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1639 BRADY CIR; ; CBR2019-1250; Permit
Building Permit Finaled (bty of Carlsbad Residential Permit Print Date: 08/21/2020 Job Address: 1639 BRADY CIR, CARLSBAD, CA 92008 Permit Type: BLDG-Residential Work Class: Parcel #: 2052210500 Track #: Valuation: $542,507.16 Lot #: Occupancy Group: R3 / U Project #: #of Dwelling Units: 1 Plan #: Permit No: CBR2019-1250 Status: Closed - Finaled Single Family Detached CT2018-0003 Applied: 05/20/2019 Issued: 11/04/2019 DEV2018-0010 Finaled Close Out: Bedrooms: 4 Construction Type:VB Bathrooms: 4.0 Orig. Plan Check #: Inspector: LStor Plan Check #: Final Inspection: 08/21/2020 Project Title: MAGNOLIA-BRADY Description: MAGNOLIA-BRADY: (LOTS) 2,836 SF LIV & 525 SF GUEST SUITE /1.60 SF PORCH /1697 SF GARAGE /I 144 SF CALIFORNIA ROOI Property Owner: MAGNOLIA A3 LLC 3394 CARMEL MOUNTAIN RD, .# 200 SAN DIEGO, CA 92121-1065 (858) 794-1900 FEE . AMOUNT BUILDING PERMIT FEE ($2000+) $2,166.00 BUILDING PLAN CHECK FEE (BLDG) $1,518.30 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $96.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $110.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $224.00 PUBLIC FACILITIES FEES - outside CFD $18,987.75 5B1473 GREEN BUILDING STATE STANDARDS FEE $22.00 SDCWA SYSTEM CAPACITY CHARGE 5/8" Displacement $5,267.00 SEWER CONNECTION FEE (General Capacity all areas) $982.00 STRONG MOTION-RESIDENTIAL $70.53 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 TRAFFIC IMPACT Residential Single Fam. Outside CFD $3,820.00 WATER METER FEE 1" Displacement (P) $282.00 WATER SERVICE CONNECTION FEE 5/8" DISPLACEMENT (P) $4,385.00 WATER TREATMENT CAPACITY CHARGE 5/8" Displacement $146.00 Total Fees: $38,552.58 Total Payments To Date: $38,552.58 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1.760-602-8560 f I www.carlsbadca.gov (City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check &0ft Est. Value PC Deposit Date 5 Jo 119 Job Address _\L 'b" Suite: APN?0a CT/Project It: Lot #:..••••••••_ Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: ddition/New: - 'bi \__Uving SF, ________ Detk SF, ________ Patio SF, L'1 Garage SF lstis to create an Accessory Dwelling Unit? 'i'/No New Fireplace? / No, if yes how many? 0 Remodel: SF of affected area Is the area a conversion or change of use? Yes / No 0 Pool/Spa: SF Additional Gas or Electrical Features? E] Solar: KW, ______ Modules, Mounted: Roof / Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes! No 0 Reroof: 0 Plumbing/Mechanical/Electrical Only: Kother: "J''A 1'4 APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: S Name:pc'S LL C. Address:b )O 9 00 Address: c City: State:.k_Zip:°\\\\ City: Les&o State: C?.'_ZIP: _(o°"t Phone: \°' - ___ Phone: _____- Email: _-c\c.(., Q S o L 1 C..o' Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: P5 Name: I QAV J '- Address: 'M?,S J'N.- SV%k b Address: _%u'._r_- 1 b City: Sc' i'r.c% State: Zip: iu City:t _ -State: c4'Zip: Phone: 5()' 001 Phone: (0\:N— Email: Email: Architect State License: State License: °1A Bus. License: LoSo1\ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, d e m o l i s h o r r e p a i r a n y s t r u c t u r e , p r i o r t o I t s Issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisio 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 exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more 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 ) ) . 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-I Page lof2 Rev. 06/18 OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: [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. I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is isued. My workers' compensation insurance carrier and policy number are: Insurance Company Pfame: ç, '-'rt— C w$ Policy No. Ck '-k 2) °\ja. 1 Expiration Date: 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNlNq: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.90, in addition thfi to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: JAGENT DATE: \\. (OPTION 8 ): OWNER-BUILDER DECLARATION: I hereby affirm that! am exempt from Contractor's License Law for the following reason: 0 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). 0 I am exempt under Section ___Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes 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 I contractors' license number): 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? DYes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHk An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stones in height. EXPIRATION: Every permit issued by the Building (ciaI unk datech this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 dayVfrom the or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 9days (Secti Building Code). APPLICANT SIGNATURE:. (fJ4'1jlA DATE: —519-0 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIding@acarlsbadca.gov B-I Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: MAGNOLIA A3 LLC Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1639 BRADY CIR CARLSBAD, CA 92008 IVR Number: 19185 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Friday, August 21, 2020 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: MAGNOLIA A3 LLC Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1639 BRADY CIR IVR Number: 19185 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency See card for pick up Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03109/2020 03109/2020 BLDG-16 Insulation 121677-2020 Passed