8 7_a_fl • Plate Offsets (XX)— 1:0-2-8,0-2.01. [6-0-2-12.0-2-01.19.0-7-7.0-0-2 l, [9:0-0.4.0-0-11 (10:0-2-0.0-1-81. [12:0-2-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.85 Veil(LL) -0.36 12-15 >882 240 MT20 2201195 TCDL 14.0 Lumber OOL 125 BC 0.88 Vert(CT) -0.73 12-15 >423 180 BCLL 0.0 Rep Stress lncr NO WB 0.20 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Weight: 114 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2G SOT CHORD 2X4OFNo.2G WEBS 2X4 OF StudlStd G OTHERS 2x4 DF No.2 G(1) WEDGE Right 20 OF Stud!Std -G REACTIONS. (lb/size) 1=1209/0-3-8 (mm. 0-1.8), 9=1211/Mechanical Max Hosz163(LC 12) Max Upliftl=.183(LC 8). 9-183(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 34-12 oc purlins. except 0-0-00c purlins (4-0-6 max.): 3-6. Except 4-0-00c bracing: 3-6 SOT CHORD Rigid ceiling directly applied or 7-5-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation guide. I FORCES. (Ib). Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-2347!654, 2-19=-2784ffi68, 23.2490I714, 3-20-2338/820, 5-20=-2341/819, 5-21=-2306/817, 6-21-23031818, 6-8-24501711, 8-22=-2641/837, 9-22=-2705/624 BOT CHORD 1-23=-682/2641, 12-23=-682/2641, 12-24=-704!2514, 11-24=-704/2514, 10-11=-70412514, 10-25=5451505,9-25=S4512505,9-26=-2121906 I WEBS 2-12=-3491146, 312103I482, 5-12=-3721285, 5-10-4121[286 ,6-10=-9914611, 8-10=-2531123 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=80p5f; BCOL6.0psf, h20ft; Cat. ii; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(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 00L1.60 plate grip DOL=1.60 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.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 2308.1 and referenced standard ANSIFTPI 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 Chords 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 11 1' Scale = 1:43.2 456 3x4 = 111111111 4x8 na 171 —9 8 job Truss 1 russ type OWPly MAGNOLIA 2A 007 CAl. HIP 1 Job Reference (optional) caa0mia TlusFrarne LW., Ferns, çA. 92310 tern: 5.240 S Dec 620Th Print: 6.240 a Dec 6 2015 MITeJI InSusSles, Inc. Thu cci 3 12:37:19 2019 Page 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-015NJiDXgTmLYB1off2vGyJjvFcwG7Z6dhdVXtyX5OE 9-5-0 9-11-11 13-1-0 16-2-5 16-910 21-1-15 25-10-8 5-0-1 ' 4-5-0 0-6-11 3-1-5 • 3-1-5 0-6-11 4-4-15 4-8-9 4x6 = 3x10 =SK6 WS= 3x10 = 8x6 = 95-0 16-910 25-10-8 I 9.5.0 i 7.440 9-1-8 Plate Offsets MY)— (3:0-24.0-2-01.15:0-240-2-01, (7:0-7-7.0-0-21, (7:0-04.0-0-11, 18:0-2-0,0-1-8Ij10:0-2-0,0-1-81 LOADING(psl) SPACING- 2-0-0 CSI. OEFL in (loG) Well lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.70 Vert(LL) -0.36 10-13 >862 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.71 10-13 >434 180 BCLL 0.0 Rep Stress Inor NO WS 0.20 Horz(CT) 0.12 7 n/a n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2x4 OF StudISTD G(2) WEDGE Right 2x4 OF StudlStd -G REACTIONS. (IbIsize) 1=1139/0-3-8 (mm. 0-14), 7=1139/Mechanical Max Horz1480(LC 12) Max Upliftl=.130(1-C 8), 7=-129(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purtins, except 0-0-00c purlins (4-3-1 max.): 3-5. Except- 4-3-0 oc bracing: 3-5 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 (lb) or less except when shown. TOP CHORD 1-17=-26681341, 2-17=-26101356, 2-3=-22581250, 3-4=-21001255. 4-5=-20661253, 5-6--22091247.6-18=24781333,7-18=-25351321 SOT CHORD 1-19=-332r2476, 10-19=-33212476,10-20=-21612284,9-20=-21612284,8-9---21612284, 8-21=-27112351, 7-21=-27112351, 7-22-107/849 WEBS 2-10=-423/176, 3-10=01483, 4-10-353!110, 4-8=-393/108, 5-8=0/464. 6-8=-332/156 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL6.0psf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C..0 for members and forces & MWFRS for reactions shown; 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 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 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 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 I I' Job Truss Truss Type Oty ooa y GNOLIA2A CALHIP 1 Irr2IJobReference(optional) uaiiicnva I msl-IUm2 UJ... reins, LIP.. SLOIU flUIL 0.L'VU ii 11CC C CU IC fill. C.C,,J ii 11CC OW IC - I Oil liuUUVUiCC, iuih. 1110 %iI.i Ii IL..IV CII LOu D:ZFl3c9bi-EMVfP7?S5SJz7f4q-UEfmX2D9RnuCALc_DNZ8pMzdI4d?bfFItN238yXOD 3-8-4 7,11-11 13-1-0 • 18-2-5 l8-90 22-5-12 25-10-8 3-8-4 3-8-12 0.6.11 5-1-5 • 5-1-5 0-6-1'1 3-8-12 i 3-4-12 Scale = 1:43.2 4*6 3*10 = 4*6 = LU 4x8 = 3*8 = 5*8 Ws= 3x8 = 6*8 = 6*3 II 2X4 11 7-5.0 • 13-1-0 18-9-0 25-104 7=1% I flfl I fl I Plate Offsets (X,Y)- ito-2-3.Edgel, (1:0-0-0.0-1-51. (3:0-2 (50-2-0.0-2-01, (7:0-7-7.0-0-21. (7:0.0.4.0.0-1Ij8:0-2-12,0-1-81. 111:0-2-0.0-1-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (bc) lldefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.32 Vert(LL) -0.08 8-10 ii999 240 MT20 2201195 ICOL 140 Lumber DOL 1.25 SC 0.32 Vert(CT) .0.26 8-10 2-999 180 SCLL 0.0 * Rep Stress Incr NO WS 0.14 Horz(CT) 0.07 7 n'a nla SCOL 10.0 Code 1BC201511P12014 Matiix-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 2X4 OF SttadfStd G OTHERS 2*4 OF StudfSTD G(2) SOT CHORD WEDGE Left 2*4 OF Stud/Std -G. Right 2*4 OF StudlStd -G REACTIONS. (Ih(size) 11139/0-3-8 (mm. 0-1-8), 7=1139/Mechanical Max Horz 140(LC 8) Max Uplift1=.138(LC 4), 7-137(LC 5) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-26731361, 2-3--24611303. 3-4=-23151305, 4-5=-22551298, 5.6=-2395/293, 6-7=-24911337 SOT CHORD 1-18=-1711111198,1-119=33512494, 11-19=33512494,11-20=326/2967,10-20=-32S/2967, 9-10=-325/2967. 9-21=-32512967, 8-21=-32512967, 8-22=-28312298,7-22=28312298, 7-23=-1181919 WEBS 3-1101492, 4-11-8181147. 4-10-0/358, 4-8-8741153, 5-801466 Structural wood sheathing directly applied or 6-0-0 cc purlins. except 0-0-0 cc puilins (6.0.0 max.): 3-5. Except: 6.04cc bracing: 3-5 Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1)2-ply miss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2*4-1 row at 0-94 cc. Bottom chords connected as follows: 2*4-1 row at 0-9.0 cc. Webs connected as follows: 2*4 - 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=llomph (3-second gust) Vasd87mph; TCDL6.opsf; BCOL=6.0psf, 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 00L1.60 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 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. 81 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 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, nonconcun-ent 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. LOAD CASE(S) Standard I 4x6 II Truss Type MAGNOLIA 2A T009ss FINK 3 QtyPly Job Reference (optional) Catrornia Iruerrame U.c.. perns CA. 82070 Run: 8240 a Dec 82015 Fain: 8240 S uec 8 2018 MITeIC Inaustries. Inc. mu Oct 5 12:37:20 zots Pane 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-UEfmX2D9RnuCALc_DNZ8pAsvwf_?ZJFrLN238yX5OD 6-7-3 13-1-0 • 19-6-13 . 26-2-0 6-7-3 1 6-5-13 6-5-13 6-7-3 Scale = 1:42.2 4x6 = 454 = 5x5 WS= 4x4 = 4x6 = 8-6-15 17-5-1 26-2-0 a-a-IS a-a-s • 8.8-IS Plate Offsets (XV)- 13:0-0-0.0-0-01 LOADIP1G(psf) SPACING- 2-0-0 CSI. DEFt.. in (lc) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.62 Vert(LL) -0.43 6-8 423 240 MT20 2201195 TCDL 14.0 Lumber 001. 1.25 BC 0.75 Vert(CT) -0.87 6-8 >360 180 BCLL 0.0 Rep Stress Incr YES I/IS 0.29 Horz(CT) 0.12 5 n/a ala SCDL 10.0 Code 15C20151TP12014 Matrix-MSH Weight: 98 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Sttzd!Std G OTHERS 2X4 OF SbidlStd G ' REACTIONS. (lb/size) 5=115110-3-8 (mm. 0.1-8). 1=115110-3-8 (mm. 0-1-8) Max Horz1-67(LC 17) Max Uplitt5=-111(LC 9), 1-111(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-14 oc putlmns. SOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing. Mrrek recommends that Stabilizers and required aoss 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 1-16=-2668/258. 2-18=-25491279, 2-19=-2336/208, 3-19=-2259/220, 3-20=-2259/220, 4.20=-23361209, 4-21=-2549!280, 5-21=-26881259 SOT CHORD 1-15=-26412467, 8-15=-26412467. 8-16=-9211658. 7-16=-9211658, 6.7=-92/1668. 6-17.21412467, 5-17=-21412467 WEBS 2-8=4871199,341--5&749.3-6=-551749,44---4871199 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL6.0p5f BCOL=6.opsf; h=20ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411.0 to 34-0, Interior(1) 3-0-0 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0. Interior(1) 16-1-0 to 26-2.0 zone; cantilever left and right exposed; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This buss has been designed for a 10.0 psI bottom chord live toad nonconculTent with any other live loads. This buss has been designed for a live load of 20.0pslon the bottom chord in all areas where a rectangle 3-6.0 tall by 2.04 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. buss has been designed for a moving concentrated load of 250.olbve located at all mid panels and at al l points along the This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSWTPI 1. This Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard I Job Truss TiüiType Oty Ply MAGNOLIA 2A 010 GABLE 1 Job Reference (optional) California TnjsFrarne I.I.Q. Penis, CA. 92510 Nun: 8.240 $ Dec e xuiu ,rlrn: d24U S uec e zuiv wuies Inuusmes, me. 'flu Oct 3 12:31:21210 raw lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q.yQD8kOEnC503nUBAm44NMNO9?3HV1C?W04?6CbaYX5OC 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 5x6 = 1 V C 4x4 •.,- ..-- ----- 4X4= SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code 16C20151TP12014 LOADING (pat) TCLL 20.0 14.0 TCOL 8CLL 0.0 BCDL 10.0 LUMBER- TOP CHORD 2X6 DF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X6 OF No.2 G*Except! W2,W4: 2X4 OF StudfStd G OTHERS 2X4 OF StudlStd G 'Except - ST5: 2x8 OF No.2 G CSI. DEFL in (too) I/deft Lid PLATES GRIP TC 0.26 Vert(LL) -0.29 6-8 >999 240 MT20 2201195 BC 0.90 Vert(CT) -0.67 6-8 >472 180 WS 0.35 Horz(CT) 0.11 5 n/a nla Matrix-MSH Weight: 334 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. I, REACTIONS. (lb/size) 5=206310-3-8 (mm. 0-1-8), 1=206310-3-8 (mm. 0-1-8) Max Hoizl=67(LC 12) Max Uplift5=-292(LC 5), 1-292(LC 4) FORCES. (1b) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-41=.50491788, 2-41=-49361779, 2-3=4702033, 34=47021734, 4-42=49361779, 542-5049/789 SOT CHORD 1-34=-39012085, J-35=-74114734,35-36=74114734.8-36=-741/4734, 8-37=41613210, 7.3741613210. 6-7=-41613210, 6-38=-692/4734, 38-39=692/4734. 5-39=-692/4734, 5-40=-35712085 WEBS 2-8=-592/221, 3-8=-289/1775, 3-6=-29011775, 4-6=-592/222 NOTES- 2-ply buss to be connected together with lCd (0.131"4) nails as follows: Top chords connected as follows: 2x6 -2 rows staggered at 0-94 oc. Bottom chords connected as follows: 2x4 - 1 row 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; Vultll0mph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL=8.0psf h20ft; Cat. II; Exp C; 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.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 200k 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 thi 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 21 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 othe LOAD CASE(S) Standard Continued on page 2 Job Truss Iruss Type Oty Ply MAGNOLIA 2A 010 GABLE Job Refere ncee (optional) CahfOrniä TnisFramè LLC., Pé-rni-CA 92570 Run: 8.2411 s Dec 6 2018 Print: .240 s Dec 62018 MuTelt IndusSies, Inc. Thu Oct 3 12:37:21 2019 Page 2 lD-ZFl3c9vocbrEMVfP7?S5SJz7f4q-yQD8kOEnC503nUBAm44NMNO9?3Hvk?W04?6cbayX5OC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pif) Vert 31.35-31(F-11), 35-39=103(F=-83),28-39=-31(F=-11), 1-3-58, 3-5-68 Concentrated Loads (lb) Vert: 41-153(F) 42-153(F) 2A Scale= 1:25.1 06 3x6= 25 12 28 11 27 10 28 9 29 8 30 7 31 8 32 5 33 4 34 3x8 Plate Offsets (X.Y)— "0-3-0.Edgel, [3:0-3-0.Edgel LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (ice) Udefi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.32 Veit(LL) nla - nla 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 SC 0.57 Vert(CT) n/a - n/a 999 ECU. 0.0 Rep Stress lncr YES WE 0.00 Horz(CT) 0.03 3 We n/a SCDL 10.0 Code 18C2015/TP12014 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 pudins. EDT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 64-0cc bracing. OTHERS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. NI bearings 16.0.0. (Ib)- Max Horz137(LC44) 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 65), 3449(LC 75), 8=279(LC 70). 9=273(LC 69), 10=290(LC 68), 12=381 (LC 66), 7=273(LC 71), 9=290(LC 72), 4-3811 (LC 74) FORCES. (lb) - Max. CompiMax. Ten. - AS forces 250 (lb) or less except when shown. TOP CHORD 1-21-1027/899, 21-22=-928(681, 2-22=-9091655, 2-264-9091669, 23-24=-928/138, 3-24-10211913 801 CHORD 1-25=-620!934, 12.264-754/888, 12-264-8871828.11-264-854/868, 11-27=.220/888, 10-27=-5671888, 10-264-547/888,9.264-520(888, 9-29=-487/888,8-29=4501888, 8.30=.4491888. 7-30--4871888, 7-31=-5201888, 6-31=5471888.6-32=4871888, 5-32=-6201888.5-33=-6W886.4-33=-687/SW, 4-34--754/888,3-34--8201934 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult1110mph (3-second gust) Vasd87mph; TCDL6.0psf 8C0L6.0psf: h=20ft 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 8-0-0, Corner(3) 8-0-0 to 114-0, Exterior(2) 11-0-0 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 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 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 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. 81 A plate rating reduction of 2071 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. Ii) 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 IN Bottom Chord, nonconcurrent with any other live loads. 12) This truss 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 along bottom chord from 0-0.0 to 16.0.0 for 50.0 pIt. LOAD CASE(S) Standard MO Truss Truss Type Qty Fly MAGNOLIA EO2 COMMON 16 1 JobReference(optional) - - cargoma Trust-tame u..c., rems, CA, vztu nun: e.0 a uec u mits mm: u.L4U S IJSC 0 UI0 wiex IflDUS1IW5. Inc. mu lJ .r I.)(S UIS rd5 I lD:ZFI3c9ecxbrEMVlP7?S5SJz7f4q-RcmWykFPzO8wPemNKobcubxCXShxTV5YJIs981yXOB 8-0.0 16-0-0 8.0-0 • 8-0-0 Scale = 1:258 4x6 = 52 2x4 4x4 = 454 = 8-0-0 • 164.0 5.0-0 8.0-0 Plate Offsets (XX)— (1:Edge0-2.0I. (2:0-3-0.0-2-81. 13:Edge,0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in ((cc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.81 Vent(LL) -0.27 4-7 '704 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 Sc 0.85 Vest(CT) -0.47 4-7 '405 180 BCLL 0.0 Rep Stress (ncr YES WS 0.15 Horz(CT) 0.03 1 nfa nla SCDL 10.0 Code IBC20151TPI2014 Matrix-MSH Weight: 47 lb FT = 20% BRACING- TOP CHORO Structural wood sheathing directly applied or 2-2-00c puilins. 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. REACTIONS. (lb/size) 1=70410-5.8 (mm. 0-1-8), 3=704/0-5-8 (mm. 0-1-6) Max Harz l=38(LC 12) Max Uplift1-67(LC 8), 3=.67(LC 9) FORCES. (Ib) - Max. ComplMax. Ten. - AU forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-14061 133, 11-12=-1333!137, 2-12=-13181150. 2-13=-13181150. 13-14=-13331137, 3.14=-14081133 801 CHORD 1-15---8711280,4-IS---8711260,4-16=-8711280,3-16=-8711280 WEBS 24=0/426 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-seccod gust) Vasd=87mph; TCDL8.Opsf. BCOL=6.0psf h20ft Cat. (I; Exp C: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3.0-0, Interior(1) 3.0-0 to 841.0. Exterior(2) 8.0-0 to 11-0-0. Interior(l) 114-0 to 164-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.50 plate grip 00L1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconirrent 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 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. LOAD CASE(S) Standard LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4OFNo.2G WEBS 2X4 OF Stud!Std G a Truss Type Oty iy MAGN3LIA2A F01 7GrU5S ABLE I 1 jJ1bReference(oplionai) - -- - Cafcmia TnjsFrame U_C.. Pains, CA. 92570 Run: 82408 Dec 62018 Prim: 82408 uec 62018 MuCK Ifl0USlfle5. Inc. mU Oct 3 12:37:23 2019 P9C 1 ID:H33w5zINME2Ocp22Nz35P2z704C-voKu94G2kiGn1oLZuV6rROUVKS7pCz3hXJblgTyX5OA I 7.6-0 15-0-0 76-0 I 7.641 Scale = 1:23.5 5x6 = 17 10 18 9 19 8 20 7 21 6 22 5 23 4 24 3x4 = 3x4 = 20 II LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (loG) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOt. 1.25 IC 0.29 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.00 7 n/a n/a SCOL 10_a Code 13C20151TP12014 Matrix-SH Weight: 66 lb FT = 200/6 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putlins. BOT CHORD 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. REACTIONS. All bearings 15.0-0. (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 66), 10=351(LC 64), 6=290(LC 68), 4=361(LC 70) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=4781450, 25-26=-251/278, 27-28=-2511273. 3-28=478/441 801 CHORD 1-17=401/414, 10-17-3081329, 4-24=-3001326, 3-24=-4011422 WEBS 2-7-515/145 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=6.0psf BCDL=8.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, Interior(l) 3-0-0 to 7-6-0, Exterior(2) 7-641 to 10-6-0, Interior(1) 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 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 ANSI/WI 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 rive 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 3-6411 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 201/* 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, nonconcuirent with any other live loads. This truss 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 IC along bottom chord from 040 to 15-0-0 for 53.3 plf. LOAD CASE(S) Standard LUMBER- TOP CHORD 2X6 OF No.2 G 301 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudfStd G OTHERS 2X4 OF StudStd G I5b Truss Truss Type Oty Ply MAGNOLIA 2A P02 KJNGPOST 2 Job Reference (optional) California T,usFrameLLC.Perris, CA. 92570 Nun: 6.40S uec bu1U Print: e.Zqu5Dec 6 201 Mupeic unausgie,, Inc. InuOct . 12.37.24 uue rege ID:H33w5zINME2Ocp22Nz35P2z704C.N?uGMOGgVOOefywtSDe4Z00a7GOEXPlrmZLGCVyX5O9 7-6-0 15-0-0 I 7-6-0 ' 7-6-0 Scale: 1121' 4x6 = 4x4 = 04 = LOAOING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DCL. 1.25 TCDL 14.0 Lumber OOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code 1BC2015!1P12014 CSI. OEFL in (Icc) I/deS Lid IC 0.67 Vert(LL) -0.22 4-7 401 240 BC 0.60 Vert(CT) -0.38 4-7 '469 180 WS 0.14 I1orz(CT) 0.02 1 nla n/a matrix-MSH PLATES GRIP MT20 220/195 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 REACTIONS. (lb/size) 1=860/0-3-8 (mm. 0-1-8), 3=860/0-3-8 (mm. 0-1-8) Max Ho,z134(LC 16) Max Uplift1-62(LC 8). 3-62(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-00c puilins. BOT 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. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13o-1309113r,,13-14---124111311,2,14=-123111r,1,2-1 5-1123"'1 51 15-162 -12411138, 3-16-1309/136 SOT CHORD 1-1 1=-9011191. 4-11-90!1191, 4-12=-90!1191, 3.12=-90/1191 WEBS 2-4=01411 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDLS.opsf; BCDL=6.0psf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3411-0 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 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 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. 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. LOAD CASE(S) Standard D800# 4xli = 5-3-13 • 9-8.3 • 15.0-0 5x6 = Type iuty PIy NOUA2A P Iruss ITruss KINGPOST r I 2 IJob Reference (optional) I mad uie ii.. ieflia. i..fl. adlu tufl: o'w a iav a uio mm; a..w a vec a uia lvii. au lfluuauflea. inc. i flu uci .1 i4:af4u vuia rage i ID:H33w5zlNME2Ocp22Nz35P2z704CN?uGMOGgV0OefMSDe4z00aIGNpxKJrmzLGCvyX5O9 7-6-0 15-0-0 7-6.0 • 7-6-0 Scale a 1:23.5 Plate Offsets (XY)-. 