Peter Dreibelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03112/2020 03/12/2020 BLDG-17 Interior 122066-2020 Passed Tony Alvarado Complete Lath/Drywall 03/18/2020 03/1812020 BLDG-22 Sewer/Water 122613.2020 Passed Paul Burnette Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/07/2020 05/0712020 BLDG-Electric Meter 126791-2020 Cancelled Michael Collins Reinspection Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05108/2020 05/08/2020 BLDG-Electric Meter 126930-2020 Passed Peter Drelbelbis Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/19/2020 08/19/2020 BLDG-Final Inspection 135986-2020 Failed 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 08/21/2020 08/21/2020 BLDG-Final Inspection 136349.2020 Passed Paul Burnette Complete Friday, August 21, 2020 Page 2 of 3 Building Permit Inspection History Finaled Ccity 0f Carlsbad Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: MAGNOLIA A3 LLC Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1639 BRADY CIR IVR Number: 19185 ARLSBAD, CA 92008 C Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11119/2019 11/1912019 BLDG-21 111313-2019 Passed Luke Storno Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12/13/2019 12/13/2019 BLDG-Il 113646-2019 Passed Paul York Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01I0312020 01/03/2020 BLDG-14 115231.2020 Failed Luke Storno. Reinspection Incomplete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready No 01/3012020 01/30/2020 BLDG-15 Roof/ReRoof 117681-2020 Passed Luke Storno Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/13/2020 02/13/2020 BLDG-13 Shear 119376-2020 Passed Luke Stomo Complete • Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency • No 02/18/2020 02/18/2020 BLDG-83 Roof Sheating, 119754-2020 Passed Luke Stomo Complete Exterior Shear (13,15) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-13 Shear Panels-HD (Ok . No to wrap) BLDG-1 5 Roof No Sheath ing-Reroof 03105/2020 03I05/2020 BLDG-84 Rough 121449.2020 Passed Michael Collins Complete Combo(14,24,34,44) Friday, August 21, 2020 • Page 1 of 3 RECORD COPY C8R2019-125Q ',1639 BRADYCIR INSPECTION R ECORE C(Ucirj : N HJL I 1UFOJ 205221C.1 Q1E FI)IrNZXY AO1M CAY IN1Pr0N (2OJ?U FOR vi*n 160.602Z 775 C B R20 1 9-1250 j 'i Iiy suw1oto 'p.r 1 I: It *LflT4t LQU*DGt 27? L ! ht,1fl.'S FINA.................. - oô44C - lug -. rtL,.1'n - - ryp..rMlp.tton - LIO I,'PCO •- rj44.Ia1( c - • ____________ 07 r -- _)1!l IP1 S - lOul ----- • -- -- - P"I Ls 01 00,nktu mfooms - j T Tuipe.rior mile t~*4,muj qu" II1ZP&fl •4ftIIATalRcC.5Yt.' - f _T•__ - ' dI'Th11LI I -• • - I - -j- ____ tLDfl C. ••-1 iL •WcI-3o r - - - ILl JD__Ipec -.- IkDA1 4 - - :-L1-. - b- _______ IL-i • --- _________L__...___H -- 1 Af V. OUk ;-••;;:--- - 1k - I '-'.•----- --4.— - — 1 L — A — - - — - - -• - - _______ - -- ------ ---V - — - - maffot- caLj RECEIVED 'iS8AD Càrlsbaa OCT 312019 PAD CERTIFICATION FOR BUILDING PERMIT PROJECT INSPECTOR:LU6LL4e. DATE: PROJECT ID C720 S - _cDtX3 GRADING PERMIT NO. 6 R2b1 - o o4 1 LOT(S) REQUESTED FOR RELEASEl/. N/A = NOT APPLICABLE • V = COMPLETE -0 = Incomplete or unacceptable 1. As-Built (Redlines) are up to date and available onsite for reference. All daily geotechnical observation reports, compaction reports and letters from geotechnical engineer submitted, including: pads, retaining walls, utility trenches, slopes, paved access roads and parking lots. Site security and fencing installed for separation of construction activity from. public. Letter from EOW documenting that the finished pad elevations match the plan elevations for specific lot(s). Letter from the project QSD certifying that all construction related BMPs are installed in accordance with City of Carlsbad Storm Water Standards. Site access 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. Identification and protection of city sewer infrastructure is implemented, including manhole protection, NIA false bottoms and sediment traps. Permanent/Temporary Fire Access Plan approved by Fire Department representative, and implemented on site. f Er 10. Letter from Owner/Dev requesting pad certification of the specific lot(s) with 8W' x 1 site plan. Pad certification for the above stated lotsis approved for the purpose of building permit issuance. Issuance of building permits is still subject to all city requirements. The above.stated lots are conditionally approved for a building permit.to install retaining walls required for pad certification only. Eli The above stated lots are conditionally approved for a building permit to install foundations only.. Project Inspector P'L~ et"',jA_ — Municipal ojects Manag Public Works Construction Management & Inspection 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2790 1760-438-4178 fax tr01201/IC1 Date /of3//19 Date / • NOTE: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MAT PRIOR TO PLACING CONCRETE AND THE SOIL MOISTURE CONTENT SHOULD BE MAINTAINED. GEOCON FOUNDATION OBSERVATION REPORT PROJECT NAME: PROJECT NO. L-22-1.12--5 2 -01 LOCATION: - AGENCY PROJECT NO: APPROVAL / PERMIT NOS: - L (LD+ 14) FOUNDATION TYPE: 0 CONVENTIONAL Qr POST-TENSIONED DATE 0 ADDITIONAL OBSERVATION REQUIRED SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION 15Y. Check soil conditions exposed are similar to those expected co Check footing excavations extend to minimum depth recommended in soil report 1—Check footings have been extended to an appropriate bearing strata 0 Other *APPLICABLE SOIL REPORT: TITLE: 1-C i0 Ser.'c'. MAjV%6II DATE: I(),I7 ,/i SOIL REPORT RECOMMENDATIONS BASED ON: IR Expansion Condition Very Low (0-20) 0 Low (21-50) 0 Medium (51-90) 0 High (91-130) 0 Very High (>130) Fill Geometry f?fFOof O Other: MINIMUM FOUNDATION RECOMMENDATIONS: Ptfr p-r Footing Depth: 0 12 Inches 0 18 Inches 0 24 Inches OTHER: Footing Reinforcement: 0 No.4 T&B 0 2-No.4 T&B 0 2-No.5 T&B UPost-Tensioned OTHER: Interior Slab Reinforcement: 0 6x6-10/10 0 6x6-6/6 0 No.3@24 Inches 0 No.3@18 Inches Post-Tensioned FOUNDATION CATEGORY- ¶F-NA DII ___________________ 0 OBSERVATIONS: Substantial conformance with Soil Report. . Substantial conformance with 'Foundation Plans. Identify: MA A' . ,1 P Ic,+S : PTDU ! 6,k1 s//9 • • o Other ___ FIELD COPIES TO L_-tEOCON REPRESENTATIVE Cft(Z0[9'-- 1 11 ?~'50 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 Hezmalhalch Architects dated May 14, 2019 and Precise Grading Plans, sheet 5 of 9 - City of Carlsbad Drawing # 515-3A for Project No. CT 2018-0003. Closest Measured Distance to Boundary Line Plan Dimension South Side 6.58' 6.18' SYSB North Side 6.18' 6.18' SYSB East Side 26.65' 12.36' RYSB West Side 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. Robert C. Ladwig L.S. 3189 President Ladwig Design Group, Inc. P.O. Box 2258 Carlsbad, CA 92018 Ph: (760) 438-3182 Fax: (760)438-0173 Field Report Nil SCST, LLC - San Diego Client: Project: LEA: 47, Exp: 04/2512021 6280 Riverdale St Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Circle Fax: (619) 280-4717 Carlsbad, CA 92008 Report Number: 8 Technician: Rosete, Edwin Certification: ICC #8325989 Date: 01/21/2020 Authority Having Jurisdiction: Other Other Jurisdiction: City of Carlsbad Permit Number: CBR20I9- Architect: WHA Engineer: Swanson & Associates Contractor: JD Reinforcing, Four Corners, BSA. Start Time 07:00 End Time: 15:30 Time (Hours): 8.00 Location Details: Lots #1 thru #7. Service Being Performed: Special Inspection Type of Inspection: Prestressed Concrete / Structural Wood Inspection Frequency Is: Periodic Work Identified Within This Report Was Conducted: During my Time on Site Prestressed Concrete Report Type: Stressing of Tendons The Following Components are Covered in This Report: Wood Shear Walls / Anchor Bolts Fastener Type: Nail Components Identified Were Installed in Accordance With the Contract Documents: Yes Details: Lot #5: - Inspected the stressing of (1) PT cable (a replacing cable #12 from a previously broken cable). Cable is 35' long, stressed to 5,600 psi of gauge pressure. The elongation was measured 2 3/4". Stressing was performed by 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 Jorge of Four Corners. Holes were pre-drilled. Ensured holes were of adequate depths. Holes were compressed air-blown to ensure for cleanliness and good bond. Simpson Set-3G was used as adhesives with expiration date of 07/11/21. (100) anchor bolts were installed including approximately 20 percent on non-shear walls. Work was in compliance with the cut-sheet CS-al (from Post-Tension Engineering of Record - Typical retrofit detail for hold-downs and anchor bolts). Note: numerous anchor bolts and hold-downs were still missing. Notified Superintendent Rick Rizek of the matter. - Inspected nailing only of all shear walls that are mainly types 4 and 5, and (1) type 6 at the 1-story type building. All nailing were completed and in compliance with the shear wall schedule. Nailing was performed by BSA. cc: Project Architect; Page 1 of 3 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); Missing anchor bolt on end of shear wall. Also, marked in orange shall be square washer. -S70 Field Report T 11 ki 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. Caption: cc: Project Architect; Page 2 of 3 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); Field Report SCST, LLC - San Diego LEA: 47, Exp: 04/25/2021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 280-4321 Fax: (619) 280-4717 Client: Project: Pebble Creek Companies 190318N 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies National City, CA 91950 Brady Circle Carlsbad, CA 92008 Caption: Showing exterior shear walls of the 2-story building, typical. Status of Work Element Work Element Inspected Pending Completion. Discrepancy: No cc: Project Architect; Page 3 of Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); Signatu (City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Project AddrR 5d OAV1IJe Carlsbad, CA 92008 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OW U. (If you checked as owner-builder you must also complete sectior Please check if you are Owner-Builder Name: (Please print) Taylor ClTb5 OF CARLSBAD Ashton (First) BUUJJ)ING DIVISION (Last) Mailing Address: 30 Via Latigo, Rancho Santa Margarita, CA 92688 Email: Taylor@ashton3.com Phone: 949-584-2041 I am: ft0roperty Owner OProperty 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 noted o th approved plans and, as required by the California Building Code. Signature: Date: 10/11/2019 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Pebble Creek Companies Please check if you are Owner-Builder 0 Name: (Please print) Gary L. Arnold (First) (MI.) (Last) Mailing Address: 3802 Main Street, Suite 10, Chula Vista, CA 91911 Email: gary©pebblecreekcompanies.com Phone: 619 09380312 State of California Contractor's License Number: 931309 Expiration Date: 04/30/2021 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will nrnuirla A finl r,i,,a4 I M##r its ..d4k ^15^ 4 AA 4 #b - B-45 B-45 Page 1 of 1 Rev. 08/11 EsGil A SAFEbuittCornpany DATE: 10/22/2019 JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-1250 