11:0-3-0.0-2-41. (30-3-0.0-2-41j2-0,0-0-121, (5:0-2-0.0.0.12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deli lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.09 4-5 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 4-5 '606 180 BCLL 0.0 Rep Stress mci NO WB 0.46 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code IBC20151TPl2014 Matrix-MSH Weight: 123 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6DFNo.2G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=2757/0-3-8 (mm. 0.1-8). 3=2757/0-3-8 (mm. 0-1-8) Max Horz 1-34(LC 38) Max Uplift1=-347(LC 19), 3-347(LC 22) Max Grav12817(LC 18), 3=2817(LC 17) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc puliins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2=4401800.2-3=13-4091M SOT CHORD 1-12-38813178, 1-13=-61918137, 13-14=-451/6137,5-14=-45116137, 5-15---33414414, 4-15=-334I4414. 4-16=42516112, 16-17=42516112, 3-17=-59316112, 3-18=-37213161 WEBS 2-5=-16712450. 2-4=-16712450 NOTES- 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 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=lloniph (3-second gust) Vasd'67mph; TCOL=6.0p5f, BCDL=6.0psf h20ft; 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 DOL--1.60 This buss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)' 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 2305.1 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 truss 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 chord from 0-0-0 to 24)-0, 13-0-0 to 15-0-0 for 200.0 plF Girder carries tie-in span(s): 15-0.0 from 040-0 to 15-0-0 LOAD CASE(S) Standard i) Dead + Root Live (balanced): Lumber lncrease11.25. Plate Increase1.25 Uniform Loads (pit) Vert: 6-9-300(F-280). 1-2-68, 2-3-68 ob iruSs Type rMAGNOLIA2A L CF07 GABLE I ty 1py I lJob I Reference (optional) nsa ln,sl-rame u.c., u'ems, c. vxa,u Kull: 8.2405 Dec 62018 Print 8.240 S Dec 62018 MITeS InSUSIneS. Inc. Thu Oct 3 12:37:25 2019 PS5S I ID:H33w5zlNME2Ocp22Nz35P2z704C-r8SfalHIGJWVG6Uy?w9JWDZrrgoKguc?d4pkMyX5O8 6-0 15-0-0 7-6-0 1 7-6-0 Sca!e = 1:23.5 5x6 = Ii 10 18 9 19 8 20 7 21 6 22 5 23 4 24 354 = 3x4= 2x411 LOADING(psf) SPACING- 2.0-0 CSI. I DEFL in (too) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.29 ji Vert(LL) n/a - ala 999 MT20 2201195 TCDL 14.0 '.umber DCL 1.25 BC 0.29 Vert(CT) n/a - ala 999 ECU. 0.0 Rep Stress lncr YES WE 0.03 Horz(CT) 0.00 7 ala n/a BCDL 10.0 Code 15C20151TP12014 Matrix-SH Weight: 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc purlins. 801 CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x8 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 DF Stud/Std G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15.0.0. (lb) - Max Horz 1-35(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 1=360(LC 63). 3=360(LC 71), 7=541(LC 1), 8290(LC €6). 10361(LC 64), 6=290(LC 68), 4361(LC 70) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25--4661446, 25-26=-240/274, 27-28=-2401268. 3-28=466/436 BOT CHORD 1-17=-3971418.10-17=-3041326,4-24---3041325,3-24r-3971419 WEBS 2-7=-526/149 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCOL8.0psf, BCDL6.Opsf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C.0 Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 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 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 14-0 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 3-5-0 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 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. 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 04-0 to 15-0-0 for 53.3 p11'. LOAD CASE(S) Standard Job TUss'Type i °w I IMAGNOLIA 2A 1Truss FOB OUEENPOST I 1 1 I I I Job Reference (optional) California TrusPrame LLC.. Penis, CA. 92570 Nun: B240 a Dec S 2019 Flint 9.240 a uec b 2019 Vales Inausmes. Ir. mu act lx:j" 25 uia Page ID:H33w5zINME2Ocp22Nz35P2z704C-rBSfalHlGJWVG6Uy?w9JWDZllgkBgta_?d4pkMyX5O8 3.11.5 7.6.0 11.0-11 14-9-0 I 3-11-5 3-6-11 341-11 3-8-5 Scale = 1:23.6 5*6 = D800# 5 6 4 7 454 = 3x8 II 4*4 = 2*4 II 7-6-0 I 14-9-0 I 7.6.0 • 7-3-0 -- -- Plate Offsets (X,Y)— 11:0-1-9,0-2-01, (2.-0-3-0,Edgel. (3:0-3-1.Edpe). 13:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 IC 0.64 Vert(LL) n/a - n/a 999 M120 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.58 Vert(CI) n/a - We 999 BCLL 0.0 Rep Stress mci YES WS 0.10 Horz(CT) 0.00 4 We n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-SH Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOTCHORO 2X4DFNo1G WEBS 2X4OFStud/StdG WEDGE Right 2x4 OF Stud/Std -G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0°c purlins. BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=281/14-9-0 (mm. 0.1-8), 3=2681`14-9-0 (min. 0.1.8), 4=749/14-9-0 (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), 4749(LC 1) FORCES. (Ib)- Max compiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-3941362.2-10--2811295,10-11=-333f341,3-11=4611522 601 CHORD 1-5=-318/349, 5-64-318/349, 4-6=-301/332, 4-7=-2231259, 3-7=476/507 WEBS 24-496/189 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=201t Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3.0-0, Interior(1) 3-0-0 to 7-6-0, Exterior(2) 7411-0 to 10-6-0, Interior(l) 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 DOL1.60 plate grip DOL.t60 Gable requires continuous bottom choñi bearing. This truss has been designed for a 10.0 ps/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 3-6411 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 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 600 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-7-0 to 14-9-0 for 98.0 p11. LOAD CASE(S) Standard 4x4 4x6 = 2 456 = Trus Is russ Type I 1 J6b MAGWOLIA F09 NGP0ST - -- ] job Reference (optional) - - -- ---------- l_aluornla I iurma L.a.... rams. L.fl. fljflj nun. u.tWUs UCli U CU ID nUll. OCt11 3 IdOL UCU 1011111 OIl IIYJU3UIO3, IlIb. I lD:H33w5zINME2Ocp22Nz35P2z704C-JN01n5lw1deMuG38ZegY3R6wtJ33bPJK8EHqNHoy5O7 14-9-0 I 7-6-0 • 7-3-0 Scale = 1:23.8 7-6-0 • 14-9.0 I 7-S-fl • 7-3-0 Plate Offsets (X.Y)— 1:0-3-0,0-241 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) lldefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.68 Veit(LL) -0.23 4-10 .775 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.40 4-10 .438 160 BCLL 0.0 • Rep Stress [nor YES WS 0.13 Horz(CT) -0.02 3 nla nla BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 45 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. 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. REACTIONS. (lb/size) 3--549/Mechanical, 1549!0-3-6 (mm. 0-1-8) Max Horz335(LC 12) Max Uplift3-61(LC 9), 1.62(LC 8) U TOP CHORD 2-13=-11841149, 13-14=-i 191/136, 3-14=-1262(135, 1-15=-1259/133, 15-16=-11911135, FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. 2-16=-11811148 SOT CHORD 1-11=-8811143, 4-11=-8811143, 4-12=4811143. 3-12=-8811143 WEBS 2401399 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCOL=6.0ps1 BCOLS.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) 343-0 to 7-6-0. Extenor(2) 7-6-0 to 10-6-0, Interior(l) 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; Lum ber DOL--11.60 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. Refer to girder(s) for truss to truss connections. This truss 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 250.01b 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 ~ I- I 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 Job 1Truss lruss type Fly I MAGNOLIA 2A ,MOI JACK-CLOSED GIRDER I I 1 I 2 Job Reference (optional) I rurrrnu.L...rern5,M. 3,u nun;equs usc b u1sI-nnr.s.usuec oa,1er1tIeKtnauswes.MC. unuvo jlx:jI:xoxula 1a0e 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7I4qJN01n5lwldeMuG38ZegY3R63l3BcPLV8EHqNHoyX5O7 I 4-10-3 • 8-0-0 4-10-3 3-1-13 2x4 II Scale = 1:17.5 5x6 = 4-10-3 • 8-0-0 Plate Offsets (X.Y)- ':0-2-12.0-2-81. (4:0-1-12.0-2-0]. (5:0-4-8,0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.08 Vert(LL) -0.01 5-8 999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.02 5-8 999 180 BCLL 0.0 Rep Stress lncr NO WS 0.06 Horz(CT) 0.00 4 nla n/a SCOL 10.0 Code IBC20151TP12014 Matrix-MP Weight: 74 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6 OF No.2 G WEBS 2X4 OF Sted!Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 801 CHORD Rigid ceiling directly applied or 10-0-0 oc; bracing. REACTIONS. (lb/size) 1=34610-5-8 (mm. 0-1-8), 4346/Mechanical I Max H012190(LC 7) Max Uplift1.40(LC 4), 4-52(LC 4) Max Gravl=439(LC 22), 4=439(LC 25) FORCES. (Ib) -Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 1-2=.589168 SOTCHORO 1-10=-44/334, 1-11=-661552, S-11=-661352, 5-12=-661552, 4-12=-661552 WEBS 2-5=01329, 2-4=-18I99 NOTES- 2-ply truss to be connected together with lOd (0.13Vx3') nails as follows: I 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. I 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd-87mph; TCDL=S.0psf, BCDL=6.0psf h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed. end vertical left and right exposed; Lumber DOL1.60 plate grip DOL-0.60 4) This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. - 5) 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. I 6) 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 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 We loads. I LOAD CASE(S) Standard I 1 I. D=800# 3x4 = 2x4 II Job lTnJss Type 1ply MAGNOLIA ZA [russ M04 MONO TRUSS J.Job j I Reference (optional) misname LW.. mems, cA. 9270 Run: 82408 Dec 62018 Print: 8.2408 Dec 6 2018 MiTek Industries, Inc. Thu Oct 3 12:37:27 2019 Page 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeX7LBnbeeAUTTi8ocHSx2wpEyX5O6 4-6.0 4-6.0 Scale = 1:11.5 LOAOING(pst) TCLL 20.0 TCDL 14.0 SCU. 0.0 BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip OOL 1.25 IC 0.34 Lumber DOL 1.25 BC 0.38 Rep Stress Incr NO WS 0.00 Code lBC20151TP12014 Matrix-MP OEFL in (lc) I/deft Lid Vert(LL) -0.05 3-6 p895 240 Vert(CT) -0.10 3-6 p513 180 Horz(CT) 0.01 1 n/a nla PLATES GRIP MT20 2201195 Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4OFNo.2G WEBS 2X4 OF Stud/Std G SOT CHORD REACTIONS. (lb/size) 1=192/0-3-8 (mm. 0-1-8), 3=192/Mechanical Max Harz 153(LC 34) Max Upliftl.280(LC 27), 3=-63(LC 35) Max Gravl=363(LC 48), 34355(LC 55) FORCES. (lb) - Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-7821730, 2.8=..301/292 SOT CHORD 1-7=723f725,3-7=371/367 Structural wood sheathing directly applied or 4-6-00c putlins, except end verticals. Rigid ceiling directly applied or 6-0-0oc bracing. I MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer I Installation guide. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOLS.opsf; BCDL6.opsf; h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0. lntenor(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 OOL= 1.60 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.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 200A has been applied for the green lumber members. Refer to glider(s) for truss to truss connections. 5) 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 at 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 177.8 pL LOAD CASE(S) Standard o Truss Truss Type 0 2A M05 jP!:!J MONOCALHIP I Reference(optional) - - cauiromia TrUsI-tamel.u.. ?BmS. LA. vDIU IUfl: e.us usc euie rTlru:e.4usIJec DLU15 music uneuscusic. Inc. •flUUCi .31;£l.11 rags 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeX7LBnbee9xTTY8mJHSxZwpEyX5O6 0-3-12 1-9-8 1-9132.5.4 7-9-8 0-3-12 1-5.12 0-0-5 0-7-7 5-4.4 5x16 Scale = 1:15.3 354 = 0-3-12 1-9-8 2-5-4 1-94 0-3-12 1-5-12 0-1-12 54-4 Plate Offsets(X.Y)— f3:0-11-4.0-1-81.14:0-1-5.0-1-81. (7:0-1-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (lc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.05 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 lncr NO WB 0.15 Horz(CT) -0.01 4 nla nla BCDL 10.0 Code IBC2015ITPl2014 Matrix-MP Weight: 32 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD BOT CHORD 2X4 DF No.? G WEBS 2X4 DF Stud/Std G SOT CHORD REACTIONS. (lb/size) 44329/0-3-8 (mm. 0.18), 7=357/Mechanical Max H=44-55(LC 9) Max Uplift44-33(LC 9). 7-28(LC 8) Max Grav4=429(LC 37), 7=455(LC 27) FORCES. (lb) - Max. CcmpJMax. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 3-12=-412168,12-13=-414160,4-13=-432f53 801 CHORD 7-14=-661309, 6.-14=-68/309, 6-15=-77!310, 5-15=-77!310. 5-16=-811397, 4-16=-81/397 WEBS 3-S=-20/580, 3-15=44611132,34=4501915 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 04.0cc purlins (6-0.0 max.): 1-3. 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. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuIt=llomph (3-second gust) Vasd=37mph; TCDLS.opsf; BCDL=6.0p51 h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.04 to 6-3-11, Interior(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 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 pst 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 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, 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 Sb TrUSS ITrUSS Type 1Y 2A MO6 I° MONOTRUSS IPTReference 12 (optional) cawomia TnJsIrame LLL, gems. cA. aaio Nun: 5240 S Dec 5 Zola PnnE 5240 s Dec 5 zuis MUCIC Inausales. inc, mu DCI i 1.JI ( aiia l'age 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeK7LBnbeeAfTSA8nlHSxZwpEyX5O6 0-3-12 1-9-8 . 7-9-8 0-3-12 1-5-12 6-0-0 Scale = 1:16.4 2254 II 354 = 0-3-12 1-9-8 1-5.12 Plate Offsets (XV)— 16:0-1-8.0-1-81 LOADING(psf) SPACING- 24-0 CSI. DEFL in (Ice) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Vert(LL) -0.09 5-10 p986 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.17 5-10 p526 180 BCLL 0.0 Rep Stress lncr YES W8 0.12 Horz(CT) -0.01 4 n/a n/a SCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 30 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 4=329/0-34 (mm. 0-1-8), 6357/Mechanical Max Horz4-80(LC 9) Max Uplift4-30(LC 13), 6=-60(LC 9) Max Grav4429(LC 31), 6=455(LC 23) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=373136,13-14--377126,4-14=-400124 BOT CHORD 6-11=45/371, 5-11=45/371, 5-12=451371, 4-12=-851371 WEBS 3-6=464/152,3-5=0/420 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0oc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=almph; TCDL=6.opsf; BCOL=6.opsf; h=20ft Cat. II; Exp C: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 4-2-15, lntenor(1) 4-2-15 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 DOL1.60 plate grip DOLI.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. 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.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 MM MI 14 MiTek" MiTek USA, Inc. 14515 North Outer Finy Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-9110 January 01, 2015 ' To whom it may concern: Re: Turb-O-Web Trusses I This letter is to certify that Muck USA. Inc. assumes responsibility for the structural integrity of the sealed Turb-O-Web Truss designs provided by our professional engineers based 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" ANSIITI'I 1-2007. Section 104.11 Alternative materials, design, and methods of construction and equipment, of the 2012 International Building Code states: "The provision oft/us code are not intended to prevent the installation of any material or prohibit any design or method of construction not speqficall.y prescribed by this code, provided that any such alternative has been approved... and that the material, method or work offered is, Jbr the purpose intended, at least the equivalent of that prescribed in this code...' We hereby certify that the Turb-O-Web is an acceptable alternative to conventional truss webs with equivalent performance. siipt-'rpl,, OCAArL- Stephen W. Cubler, P.E. Senior Vice President Engineering and Technical Services eg I I .,..r maw. gap at all points of contact TurbOWeb USAInc 2665 N Atlantic Ave # 400, Daytona Beach Honda 32118 Toll Free: 1 (888) 750 6005 Fax : (321) 747 0306 Email: johnturb-o-web,com Website: www.turb-o-web.com The TurbOWeb tfli system is protected in the United States by the following US patents:- # 6,176,060; # 249,972; It 6,415,511; # 6,688,067; and it 6,842,981 with further applications pending. - The use of the Turb-O-Web TO system requires license from Turb-O-Web USA, Inc. ANSI-ITT 1-2002 Clause 37.61 limits maximum gaps in all joints (not being floor truss chord splices) to be no more than l/r.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 portioi 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 rn ® VLD MiTek USA. Inc. GWroMT-ft C5 Ll NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (6) -7116"xl -314" STAPLES ONE SIDE ONLY REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. Milek USA, Inc. Page 1 of 1 AUGUST 1, 2016 I NON-STRUCTURAL GABLE STUD ATTACHMENT IM11- STUD ATTACHMEN1I SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. I I I STANDARD GABLE END DETAIL MIIISAC - 20F 11118,2004 IE 0 *DIAGONAL OR L .BRACING REFER TO TABLE BELOW SEE PAGE 212 FOR ALTERNATE BRACING DETAIL - 1X4 OR 21c3(TYP)OR VQOFACE4I3 TOE-NAU.EOTIIOXI-3!4 SENCO STAPLES OR EQUIV. MITeK Industries, Inc. Western DIVIBIOn SHEATHING (BY OTHERS) 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW TYPICAL 2s4 L -BRACE NAILED I TO2i4VERTICA1.SWIBd NAILS SPACED AT ro.c. Rflh1flM A-A VARIES TO COM TRUSS 3 P " 112" NOTCH AT "24" O.C. (MIN.) TOP CHORD NOTCH DETAILM END fl ZINGWALLIIGID MATERIAL DETAIL A LOADINapsf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 125 BLL 0.0 Rep Stress Incc YES BCDL 10.0 Code ASCE 7-02 EUMBER TOP CHORD 2 X 4 DFUSPFIHF - No-2 801 CHORD 2 X 4 DFLISPFIHF - STUD/STD OTHERS 2 X 4 DFL/SPFIHF - STUDISTD MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE Thöi:io.c. 5-10-0 11-8-0 8-10-0 —To _11CHb.c. 7J.0 24 INCH O.C. 4-1-fl FL 6-4-fl NOTES VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. 8, HEIGHT SOFT CONNECTION BETWEEN BOTTOM CHORD CF GA01.EOCTRUSS AND WALL TO SE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATiON, BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT 01.0G. ARCHITECT OR ENGINEER FORM -RMAN—FNT BRACING OF ROOF SYSTEM. DETAiL A(SHOWN ABOVE) APPLIES TO STRUCTURAl. GABLE ENDS AND TO GABLE ENDS WITH A TOP CHORD NOTCHING NOTES l)TIIE GABLE MUST BE FULLY SHEATHED WOOD MATERIAl. ON ONE FACE BEFORE NOTCHINJ/1L ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C)TO ONE FACE OF THE TOP CHORD TflJ OO ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. LUMBER MUST MEET OR EXCEED VISUAL GRACE #2 LUMBER AFTER NOTCHING, NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. cly Conbnued on page 2 NO. C63321 andRMDMVZS OM Tills A gThTL USED 1(1729 REPEP.1((CE PAW 1(5.74 73 BE USE Shrill B CA.9381009 MITok LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END 0PT07'-OM 71-0' — -16d OVER 8'-6" 4 - 16d STANDARD GABLE END DETAIL MII!SAC - 20F 1 I2004 IPAGE2 OF 2 4. lOd NAILS MIN. .PLYWOOD SHEATHING TO 2X4 STD. OFt BLOCK 2X4 BLOCK SIMPSON A34 - OR EQUIVALENT No:2 OR BTR GABLE 6'-3° MAX TO BEARING WALL 45. \ II '2X4 SITUD OR BTR SPACED @ 50 O.C. SHALL laB PROVIDED AT EACH END OF BRAO, EXCEPT FOR BRACE EXTENDED STRONGBACK INTO trflE CHORDS & CONNECTED TO 2X4 No.2 OR BTR cHor1IS WI 4- lOd NAILS. MAX. GTH=7'.O° 1.- STANDARD TRUSSES 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 NAILED 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° DI& X 3.0° LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITiONS ARE MET: MAXIMUM HEIGHT OF TRUSS = B'-6". UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNE MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T.0' THE HORIZONTAL TIE MEMBER AT THE 61 MASON- AMM!' ~~~fflfflv PLEASE CONTACT TRUSS ENGINEER IF IH 1 fl7 '8l3Ofl7 lUaI Exp.6 $116 NO. C3821 jI r.o5021 NO. C53821 W.IRN7fiG. Vedflj diaIgnparmitira and RADIiOTP.S OW tWB A1D CL?m rR9JcREJccocWn4473ncroRj UD CONN. WI3 lsd COMMON WIRE (0.1520M. x as- W1)TOE NAILS 7-i_) I NOTE: NAILING sHALLEIESUCIZIMMURM NO. C53821 NO. C53021 J 1* X 3.5) LOT DETAIL FOR COMMON AND END JACKS f Mu/SAC -8 -20PSF 1 8/31/2005 IPAGE I i I MMW4wJre, OQ BRACING MiTek Industries, Inc. T601. 