SET: IV PROJECT ADDRESS: 1639 Brady Circle APPLICANT JURIS. PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, I4LC 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 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: LOI'L'.'1L't (by: 5W1j Email: tim©bhpsonline.com Mail Telephone Fax In Person REMARKS: proY.edAsei By: Ryan Murphy (for T.F.) : Enclosures: EsGil 10/17/2019 9320 Chesapeake Drive, Suite 208• San Diego, Ca1ifomi 0123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuflt Company DATE: 9/27/19 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: Off P021-10-4-1 SiTiMii PROJECT ADDRESS: 1639 Brady Circle PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, LLC The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. j 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 (by: "J,) Email: tim@bhpsonline.com (11CIMail Telephone 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 CBR2019- 1250 9/27/19 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. 9/27/19: 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. 9/27/19: Please remove trusses from deferred submittal list as the truss designs were submitted. FOUNDATION 9. 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. 9/27/19: 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 19-1250 9/27/19 11. 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. 9/27/19: 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/civicxlfilebank/blobdload.aspx?Blobl D251 07 9/27/19: 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. 9/27/19: Some of the truss calculations are using a top chord dead load of 10 psf which does not match the structural calculations (and the roof covering is tile). PME 24. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCl). 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). 9/27/19: Response stated that the legend was updated on sheet A2.2.1 & A2.2.2. Please see the clouded note at the legend. I believe there is a typo, as it does not mention AFCI. CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 29. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca .qov/civicax/filebank/blobdload .aspx?Blobl D=34404. 9/27/19: The completed estimate portion of the form was not received. It will need to be included with the next submittal or presented to the City at permit issuance. CONTINUED Carlsbad CBR20 19-1250 9/27/19 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 EsGit. Thank you. V EsGil A SAFEbuLL'Company DATE: 8/26/19 JURISDICTION: Carlsbad PLAN CHECK.#.: (CBR2019i250 II PROJECT ADDRESS: 1639 Brady Circle U 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. Lii 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 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 CBR20 19-1250 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 Please revise floor plan keynote 445 to reference the correct detail(s). I see two details, (E&F/ D5.1), one for a 34-38" guard along the stair and one for the 42" guard along the loft. Please clarify the keynote. Also, detail F/D5.1 (42" guardrail) states the measurement is from the tread nosing. Please correct. Keynote 445 is no longer listed on sheet A2.1.2 (along with some other referenced keynotes). Please add them to the sheet. FOUNDATION IMPORTANT NOTE: PER MY CONVERSATION WITH THE BUILDING OFFICIAL, THE POST-TENSIONED SLAB DESIGN CANNOT BE A DEFERRED SUBMITTAL. ORIGINAL CORRECTIONS 6-11 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 remove. CONTINUED Carlsbad CBR20 19-1250 8/26/19 Please provide a copy of the Post tensioned Slab calculations for review with the next submittal. 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. II. 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 12. Please provide structural connection details which match the architectural details for each condition of guardrail. Show capability to resist a concentrated load of 200 pounds in any direction along the top rail per Table R301.5. Calculations may be required. (I see the calculation on page 9.1, but it does not match the architectural plans). I see that new details and calculations were provided, but the railings are now listed as a deferred submittal. Please clarify. 20. Please complete the Carlsbad Special Inspection form, available at htt://www.carlsbadca.qov/civicx/fiIebank/blobdload.asPX?BlOblD251 07 The completed form was not received. PME 22. Provide electrical service load calculations (including EVSE capability). Show or the plan the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram and panel schedules. Response was "Addressed by electrical subcontractor." I did not receive any separate electrical responses. Please provide the requested information. 24. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCl). 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- 1250 8/26/19 CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 29. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca.qov/civicax/filebanklblobdload .aspx?Blobl D34404. 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. 35. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Please specify minimum 71 CFM 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. V/ EsGil A SAFEbuiLtCompany DATE: 6/5/19 JURISDICTION: Carlsbad PLAN CHECK #.: 1250 PROJECT ADDRESS: 1639 Brady Circle U APPLICANT U JURIS. PROJECT NAME: Custom SFR with Attached Garage and Guest Suite for Magnolia A3, I4I4C Fj The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tim Seaman LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993-8846 Date contacted: (by: ) Email: tim@bhpsonline.com Mail Telephone Fax In Person LI REMARKS: By: Tamara Fischer Enclosures: EsGil 5/21/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2019- 1250 6/5/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2019-1250 JURISDICTION: Carlsbad PROJECT ADDRESS: 1639 Brady Circle FLOOR AREA: 2836 sq ft SFR 525 sq ft Guest Suite, 697 sq ft Gar 204 sq ft Ccv Porches REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/5/19 STORIES: 2 HEIGHT: 24' approx. per CRC DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/21/19 PLAN REVIEWER: Tamara Fischer FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2019- 1250 6/5/19 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-1250 PREPARED BY: Tamara Fischer DATE: 6/5/19 BUILDING ADDRESS: 1639 Brady Circle BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SF.R .2836 141.76 . 4021031 Guest Suite 525 141.76 . 74,424 Gar 697 36.98 Coy Porch 204 . 12.33 .2,515 Prefab FP 1 3,373 05 3,373 Air Conditioning 2836 5.31 $15059 Air Conditioning 525 5.31 2,788 Fire Sprinklers 3533 4.01 14,167 Fire Sprinklers 525 4.01 . . . .. 2,105 TOTAL VALUE . . . 542,238 Jurisdiction Code :ICb_.IBy_Ordinance I 1997YBC Building Permit Fee _.. 1997UBC Plan Check Fee : Type of Review: Complete__ Review El Repetitive Fee Li Other Repeats EsGil Fee Comments: Same.flo.orphan as PO2Oj9-0043 Repetitive Fee = 10% of Gity plan check fee ttP0(i408.Yi Sheet 1 of 1 Carlsbad CBR2019- 1250 615/19 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 All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 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." Please show that smoke alarm in suite living is minimum 3' away from the tip of ceiling fan blade. Section R314. As shown, the guest suite is not a dwelling unit since it does not contain a cooking appliance. Please provide a note on the plans that no cooking appliances will be installed. If a cooking appliance is to be installed, the building will be considered a duplex for purposes of building code compliance, requiring one-hour rated wall, ceiling and ceiling supporting elements separating the dwelling units, etc. CONTINUED Carlsbad CBR20 19-1250 6/5/19 Please revise floor plan keynote 445 to reference the correct detail(s). I see two details, (E&F/ D5.1), one for a 34-38" guard along the stair and one for the 42" guard along the loft. Please clarify the keynote. Also, detail FID5.1 (42" guardrail) states the measurement is from the tread nosing. Please correct. 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 remove. Please provide a copy of the Post tensioned Slab calculations for review with the next submittal. 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 Please provide structural connection details which match the architectural details for each condition of guardrail. Show capability to resist a concentrated load of 200 pounds in any direction along the top rail per Table R301.5. Calculations may be required. (I see the calculation on page 9.1, but it does not match the architectural plans). Please show and call out stair and landing framing on the framing plan. CONTINUED Carlsbad CBR20 19-1250 6/5/19 14. 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. 15. 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. 16. Please show the double studs and posts shown on roof framing plan carrying down to foundation where not supported by a beam. 17. Please provide calculations for cantilevered I-joists supporting bearing wall above. 18. There is no hold down at one end of the shear wall at grid 3, lower level. 19. Please justify detail 32/S5 for shear transfer at grid 5. 20. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca.qov/civicx/filebank/blobdload .aspx?BIoblD=25 107 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. Please provide additional receptacle outlets in suite living room and main house living room to comply with CEC Article 210.52 (Maximum 6' from wall ends and door openings, Maximum spacing of 12' o.c). 24. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). 25. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: A 20-ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 26. Please specify that the tankless water heater in the garage will be mounted to be above the path of vehicles. CPC Section 507.13. CONTINUED Carlsbad CBR2019-1250 6/5/19 CALIFORNIA GREEN CODE AND ENERGY CONSERVATION Please revise California Green Code notes to indicate maximum 1.8 GPM for showers per current requirements. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca.qov/civicax/filebank/blobdload .aspx?Blobl D34404. Per City Ordinance, the EVSE ready space shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. Please remove, cross out, or identify as N/A the CFI-Rs on Title 24 sheets which do not apply to this permit. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. All domestic hot water piping to have the following minimum insulation installed: %" pipe (1/2" insulation); 3/4" pipe (1" insulation); 1" to 1-%" pipe (1-Y2" insulation). CPC 609.11 & ES 150.00). Additionally, the %" 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 150.0(o)/ASHRAE 62.2 Please specify minimum 71 CFM for whole building ventilation fan (per energy design) and a maximum noise rating of I Sone. Please specify maximum noise rating of 3 Sone for bathroom fans and kitchen range hood. CONTINUED Carlsbad CBR20 19-1250 6/5/19 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 NoD 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. If( oi ) EOY PROJECT Description: 2 Single Family R348 Dwellings '. •''I-. STRUCTURAL ' CALCULATIONS SEp18 Cft I ISSUE DATE 05/08/19 Client: Magnolia A3 LLC Name: LOT 5 PLAN 213R Taylor Ashton, director Magonolia Tract DESIGN CRITERIA Building Type: Bearing wall system Steel: ASTM A992 W-Shapes (if used) ASTM A36 rolled shapes, bars & plates Construction: Stud walls, sawn lumber ASTM A53 Grade B pipe columns wood timbers, plywood sheathing ASTM A500 Grade B HSS tube steel Grade 40 & 60 reinforcing bars 2016 CBC & 2016 CRC ASCE 07-10,2015 Nb5 Studs - Stud grade, Standard & btr. Posts - Standard & better Beams - bF#2 or better Joists - I-Joists GLBs - 24F-1.8E LSL - laminated strand rims and beams LVL - laminated veneer microlam beams and joists PSL - parallel strand beams Concrete: 2,500 psi at 28 days, U.N.O. Higher strength where noted Masonry: 1,500 psi grade N standard weight Concrete Masonry Units Soils & bearing: P/T slab design by others BUILDINGLOADS. . ' . . :. . Roof Loads psf Floor Loads psf Lt. wt. topping Roofing (tile) 9.5 Floor Finish (carpet) 1.2 11.2 Sheathing 1.4 Sheathing 2.0 2.0 Rafters or trusses 3.2 Joists 2.6 2.6 Ceiling 2.2 Ceiling 2.6 2.6 Misc. & insulation 1.7 Misc. & insulation 3.6 3.6 Total Roof bL ............................................................18.0 psf Total Floor bL ..........................12.0 psf 22.0 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 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. & insulation 2.5 2.5 Total Wall bL ............................8.0 psf 10.0 psf I Swanson & Associates 17055 Via Del Campo, Suite 100, Jqn 92127 (8581487-7600 1 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 S Lot 7 Section Properties & besiqn Loads 2016 CcRC Nominal Size Actual Size (b) x (d) inches - Area (A) in2 - Section Modulus (5) in3 Moment of Inertia (I) in4 Roof Loads LbF: 1.25 Floor Loads LbF: 1.00 (w) Allowable Uniform Loads (plf) Allowable Shear Moment (Ibs) (lb-if) Allowable Shear Moment (lbs) (lb-if) Span in feet for beam or joist sizes Normal duration, Laterally fully braced, repetitive member increase for 2x members. 3ff. 4ft. 5ft. 6ft. 7ft. 8ff. 9ff. loft, lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. IS ft. 19 ft. 2x4 1.5x3.5 5.25 3.06 5.36 788 211 630 169 'I5q$ '5$828 -2 -tr 424 2Pi 188 188 106 84, 14 11 8 7 63 48 37 29 5 23 4 19 3 15 3 13 2 11 2 9 2x8 15 x 725 1.238 11fl 754 1088 1314 4763 1,631 1,700 1,305 1.360 1,0941 680 435 02 222 l)'O 134 1,094 820 1 #49 451 331 254 2*0 109 901 76 64 53 '*0 134 il q 43 2 35 30 25 63 6 Ifl 21 44 L: 2x12 1.5 x 1125 1688 3164 i!' 17798 2.531 3,411 2,025 2,729 1,094 820 656 547 F 446 341. 270 1.094 820 656 547 469 4101.336 Al8 180 152 129 273 .228. .i89 •I61: III 97 139 1211.106. 85 76 94. 67 8 : 60 .2x14T t 13.25 1'ë8 .9, ±290.78 2,931•.41859 .2.385 .3AC7. 4x4 35 x 35 1225 715 1251 1,838 1,005 1,470 804 745 40-2 257 1j76 111 74 52 1.529 860 551 38U 2Br 218 I7O 38 29 22 17 138 j 111 86 67 14 54 11 44 9 36 8 30 7 25 6 22 4 ' 4x8 '•_: 4*12 35 x 725 7'i 35 x 11.25 2538 3066 i 4853 111.15 84 2888 31sf 3,806 3,737 4 $6 56i 4 P '31(J 3,045 2,989 3j2 rj 1,495 957 664 488 374 295 3993 2.246 1487 998 733 562 444 239 198 1.66 , 142 3 297 28 2i$ 122 LiOO 83 183 160 140 69 124 58 itt 49 3938 7383 41528 5,906 8,459 4,725 6,768 4,375 3,281 f~166, tfl04 2,105 846 8' 4,375 3.281 262511,897 139$, 1,067 845 541 447 3V 320 653 964 414 404 276 343 2411 303 811 207j,25 187 167 Pit, .150 189 iI iö41 _6794$ 6956 106 55JQ 4*16 35 x 1525 5338 13566 103442 8,006 14,131 6,405 11,305 4,375 3,281 2,625 2,188 (1 4846 1413 1417 904 747 628 535 461 402 353,313 219 251 6c4 '55 x3 5 'Th It 23 1965 2888 141? 7,3101,140 1.0P 575 268 25 175 117 82 60 45 35 27 22 18 15 12 20 9 6*6 55*55 3025 2773 7626 4,285 3,466 3,428 2,773 2465 1.386 887 616 453 347 274 12,578 2.650 A146 842 649 509- 222 115 134 106 413 341 286 244 85 210 J 69 175 57 144 47 120 40 101 34 86 Tjx8 640 '55i75 ii' 5225 ] 8273 19336 39296 5445 7,402 11,634 4675 5 55 x 95 5,922 9307 6,875 206S 1520 1.163 919 6,875 5156 442518031 2 227 17O5 134!' 745 615 811 441 380' '2091 902 33 646 557 381 291 4R .4P6 1,244 7:,:11 205 175 10Y i" 6x14 5 55 x 135 2'i 7425 16706 0174 10,519 23188 7168 l3 68 112767 8,415 18,550 6,875 5,156 4,125 3,431 2 946 [,319 1832 1484 1.226 1081 878 757 6,875 5,156 4,125 3438 2946 2578 2,292 2.1179Z 1,506 .1 283 2106 .660.'580 964 *47 513 750 458 411 669 '601 6x16 55 x 16 5 156 2058 8 12 856 33,875 10285 27100 1k" limberstrand LSL rim bnard & 1*" 'limberstrand LSL ______________________________________ ,1*x11fL5L. 11x14 LSL I_ 1.25 x 14.0 ' 17.50 40.83 ZPZ 9j 1035 777 621 518 444 388 345 311 [275 221 197 157 128 105 83 74 63 285.83 6,198 7429 4,958 5,703 1.035 777 621 518 444 388 345 1,045 777 621 513 444 88 345 311 282 259 239 311 282 259 239 222 222 9!J 207 173 194 144 15 121 173 103 154 lIxllf LSL 16 f9c.-.1 !!1:i.0 1.75* 11.88 424 67 1 5,787 20.78 41.13 24421 5,368 9,971 4,295 7.977 1,838 1,378 1,103 919 788 689 613 1 8 1,378 1.103 919 788 689 613 551 501 404 318 51 501 49 424 254 394 207 339 170 279 142 233 120 196 102 167 ,d44 ijjö b.391. 1.