16:0 FrIN incmase 1.15 I TOPCHORD Sheathed. I WesternDIviein T6U. 20 tcrsese 115 BCU. 0.0 ss FREr YES I BOTCHORD Rigid ceilingdirectlyapplied.BCOL 10 I P MINIMUM LUMBER SIZE AND GRADE I TOP CHORD 2 X 4 HF. DF.L No.1 I LENGTH OF EXTENSION am[ I SOT CHORD 2X4SPF.HF.DF4No.2 AS oesict ncott 201-0" IJA SPLICE CAN EITHER BE 3XG MT20 PLATES OR 22 LONG 2X4 SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH 10 ONE FACE W/ (.131'X3.9" MIN) NAILS QT O.C. ZRQW$ 404) - NOTE: TOP CHORD PITCH: 3112-8112 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BEY MN. SPACING= 24" O.C. - /[PPORT MiD CONNECT ON BY OTHERS OR 2-lbd COMMON WIRE 62DiA. X55') LOTTOE NMLSSUPPORTS SHAI.L BE PROVIDED '.4Y0.C. AtOMS THE EXTENSION OP TOP CHORD. COHN. W13 lBd COMMON WI A. X 3s- LET) TOENAILS CONN. W12 lOd COMMON WIRE X35 LOT) TOENAILS I 854 WARIOAO. Vedf,j dlldgnporam.ta$ and PZ4DNOB ON 17111 AND UIC&UDZO lflTZiVREF PAGE T.?4?D ORE USE 1771 UIDtLIIII win too OMM HlfØie. CR. usmo uff Mflók GABLE END. COMMON TRUSS I I I FEBRUARY 14,2012 1 4,2012( CONVENTIONAL VALLEY FRAMING DETAIL I $T-VALLEY1 ry titi Mrrek USA, Inm I RIDGE BOARD GABLE END. COMMON TRUSS (SEE NOTE 6) OR GIRDER TRUSS Mrrek usp.. ma. .1 iirura•suia' P VA SIEENOTE SEE NOTE 4 IBM NCITEAS) P rm- I ?L ITONS BE SHEATHED NOTE: 41r 0.0. MAXIMUM POST SPACING 1. WI1HBASE1BUS9E9ECTED (U3IA1L)). APPLY SHEATHNG TO TOP CHRPOFSSORIW4GAGE)1RUSSE8. LIVE LOAD-3D PSF(M DEA A3q I 2, BRACE BOTTOM CJIQDANDWBMaRB PER1TRJ8B CEN D.O.L V4C..i.15ONS. ° 15 PSF (MAX) 5 OEFWEVAU.EY RIDGEBY RUNNII(GA LEVEL STRINS FROM THE INiSESECTING RIDGE OF ASIDE 7-98, ASCE 7.02, ASCE 7.0590 MPH (MWFRS) THE(e4 0ARI. BID, ) G)RD&ITRU5S OR( ONTRIJSSTOTRE ASCE710 115 MPH (WWJFRS) 4. INSTALL24VAUEYPLA7E8. FA8TENTOEACHSUPPCRUNOTRUBSWPH(2) IOd(3.B'X.laV)NMI.S. I .6.802x8I2 R)DSEBOAIW. SUPPORT W1TN24 POSTS SPACED 4r0.C.. BEVR. BOTTOM OF FASTEN 11091770 ROOF SHEAThING WITN(3)1Od(3'X.I319TCENAII. POST TO SET EVENLYON ThE SHENDIRIG. FASVRdPOSTTOIIIDGEWIflI (4) COd (?X .I3I9NAIL8. Es 0. FRAME VAU.EYNAFTERS FROM VALLEY FLATEM RD3E BOARD. MJCIMJJM PBSPAC0ID 1824-or- FASTEN VAU.EY RAFTEN TO RIDGE BEAM WITH (3 )1Bd(3.SX.I3I')TOE-NAII.S. FAS1EN VALLEY RAFTER 10 VALLEY PlATE WITH(S) COd (5.5'II .13ITOE.NAILS. I 7..SUPPORTThE VALLEY RARERSWH2X4 POSTS 4WO.0 (OR LESS) ALONS EACH RAFTER. : 6332 INSTALL POSTS INASTAGGERED PATTERN AS SIIOWNONPLANORAWING. AW0NPOS1E I S. poST8SHAu.0E2 is4$2 OEITIRSPRUCEPCNEFIR,00UGFIRLARCH OR am * EXP 613012018 WITH TRUSSES BELOW. FASTEN VALLEY RAFTER 10 POST WITH (4) lod (3X.IW) NAILS. FASTEN POST THROUGH RIERflIINGTO SUPPORUNG TRUSS WITH (2) led s.e' H .1319 NAILS. VOl.0W PINE. POSTS ENCEEOINGW SHALL BE INCREASED TO4N4OR BE PRE S 418 '77r C 16 I FEBRUARY 14, 2012j TRUSSED VALLEY SET DETAIL - ST-VALLEY3 Mrrek USA, Inc. Page 1 01 1 GABLE END. COMMON TRUSS LIVE LOAD 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) NOTE: VALLEY STUD SPACING NOT I---== OR GIRDER TIS D.O.L. INC = 1.15 TO EXCEED 48 O.C. SPACINQ ASCE 7-98, ASCE 7-02, ASCE 705 (MWFRS) 100 MPH Mu ek USA, Inc ASCE 710 (MWFRS) 125 MPH ---- = = =Fr 41 -= 1 BASE TRUSSES yALLEY 2,r O.C. ) UsSTYPcAL Jj—L—L1-- - VALLEY TRUSS TYPICAL GABLE END COMMON TRUS i g n i - OR GIRDER TRUSS . IT 1. IP 2.A INSTALL VALLEY 11USl AND SECURETO BASE PER DETAIL A. B. CR01 BRACE VALLEY WS I THE INDIVIDUAL DESI TOE - NAIL VALLEY TO BASE TRUSS WI (2)16d TOE NAILS ATTACH 296 CCNTINOUSPIO.2 SPF TO THE FACE OF THE ROOF WI TWO 12 II i6d(.I3I s3.5) NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) ATTACH BEVELED D4 COPITINOUS N0.2 SPF TO THE FACE OF THE ROOF -- W?TWO l0d(.13? x3.5 NAILS INTO EACH TRUSS BELOW '-.... ATTACH VALLEY TO 4 BEVELED 2x4 WI '. (2)16dTOENAILS lu DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH 1 BASE TRUSS WI LESS THAN 12/12 PITCH) (2) 16d TOENAILS 10 ATTACH 2K4 CONTINOUS NO2 SPF BLOCK TO THE FACE OF THE ROOF W/ TWO lOd (.131"x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO if. \ TOE - NAIL VALLEY TO \ I I BASE TRUSS WI \ [j (2)IGd TOE NAILS DETAIL B (3112 PITCH OR LESS) JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE MiTek USA, Inc. MiTek USA, Inc. Mailing Pattern L-8race size Nail Size INall Spacing 1x4or6 lOd 8"o.c. 2x,6,or$ 16d ] 80.0. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nab SPACING WEB - L-BRACE Note: i-Bracing to be used when continuous lateral bracing Is Impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Trues Specified Continuous Rows of Lateral Bracing Web Size 2x3or 2x4 10] - 40 1 US DIRECT SUBSTITIJTION NOT APLICABLE. L-8race Size for TwoPly Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 24 " DIRECT sUaSTmmON NOT APUCABLE. Seclion Detail - L-Bmce Web EXP. 613012018 /2016 L-Brace must be same species grade (or better) as web 190. C53821 I I I August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2XERACE ONLY ST- T-BRACE 2 MfTok USA. ma. Page loll FV1• _______ LI Note: 1-Bracing! l•Braclng to be used when continuous lateral bracingi I . is Impractical. T-Brace I I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert 143race! F Brace MITetCUSA, Inc. Webs to continuous lateral braced webs. Nailing Pattern 1-Brace size Nail SIz Nail Spacing 20or 2x6 or 2*8 led 60 o.c. Note: Nail along entire lengthof T-Brace / I-Brace (On Two-Plys Nail to Both PiLes) - 230 2*6 T-Brace 2*61-Brace 2*8 2*81-Brace 2*8 I-Brace I Brace Size for Two-Ply Truss I - . ...4\ - Specified Continuous Rows of Lateral Bracing \ SPACING [ Web Size . 2- 24 9T 20 2X4T-Brace 2*4Jjrac_ WEB I 24 2i8 1-Brace 2*6i9ra US 2*81-Brace 2X8 I • 1-Brace! 1-Brace must be same species I • . and grade (or better) as web member. T-BRAG I I Nails Section Cetail (i-Brace . wo Nails I Web) I-Brace GH ::;,08,01,2016 F~41 Brace Size for One.Ply Truss specified Continuous Rows of Lateral Bradng WebSlze 2x3or2x4 2x4T-Brace 1-8yce Mak — Note: T-Braclng / I-Bracing to b used when continuous lateral bracing '. Page 1 at 1 Is Impractical. T-Brace / lErace must cover 90% of web length. I LJk4 I1L! Note: This detail NOT tp be used to convert 1-Brace / l-Brae I webs to continuous lateral braced webs. I 1i)To USA. ° Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size _i I A. 2x3 or 2x4 1x4 (°) T-Brace, (') I-Brace 2ii8 1x6t')T.BraceI2x6 I-Brace acs 2X8 1-Brace I28 I-Brace I Nails Brace SIZe I lorlwo-Piy Truss I Specified Continuous Rows of Lateral Bracing \ SPACING Web Site 1 2 I 2X8or2x4 2x4r-Brace 2x4i-81aq WEB,'C 2)! 2x6 I-Brace - K6 I.BM9 . 20A 2x8 T-8race 2ie I-Brace I T-BRAcE offES ØFES$I0 E'46130I19 6332 I N21 Sectbn0claU Cr. NO. 3821 Z,=! Web '0FCAL0 08/01/2016 T-Brac! I-Brace must be earns species and grade (or better) as web (') NOTE: lISP webs are used in the truss, 1x4 or 1x6 SP braces must be stress I Web— I -Brace design values that are equal to (or bettei)Ihe truss web For-SP truss lumber grades up to #2 with 1)(_ bracing material, use IND 45 foT-Bracefl-Braci NsiIs For SP truss lumber grades up to #1 with IX_ bracing material, use IND 55 forT-Brace/i Brace I Nalliuig Pattern 143race size Nail Size Nail Spacing 1x4 or 1x6 lOd 8° 0.0. 20 0r 2x6 or 2x8 184 80 0.0. Note: Nail along entire length of 1-Brace I I-Brace (On Two-Pile Nail to Both Piles) L_ 2.(.131 "X3.0" MIN) NAILS (lyp) BOTTOM CHORD OF OPEN END JACK tr BC NO. NO. EXP. 9-3008 JUN-0 6 11ll? r8uT OF B.C. OF STANDARD OPEN END 1 M11/SAC - 3/30:1Z:004]PAGE I JACK USING PRESSURE BLOCKS I * =62", 20 bot, chard Loading (PSF): BCDL 10.0 PSF MAX Wlffek IfldU8trles, Inc, Woetern Division X4bkch bfflwl,enjackG, nailed to uwilin We WI(.I3VXL(" MIN) nails spaced at 3 ox. c 51 GO CAL GIRt PARTIAL FRAMING PLAN OF CAUFORNIA HIP SET WITH SUB GIRDER BC of carder truss IYARK" • Vert& dt.Syn p'.nfIrr wd2rI,G ,osn UN Sills AUG ZP!L-wll;D UflIGt IWrGflPtG8 Vold 1it, OW? Will WW daSnSll101t. flh dnIii I, bead DI*j uUfl pwornalais lbNl, uidb tc, oiInqG AtlpUt*IRYllt npaltlllllfl?cn a'td 'Ilw4llhIen aldlllTj'G1nl b tetp dLtU1aI biAIe,pduiIn- n b at Iter1wjipII o! Iwbntbe aflf, AddIIlegaI Uinpa.o'y bracpj te beia Iflytn aamk arccl. N*tlllonul p.ulmalwr.t bwc!nj al Ilia tweragibuchn b Ibe,etpnmblZi et Ih bidIrng dotIiw,.Ocn I]bdahIl, ctUaIJP cidat ,beee. .iakIcly. 'wuaenand o q.coauLtl *113111 PH C fCillpAit. D5.1, eNd sd.)vb1illaweiebk han1rui. Pbee Niil!I, 20 tYOcalde Idy. Qndbea. WI 5.13 IN. U IT7770.,nbiLe - $17. lSLING log I orHdgtd,. CA Mel [CORNER AFTER 8'-0" SETBACK FMll/SAC - 9 -8SB 16-14.21 10128/2004 1PAGE 1 j . ... ® AUTO Industries, Ipc, MINIMUM GRADE OF LUMBER LOADING (PSF) Western Division TOP CHORD:2(4 NO.1 & STIR DF-LGR L 0 BOT CHORD:2X4 NO.1 & BTR DF•L-G TOP 16 14 low SIR INC LUMB=125 PLATE 1.25 SPACING 2401N D.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEI< MT20 lir GAP MAXIMUM SUPPORT AND EM R= 328 + 01 LENGTH OF HEEL JUN.06 2007 IP&JUWO. VV(3J th.a45pw.v qndflMD NOT3 ON flITS AND IAVWDZD m CACtZnSNCZ PA OS 1OT.V47 DFOJW USE. n. wcad W Lan c*33h mint cannocb.flth dadanb baud ant. uaan auam.ban &aim and b ban &id,lthsal budia caflisanu - - - - - = - - - - - - - - - - - - - t . - * - - LOAD DU 10MAPREASE 125 SPAWNS 24 D.C. RAFTER $IOPE PArrt4t sLow sLoPi 2r1 ____________ CIIZ )0-7ij 7-1 -1 20 Is I - 16 ft 4-1 END VER1ICAL MAY BE OMIflED IF TOP CHORD IS _____ GUIDE EEC. ADEQUATELY SUPPORTED. * at4- ... PP 4.. g 10-04 048 •8-do . 8.O _____ e-s-o t5r•- - .. o-u. 1- ao _____ I . L114 Uui-u .j 79_ •______ D-0.O e-za __-. GOIWT •5P . 741-0 I •;idc,3,c __- OTIJU 7-2.0 • _04o- _____ 8-3-a _ BTNID s.i-o. ib s.so o II -_------•--- t-L2.8 _~MM_____ ._ r- _8-I4 1ET -•• 94-0 8-10.8 - 8-10.a 8-341 - JIBMUL •V :8€ti.O .. . -4-6 .:B.64 •. 04-0 7B0 ,42X4 1 si .- 9.11.0: 6;9-0 U V.4-u 8-6-8 0-6-0 •6$-o. - •-. - 7.!!!- W. r841O -8-14. -8-3-8 7I - iSV.- '-4.0'- I4 7-2-0 0-04 7.1.0 7-1=,- -- . -.1-oa. . -211 *19. z:1w:. -r-- •rw c;B8-..-E8 -6-14.--. -55.9. - - 10.24 'B-&O 95.0 8.4041 NOTE: COMMEGWRP S.SIEO FOR HANDLt4G ONLY AND - Ib0E-- 9.10-8 .•. 9-2.8-'_92.0•.-.. 8.141 : MAYBE REPLACED WITH EQUAL FASTENER. -- ____ 1SO0F.: 8R 0-14- 04-- --1.o. 9.10.8•' -8.104 8-30 H ISM MUM ALLOWABLE) 4 -- 5-4.0 03,9 •.8-8-0 8-1-0 DEFLEC11ON CR IA - • 145R ETSIT aoa': ...7-0.0 SLOPE C 4:12 = 1)240 LIVE LOAD •- • - up-- _1 •-• O0 -- -T 143-8 14-341 13.341 SLOPE 4 12 • 1.1190 LIVE LOAD - 12.6-8- -j3.74-- 14-0-8 - 13-0-0 f/ coL)-- .SLL (ALL SLOPES) IJIOD TOTAL LOAD ax8 9 -1•1-1,0-0- l25e..::13-1oo * 12-741 (1 CELINOJOIST1J240 L8JELOAD- .2118 r . I Ill-. T. .1-11-01340. 11.1041 1I .Tb :O#7,9 8-3-8•- -.' 10-541 T r. i t13441. --.13-541 - .135.0- -1W . Ao i. _ jkQFE NO. C53821 •' * - - - -- - -*---- -------.-- .T -- - ..*-.-..- ------ - ----•--.------__'--1_._--•_-. —•.--- -- --'---------•- r- I - • - - -- -p. - - - torn CTIS AIWI.Trusftame. S &2' tgJ far-am 1- i :u )A#B 7A A(mlfl) 0I30(bS) 26% tood woonbctoase A iox• rdiftum - Nail size Total. mauror rolls reqi,ed on each slOe of break OF lie, I .SPF 1376 1155 1115 24 lCd nrvn 11 iaDè 1127 - 1113 24 160 box 11 1455 1232 1209 24 :$5eoxion 11 17kb iao 1431 20 1Sf oxmn ii 1663' 1436 - 417 30 i box - 14 .1890 1645 1510 - 30 Icii oxOoxI 14 2125 4785 1721 30 -100 oxnloxn 17 2018 1742 1723 36 150 box - 17 2253 1307 1055 35' 150 cofliToxi 17 2500 2100 2026 42 100 30 2575 120501 2025 42 150 box 278ë 2350 2500 42 IN oxnrn 20 2675 2415 2325 48 15d .oxnitTl2l 25 i731 2357 2328 48 --169 bsi 23- 3105 1702 2645 30 160 vann3n 23 .5200 2730 203k S. 400 oxnumn 3057 235 2052 54 - 164 box 26 3310 3015lr 2990_ 64 '16d amman 24 3525 3545 . 63, l0dc5aimn 22 3430: 2012 - - 83 160 box '23 3915 3407 3335 50 160 coimea 28 c' {LENO: Standard Repair(125) 0A7E 07123i06 SEO: 2787674 C2006 ICSC 2007 it 22000.410 sU10.co.s1aox ImBI83fWafl%Wtb. ox1ead00OutB .coi 00 0a35*83th 1010. 3) bOx! Man 'I: R *biplls .lyhw 5i 1W. u*b 003b0IK! I 105 uioxl oboboln.083OO. 5) Thu. to o bodIa0 VI4ftub!110 004. A (,rJn) 6 (mlntp) IO.c53821 - — — --r - -- -- FEBRUARY 8,2008 I LATERAL BRACING RECOMMENDATIONS I ST-STRGBCK ff~ 0 - MITK Is, Chestertlold, NO Page 1 of I == I TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS1 I 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET I ALONG A FLOOR TRUSS. MTek Industj1es, Inc. NOTE 1: 2X8 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 IT 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 (3)-10d NAILS (0131 31 131 ANCHOR TO ATTACH (0. 's3') (DO NOT USE DRYWALL TYPESCREWS) TO TOP CHORI\ ATTACH TO VERTICAL 1/1 / (0.131*3') / WEBWflH(3),IOdNAILS BLOCKING BEHIND THE - VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2*4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2)- lCd NAILS (0.131" x 31 IN EACH CHORD ATTACH TO CHORD WITH TWO 312* 3 WOOD SCREWS (.216- DIAM.) USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (S). lCd NAILS TO BOTTOM CHORD (0.131. x 3') A. IflIet1 I vcfl I fll. SCAB WITH (3) - lCd NAILS (6.131'931 INSERT SCREW 1 FACE OF CHORD EThONOBWAU.ACIC (0 DRY TYPE BLOCKING (BY OTHERS) 4.0.0 25 \ I STRONGBACK (TYPICAL SPLICE) TRUSS OF NO. THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPUCING IS NECESSARY, USE AV-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12)- lCd NAILS (0.131"x 31 EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-O" 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) F.NP. 6130!11 . MO. C53821 tsT JAIL5 @ EACH TOP CHORD )d NAILS @ WEBS IL 0 HIP EAR NAILING DETAIL fl ID 2012 MlekG All Rights Reserved Symbols - PLATE LOCATION AND ORIENTATION - 14- 1 Center plate on joint unless is. y offsets are Indicated. Dimensions are in ft-in-sbdeenths. Apply plates to both sides of truss and fully embed teeth. o-I For - LJ' 4 is 2 orientation, locate plates 0- 'i 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 first dimension is the plate 4 x 4 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 Tori bracing if indicated. BEARING di (supportsl occur. Icons vary but Indicates location where bearings __ reaction section indicates joint _______ number where bearings occur. Min size shown Is for crushing only. industry Standards. ANSI/11311: National Design Specification for Metal Plate Connected Wood Truss Construction. OSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information. Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 1 dimensions shown In It-Inslxteenlhs (Drawings not to scold 1 2 3 cc 0 X U a- 8 7 6 S JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1.ESR-1352. E5R1988 ER-3907. ESR-2362, ESR-1 397. ESR-3282 a General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I, Additional stabUly bracing for truss system. e.g. diagonal or K-bracing, is always required. See 8C51. Truss bracing must be designed by an engineer. For wide truss spacing.lndividuat lateral braces themselves islay requr. bracing. or alternative Tor bracing should be consIdered. Never exceed the design loading shown and never stock matenall on Inadequately braced trusses. Provide copies of this truss design to the building designer. erection supervisor, properly owner and .4. 11 other Interested par9'es. S. Cut members to bear tightly against each other. Place plates on each lace of truss at each joint and embed My. Knots and wane atoint locations are regulated by ANSIFTPi 1. Design assumes trusseswl be suitably protected from the environment in accord with ANSI/TPI I. S. Unless otherwise noted. moisture content at lumber shall not exceed 19% at lime of fabricatIon. P. Unfemorwessly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. tO. Comber Is non.sliuclurol consideration and Is the rerponslbittyof truss fabricator. General practicels to camber for dead load deflection II. Plate le. size. orientation and location dimensions Indicated are minimum plating requirements Lumber used shallbe of the species and size, and in all respects, equal to or better than that specified. Top chords must be sheathed or puiSns provided 01 spacing indicated on design, 80110m chords require lateral bracing otlOIf. spacing. or less, If no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility at others. Do not cut or oiler truss member or plate without prior approval of on engineer. I?. Install and load vertically unless Indicated otherwise. treated lumber may pose unocceptobte health or performance sisics. Consutt with em before use. Ions of this deign Ifront bac , P-P manufacture In accordance w Ny Cnlena , Nr Mi I I 1 L AUGUST 1, 2016 r---i= ® LLLII MiTek USA, Inc. INGI _G 19MMO AWTUAtUhI. STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MII-PIGGY-7-10 MiTeR USA, Inc. Page 101 MAXIMUM WIND SPEED REFER TO NOTES 0 AND ORE MAX MEAN ROOF HEIGHT =30 FEET MAX TRUSS SPACING. 24' O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE-TOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDEAATIDNSBYEUILDING ENGINEER/DESIGNER ARE REQUIRED. I A - PIGOSACK 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 DRAWI CONNECT TO BASE TRUSS WITH (2) (0.131"X 3.51 NAILS EACH 0-2 X_ X 4-0' SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MM GRADE #2, ATTACHED TO ONE FACE. ON INTERSECTION. WITH (2) ROWS OF (0.131' X3') NAILS @ 4 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEAIHTh IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1.WINDSPEEDOF 1ISMPHORLESSFORANYPIGGYOACKSP 2. WIND SPEED OF 116 MPH TO ¶60 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 IL E - FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH MITEK 30 20 GA Nall-On PLATES TO EACH FACE OF TRUSSES 72' O.C. WI (4) (0.131' X 1.5') NAILS PER MEMBER. STAGGER NI FROM OPPOSING FACES. ENSURE 0.5' EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) 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 PURUIIS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB Cl NOTED FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48' O.C. W/ (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 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 21 ATTACH 2x_a4'.o'SCABTO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (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 20) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LEIS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 41 FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. is I I I I * Ii I AUGUST 1,2O16 MiTek USA, Inc. AMTikA1Il STANDARD PIGGYBACK TRUSS CONNECTION DETAIL M11-PIGGY MiTek USA, Inc. Page I oil MAXIMUM WIND SPEW REFER TO NOTES 0 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 APPLICAEI.E FOR TRUSSES' TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A, FIGGBACK TRUSS, REFER TO MITEI( TRUSS DESIGN ORAWENG, SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131' X 3.6') TOE-NAILED. a, BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C•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) (0.131' X 3.51 NAILS EACH. D -2 X_X4'-O' SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE 92, ATTACHED TO ONE FACE, CENTEREI INTERSECTION, WITH (2) ROWS OF (0.131' K 3') NAILS @4 D.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: I 2. WND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM l. WND SPEED OF OOMPH OR LESS FOR ANY PIGGYBACK SPAN, OR PIGGYBACK SPAN OF 12 It. E -FOR WIND SPEEDS BETWEEN 101 AND 140 MPH. ATTACH MITEK 3X8 20 GA Nail On PLATES TO EACH FACE OF TRUSSES AT 72' O.C. WI (4) (0.131' X 1.51 NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5' EDGE DISTANCE. (MM. 2 PAIRS OF PLATES RED. 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 PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. n I FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48' O.C. W/ (4) (0.131' X 1.5') PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5' EDGE DISTANCE. SCAB CI NOTED This sheet is provided as a Piggyback connection ' detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer ID BCSI for general guidance on lateral restraint and diagonal bracing requirements. El I 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. ATTACH 2 x _x4'.O" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (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 LBS (@1.15). 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. 1 I STANDARD CAP I AUGUST 1, 2016 I TRUSS CONNECTION DETAIL I MU-CAP =:j ® EJL Milek USA. Inc. yff—am (tN1Tgft1.131, 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 EXPOSURE BorC TOTAL. 40.0 ENCLOSED BUILDING ASCE 7-98. ASCE 7-02, ASCE 7.05 90 MPH SPACING 2-0-0 ASCE 7-10 115MPH PLATE INCR: 1.15 DURATION OF LOAD INCREASE: 1.60 LUMBER INCR: 1.15 MIN IJDEFL 240 2 x - x W-(r SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO EACH FACE OF TOP MAX. SPAN PIGGYBACK TRUSS 10.O' CHORD WITH 2 ROWS OF lOd (0.13r X 3) WITH SP 2X4 NO. 2 LUMBER NAILS SPACED ¶' 0.C. AND STAGGERED SLOPE MAY VARY FROM 3112 TO 12112 CAP TRUSS BASE TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24 0.0.). 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 PURLIN TO BE LOCATED SCAB MAY BE OMMITEO PROVIDED THAT: AT EACH BASE TRUSS JOINT. ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12 OVER JOINT) STANDARD PIGGYBACK TRUSS AUGUST 1, 2016 CONNECTION DETAIL (PERPENDICULAR) MII-PIGGY-PERP. USA, Inc. Page 1 of 1 MAX MEAN ROOF HEIGHT =30 FEET BUILDING CATEGORY H 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 YmEnra I FOR WIND LOADS: 1.60 Th flJ1l 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. PIGGY-BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing tot additional piggyback truss information. FAR SIDE / Jr ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2)- 16d (0.131 X3.5)NAILS TOENAILED. NOTES FOR TRUSS: THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY: THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER; 3, THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS2FTOR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. / NEAR SIDE lORD USS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. I 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. I THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. I I. STANDARD PIGGYBACK I Mu-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 ® FV~00 MiTek USA, Inc. MiTek USA, Inc. Page I of 1 MAXIMUM WIND SPEED REFER TO NOTES 0 AND ORE MAX MEAN ROOF HEIGHT -30 FEET MAX TRUSS SPACING -24 '0_C. CATEGORY ((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 BY BUILDING B'JGINEERIDESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALl. BE CONNECTED TO EACH PURUN WITH (2) 0(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' O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (o.13r X 3.5') NAILS EACH. 0-2 X _X 4-0' SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE 02. ATTACHED TO ONE FACE, CENTEREI INTERSECTION. WITH (2) ROWS OF (0.131 X 3') 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: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN. OR WINO SPEED OF 116 MPH TO iSO MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 St E - FOR WINO SPEED IN THE RANGE 126 MPH -ISO MPH ADD Y x 9 x 112' PLYWOOD (or 7116, OSS) GUSSET EACH SIDE AT 46' O.C. OR LESS. ATTACH WITH 3- Sd (0.113' X 2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL. 12 NAILS) 0 WHEN NO GAP 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 MITEK DESIGN DRAWING. SCAB Cf NOTED 7' xl' x 1/2' PLYWOOD (or 7116' 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 a - a 4-6' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131- X 3') NAILS SPACED 4' 0.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 BY A OUAUFIED 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. *axj 8130/19 NO. C53921 STANDARD PIGGYBACK MI I-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL i == ® LS\A_i MuTek USA, Inc. *III MiTek USA, Inc. Page 1 C 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 DURATION OF LOAD INCREASE :1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERINO DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO UITEIC TRUSS DESIGN DRAWINC SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0i311- X 3.5) TOE-NAILED. B -BASE TRUSS, REFER TO MITEIC TRUSS DESIGN DRAWING. C - PURUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24' 0.1 UNLESS SPECIFIED CLOSER ON MITEIC TRUSS DESIGN DRAWl CONNECTTO BASE TRUSS WITH (2) (0.131' X 3.5) NAILS EACH 0-2 X—XW-W SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE 42, ATTACHED TO ONE FACE, ON INTERSECTION. WITH (2) ROWS OF (0.131- X 3 NAILS @ 4 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHB IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. 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 - 16D MPH ADD 9' a V a 112' PLYWOOD (or 7116' OSB) GUSSET EACH SIDE AT 48" D.C. OR LESS. ATTACH WITH 3-Ed (0.113' X2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL. 12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS WITH NaiI.On PLATES AS SHOWN, AND INSTAll. PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. I 7' a 7"x 112' PLYWOOD (or 7/I6' OSB) GUSSET EACH SIDE AT 24'0.C. AT EACH EASE TRUSS JOINT. ATTACH WITH 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. 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 a - a 4-0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (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 (@1.15). 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. Third Party Quality Assurance Program Owned by: SBCRI 6300 Enterprise Lane & Madison, Wisconsin 53719 4& 608-310-6702 January 25, 2019 Ref: California TrusFrame, Plant #1073 To Whom It May Concern: I 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 I Board in accordance with ANSI/ANAB Report Al-2620 as a Type A (3 rd Party) Inspection Body (http://search.anab.orgJpublic/organjzation files/Structural-Building-Components-Research-Institute- Cert-and-Scope-File-01-18-2019 1547822724.pdf); it serves as a means for truss manufacturers to I comply with International Residential Code (IRC) Sections R109.2 R502.11 and R802.10 and International Building Code (IBC) Sections 110.4. 1703 1704.2.5 and 2303.4. I 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 IRC 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 https://www.sbcri.info/pa/inspection-progra m- licensees for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely, John Arne Director of Inspection Services IpTrusses Hoistingand Placement of 'fluss Bundles Steps to Setti Tus T '-- Restraint & Bracing for 3x2 and 4x2 Parallel chord Tusses Recomendaciones ParaLevantarPaquetes de Trusses Las Medidasde Ia lnslalación de los Jrusses Restricción y Ardostre Para Trusses de Cuerdas Paralelas 31'2 y4x2 are not marked in any way to identify the Los trusses no estdn marcados de ningün mode qua I frequency or location of temporary lateral restraint identifique to frecuencia 0 IocaIizacidn de restricciOn DON'T overload the crane. 10: (3m) or Diagonal bracing Repeat diagonal bracing and diagonal bracing. Follow the recommendations lateral yarriostre diagonal femporales. Use has NO sobrecargue la grUa. I1 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 Refer to every 15 louse spaces 30' trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSIBr for more (91 m) max for handling, installing and temporary restraining recomendadones de manejo, insfalacidn, restnccidn bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses information. and bracing of trusses. Refer to BCSI- Guide to yarrlostre femporalde los trusses. yea elfoileto SCSI Q NEVER use banding to lift a bundle. (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). Good Practice for Handling, Installing. Restraining - Gulls de Buena Practice pars at Manejo, InslalaoOn, 7) Repeat process with groups of four trusses until all trusses are set. Ves Cl resumen BCSI-B7 permanent lateral restraint or reinforcement for Los dibujos de diseflo dales tnissespueden especlticar parallel chord trusses up to 30(9.1 rn) instate ci arnostre diagonal de to cuerda supanor(vea abajo). 5) Instate arriostre diagonal pare los Apply diagonal brace 10 vertical 1) Instate los a,riostres de tierra. 2) lnsfale at primero truss yate seguramente at aniostre de tieria. PC! más informaciOn. NUNCA use las afaduras pare levantar un paqueta 8 Bracing of Metal Plate Connected Wood Resl,iccibn yArrisslre de los Trusses da Madera I Trusses' for more detailed information. Conectados con Places de Metal "porn infomiacidn A single lift point may be used for bundles of 3) Instate los proximos 4 trusses con restnccidn lateral temporal de miembro cello (yea abajo). 4) rods delallada. Truss Design Drawings may specify locations of top chord pitch trusses up to 45(13.7 m) and pianos de los miembros secundanos pare aslabilice los pnmeros cinco trusses (yea abaj)). 6) instate webs at end of cantilever and individual truss members. Refer to the BCSl-B3 las localizarJonas dereslnerjdn lateral permanents o Use at least two lift points for bundles of top IS rastricrJon lateral temporal yarriostre diagonal pare la cuerda inferior (yea abajo). 7) epita dale for more Information. All other permanent bracing refuerzo an las miembros individuates del truss. yea chord pitch trusses up to 60(18.3 m) and parallel A WARNING Do not overload supporting procedimiento englupos de cuatro trusses haste qua todos los trusses esters instalados. bearing locations. All lateral restraints I design is the responsibility of the building designer. to hole resumen BCSI-83' pare milsinformacidn. El chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. L'f•1ILI1 Refer to BCSI-B2' for more information, lapped SI feast two trusses. resto dales disefios do amOst,eS perrnanentes son la three lift points for bundles of top chord pitch lop chord temporary lateral restraint spacing shall be 10' (3m) IN: man, for 3x2 chords responsabilidad del disenador del edilido. trusses '60(18.3 m) and parallel chord trusses IA OVER TENCIAt No sobrecargue to Vaa at resUman SCSI-82' pare mills informacidn. and IT (4.6 m) cc for 4s2 chords. - >45' (131 m) astructura apoyada con elpaquete cia fwa. All 4 . -. Out-Of-Plane DANGER The consequences of improper t russes. Puede user un solo tugar de levantar pare RestricclonlArIJ -- flo5 Para Todos Pianos de Trusses IiIStaIIing - clan handling, erecting, installing, restraining and bracing can result in a collapse of the paquetes de trusses de to cuerda superior Place truss bundles in stable position. haste 45'y trusses cia cuerdas panatelas cia IJ Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber. Attach to each truss with at least 2-10d (0.128x3'). 2-12d (0.128x3.25') or 2-16d ( Tolerances for Out-Of-Plane. Tolerancias Fuera-de-Plano. structure, or worse, serious personal injury or death. Puse paquafas de trusses an una 30' o mortars. Use pot 10 manes dos puntos posicicin eatable. (0.131x3.5') nails. La madera 2x4 riasillcada per estrds as to madera minima utilizada pare restricc4dn lateral yarriosframiento di- pare Mea. Bow cia lavantar con grupos de trusses cia cuerda inclinada haste 60'y trusses cia agonal. Atadas a cade brsguero can at minima 2 cloves lOd (0. l28x3, 12d (0. 128x3.25') 0 16d (0.13lx3.5'). iPELiOROi El resultado de un manajo, lavanta- mianto, instalacidn. rastricciôn y amsotre incorrecfo superior cuerdas pare/alas haste 45 Use par /a manes dos puntos do levantar can grupos de trusses do cuerda Len th I1 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max. eow Length Li I pueda ser Ia caida data esfructura 0 aün peor, superior indinada mas de 60'y trusses de cuardas parelelas mas da 45' (PCTs). See top of next column for temporary restraint and bracing of PCTs. Max. Bow haridos 0 muallos. Este mdtodo do rastncciOn y arriosfra as pare fordo trusses axcapto trusses de cuardas paratalas (BbdlDi?OCO Exercise care when remov- (PCTs) 3x2 4x2. yea Ia parte superior data columna pare to rastdccidn y arriostre temporal de PCTs. ________ Length ________ U 1 Plumb ____________________ inn hundino and hundlins trusses to avoid Mechanical Hoisting Recommendations for Single Trusses _________ _____- a-:------'-- 1)TOP CHORD PLANE - CUERDA SUPERIOR - L. d' line --- personal protective equipment for the eyes. ____________________ ,uesa,w,Iesaoeawnes ear vwsew w,wiwwa,wesy A damaging trusses and prevent injury. Wear _______ _____ II __ feet. hands and head when working with 512IP91LW Utilica cautela at quitar las atadures Using a single pick-point at the peak can damage the truss trusses. hacer darto at truss. El uso cia un solo luger an alpico pare lavantarPuecia ,,,, 60' or less 0105 pedazos de metal de sujetar pare avitar dado a los trusses yprevenir to herida personal. Llava at aquipo protecfivo personal pare ojos. Tagline pies, manes y cabeza cuando trabaja can @llNO Use 8I)817!fl)I.P trusses. special care in Utilice cuidado TRUSSES UP TO 30' 19.1 .1 iruss length windy weather or especial an '••' Tile contractor 1. eased on truss live load of 40 psi or Spreader bar 21315 reinforcement information. 'a"' is responsible for greater. For other Conditions, contact unloading and storing 10 Hold each truss in position with the erection flJ) F"°' 3(4 liuss length I Pare informacidn sabre rastriccibn/ properly receiving. ________________ a Registered Design Professional. arriostre/refuerzo pare Armazones 2. equipment until top chord temporary lateral leg __________________________________________ restraint is installed and the truss is fastened I TRUSSES u TO AND OVER 00118.3 ml Hastiales yea ci rasumen BCSl-53" __________________________________________________ as possible. the trusses at the cks of materials as quickly Truss attachment ® NEVER stack materials near a peak, at mid-span, on cantilevers or overhangs. jobsite. Unload trusses to the bearing points. "•' TRusses HASTA V SOBRE ee PIES to smooth surface to prevent damage. Use proper rig- Use equino apmplacto Sostenga coda truss an posid6n can equiper cle gri)a hasta qua to restriod6r; lateral temporal de Note: Ground bracing not shown for clarity. ,NUNCA apila los materfates cesra de un pica, a caniro dale Iuz, an El cont,atista dane IS responsabilidad de redctr, ging and hoisting pare Ia venter a Ia cuerda superior OEMinstetado y at truss asIa aseguredo an los soporfas. R1 Repeat diagonal braces for each set of 4 ru SOS. re quired at support cantilevers o alaros. descargary elmacenaradecuadamanta los equipment, improviser. Repita los arrlsotres diagonaies pare cede grupo do 4 trusses. Section A-A trusses an to obra. Dascargua los trusses an to Installation of Single Trusses by Hand DO NOT overload small groups or single trusses. tie,ra Hear pare pravenir at deflo. Recommendacciones de Levantamiento de Trusses LATERAL RESTRAINT & DIAGONAL BRACING ARE NO sobrecergua pequeflos grupos o trusses indiwdualas. Individuales Par La Mane VERY IMPORTANT t1 Place loads over as many trusses as possible. _______ _____________ 114 RESTRICCION LATERAL V EL ARRIOSTRE DIAGONAL SON Coloque las cargos sabre tonics trusses como sea posibla. Trusses 20' - - Trusses 30' MUV IMPORTA.NTES! IJ Position loads over load bearing walls. (6.1 m)or (9.1 IT) or less less, support support at WEB MEMBER PLANE - Diagonal Continuous Lateral Restraint Coloque las cargos sabre las parades soportentes. near peak. points. PLANO DE LOS MIEMBROS (CLR) splice reInforcement Alterations - Riteraciones quarter I!lJt1W Refer to SCSI-85." Saporta Saporta cia los cuartos cerca alpico ______ SECUNDARIOS DO NOT cut, alter, or drill any structural member of a truss unless yea at resuman BCSI-85." Truss trading let shev.ir for clarity. IDS trusses ._ Trusses up to 20 - cia frame los I-- Trusses up to 30' . I Web members - cia 20 pies o I (6.1 m) trusses de 30 ________________ (9.1 m) I ___________ . Truss Member II Trusses may be unloaded directly on the ground at Q DO NOT store NO aimacana manos. Trusses haste 20 pies pies o manes. Trusses haste 30 pies ,' i ..- tspecifically permitted by the truss design drawing. the time of delivery or stored temporarily in contact unbrsced bundles veiticalmente los - - - with the ground after delivery. If trusses are to be upright. trusses suelfas. NO corfa, allure o perfora ningün miembro estructuret cia un truss a stored for more than one week, place blocking of Tem sufficient height beneath the stack of trusses at Bottom Sixth 'del truss. 8' Restriccion y Arriostre. Temporal - - .. chords intnn2' t_bIsch center d (2.4 m) to 10'(3 m) on-center (cc). over CtR splice. Attach Trusses that have been overloaded during construction or altered without the Truss Man- Lateral Restraint I Diagonal braces every Is cut with mbiimsm s-wa menta anal suelo an equal memento cia entrega CSB2" f f i Los trusses puadan 5cr dascargados diracta- 7Top Chord Temporary 1::omrz: ,1 .,.-' 10 truss spaces 20' (0.l35 (6.1 m) max, s3.5 note each side ,r ufacturer's prior approval may render tile Truss Manufacturer's limited warranty null and void. (TCRR) 1O'(3m)'15'(46m)rnax Bu of spike or as specified by the/ Trusses qua se hen sobrecargado duranta IS construcc/dn o hen side alterados sin to autor- - - 0 almacenados temporalmenfe an contacto con el yea el rasuman BCSI-82" pare mills informeciôn Refer to Bl-or more information. , Same spacing as bottom chord Note: Some chord and web members SECTION A-A izecionprava del Fabricanta cia Trusses, pueden hacarnuloysin efacto to garentla limitada del Building Designer. 2K4 min. such despues cia entrega. Silos trusses esferdn t1 guardados pare mis cia una Santana, ponge Locate ground braces directly in line with all rows btoquaando de allure sulicienta detris data pila _________________ of top chord temporary lateral restraint (see table _________________ Fabricante de Trusses. 2' oc, typ. lateral restraint not shown for clarity. cia los trusses a 8 haste 10 pies an cantro (cc). in the next column). If trusses are to be stored for more than - . I' "court the Component Manufacturer for mom tslansolion or consult. Registered 000ten Prut051ionui for assistance. BOTTOM CHORD PLANE N4- Truss CUERDA INFERIOR CoJoque los arriostres de t/erre pare elprimar one week, cover bundles to protect from truss d/reclamenfa an linea concede ursa dales Member Pare trusses guardados par mas cia una semana, uneven ground. desiguat. ' superior (yea Ia table an Ia prdxima columns). Brace eei Lateral Restraints - 4x12' or greater NO The bans manufacturer and tare designer rely on the presumption that the mass and ewse veereax hf appliceste) are the environment. () DO NOT store on NO almacena an tierre Illas de restriccidn lateral temporal de to cuerda .40 Prelesslanals with the capability is undertake the work they have agreed to do on any elves project. If the contractor bebenen it sends cubre los paquatas pare protegerfos del ambiente. securely or CLR splice reinforcement .._, Thee mcammOndnlions for handling, testalling. mstrainin and bracing busses are hated upon the collective experience of leading - not shown for perso,el innetved with truss design, manufacture and installation, but musi, duels the nature utrespansibitties invoked. be presented Q DO NOT walk on unbraced trusses, before Bottom - and web members Outlined hiihisdncumestare intended to amass thaliheoveraiicaeshudlon tethniquesemployndwrllpulthelrussesintn place SAFELY. Refer to BCSr' for more detailed information per- _________________________ - - -. clarity eslyssa GUIDE for usnbyw qualified bufdh,gdenigwawor,,tnecssr. nis not Intended thatthesereconnsendarinnsbe Interpreted as ____________________ supeottathebutidiig designer's design specification In, handling. tnstaiing, restraining and bracing 1515108 and it does not preclude the taming to handling and jobsite storage of trusses. additional erection of chords Otrubalal botidlina cempennelo as determined by the contractor. Thus, SOCA expressly disdahes any responsibility, for damages arising ver thwo use xi other equivalent methods for restrnnbrgibrwdng and providing stability for eta was. caisnocs, 110am, roots and an the interrelated truss lapped o4twssee Note: Some chord assistance is some aspect Of the 0asutroioeo project, it should seek assistance horn a competent pony. The methods end procedures ______________ DO NOT stand on truss overhangs until hoses.I/ca ci foilato ecsr pare infonnaddn mile defat- __________ from Sin use, application, or reliance on the recemmendalioes and information contained herein. __________ Structural Sheathing has been applied to baJa sabre elmenejoyalmecenedo dales cusses NO cemine an trusses sUeltos. an area cia trebajo. ' the truss and overhangs. - truss spaces 20' (6.1 m) max. races every 10 SBCA NO se pare an voladizos cerchas haste Revestimiento estruclurel he ado aplicado 6360 Enterprise Lane - Madison, wi 53719 ala armadure y votadizos. 