*I92 11x16 LSL 1.75 x 16.0 28.00 74.67 597.33 7.233 17.611 14,089 11,838 1,378 1.103 919 788 689 613 551 501 459 424 394 368 345 324 293 249 34" Tumberstrand LSL ____ 3.5 x 4.38 15.31 11.17 24.42 5,423 2,170 4,339 1,736 iL,543 8651 484 280 176 118 83 2387 1,343 8591 556 350 235 165 60 45 35 28 120 90 70 55 22 44 18 36 15 29 12 24 10 21 9 18 3+x4J LSL TS '35x5.5 34'x7 35*725 4W5 2538 3066 .4853 111.15 6,818___335Y 8,987 5,687 5454 L 7,190 4,550 2,485 1864(1,45 1,011 743 538 378 2,485 1864 1,491 1.24311,,b2 792 275 207 159 125 463 348 268 211 100 169 82 137 67 113 56 94 47 79 40 68 34'44' LSL 'J:d 35 c 95 ji 3325 5265 11L7I4 25007 8,590 13,027 33 6,872 10,422 6.300 4725__3352316 1702 1,06M 980 714 537 413 325 6.300 4.725 3.780 3150 It 1,199 1421 I1511 891 687 540 260 432 212 352 174 290 145 242 123 203 104 173 iiTiE iii251 'ii 41528 10112 119 8488 I4 3+xl1* LSL 35*1188 4156 8226 48841 10,737 19,941 8,590 15,953 6,300 4,725 3,780 3.150 12;60J.994576 1k27&[048 808 635 6 00 4725 3780 3450 9 7(W P 63 21a11,47 1,144 I,21'3 im4l 509 833 413 678 341 558 284 465 239 392 203 333 x14 1 SF .3 5i14TO 'i 30053 12658 )W7 40 3*x16 LSL 3.5*16.0 56.00 149.33 1,194.67 14,467 35,222 11,573 28,178 6,300 4,725 3.780 3,150 2,700 2,363 2,100 1.890 1,718 (1$65j..;14334.....15010C2t 833 695 585 498 At roof loading conditions where shear or bending governs, use a 1.25 LOP adjustment to the above values. At roof loading conditions where deflection governs, use 01.15 deflection adjustment factor to the above values. Shading in the span / allowable uniform load table indicates That bending (F'b) governs. Shear governs to the left of The shading, and deflection governs to the right. I. 0 %0 Section Pro Moment Roof Loads Floor Loads Nominal Actual Area Section of LDF: 125 LDF: 100 Size Size I Modulus I Inertia Allowable I Allowable (b) x (d) (A) (5) (I) Shear Moment Shear Moment inches in2 in' in4 (Ibs (lb-ft) (Ibs (lb-ft) 411 PSL 35 x 11.88 41.56 82.26 1 488.41 10,044 24,878 8,035 19.902 *&e& 5,ç14D 11483 983 33 3x16 PSL 3.5 x 16.0 56.00 149.33 11,194.67 113,533 43,693 110,827 34,955 4x11f PSL 5.25 x 1188 62.34 123.39 732.62 37,317 59 115,066 L94 50.928 ]0 40743 5+46 PSL 5.25 x 16.0 1 84.00 224.00 1,792.00 20,300 65,540 16,240 52.432 s & Design Loads 2016CBC/CRC CO Allowable Uniform Loads n in feet for beam or joist sizes mal duration, Laterally fully braced, repetitive member increase for 2x members. 0 Ft. 11 ft. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20 ft. 21 ft. 22 ft. 23 ft. 24 ft. 25 ft. 26 ft. -5 -I. 3 716 551 434 $47 282 233 194 163 139 119 103 89 78 69 61 54 ' ?2. 1.31611,077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 t8 1796 1509 1,286 1,109 90.3 744 621 523 445 381 329 286 251 221 195 173 3 2,297 1,838 1,531 1,313 1,148 1,021 919 780 664 569 491 427 374 329 291 259 63 2,297 1,838 1,531 1,313 1,148 1,021 919 835 766 707 656 609 533 469 415 369 5. 1.0 29 1,074 827 650 5L 43 349 291 245 908 179 154 134 117 103 9i 81 - 98-1,9741 1,615 1.270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 59 2,694 2,263 1,929 1 663 1.355 1,117 931 784 667 572 494 430 376 331 293 260 05-3 2,9132 482 2,i4 1,8641639(1.390 1.171 995 853 737 641 561 494 437 388 £U' ,4U,.. .w7'. r,u Q .w c.,v -.' && ..1,vL, I £,'uI 1,910 £,uU V14 IVY Iv D'Cf 004 'Parallam PSL 50014 16 071 32,642 _ 12851 26fl4 1905 1431 1,103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 ixllf PSI. 70 x 1188 97683 20,089 49756 16 071 39805 3:184 Z6824 2,153 1694 1356 1,103 909 757 638 543 465 402 349 306 269 238 212 7x1451. 4,346 3,592 3018. 2572 2211 1,807 1489 1241 1046 889 762 658 573 501 441 390 347 70x 140 J112.00298.67 1600(7 683 67,904 18,91754,324 7x16 PSL 70 x 160 238933 27 067 87,387 21,653 69909 5,534622 3884 34309 Z,853 ?48& 2.18 1,853 1561 1,327 1138 983 855 748 658 583 518 6986 5774 4,852 4134 3,564 8,105 8729 2417 Z,156J 1889 1,620 1,399 1,217 1,065 938 829 737 7x18 PSI.. -70 x 180 340200 10450 109,162 '4,360 87,330 P Glulam 61.9 (24F-1.8E or 24F-V4 with standard camber) 3+x9*,GLB 35X9.5 5a65 2'lO 0' 7 43 13161 5.514 10,529. 84a 644 496 390 312 254 209 175 147 125 107 93 81 70 62 55 49 3+xll*GLB 35x1188 4156 8226 48841 9178 20,565 734316452 '1,316 10,38 9141 762 610 496 409 341 287 244 209 181 157 138 121 107 95 .1029 1912 1 2 1,082 SF3 b1 1 670 559 471 400 343 296 258 226 198 176 156 3c14&LB 35jcT4O iiö 80033 10,22128,583 8i57 22,067 3fx16 GLB 35 x 160 5600 14933 1,19467 12367 37333 9,893 29,867 E389 1975159 144 1,219 069'191W-997 L702 597 512 442 385 337 296 262 233 3,003' 2482 2085 1777 1,532 1385 li173 1039 92% 832 j 729 630 548 479 422 373 332 31ThTL 3 5'x18 0. .18900 1741.00 13 913 46,918 11,130 87,534 " Glulam 6L9 (24F-1.8E or 24F-V4 with standard camber) 5x11 OLD '55x 11.88 '6'3 926 ?4 .3 Q7 11,539 25 519 2046 1691 142111,198 99 780 642 536 451 384 329 284 247 216 190 168 150 51x14 GLB 55 x 140 7700 17967 17004 43715 13603 34972 2 78 2,312 1,943 1,655 l47 1,248 1,053 878 739 629 539 466 40'5 '4154 M2 276 245 5606 2,980 2004 2,134 1.840 160.3 1408 1,2481 1104 938 805 695 604 529 466 412 366 iiCIt)' 'r5 5c16 0 III' 44'7 ]T6,336.W 14W"'45'oif 5*x18 OLS 55 x 180 9900 29700 21,863 70469 17490 56375 4,510 3727 3.132 2,669 2 30 3,004 1762 1,5.61 1,392 1,249 1128 990 861 753 663 587 521 524GL9 55i240 1 ' 52800 29150 121726 23,320 97,381 7790I,256 5005 4,171 3,575 3,128 2,781 2,503 2,275 2085 1,925 1,767 1610 1473 1,353 1246 1,152 3 Ole-lam Girders & Beams (24F-1.8E or 24F-V4 with standard camber) &*x16+GLB 6i4 3042. 2 82I2 fl,821 74 57456 4597 399 a,192r2 720 2,345 2043 1,796 1,5,501419j 1,263 1,083 935 814 712 627 554 493 6*48 61.9 'c21 GLB 675 x 180 'ZZzio 12150 141.75 36450 Wa.' 3,280.50 '520931131303 26,831 84,732 113 565' 21,465 611,786 35,043 90852 5423 4483 3766'-3.209 2,77 2410 2,18 1876 f74 02 13561 1214 1,056 924 814 720 640 9,268 6007 5047 4301 3708 3,230 3,839 2,515 2243 2,013 1817 T648 1502 1314 1,26211143 1,016 -.loists, Single use as headers 4 beams - - 910 0Gx11.881 000 1L000 1'J1 42!LI 1005t J304 %7-211'77W 1W 10"-119 105 94 84 J 75 65 56 49 43 38 34 14 TJ121012.06x14.oI 0.00 I 0.00 I EI:1 11,256 5,613 11,005 4,490 I:35g':2g) 249 213183 ,.1. 