10' 13 m) - 15' (4.6 m) max. 1 1111111 C a a a i : 4 •d •i 4 4 4 0 4.. a • I S -- -. -- _.-.. - a ;o NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con to constnjccidn haste qua lodas las rasfric- near power lines dies ventosos 0 :Consult a Registered Design Professional for trusses longer than 60(18.3 m). clones tolerates ylos arriostras estdn cotocados an forma apropiada y segure. I I 1NU5bt5MM5TA5PItb I - eldclricos ode To ..tis:Lfl Locate Spreader bar P.115th I?i See BCSl-B2"' for TCTLR options aercinuertas.DO NOT exceed maximum stack heights in table at right. 9(3 m) U'L.)tLIf Avoid lateral Spreader bar _'_'.__. 'Consuiza sun Professional Reoislredo de oiseno pare cusses reds de 60 pies Hafldling- Maflejo' - and airports. ca,ca do cables preader bat 1/2 to above do TCTLR. Refer to BCSl-B4" for more information. or sliffback yea at BCSl-82" pare las opciones __________ I-a--. TRUSSES u TO 65' 110.3 ml Refer to SCSI-B3" bending. _______ for truss NO axcecia las allures mdximas cia montón. yea el rasumen ,J,) 213 truss length __________ ________ Wul•)tLii Ewfa Ia flaxidn lateral. ______ #6 I TRusses HASTA naiss S2oc p BCSI-94" pare mils info,macidn. for Gable End Frame restraint/bracing! .1,awfal-_ - - Trusts Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud da Tramo Espaclamlento delArriostre Temporal da Ia Cuerda Superior Upto30' 10'(3m)oc max. (9.1 m) 30'- 45' (9.1 m-13.7m) 8'(2.4 m) oc max. 45'- 60' (13.7 m - 18.3 m) 6'(1.8 m) oc max. 601-81y. (18.3 m -24.4 m) 4'(1.2 m) oc max. Tolerances for 'Out-of-Plumb. I- Tolarancias pare D/so max _____ i__a-I j•Il_l_ Construction Loadiffill Out-of-Plumb Max. Bow Truss Length 0150 D (ft.) 3/4' 12.5' (19 mm) (3.8 ml 114' 1' 718' 14.6' (22 mm) (4.5 ml 112' 2 1' 16.7' (25 mm) (5.1 m) 3/4' i-lie- 18.8' _m (9,) (29 mm) (5.7 m) 1' 1-114' 20.8' jj_m (32 mm) (6.3 m) 1-114' 1-318' 22.9' (32 mml (1.) (35 mm) (7.0 m) 1-112' IT 1-112' 25.0' (j) (38 mm) (7.6 m) 1-3(4' 7' 1-3/4' 29.2' (2.1 (44 mm) (8.9 m) ? s8' 2 533.3' 51 mm (51 mm) (10.1 m) Maximum Stack Height for Material or' Truasea' Material Height Gypsum Board 12(305mm) PiywoodorOSe 16'(406mm) Asphalt Shingles 2 bundles Concrete elacic 8' (203 mm) Clay Tile 3-4 tiles hleh Tnageee are spaced as shown on byonto. Extra trusses are not provided (or (fuels can lights or air reglstere. Pieae coosdinate special hues placement with Job superintendent prior to stacking trusses. Adjust buss spacing to clear can lights and air seglter as needed, DO NOT CUT OR MODiFY TRUSSES, sessesses s Shown No exâptiôs thken Masanson;Ec445g;. HANGER LIST 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. I -# ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET CTF I California TrusFrame. 'Peopla Dt1vHonoOuFonnuIaforSuccs? 23665 CAJALCO ROAD FERRIS, CA 92570 TEL 951457-7491 FAX 951440-5176 wxw.CatTrusFrame.n 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 idnilifad on the placement dianing. The building designer is responsible for permanent bracing of the roof and floor system and for the event dnJdiure. The design of the truss support structure including headors, beams, wails, and columns is the responsibility of the building designer. Framer Is responsible for senirath spacing of trusses as designed and celled out on placement plan. All trusses spaced at 24 oc unless noted otherwise. NO. C521 0 0 z II —J - 00 0— W .111 I— z 2 ' -' WI— 0 W 0 ;. <ca:: ,'c..i JI '..d 04 _<<: C-4 £2 Qw" WQ .. Cl)W Cl) 0 Zc3_ i—w -ø U)"-" jX 0 1-0 I-QC1) PROJECT No: M30575 ESIGNER: PETE N. REV. BY I REV. DATE P.N. 9-3-19 P.N. 1 9-6-19 9%-TV 9 California Tniceos are spaced as shown on layouts. Extra biissce are not provided for flush can lights or air reglstois. Please cootdlnato special tow, placement with job superintendent paler to stacking trusses. Adjust truss spacing to clear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES 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, - HANGER LIST DESCRIPTION ow LUS24 10 LUS26 S HUS26 0 HHUS2S-2 i ILf U 'Trusses are spaced as shown on layout.. Sates toasso. are not provided for flush can lights or air rcglsteta. Please coordinate special ibuco placement wIth Job £upcdintcndent prIor to stacking masses. AdJost buss spacing to clear can lights and air rogister as ee.de±, DO NOT CUT OR MODIFY TRUSSES CohftrrnswhencniraIDeIgnrequIrement s Shown No ex4nions thkcn Màt1cS*flsOii'PEC44594;'... •L:1 -øMA IU THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET HANGER UST DESCRIPTION O1Y LUS24 1 MUS26 3 HHUS-2 I I-, CTFICalifornia TrisFrame,. FeopI4 Dift Honor.. Our Formulafor Success? 23665 CAJALCO ROAD PERRIS, CA 92510 TEL 951451-7491 FAX 951-940-5176 waw.CalTrusFrame.com ONLY. These trusses are designed as individual building components to be Incorporated inda the building design at the specification of the building designer. See individual design sheets for each tines design identified on the placement drawing. The building designer is responsible for ponnaiwnil bracing of the roof and foot system and for the overat structure. The design of the buss support stnciure Induding headers. beams, wails, and columns is the responsibility of the building designer. Framer Is responsible for accurate spacing of biases as designed and called out on placement plan. All trusses spaced at 2'r cc unless noted otherwise. Exp. NO. 0 5— z II a—i - "0 w z CL LLZc 1- I— b W 9 11 < ii it 0 0< Z Cocs1w O -i °' "Z C0Z_1 OO I-0C1) PROJECT No: M30575 - DESIGNER: PETE N. REV. BY I REV. DATE lim nreses are spaced as shown on layouts. Eicb'a busses are not provided for flush can lights or air registers. Ptease coordinate special buss ptacemont with job supadetendent peter t stacking trusses. CTFICalifornia TrsFrame "PeopI Drlv Honor..OurFoinulaforSuccessI' 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951-657-7491 FAX 951-940.5176 www.CalTrusFrame.com ONLY. Thesetrusses 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 truss design Identified on the placement drawing. The building designer Is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the truss 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. Alt trusses spaced at 24 cc unless noted otherwise. Exp. NO. lv' I— z iz:0o WI—C%J LU mx , 'j Z u. '—l- ° all <CW zi- C/) ..W ZQ 0_il— :<< , <(0>0 I— w< r— ,' < WQ Oj !0 O_i PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE P.N. 9-3-19 P.N. 1 9-6-19 CALCULATIONS FOR POST-TENSION SLAB ON GRADE FOUNDATION DESIGN Project Name: Magnolia SFD PTDU #3127 Date: April 08, 2019 / 422 Cribbage In. San Marcos, CA 92078 PH: 760-591-3236 c.BR2DRui216 F To PROJECT DESIGN INFORMATION DU GENERAL INFORMATION DEVELOPER Asthon 3, LLC DEVELOPER LOCATION,'Rancho Mission Viejo, Ca PROJECT NAME 1534 Magnolia PROJECT NUMBER 3127 PROJECT LOCATION Carlsbad Ca, CA. TENDON ENCAPSULATION Yes (Near Ocean) CONCRETE & FOOTING INFORMATION CONCRETE STRENGTH 2500 psi SLAB TYPE 5" Ribbed CATEGORY IA I II III ERIMETER FOOTING DEPTH 20" INTERIOR FOOTING DEPTH 15" 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 PT! METHOD QRD EDITION) DESIGN PARAMETERS CATEGORY (EXPANSION INDEX) CENTER LIFT (INCHES) EDGE LIFT (FEET) IA (c20) em ym *1 (0-50) em 9' 5.3' ym .3" .61" II (50-90) em ym III (90-130) em ym *DIFFERENTIAL SETTLEMENT SETTLEMENT DISTANCE SLAB & FOOTING CAPACITIES Input f'c = 2500 20001 t= I 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 WI SLAB Capacity X1 1.5 18" 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 11 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 14.70 inches slab Elil Slab Edge Pad xi *)(J 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 "1 "action -.not "1" action. *SLAB CAPACITY = G.3j Kips M = 0.625 L' = 1.118 Leff = 1.264 ft AREA = 6.39 ftA2 width 2.53 ft 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 = F---5—.076 Kips d1 ' I POINT LOAD CAPACITY OF CONTINUOUS FOOTING = [_8.34] KIPS* 2x ftg. Depth (d) Input d= 151 in. b= 4j 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 = 6.671 Kips 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 - DESIGN SUMMARY Slab Dimensions: 28.00 FT 83.00 FT 5.00 Inches Material Properties Concrete Strength, f'c: 2,500 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 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: 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 O.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:tCAD Files10199127-Magnolia SFD%CALCSlPlan I -AI.pti 2:56:56 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Reglstemd To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area I 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 Soil Bearing Analysis Total Applied Load 299,303 LB Bearing.Area 2026 FT2 Applied Pressure on Soil 148 PSF Soil Pressure Safety Factor 13.54 Prestress Summary Subgrade Friction calculated by method prescribed in PTl 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 PTl 4.3.2) Maximum Moment, Long Dir. (controlled by Em5.0 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-K/FT 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 Actual Stress -0.253 -0.200 Actual Stress Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (inch 2 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 1.141 0.910 Short Long Direction Direction 80,763 34,406 39,687 19,299 Width 6*Beta 2.45 K/FT 2.35 K/FT Short Long Direction Direction 140 135 119 107 Page 2of7 . Z:ICAD Fies3100-319913127 -Magnolia SFD%CALCSPlen I -AI.pti 2:56:56 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registemd To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area I Build 100712 Se,ial 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 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 (KS!) Short Long Direction Direction Allowable Stress -0300 -0.300 Actual Stress -0.242 -0.206 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 - Ede Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) 464.6 181.1 246.1 79.1 3.57 FT-K/FT 3.23 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.216 0.17 Short Long Direction Direction 80,763 34,406 47,801 22074 Width 6*Beta 1.42 K/FT 1.57 K/FT Short Long Direction. Direction 140 135 69 71 Short Long Direction Direction 249.5 92.1 148.2 45.2 Page 3of7 Z:%CAD Fllest3100-31993127 - Magnolia SFDCALCSP1an 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: Magnolla - 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 Sectional Area ('Inch2): 6,147 ? 117 Moment of Inertia (Inch4): • 80,763 • 34,406 Section Modulus, Top (Inch3): 20,190 8,055 Section Modulus, Bottom (Inch3): 6,842 2671 Center of Gravity of Concrete - from top (Inch): 4.00 4.27 Center of Gravity of Prestressing Tendons - from top (Inch): 5.98 6.30 Eccentricity of Prestress (Inch): -1.98 -2.03 Beta Distance (Feet): 8.74 • 7.06. Equivalent Beam Depth (Inches): 15.80 17.15 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 Files13100-319913127 - Magnolia SFDtCALCStPlan I -Al.pti 2:56:56 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 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, fc: 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! Type II Quantity: 2 7 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis 2500.0 PSI 1,500,000.0 PS! 145.0 PCF 270.0 KS! 1/2 Inch 28.00 FT 83.00 FT 5.00 Inches Short Direction Long Direction 17 6 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 Page 5of7 11CA0 Files3100.319913127. Magnolia SFDCALCSPlen I - A1pU 2:56:56 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registemd 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 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift • Edge Lift Edge Moisture Varfation 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 calculatedby method prescribed in PT! Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 • ) Page 6 of 7 Z:CAD Files3100-319913127 - Magnolia SFDCALCSiPlan I -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 1 - 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 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 U U ( Page 7of7 Z.%CAD FiIes3100-319913127 - Magnolia SFD%CALCS1Plan I -AI.ptl 2:5656 PM I Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sells! Number: 100-320075 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: 2,500 PSI Tendon Strength, Fpu: 2.0 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'/ 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 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 3 Depth of Beams: 18.0 Inches • 15.0 Inches Width of Beams: 12.0 Inches 120-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 • Z:%CAD Files3100-319913127 - Magnolia SFDtCALCSPlan 1 -A2.pti 2:58:22 PM Short Long Direction Direction 49,874 31,706 14,584 12,491 Width 6*Beta 2.44 K/FT 1.79 K/FT Short Long Direction Direction 141 142 114 59 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 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 - 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) (lnàh) 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 (PS!) 106 108 Beta Distance Effective Prestress (PSI) 108 122 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em50 per PT! 4.3.2) 5.35 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.32) 5.10 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 41300 Allowable Stress 1.125 1.125 Actual Stress -0.197 -0.135 Actual Stress 1.008 0.740 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (lnch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by ShearAnalvsis - Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PS!) Actual Shear Stress (PSI) Page 2of7 Z:%CAD Filesi3100-319913127 - Magnolia SFDlCALCStPlan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnollé - 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 Short Long Direction Direction Cracked Section Capacity (FT-K) 284.7 152.9 0.5 Moment (FT-K) 123.5 52.2 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.52 FT-K/FT Maximum Moment, Long Direction 3.14 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 -0.200 -0.053 Actual Stress 0.209 0.169 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (inch 4 49,874 31,706 Required Moment of Inertia (Inch) 19,185 15,411 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction • 1.41 K/FT Maximum Shear, Long Direction • 1.52 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 142 Actual Shear Stress (PSI) • 66 50 Cracked Section Analysis - Edge Lift Mode Short Long Direction • Direction Cracked Section Capacity (FT-K) 145.0 .92.0 0.5 Moment (FT-K) • 81.2 32.2 Page 3 of 7 Z:tCAD Files3100-319913127 . Magnolia SFDCALCSPien I - A2.pti • • • 2:58:22 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Build 100712 Sedel 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 (Inch2): 3,453 1,668 Moment of Inertia (Inch 4) 49,874 31,706 Section Modulus, Top (Inch3): 12,107 6,673 Section Modulus, Bottom (Inch3): V 4,068 2,556 Center of Gravity of Concrete - from top (Inch): 4.12 4.15 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 6.78 Eccentricity of Prestress (Inch): V - -1.92 -2.03 Beta Distance (Feet): 7.75 6.92 Equivalent Beam Depth (Inches): . 16.38 17.16 V 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 V Z:%CAD Files13100-319913127 . Magnolia SFDtCALCS%Plan 1 - A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited TUb. AAI:.. Dh',. 4 A ') Build 100712 Serial Number: 100-320-075 UfJJL.L I iU . sv:a,gijua - ula,, I - ,,aa 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, : 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! 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 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF. 270.0 KSI 1/2 Inch 20.50 FTx46.17FTx 5.00 Inches Short Direction Long Direction 10 5 Long Direction Type! Type II 2 1 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches 11 Page 5of7 Z:tCAD Fiie43100-319913127 - Magnolia SFDtCALCStPian 1 - 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 SUMMARY OF INPUT DATA - Continued Soil Proz,erties 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 Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 6of7 Z:%CAD Flles3100-3199I3127 - Magnolia SFDtCALCSPlan 1 -A2.pti 2:58:22 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 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 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:tCAD Files3100-319913127 - Magnolia SFDCALCS%Plen 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 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 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 13.00 FT 49.00 FT 5.00 Inches Material Properties Concrete Strength, f: 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: 2500 PSI 270 KSI 1/2 Inch 15.7 Cubic Yards 480 Linear Feet 40 Type I Beam Type II Beam 2 • 0 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I • I 3.25 Inches 3.25 Inches 13.00 Feet 0. C. 3 4.50 Feet 0. C. 2.50 Inches from top of slab Type I Beam Type II Beam 2 3 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I I 3.25 Inches 3.25 Inches 12.25 Feet 0. C. 10 5.00 Feet 0. C. 2.50 Inches from top of slab Page lof7 Z:CAD Files3100-31993127 - Magnolia SFDCALCS%Plan I -A3•ptl 2:58:45 PM PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area 3 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 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 Summaty Subgrade 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 (PS!) 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 PTI 4.3.2) Short Direction Long Direction 10 3 5 2 5.00 4.50 4.04 5.07 6.04 7.40 -2.00 -2.33 376.3 110.1 371.8 127.0 104 101 103 116 5.95 FT-K/FT 5.67 FT-K/FT Tension in Top Fiber (KS!) Compress/oh 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 -0.236 -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 (lnch) 50,642 24,070 Required Moment of Inertia (Inch) 10,919 8,225 Required Moment of Inertia controlled by Width 6*Beta 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 (PSI) - 141 140 Actual Shar Stress (PSI) . 114 65 Page 2of7 Z%CAD Fiies3100-319913127 - Magnolia SFDCALCSPlan 1 -A3.pti 2:58:45 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Build 100712 Serial 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 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 284.7 97.9 0.5 Moment (FT-K) 145.8 36.8 Moment Analysis - EdQe Lift Mode Maximum Moment, Short Direction 3.74 FT-K/FT Maximum Moment, Long Direction 3.34 FT-K/FT Tension in Bottom Fiber (KSl) Compression in Top Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.248 -0.041 Actual Stress 0.219 0.157 Stiffness Analysis . Edge Lift Mode Based on a Stiffness Coefficient of 720 Short• Long Direction Direction Available Moment of!nértia (lnch2 50,642 24,070 Required Moment of Inertia (Inch) 13,721 9,694 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.36 K/FT Maximum Shear, Long Direction 1.55 'K/FT • Short Long Direction Direction Allowable Shear Stress (PSI) 141 140 Actual Shear Stress (PSI) 68 47 Cracked Section Analysis - Edqe Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 145.0 65.1 0.5 Moment (FT-K) 91.6 21.7 Page 30f7 Z:tCAD Files3100-319913127 - Magnolia SFD1CALCSlPlan I -A3.pti 2:58:45 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 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 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:0AD Flles3100-31993127 - Magnolia SFDlCALCSlPlan 1 -A3.pti 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: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: 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 3 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 145.0 PCF 270.0 KS! 1/2 Inch 13.00 FT 49.00 FT 5.00 Inches Short Direction Long Direction 10 3 Long Direction Type! Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches 1 . 3.00 3.00 Inches Page 50f7 Z. Files13100-319913127 - Magnolia SFDiCALCSlPlan 1 -A3.pti 2:58:45 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 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 - 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 Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: . . 15.0 KS! Subgrade.Friction Coefficient: . 0.75 Page 6of7 7.CAD Filest3100-31993127 -Magnolia SFDICALCS%Plan I -A3.pli . 2:58:45 PM I' . Build 100712 PTISIab 3.2 Geostructural Too! 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 Geotechnicaf 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 LI I Page 7of7 Z:tCAD FiIes%3100-31993127 - Magnolia SFDCALCSiPIen I -A3.pti 258:45 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 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensjons. 18.00 FT 41.50 FT 5.00 Inches Material Properties Concrete Strength, f Tendon Strength, Fpu Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: In the LONG direction Type IBeam 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 PS! 270 KSI 1/2 Inch 18.4 Cubic Yards. 565 Linear Feet 40 Type II Beam I 15.0 Inches 12.0 Inches I- 3.25 Inches 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 Page lof7 Z:tCAD Files3100-319913127 - Magnolia SFDCALCSPIan I- Atpff 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 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 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 101,770 LB Bearing Area 683 F7-2 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 Long Direction 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 (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 1.020 0.679 Short Direction Long Direction 43,373 30,573 11,047 10,431 Width 6*B eta 2.59 K/FT 1.61 K/FT Short Long Direction Direction 141 141 134 47 Page 2 of 7 Z:CAD Fi1es3100-3199l3127 - Magnolia SFD%CALCSPlan I - A4.,ti 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 Serial 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 11 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 -0.233 -0.009 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 - Edie Lift Mode Cracked Section Capacity. (FT-K) 0.5 Moment (FT-K) norr tong Direction Direction 259.6 123.9 106.6 44.0 Allowable Stress 1.125 1.125 Actual Stress 0.212 0.152 Short Long Direction Direction 43,373 30,573 15,053 13,247 Width 6*Beta 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 3.50 FT-K/FT 3.11 FT-K/FT Compression in Top Fiber (KSl) Short Long Direction Direction Page 3of7 • Z:%CAD FiIes13100-31993127 - Magnolia SFDCALCS%Plan I -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 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): 3,051 1,518 Moment of Inertia (inch 4) 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): -1.83 -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 4of7 Z:ICAD FiIes3100-319913127 - Magnolia SFDlCALCSlPlen 1 -A4.pti . 2:59:09 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Soda! 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'c : 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 2 Depth: - 18.0 15.0 Width: 12.0 12.0 Tendons: 1 .1 Cover: 3.00 3.00 Average beam spacing used in analysis - 2500.0 PSI 1,500,000.0 PS! 145.0 PCF 270.0 KS! 1/2 Inch 18.00 FT 41.50 FT 5.00 Inches Short Direction Long Direction .9 4 Long Direction Type! Type II 2 1 18.0 15.0 Inches 12.0 • 12.0 Inches I I 3.00 3.00 Inches Page 5of7 Z:%CAD Files3100-31993127 - Magnolia SFDCALCStP!an I -A4.ptl . . . 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 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 Pronerties 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 6 of 7 ZiAD Files%3100-319913127 - Magnolia SPDCALCSlPlan I -A4.pti 2:59:09 PM PTISIab 3.2 Geostructura! 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 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 Z:%CAD FiIes3100-31993127 - Magnolia SFD1CALCSiPIan 1 -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 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 - DESIGN SUMMARY Slab Dimensions: 12.75 FTx 20.17 FTx 5.00 Inches MaterialProperties Concrete Strength, : 2,500 PSI Tendon Strength, Fpu: 270 KSI 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 lofT Z.-CAD Files13100-319913127 - Magnolia SFDCALCSiPIan 1 - A5.ptl 2:69:27 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area 4 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 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 (PS!) 123 118 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=50 per PTI 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 (Inch 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 (PSI) 145 143 Actual Shear Stress (PSI) 69 58 Page 2of7 Li CAD Files13100-319913127 - Magnolia SFDtCALCSP1en I -A5.pii 2:59:27 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Build 100712 Sedal Number: 100-320-075 - Project Title: Magnolia - Plan 1 - 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 LiftMode Short Long Direction Direction Cracked Section Capacity (FT-K) 152.9 97.9 0.5 Moment (FT-K) 59.0 35.5 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.82 FT-K/FT Maximum Moment, Long Direction 3.35 FT-K/FT Tension in Bottom Fiber (KSl) 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 -0.080 -0.010 Actual Stress 0.202 0.164 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (lnch ) 31,565 23,939 Required Moment of Inertia (Inch) 5,652 4,967 Required Moment of Inertia controlled by Width Length Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.39 K/FT Maximum Shear, Long Direction 1.46 K/FT Short Long Direction Direction Allowable Shear Stress (PS!). • 145 143 Actual Shear Stress (PSI) 45 43 Cracked Section Analysis - Edge Lift Mode Short Long • • Direction Direction Cracked Section Capacity (FT-K) 92.0 65.1 0.5 Moment (FT-K) 38.5 .21.4 Page 3 of 7 ZCAD Files%3100-3199%3127 - Magnolia SFDCALCSPIan 1 -A5.ptl 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sells! 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 - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2) 1,648 1,077 Moment of Inertia (Inch 4): 31,565 23,939 Section ModUlus, Top (Inch3): 6,606 4,687 Section Modulus, Bottom (inch 3) 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: I 33.05 KIPS Page 4of7 Z:%CAD FIIes3100-319913127 - Magnolia SFDlCALCSlPlen 1 .A5.ptl 2:59:27 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 4 Project Engineer: REM Project Number 3127 Proje.ct 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': Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Bethn Properties - Short Direction TvDe! Tvoell Average beam spacing used in analysis 2500.0 PSI 1,500,000.0 PSI 145.0 PCF. 270.0 KSI 1/2 Inch 12.75 FTx20.17FTx5.00 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 Quantity: 2 1 Depth: 18.0 15.0 Width: • 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Page 5of7 1%cAD Files3100-319913127 -Magnolia SFDtCALCStPlen I -A5.pti • . 2:59:27 PM PTISIab 3.2 Gëostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 4 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 SUMMARY OF INPUT DATA - Continued Soil Pronerties Allowable Bearing Pressure: 2000.0 PSF Centet 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 r 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:CA.D Flles3100-31993127 - Magnolia SFDCALCSPlan I -A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Too! 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 Geotechnica! 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:%CAD FiiesI3100-319913127 - Magnolia SFDtCALCSPian I -A5.pti 2:59:27 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 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 35.50 FT 66.00 FT 5.00 Inches Material Properties Concrete Strength, t': 2,500 PSI Tendon Strength, Fpu: 270 KSl 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: 4.77 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 Z:CAD Files3100-31993127 - Magnolia SFD1CALCSlPlan 2 -A1.pti 2:59:51 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 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 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load . 301,887 LB Bearing Area . 2,071 FT2 Applied Pressure on Soil 146 PSF Soil Pressure Safety Factor 13.72 Prestress Summa Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons . 14 8 Number of BeamTendons .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 (PS!) 98 90 Beta Distance Effective Prestress (PS!) 107 112 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 -0.224 -0.184 Actual Stress 1.063 0.894 Stiffness Analysis- Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch ) 65,704 41,686 Required Moment of Inertia (Inch) . 37,174 23,851 Required Moment of inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.64 K/FT Maximum Shear, Long Direction . 2.02 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 138 Actual Shear Stress (PSI) 129 90 Page 2of7 Z:tCAD Files3100-31993127 - Magnolia SFD%CALCSPlan 2 -Alpti 2:59:51 PM 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 -0.234 -0.169 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 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area I Build 100712 Se,lal 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 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 387.4 233.1 181.8 93.1 3.46 FT-K/FT 3.11 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 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 Page 30f7 Z:CAD Flles3100-31993127 - Magnolia SFDtCALCSlPlan 2 .AI.pti 2:59:51 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 I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-0I RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (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: Al! Calculations above and other reported values which • depend on depths use the equivalent depths as shown above. Jacking Force: 3305 KIPS Page 4 of 7 Z: CAD Files3100-31993127 - Magnolia SFDCALCSPlen 2 -AI.ptl 2:59:51 PM Build 100712 PTISIab 3.2 Geostructura! 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 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Pronerties Concrete Strength, 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 Inch Slab Properties Rectangle Geometry: 35.50 FT 66.00 *FT x 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 14 8 Beam Properties Short Direction I•Long Direction Type I Type It Type I Type II Quantity: 2 5 2 2 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 Z:CAD Files%3100-31993127 - Magnolia SFDtCALCSiPlen 2 -AI.pti 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 Geotechnical Report: Geocon, Inc. Build 100712 Bade! Number: 100-320-075 Project Number: 3127 Project Date: April 8, 2019 Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil ProDerties 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 PTl Manual Prestress Loss: 15.0 KSI Sub grade Friction Coefficient: 0.75 Page 6of7 ZtCAD Fies3100.31993127 - Magnolia SFD%CALCSlPlan 2 -AI.ptl 2:59:51 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 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 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 7 of 7 Z:tCAD FiIes3100-319913127 -Magnolia SFDCALCSPlan 2 -AI.ptl • 2:59:51 PM Build 100712 PTISIab 3.2 Geostruôtural 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 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 -.RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 36.00 FT x 48.83 FT x 5.00 Inches Material Properties Concrete Strength, : 2500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: : 1/2 Inch Material Quantities Concrete Volume: 39.8 Cubic Yards Prestressing Tendon: 1,180 Linear Feet Number of End Anchorages: 54 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: - 12.00 Feet 0. C. Number of Slab Tendons: 8 Slab Tendon Spacing: 4.57 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: 1 1 Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 12.21 Feet 0. C. Number of Slab Tendons: 10 Slab Tendon Spacing: • 4.98 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 ZICAD Files3100-3l99l3127 - Magnolia SFD%CALCSPlan 2 -A2.pti • 3:00:10 PM Short Direction 50,597 27,900 Width Long Direction 41,836 24,217 6*Beta 2.78 K/FT 1.99 K/FT Short Long Direction Direction 139 139 138 89 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 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 Soil Bearing Analysis Total Applied Load 226,085 LB Bearing Area 1,501 F7'2 Applied Pressure on Soil 151 PSF Soil Pressure Safety Factor. 13.27 Prestress Summaiy 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 (PS!) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTl 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) Short Direction Long Direction 10 8 5 4 4.98 4.57 4.05 4.22 6.04 6.14 -2.00 -1.92 340.9 261.1 374.1 301.7 94 96 104 .111 5.51 FT-K/FT 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 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) Page 2of7 Z:%CAD F!les%3100-319913127 - Magnolia SFDCALCSPlan 2 -A2.pti 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 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 284.7 233.1 0.5 Moment (FT-K). 134.6 94.5 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.50 FT-K/FT Maximum Moment, Long Direction . . 3.12 FT-K/FT Tension in Bottom Fiber (KSl) . Compression in Top Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 . 1.125 Actual Stress -0.239 -0.156 Actual Stress 0.204 0.181 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Sholt Long Direction Direction Available Moment of Inertia (1nch) . 50,597 41,836 Required Moment of Inertia (Inch) 35,398 28,816 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.46 K/FT Maximum Shear, Long Direction . 1.50 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 139 139 Actual Shear Stress (PSI) 73 68 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) . 145.0 118.7 0.5 Moment (FT-K) 85.4 56.2 Page 3 of 7 Z:CA.D Files3100-319913127 - Magnolia SFD%CALCSPlen 2 -A2.ptl . . 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 ProjectDate: 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): 3,612 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 Presfress (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 4of7 Z:CAD Files3100-319913127 - Magnolia SFDCALCSlPian 2 -A2.pti 3:00:10 PM ci 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 SUMMARY OF INPUT DATA V Material Properties Concrete Strength, fc: 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 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 2,500.0 PSI 1,500,0000 PSI 145.0 PCF 270.0 KSI 1/2 Inch 36.00 FT 48.83 FT 5.00 Inches Short Direction Long Direction 10 . 8 Long Direction Type I Type II 2 2 18.0 15.0 Inches 12.0 12.0 Inches I 3.00 3.00 Inches Page 5 of 7 Z:%CAD Files3100-319913127 - Magnolia SFDtCALCSlPlen 2- A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructura! Too! 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 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! Subgrade Friction Coefficient: 0.75 Page 6 of 7 It CAD Files13100-3199t3127 - Magnolia SFD%CALCSPlen 2 ;A2.pti 3:00:10 PM Build 100712 PTISIab 32 Geostructural Tool Kit, Inc. Registemd 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 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 . ZCAD Ffles%3100-319913127 - Magnolia SFDIcALCS%Plan 2 -A2.ptl . 3:00:10 PM Build 100712 PTISIab 32 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 FTx 81.75 FT 5.00 Inches Material Properties Concrete Strength, fc: 2,500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: . 32.9 Cubic Yards Prestressing Tendon: 1,036 Linear Feet Number of End Anchorages: 64 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 . I 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: 8.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 4.00 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: 1 1 . Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: - 11.68 Feet 0.C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.86 Feet 0. C. Slab Tendon Centroid: . 2.50 Inches from top of slab Page lof7 Z:%CAD FiIes3100-319913127 - 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 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 Summa Sub grade Friction calculated by method prescribed in PTI 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 (KSl) 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 -0.210 -0.115 Actual Stress 1.070 0.593 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch) 75,037 29,539 Required Moment of Inertia (Inch) 18,826 .8,947 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum. Shear, Short Direction. 2.32 K/FT Maximum Shear, Long Direction . 1.58 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 140 Actual Shear Stress (PSI) . . 124 41 Page 2of7 Z:%CAD FiIes3100-319913127 - Magnolia SFD%CALCSPlen 2 -A3.pti . 3:00:29 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 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 Direction• Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.245 -0.016 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 (PS!) Cracked Section Analysis - EciQe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) 463.4 123.9 204.3 38.1 3.39 FT-K/FT 3.06 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.217 0.148 Short Long Direction Direction 75,037 29,539 25,506 11,488 Width 6*Beta 136 K/FT 1.59 K/FT Short Long Direction Direction 141 140 73 41 Short Long Direction Direction 223.5 91.9 138.4 24.4 Page 3of7 Z:CAD Files3100-319913127 - Magnolia SFDCALCSPIan 2- .43.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: Magnolla - 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 Sectional Area (Inch2): 5,951 1,398 Moment of Inertia (Inch 4) 75,037 29,539 Section Modulus, Top (Inch3): 19,254 5,694 Section Modulus, Bottom t'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): -185 -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 4of7 Z:ICAD Files13100.319913127 - Magnolia SFDtCALCSPlan 2 -A3.pti 3:00:29 PM PTISIab 3.2. Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia -Plan 2-Area 3 Build 100712 Sedel Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: Apr!! 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's: . 2,500.0 PS! Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Geometiy: Number of Slab Tendons: Beam Properties 270.0 KS! 1/2 Inch 16.00 FTx 81.75 FTx 5.00 Inches Short Direction Long Direction 17 4. Long Direction jype 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 I Type I! Quantity: 2 6 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 2%CAD Files3100-319913127 - Magnolia SF0 CALCSPlan 2 -A3.pti 3:00:29 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Geotechnical Report: Geocon, Inc. Build 100712 Sedel Number: 100-320-075 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 Diffelantial Soil Movement, Ym 0.300 Inches . 0.610 Inches Load. Deflection and. Subqiade 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 PT! Manual Prestress Loss: . 15.0 KS! Sub grade Friction Coefficient: Page 6of7 ZICAD Flles13100-319913127 - Magnolia SFDCALCS%Plan 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 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 13 Page 7of7 Z:ICAD Files13100-319913127 - Magnolia SFDCALCS%Plan 2 -A3.pti 3:00:29 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 - DESIGN SUMMARY Slab Dimensions:. 15.00 FT 75.00 FT 5.00 Inches Material Properties Concrete Strength, c: 2500 PSI Tendon Strength, Fpu: . 270 KSI 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 Tve 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 lof7 . Z:ICAD Files3100-31993127 - 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 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 - 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. LI Page 2of7 Z:CAD Files3100-31993127 - Magnolia SFDCALCSlPlen 2 -A4.pti 3:45:14 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 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 Summaiy 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) 5.75 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 (PSI) 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!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.254 -0.148 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 (PS!) Compression in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 1.203 0.776 Short Long Direction Direction. 73,363 25,035 20,258 10,069 Width 6*Beta 2.21 K/FT 2.50 K/FT Short Long Direction Direction 143 140 108 87 Page 3of7 Z:%CAD Files13100-319913127 - Magnolia SFDtCALCSiPlan 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registe,ed To: Post-Tension Design Unlimited Sefial 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 - Edqe Lift Mode Maximum Moment, Short Direction 3.74 FT-K/FT Maximum Moment, Long Direction 3:38 FT-K/FT Tension in Bottom Fiber (KSl) - Compression in Top Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.256 -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 (Inch) 73,363 25,035 Required Moment of Inertia (Inch) • - • 24,260 111427 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Ede Lift Mode Maximum Shear, Short Direction S • • 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 - Edqe 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:ICAD Files13100-319913127 - Magnolia SFDtCALCSIPlen 2 -A4.ptl 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: Magnolla - 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 Sectional Area (Inch2): 5,546 1,212 Moment of Inertia (Inch4): 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 5of7 Z:CAD Files13100.31993127 - Magnolia SFDICALCS%Plan 2 -A4.ptl 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 Gèotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Pro pé,ties Rectangle Geometry: Number of Slab Tendons: Beam Properties Short Direction ypeI Type!! Quantity: 2 6 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I 1 Cover: 3.00 3.00 Average beam spacing used in analysis 2,500.0 PSI 1,500,000.0 PS! 145.0 PCF 270.0 KS! 1/2 Inch 15.00 FT 75.00 FT 5.00 Inches Short Direction Long Direction 17 - 4 Long Direction Type Type I! 2 0 18.0 15.0 Inches 12.0 12.0 Inches 1 0 3.00 3.00 Inches Page 6of7 Z:tCAD Flles3100.31993127 - Magnolia SFD%CALCSPlen 2 -A4.ptl 3:45:14 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Geotechnical Report: Geocon, Inc. Build 100712 Serial Number: 100-320-075 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: 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 KSI Sub grade Friction Coefficient: Page 7of7 Z:CAD Flles3100-31993127 - Magnolia SFDCALCSPlan 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructura! Tool 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: 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's: 2,500 PSI Tendon Strength, Fpu: 270 KSI 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 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: 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 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: 10.50 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 El Page Iof7 Z:CAD Files%3100-31993127 - Magnolia SFDtCALCS%Plan 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 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 Summary Subgrade 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 (PS!) Beta Distance Effective Prestress (PS!) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em5.0 per PT! 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 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) Short Long Direction Direction Allowable Stress .-0.300 -0.300 Actual Stress -0.172 -0.131 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 (PS!) Actual Shear Stress (PSI) Compression in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.885 0.815 Short Direction Long Direction 31,915 25,035 5,579 5,314 Width Length 2.22 K/FT 2.23 K/FT Short Long Direction Direction 144 144 76 77 Page 2of7 Z:ICAD Files13100-319913127 - Magnolia SFDCALCSPlan 2 .A5.ptl 3:01:11 PM Build 100712 PTISIab 3.2 Geostructurél Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100420-075 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 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 152.9 128.3 64.6 43.9 3.88 FT-K/FT 3.41 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1425 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 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 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 Page 3of7 ZtCAD Files13100-319913127 - Magnolia SFDCALCStPlan 2 .A5.ptl 3:01:11 PM Build 100712 PTISIab 3.2 Geostructura! Tool 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: 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): 1,698 1,212 Moment of Inertia (Inch4): 31,915 25,035 Section Modulus, Top (Inch3): 6,774 5,197 Section Modulus, Bottom (Inch3): 2565 1,899 Center of Gravity of Concrete - from top (Inch): . 4.71 4.82 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 S Page 4of7 ZtCAD FiIes13100-319913127 - Magnolia SFD%CALCSlPlan 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: Apr!! 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, t'c: 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! Type II Quantity: 2 1 Depth: 18.0 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 145.0 PCF 270.0 KS! 1/2 Inch 15.00 FTx 21.00 FTx 5.00 Inches Short Direction Long Direótion 5 4 Lang Direction Type I Type!! 2 0 18.0. 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5of7 • . Z:ICAD FiIes3100-31993127 - Magnolia SFD%CALCSiPlan 2 -A5.pti • 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 Se,iel 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 - Continued Soil Properties Allowable Bearing Pressure: Edge Moisture Variation Distance, em Differential Soil Movement, Ym: 2,000.0 PSF Center Lift 4ge Lift 9.00 Feet 5.30 Feet 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 PT! Manual Prestress Loss: 15.0 KSl Subgrade Friction Coefficient: . 0.75 Page 6of7 Z:CAD Files3100-319913127 - Magnolia SFDlCALCSPlan 2 -A5.pti . 3:01:11 PM ¼ 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 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 . I J S Page 7of7 Z:CAD Files3100-3199l3l27 . Magnolia SFDCALCSPIen 2 .A5.ptl - 3:01:11 PM GEOCON INCORPORATED GEOTECHNICAL . ENVIRONMENTAL a MATERIALS Project No. G2192-52-01 October 2, 2019 RECEIVED Ashton 3, LLC 5 Hoya Street OCT 1 5 2019 Rancho Mission Viejo, California 92694 CITY OF CARLSBAD Attention: Mr. Taylor Ashton BUILDING DIVISION Subject: ROUGH GRADING 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. 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 j 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 Mat ove PE 84154 MRL:SFW:dmc (e-mail) Addressee A-.- 0 , awn oy Weedon GE 2714 6960 FI'àndárs Drivó a Son DégO, Calilornió 92I 1 2L29141 a Telephone 858.5586900 • Fax.858.558.6159 cs!)Ksko 1 GEOCON INCORPORATED GE 01 E C H N IC AL • E N V I R 0 N M E N I A 1 • M A I E R I A L S Project No. G2192-52-01 September 10, 2019 Revised October 2, 2019 RECEIVED Ashton 3, LLC 5 Hoya Street Rancho Mission Viejo, California 92694 Attention: Mr. Taylor Ashton Subject: POST-TENSIONED FOUNDATION PLAN REVIEW MAGNOLIA-BRADY DEVELOPMENT 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA OCT 15 2019 CITY OF CARLSBAD BUILDING DIVISION 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 Fiañdes Drive • Son Diego, ColiforniO 92121.2974' 0 Telephone 858.586900 0 Fax 858.558.6159 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 OL' Matt . e Shawn Foy Weedon PE 84154 .OVESSi GE 2714 OVES$10 MRL.SFWdmc (e-mail) Addressee 2714 M Geocon Project No. G1966-52-01 - 2 - September 10, 2019 Revised October 2, 2019 I HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION CNGINI:ERING • 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 Attention: Ms. Jennifer Horodyski, T. E. RECEIVED MAY 212019 Subject: THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) CITY OF CARLSBAD Proposed 7-Lot Residential Development BUILDING DIVISION 1534 Magnolia Avenue Carlsbad, California Project ID: CT 2018-0003, 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. TheötEhicalIGonsultantthas3resp_did*to)our sprioi-ecommentseendii-A,eohaV-eVnbVadditional&commen-L-% As noted by the Geotechnical Consultant, the precise grading, structural and improvements plans should be reviewed by the Geotechnical Consultant when available. Observation 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, HETHERINGTTP INC. lvfar16. ether Civil Engineer 30 (88 " o. 397 Geotechnical Enginee !p. Date_______ (expires 3/31/20) * Distribution: 1-via e-mail ãt11 A. Bogseth rofessional Geologist 3772 ke i-tified rtified Engineering Geo10 Hydrogeologist 591 (expires 3/31/20) E.G. 1153 Exp.__ 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 e Fax (760) 931-0545 www hetheringlonengineeringcom REFERENCES "Oeotechiiical Investigation. 1534 Magnolia Avenüè,, Câbad, California, by Geocon, Inc. dated January 17, 2018 "Grading Plans for Magnolia Brád" b51 CivilLandwor1cs, plot date November 17; 2018, (3 -Sheets). . frjövmiit P]ii Fdi Brady Circle and Magnolia. 'Avciiu&',, b Ciil Landworks, undated (3-Sheets) 4: "Third-Party Geóiethnica1 bviw. (i,, PQ&1 7Lot Residential Dvelopieit, 1534 MaribJia A'%7en1ie, Carlsbad, California, PsOjéct ID CT' 2018-003, OR 2018!0047, ROW 2018-0828", by Hetheiizigtoñ Engineering, mc, dated December 19, 2018 5. Response) Cif Otheh - di Ii' iiaii, 1534I4agjio1ia Avenue,, California, California", b Geocon, Inc..-, dated February 6 2019 e Project No. 87691 Log No. 20412 HETHEIKGTOh INC., RECEIVED MAY 212019 CITY OF CARLSBAD BUILDING DIVISION. GEOTECHNICAL INVESTIGATION 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA I I PREPARED FOR 4-i ASTHON 3, LLC ENV111110 1114TA RANCHO MISSION VIEJO, CALIFORNIA MAT iL 0 JANUARY 17, 2018 PROJECT NO. G2192-52-01 GOCOi IN C ORP ORATED GEbtECHN'ICA.i • ENVIRbNMEt1T.AL. MATERIALS 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 e RCE 84154 - Ahawn oWfeedon GE 2714 EG 1524 JOHN 0 1 HOOBIS 6) No. 1524 ø IL CERTIFIED * ENGINEERING * GEOLOGIST 'I PPCAt,' MRL:SFW:JH:dmc (e-mail) Addressee (3) Mr. Robert C. Ladwig 6960 Frande Drive U SôhDie9o,Californid 9212172974 U Telephone 858.8o90O • 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-rn, Summary of Laboratéry 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. G2192-52-0I - 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 V2 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. S. 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 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 1 0.32 1 0.35 10% in a 50 Year Period 0.24 1 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. 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 our 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. G2192-52-0I -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 US. 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), Ss MCER Ground Motion Spectral 0.433g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), Si Site Coefficient, F,. 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), SDS 0.751g Section 1613.3.4 (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 (MCE0). TABLE 7.5.2 2016 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCEG Peak Ground Acceleration, PGA 0.443g Figure 22-7 Site Coefficient, Fp0,. 1.000 Table 11.8-1 Site Class Modified MCE0 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 'A-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 (AC!) 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 WRI/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 (psf) (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 1/2 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 PT!, 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 (ACI) 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 211: 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 0.00111 (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 (pso 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 backlilled 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 passive 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. G2192-52-0I -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 5.0 44 4 4 Collector Street 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 7.12.5 7.12.6 7.12.7 7.12.8 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. 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, ADT'F 1 and 100 Based on the criteria presented herein, the PCC pavement sections should have a minimum thickness as presented in Table 7.12.3. TABLE 7.12.3 RIGID PAVEMENT RECOMMENDATIONS L Location Portland Cement Concrete (inches) Driveways/Automobile Parking Areas (TC=A) 5.0 Heavy Truck and Fire Lane Areas (TC=C) 7.0 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). 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 1/4 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 fiatwork. 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 maintained such that surface drainage is directed away from structures in accordance with 2016 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 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 dl . 44 7 r A .. çr T - 1• .. - • • -' .." • - '.-'- - * - b • - I•t . - •., frtItOv ç a .., 7.1 •. ' 4.0 Lk -- çc\9 " ?-4 • Ji, ••;- • ' 'S. •• .3. - 4 ;•A. : 1 V 9't".iir t4i'.) • S £.. O• • • •, .' - , 5g.; •--- . 1 4.'- • • .....• \\ :r \ ,. ' \z1 VICINITY MAP GEOCON LEGEND Qudf........UNDOCUMENTED FILL Qop....OLD PARALICC DEPOSITS T-9 .APPROX. LOCATION OF TRENCH (P.2)........APPROX. LOCATION OF PERCOLATION TEST (j)........APPROX. THICKNESS OF UNDOCUMENTED FILL GEOCON INCORPORATED WWI GEOIECHNCALU ENVIRONMENTAL U MATERIALS 6960RASNE5AND4CAIF0SNIL92I212974 RiOMBS PROJECT NO. G2192.52-01 FIGURE 2 GEOLOGIC MAP 17•2018 GEO ThE GRUHCI. ELE EEl tOALWGIIOEGElEllT.flF IIPMATI flF WThETNEPUOEESOIr.ITB Ol EEEU. PEEOUY. OEPEEDNID NaDHE IESSGEOCONFRThIN1YLEBLI1Y IIE%JDMAREELT OF SEEM USE OR RELORCE BY MEW. 1534 MAGNOLIA AVENUE CARSBAD, CALIFORNIA ,O. SCALE 1= 60 (On 71x17) PBEdRIIIISOIB SEEM IBr.USREflWWLJCBE IFRI.UUSiMORPROJECTSICEI92420I UIThbUSFSHEETRO29FE2RE O.BI,jR.EE4. CONCRETE SLAB • '.4 SAND AND VAPOR PAD GRADE RETARDER IN _J ACCORDANCE WITH ACI ....... ::i. 0 ••'. ....... ::..: I— 0- 00 LL 49. WIDTH 4 4 4 . 4 4• 4 4 4 4 4 44 4 44 \s 1 z1z1'/ ; • .4 SAND AND VAPOR / ' • . RETARDER IN ACCORDANCE WITH ACI :. :.d.•:. . S L Lu 4 00 •. 4 LL 4 .4 4 14 A. FOOTING WIDTH *SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCQN (407) INCORPORATED GEOTECHNICAL. ENVIRONMENTAL U 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 PROJECT NO.G2192 -52-01 FIG. 3 Pbtted:0111512018 4:0813M I By.JOMAThAN WLKIMS I File Locatlen:YPROJECTSlG2192-52.01 1534 Magnolia AvelDETAILSWallCo5jmn Footing Dleiensbn oetail(COLFOOT2)4wg GEOCON INCORPORATED i. 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 I DATE 01 - 17- 2018 I PROJECT NO.G2192 -52-01 I FIG. 4 CONCRETE BROWDITCH 1 PROPOSED RETAINING WALL GROUND SURFACE WATER PROOFING I I N bMRr.LL\.çy/ —......TEMPORARY BACKCUT PER OSHA PER ARCHITECT .4 / / / • 213H MIRAFI14ON FILTER FABRIC I (OR EQUIVALENT) OPEN GRADED GROUND SURFACE —' ! V MAX. AGGREGATE 4 DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET 12 PROPOSED CONCRETE BROWDITCH 1 RETAINING WALL 2/3 H FOOTING SURFACE WATER PROOFING -"' PER ARCHITECT DRAINAGE PANEL - (MIRADRAIN 6000 OR EQUIVALENT) 314 CRUSHED ROCK (1 CU.FTJFT.) p- FILTER FABRIC ENVELOPE Ji MIRAFI 140N OR EQUIVALENT -] 4" DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET PROPOSED CONCRETE BROWDITCH 1 RETAINING WALL 2/3 H FOOTING SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT) 4" DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE I TYPICAL RETAINING WALL DRAIN DETAIL I Pbtted:01I162018 4:07PM I By:JONATHAN WILKINS I Film Lacatlen:Y:PROJECTSG2192-52-01 1534 ManoIia AveDETAILSTypIcaI 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 Ir UJI TRENCH TI W 09 DEPTH > < SOIL O I- Z CO SAMPLE NO. _j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 I_z FEET EQUIPMENT BACKHOE W!2' BUCKET BY: K. HAASE 0 - 0 MATERIAL DESCRIPTION - SM UNDOCUMENTED FILL (Qudf) . :::j:..E:j Loose, dry Silty, fine to medium SAND: some roots - SM OLD PARALIC DEPOSITS (Qop24) - 2 .::.i.j:: Medium dense, damp, light reddish brown, Silty, fine to medium SAND - . -. - • CL Dense, moist, olive-brown, fine Sandy, CLAY; iron staining : SC Medium dense, moist, reddish brown to olive brown, Clayey, fine to medium 6 SAND; iron staining TI-2 . - _______ - -Becomes denser TRENCH TERMINATED AT 9 FEET No groundwater encountered Figure A-I, Log of Trench T I, Page lofl SAMPLE SYMBOLS L) ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... 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. if IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 UJI TRENCH DEPTH SOIL CO SAMPLE 03 CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 - FEET III i ~<- U) Z u: W L) a Cl) z 0 LU EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE 0. MATERIAL DESCRIPTION - 0 :9 - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND - SM OLD PARALIC DEPOSITS (Qop2-4) - 2 Medium dense, damp, brown, Silty, fine SAND - CL Dense, moist, olive brown, fine Sandy, CLAY - 4 . :•: . - - - - SC - Dense, moist, reddish brown, Clayey, fine to medium SAND - .7.'. -6 - 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 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. t[III•)1 PROJECT NO. G2192-52-01 -TRENCH DEPTH > I < SOIL OQI. I- Z _ Cl) IN SAMPLE NO. . CLASSELEV. (MSL.)______ DATE COMPLETED 09-27-2017 <CI) L . 5 FEET 0 uim EQUIPMENT BACKHOE W12 BUCKET BY: K HAASE a. MATERIAL DESCRIPTION - 0 SM UNDOCUMENTED FILL (Qudi) Loose, thy, brown, Silty, fine SAND - SM - :::i..:: OLD PARALIC DEPOSITS (Qop24) - Medium dense, damp, reddish to yellowish brown, Silty, fine to medium 2 . SM Medium dense, moist, brown, Silty, fine to medium SAND . ): J - 'I . 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 1 of I [) SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) IM 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 Ir TRENCH DEPTH 8 SOIL NO. CLASS ELEV. (MSL.)______ DATE COMPLETED•09-27-2017 FEET LU EQUIPMENT BACKHOE W12' BUCKET BY: K HMSE 0 MATERIAL DESCRIPTION - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND - SM OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light reddish brown, fine to coarse SAND -2- :: -. CL Dense, moist, olive brown to reddish brown, fine Sandy, CLAY SC Dense, moist, olive brown to reddish brown, fine Sandy, CLAY - r-i TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-4, Log of Trench T 4, Page 1 of I Ii] 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, if IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 ac TRENCH 5 LU DEPTH 8 < SOIL I- Z (I) SALE CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 F. FEET W U5 Ho EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE w. 0 MATERIAL DESCRIPTION - 0 - SM UNDOCUMENTED FILL (Qudf) 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 -Becomes dense 8 ::I:•t:-: 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 T5, Page lofl 111 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL. I] STANDARD PENETRATION TEST U DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE 1@ 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 6 w-_. DEPTH M SOIL ca W IN FEET NO. 0 13 CLASS ELEV. (MSL.)______ DATE COMPLETED -09-27-2017 13 W EQUIPMENT BACKHOE W12' BUCKET BY: l( HAASE MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fme SAND ___. SM Loose, damp, light reddish brown, Silty fine SAND; little gravel; deleterious material -2- SM OLD PARALIC DEPOSITS (Qop2-4) Medium dense, moist, dark reddish brown, Silty, fine to medium SAND - 4 - • ::.i:.-::i: - - 6 f.:1: - -Becomes dark brown - E.!-:.1.E:lE. -Becomes denser; finer grained - 8 - - - •--:. - --- -------------------------------- - - - SC Dense, moist, reddish brown, Clayey, fine to medium SAND 10- -- TRENCH TERMINATED AT 10 FEET No groundwater encountered Figure A-6, Log of Trench T 6, Page 1 of I I) ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL LI ._ 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. [t)i[$III) PROJECT NO. G2192-52-01 TRENCH T7 DEPTH SOIL NO. CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 Z LL FEET. 20 EQUIPMENT BACKHOE WIT BUCKET BY: K HAASE Owe 0 0 MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudf) • :::.:..E:j:: Loose, dry, light brown, Silty, fme SAND; roots • 4 : - SM OLD PARALIC DEPOSITS (Qop24) - 2 - T74 •j..I..j:: Medium dense, damp, light reddish brown, Silty, fme to medium SAND 4 . -Becomes dense TRENCH TERMINATED AT 5 FEET No groundwater encountered Figure A-7, Log of Trench T 7, Page 1 of I [) SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... 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 TB TH DEP UJI < SOIL SOIL Z I-. SA NO. LE ELEV. (MSL.)______ DATE COMPLETED 09-27.2017 FEET EQUIPMENT BACKHOE W!2 BUCKET BY: K. HMSE MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudi) : .:i.. Loose, dry, brown, Silty, fine SAND; roots SM OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light yellowish brown, Silty, fine SAND 2 - 14 - • Ij:..::: -Becomes dense, moist, light reddish brown - :.i. ____ _____________________________________ ____ ____ ____ 4 -____ TRENCH TERMINATED AT 4 FEET No groundwater encountered Figure A-8, G2192-52.01.GPJ Log of Trench T 8, Page 1 of I I] SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... 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. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2192-52-01 TRENCH . DEPTH 8 SOIL SAMPLE NO. CLASS ELEV. (MSL.)______ DATE COMPLETED -09-27-2017 uj FEET o w Wm 20 EQUIPMENT BACKHOE W12' BUCKET . BY: K HMSE °- MATERIAL DESCRIPTION 0 - SM UNDOCUMENTED FILL (Qudf) Loose, thy, brown, Silty, fine SAND; roots SM OLD PARALIC DEPOSITS (Qop2) Dense, damp, light reddish to yellowish brown, Silty fme 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 lJ SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 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. if 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 T7-1 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 (pci) Moisture Content (%) Peak [Ultimate'] Cohesion (psi) Peak [Ultimate'] Angle of Shear Resistance (degrees) Initial Final Ti-12 121.8 6.6 13.4 500 [400] 27 [26] T7-12 118.6 8.7 13.7 700 [550] 27 [24] 'Ultimate at end of test at 0.2-inch deflection. 2 Remolded to a thy 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 (pci) 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 1 17.2 115.6 18 Non-Expansive Very Low T7-1 7.8 1 14.1 117.2 0 Non-Expansive Very Low Project No. G2192-52-01 -B-1 - January 17, 2018 TABLE B-IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. Water Soluble Sulfate (%) ACI 318-14 Sulfate Class TI-1 0.032 SO Ti-i 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 - 8-2 - January 17, 2018 PROJECT NO. G2192-52-01 I I liii llluhliii;!IAIIIIHIUII_11111111 , IIIIi 11111111 IIIh!Il 111111111 11111111 111111_11111111_IIIIIiI_111111111_11111111 IUIIi 11111111 11111111 111111111 11111111 111111_11111111_IHillihi 111111111_11111111 111111 11111111 IIIIIIII!NiIHIIIII 11111111 111111 11111111 11111111 IiñiI!! 11111111 11111111 IIAIIIIi!!!!!!!U ,iiiiiir__11111111 $ NUll 11111111 11111111 liHhlill IIHIIii $ NIll 11111111 11111111 liflhllil 11111111 , , i [sjlj 4Y4 c] ;: '1 I[s ri MAGNOLIA IUI CARLSBAD, CALIFORNIA 21B2-52O1.GPJ 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-1 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, B/D, or CID), 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-il 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 kSAT of Most Limiting Symbol of Property (inches/hour) Soil GroupLayer Chesterton-Urban Land Complex, CgC 83 D 0.00-0.06 2 to 9 percentslopes Marina Loamy Coarse Sand, M1C 17 B 0.57— 1.42 2 to 9_ percent _slopes 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 conditions. This s a function of layering 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-N 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 storm 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 1>0.5 Partial Infiltration 0.10 <I < 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-VU 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 assessment or unknown indicate moderately indicate relatively variability homogenous soils homogenous soils Depth to Groundwater/ <5 feet below 5-15 feet below >15 feet below Impervious Layer facility bottom facility bottom facility bottom 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 the 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 1 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-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. 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. VM& Ix @A1] Criteria Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot X be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: 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 1 - 4 are "Yes" a full infiltration design is potentially feasible. Part 1 The feasibility screening category is Full Infiltration R C5 Not Full If any answer from row 1-4 is "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 C.4-1 Page 3 of 4 Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any 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-l: 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 - Worksheet C.4-1 Page 4 of 4 Criteria I Screening Question I Yes I No Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: 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. 90 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. GEOCON Excavation Percolation Test Project Name: [1534MagnoIir Project Number:l G2192-52-01 Open-Pit Location: T-2 (P-i) Test Hole Length (In.) 14.0 Test Hole Width (In.) 12.0 or Test Hole Dia. (In.) Test Hole Depth (in.) 10.5 Date: 9/27/2017 1 By: JML Test Hole Area, A, (in.) 168.0 At /AD AV/,&t (01A) *60 Reading Time, t (mm) Depth of Water, D (In.) At (mm) Cumulative Time, t (mm) AD (in.) Wetted Area, A wet (in.') Change in Volume, A (in .3) 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 8.49 1.68 1500.00 0.11 0.01 15.0 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 11.76 214.29 0.78 0.07 15.0 8.93 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 4- & 1.50 C .2 . 1.00 '- 0.50 'I- 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) GEOCON Excavation Percolation Test Project Name:[ -1534 Magnolia Project Number: G2192-52-01 Open-Pit Location: T-3 (P-2) Test Hole Length (in.) I 14.0 Test Hole Width (in.) 1 12.0 or Test Hole Dia. (in.) I Test Hole Depth (in.) I 11.0 Date: [i/27/2017 1 By: I JML Test Hole Area, A, (in .2) 168.0 At /AD A v/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, At' (in.) Percolation Rate (mm/in.) Flow Rate, Q (in.3/min) Infiltration Rate, It (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 8.44 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 8.00 31.50 80.00 2.10 0.21 15.0 7 0.0 - 8.50 15.00 105.00 0.44 8.06 598.63 73.50 34.29 4.90 0.49 15.0 8 0.0 8.50 15.00 120.00 0.06 608.38 8.44 10.50 240.00 0.70 0.07 15.0 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 0.50 610.00 8.25 84.00 30.00 5.60 0.55 15.0 11 0.0 8.25 15.00 165.00 0.06 595.38 8.19 10.50 240.00 0.70 0.07 15.0 12 13 14 2.00 -1.50 1.00 0.50 0.00 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) = 106.0 Soil infiltration Rate (Inches/Hour) GEOCON (,om)l INCORPORATED GEOTECHNICALU 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 I FIG. C-I S \ I -' 4 NO SCALE HYDROLOGIC SOIL SURVEY Pbtted:0111712018 8:10AM I By:JONATHAN Wfl.KV1S I File LccatIon:V:lPROJECTS02192-52-01 1534 Magnolia Ave1DETAILSt02192-52-01_Hydroglc5o85uIvey.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 % inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than % inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1 '/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 ;al Ground 2 Finish Slope Surface Remove All Unsuitable Material As Recommended By Slope Be Such That Consultant Sloughing Or Sliding Does Not Occur Varies "B" See Note l - 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 S. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. - 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement: 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL ,4IP4 PIAM TrRiC$ItDStj11O PVC PJFCRATED PIPIa FQf FMS *EXCESS Cf tDO4EETR CEPTNORAPIPELENGT$OF LoNcEsoFEr LESS THAN IiO.Ef INEPH CAA PPELNGThStOHffk91AI SOC T NOSCALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. - GI rev. 07/2015 TYPICAL STABILITY FILL DETAIL cHOUNc4PMN,UM OTIWMALD PVeISDItflL4DR - NO$ALE 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 FRQNT 1Ev. - 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 $RONtVtEW. OR ffffOCQMRM=SMWXOkVWX 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. 01 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. 01 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 10.0S, Earthauake Spectra, Volume 24, Issue 1, pages 99-138, 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/rghm/pshamap/pshamain.html Campbell, K. W., and Y. Bozorgrna, 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, U.S. Seismic Design Maps, http://earthquake.usgs.gov/designmaps/us/aplication.php. Project No. G2192-52-01 January 17, 2018 Ccity of Carlsbad CERTIFICATIONOF : [sI.]UFEES PAID 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: DEV2018-0010, MAGNOLIA-BRADY Permit #: CBR2019-1245 Project Address: 1643 BRADY CIR Assessor's Parcel #: 2052210400 Project Applicant: (Owner Name) Residential Square Feet: New/Additions: 2,589 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/19/2019 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. , OCT 3 0 2019 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION CITY OF CARLSBAD (To be completed by the school district(s)) BUILDING DIVSIOIS 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. Sign Title: RI Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 L1Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 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) El Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 Phone: ']/,,[) 33i—OcDO Name of School District: CARLSBADJ CA 92009 Community & Economic Development - Building Division 1635 Faraday Avenue I Carlsbad, CA 920081 760-602-27191 760-60-8558 fax I building@carlsbadca.gov (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carIsbadca.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. 4 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.: Property Address/APN: [1 \OV,& (Lo4 L BPNo.:QfR2O(O 2L1 - avp-1 -01 - Applicant Name/Co.: - Applicant Address: O Contact Phone: (AC\ c Contact Email: . S\c.c Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: Date: I tJ\ B-50 Page 1 of 3 Revised 04119 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) $ Construction Type Complete Section(s) Notes: I esidential —~5 I New construction 1A 0 Alterations: 0 exempt BPV ~: $60,000 1A 1-2 family dwellings and townhouses with attached garages O Electrical service panel upgrade IA only Multi-family dwellings only where interior finishes are removed BPV 2:$200,000 1A and significant site work and upgrades to structural and - mechanical, electrical, anti/or plumbing systems are proposed I Nonresidential New construction 113 and 2 Alterations 2 1. Electric Vehicle Charging esidential New construction and major alterations (or electric panel upgrade)* ~194a refers 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: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces= .10 x Total 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 ~t $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. fl Nonresidential new construction (includes hotels/motels) 1 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 o-9 1 1 10-25 2 1 26-50 4 2 51-75 6 .3 76-100 9 5 101-150 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 Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (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 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. .4 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.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Contact Email: Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: __ Date: B-50 Page 1 of 3 Revised 04/19 Ciuity of sbad CONSTRUCTION WASTE MANAGEMENT PLAN B-59 DevejQpment Services Building Division 1635 Faraday Avenue 760-602-2719 www. car!sbadca.gov Many of the materials generated from your project can be recycled. You are required to list materials that will be reused, recycled or disposed from your project. If you have questions about the recycling requirement or completing this form, please contact Waste Management at (760) 929-9400, a certified C&D recycler, or the Carlsbad Building Division at (760) 602-2700. Please note: Unless you are self-hauling. Waste Management or approved haulers must be used for all construction projects within the City of Carlsbad. PART 1 Complete and submit this form when applying for a Building Permit. Note: Permits will not be issued without a completed Construction Waste Management Plan. L1ITTá11fl1Dhiii!JeDJ. Permit No. Project Title Magnolia Project Address 1657,1653,1649,1647,1639,1635,1631 Brady Circle, Carlsbad APN Owner Contractor Architect Other Applicant Name Smith, Ten - Pebble Creek Companies 0 0 00 Lost First Applicant Address 3802 Main Street, Ste 10, Chula Vista, CA 91911 Phone ( 619 ) 938-0312 E-mail Address teri@pebblecreekcompanies.com Applicant Mailing Address Same as above (if different than project address) Project Type Residential Commercial Public Building (check all that apply): 0 El Brief Description New Construction of 7 Single Family Homes Industrial 0 Project Size Estimated Cost of Project $_________________________________________ (square footage) Please check the appropriate box: F7 I plan on using WASTE MANAGEMENT roll-off bin(s) for all materials and will provide all receipts after construction. I plan on self-hauling to a certified recycling facility and will provide all receipts after construction. 1J1This is a proposed LEED certified project and I plan on separating materials on site in conjunction with WASTE MANAGEMENT. Acknowledgement: I certify under penalty of perjury under the laws of the State of California that the information provided in and with this form pertains to construction and demolition debris generated only from the project listed in PART 1, that I have reviewed the accuracy of the information, and that the information is true and correct to the best of my knowledge and belief. Print Name Teri Smith Signature JLiA. Y1JjJ'. Date Page 1 of 4 Rev. 11/12/18 PART 1 Complete, obtain signature, and submit this form when applying for a Building Permit. Note: Permits will (cont'd) not be issued without a completed Construction Waste Management Plan. DEBRIS RECYCLING ESTIMATE: ___________ Permit No. _Project Title Magnolia Project Address 1657,1653,1649,1647,1639,1635,1631 Brady Circle, Carlsbad, CA APN Applicant NameSmith, Ten - Pebble Creek Companies Phone (619 ) 938-0312 Last First Complete the foIlowng table with estimated waste tonnage to be generated by your project. rThiss your planfor construction waste management. Changes can be made on the final recycle report. Goal: the diversion rate shall be 65% by weights of debris. ___________ A B C Estimated Place a (1) check Place a (1) check next Place a (1) check next Material IT e a VP Waste Quantity next to items to be to items to be to items to be (tons) reused or salvaged recycled disposed at landfill Complete this line of the table only if only using WASTE MANAGEMENT roil-off bins. Mixed C&D Debris 80.3 X Asphalt & Concrete 30 X Brick / Masonry / Tile N/A Mixed Inert Debris Cabinets, Doors, Fixtures, Windows (circle all that apply) N/A Carpet N/A Carpet Padding / Foam N/A Cardboard N/A Ceiling Tile (acoustic) N/A Drywall (used, new, scrap) 27 X Landscape Debris (brush, trees, stumps, etc.) No dirt. N/A Unpainted Wood & Pallets 5 X Roofing Materials N/A Scrap Metal NIA Stucco N/A Other: TOTAL = 142.3 To meet 65% Diversion Requirement (estimate) 142 x 0.65 = 92.3 tons Total Estimated Waste from above Minimum Required Diversion Contractor/Owner Signature\_ J 1Y\j4k....Date Page 2 of 4 Rev. 11/12/18 STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP cnlaa-71~5- , BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control, Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMPs Control BMPs Management BMPs Pollution Control BMPs C C C .2 • - g . E g . . a, 4M CL C .0 a' L. . C) a, .61 W Best Management Practice* (BMP) lDRAD • 4• Cl) U a, Cl) .- a, E 0 ' 0, a C a C a' o C . 0, a - o a E E a' E - =5 in 61 C3 E a o, 0 cE E a,c .. W Cr €a a, o 0 • a a, a C o --- a a o a > ° . -'-i o -- o = c N C C a, 0 s... .2 — a, . . . .... ~. ~ 0 0 . a C' 0 q 0 .,-. 0 ..- 0 0 00 00 00 C) W U) (I) U) (.) IZ c, U) > cn U) o cn E Cl) C O Q 0 Q > () Cl) Cl) Cl) C) Cl) C) CASQA Designation - N Go o - r) - It) CO N CO — CJ I') N CO T P0 'q_ '? to Go JLJLLJJLJJJJLI!JLI!J (l) 2 V)Cl)Cl) Construction Activity W W Cl)CflCflCflCl) Cl) Cl) Cl) .J... Grading/So ilDisturbance Trenching/Excavation Stockpiling Drilling/Boring - Concrete/Asphalt Sawcutting -- - - - - - - - - - - - - - - - - - .- - Concrete Flatwork - - - - - - - - - - - - - - - - - Conduit/Pipe Installation - - Stucco/Mortar Work Paving - ---- Waste Disposal Staging/Lay Down Area - Equipment Maintenance and Fueling — - - - - - - - - — - - - - - - Hazardous Substance Use/Storage - - Dewatering --- -- Site Access Across Dirt Other (list): 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. 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 BMPs 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 inforrriation 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 PRAC11CABLE TO AVOID THE MOBILIZA11ON 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 WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUC11ON WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWN;&E19 ,,G,ENT OWNER(S)/O NA (SIGNATURE) DATE E-29 '-. i... .,.:. Page 1 of 1 PROJECT INFORMATION Site Address: l(, (( 3 3 r&d7 Gr Assessor's Parcel Number: Emergency Contact: Name: 24 Hour Phone: -'bO 'b's Construction Threat Threat to Storm Water Quality (Check Box) sMEDlUM D LOW REV 11/17