140 '124. 'IIV 100. .90 "61 .74 68. 62'j 56 50 - 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 (Fb) 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" o/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) = 76 psf 2x4 @ 24" 0/c spans to 41-8" 2x6 @ 24" o/c spans to 9'-10" 2x8 @ 24" o/c spans to 13'-0" 2x10 @ 24" o/c spans to 16'-4" 2x12 @ 24" o/c spans to 18'-11" Floor Framing I-Joist floor joists (TrusJoist or equal) (Allowable spans per the latest span tables from !Level, 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" 71-0" 6x6 111-8" 111-1" 6x8 15'-11" 15'-1" 6x10 20'-2" 191-2" 6x14 28'-8" 27-2" 5*x91 PSL 21'-4" 20'-3" H2 (w i 370 plf) Roof Floor 6x4 (Max. Span:) 5'-6" 4'-11" 6x6 8'-7" 71-8" 6x8 11'-9" 10'-6" 6x10 15'-6" 14'-2" 5*x9 I PSL 16'-6" 15'-8" 5*41* PSL 20'-7" 19'-7" H3 (w i 570 plf) Roof Floor 6x4 (Max. Span:) 4'-5" 41-0" 6x6 6'-11" 61-2" 6x8 91-6" 81-6" 6x10 12'-9" 11.-5' 642 15'-51I 13'-10" 6x14 18'-0" 161-1" 5*x94 PSL 14'-3" 131 711 5*xli* PSL 17'-10" 16,-11" H4 (w 1 770 plf) Roof Floor 6x4 (Max. Span:) 3'-10" 31_511 6x6 6'-O" 6x8 8'-2" 71 3" 6x10 10,-li" 9'-10" 642 131_311 1110 6x14 15'-6" 13'-10" 5*x94 PSL 12'-11" 12'-3" 5*xlli PSL 161-2" 15'-4" HS (w i 970 plf) Roof Floor 6x4 (Max. Span:) 31-518 31-O" 6x6 5' 4" 41911 6x8 71-311 61-611 6x10 91 9" 81-9" 6x12 III-loll 10'-7" 644 13'-9" 12'-4" 5*x91 PSL 11,-il" 11'-4" 5x11* PSL 14'-11" 14'-2" H6 (w i 1170 plf) Roof Floor 6x10 (Max. Span:) 8'-11" 7'-11" 642 101-9" 9'-7" 5*x9j PSL 11'-3" 10'-8" 5ixli* PSL 14'-0" 13'-4" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here. Magnolia 4/4/2019 Stud Column Capacity 2016 CRC/CRC F 5] 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 lbs 6 577 lbs N/A (3) 2x4 Standard 9,844 lbs 12409 lbs 9 865 lbs N/A 2x4 Stud 3,281 lbs 3401 lbs 2,890 lbs 2,413 lbs 2,010 lbs 1,683 lbs N/A 2x4 Stud 6 563 lbs 6 801 lbs 5781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9,844 lbs 10202 lbs 8 671 lbs 7,239 The 6,029 lbs 5,050 lbs N/A 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 2x4 bF#2 6,563 lbs i:19 j331 lbs 7441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 The N/A 2x4 bF#2 9,844 lbs 13 997 lbs 11162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9 651 lbs 7673 lbs 6,141 lbs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 4x4 bF#1 7,656 lbs 11783 lbs 9 353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 The N/A (1) 4x6 bF#1 12,031 lbs 18252 lbs 14565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 4x8 bF#1 15,859 lbs 23 676 lbs 19005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5441 lbs N/A (1) 4x10 bF#1 20,234 lbs 29,670 lbs 13,07Z.-.1b 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 442 bF#1 24.609 lbs 136,685 lbs 9,t55 lbs 23,550 lbs 19,221 lbs 15,900 lbs 11.318 lbs 8.429 lbs N/A 5*" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8 683 lbs 7653 lbs 6,669 lbs 5,035 lbs 2430 lbs 1,989 lbs 1,655 lbs N/A 2x6 DF#2 10,313 lbs 17367 lbs 15 306 lbs 43-338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26.050 lbs 22,959.lb ' 20,0071bs 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 6074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 18,906 lbs 24795 lbs 22,955 lbs 20918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs 13,812 lbs 31303 lbs 28 525 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 640 bF#1 32,656 lbs 40425 lbs 37734 lbs 34,689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 642 bF#1 39,531 lbs 48.936 lbs 45,678 lbs ,' 41,992 lbs 34,285 lbs 17,960 lbs 14,830 lbs 12,419 lbs N/A LSL 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) 314113E 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) 31x41 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) 3+41 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 The N/A (1) 31041.3E 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) 3+x8* 1.3E LSL 1 18,867 lbs 1 18,343 lbs 15,051 lbs 12,492 lbs 8,925 lbs 4,091 lbs 3,328 lbs 2,759 lbs N/A PSI.. Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3fx3f 1.8E PSL 7,656 lbs '.10,730 lbs 8,7Q2Ibs 7,169 lbs 5.081 lbs N/A WA N/A N/A (1) 3*x5+ 1.8E PSL 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) 3*x7 1.8E PSL. 15,313 lbs 21,460 lbs " 17,403 lbs 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 514* 1.8E PSL 17,227 lbs 44,269 !bs 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 59,026 lbs 50,818 lbs '43519 lbs 32,189 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 30,625 lbs 100,192 lbs 92,677lbs 84,376 lbs 67.757 lbs 34,806 lbs: 28,678 lbs 23,982 lbs N/A Eh/1.4: 0.095W Ev/1.4: 0.113W Ev/1.4: 0.239W E/1.4: 0.113W Used 0.117W 0.113W Magnolia 4/4/2019 SEISMIC ANALYSIS, Wood Framed bwellings :1 in 2016 CBC, Alternate Basic Load Combinatioi ASCE 7-10 Section 12.14 Simplified Alternative Seismic Loads S: 1.130 Is S1 0.430 besign Category: 5M5: (1.05)(1.13): 1.184 Site Class: 5M1 (1.57)(0.43): 0.675 5: (2/3)(1.0)(1.13): 0.789 (10 Sol : (2/3)(0.68): 0.450 Cd : 1.00 2 Story Building b F: 1.1 b Fa: 1.0 6.5 (Fa per ASCE Table 11.4.1) 2.5 4.00 besian Loadina. Allowable Stress besian Base Shear Eh: (F)(SbS)(W)/R : 0.134W Ev : (0.2)(Sb5)(b): 0.158W (2.5)(Q 0.334W Component Interconnection (ASCE section 1214.7.1) Fp: 0.2(SbS)W: 0.158W 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 WINb ANALYSIS, One Story Transverse section IN Wind Speed: 110 V 1 (not used): 85 2016 CBC, Basic Load Combinations Exposure B Kj: 0.85 Z9 = 1,200 g: 7.0 Enclosure: Enclosed K 1.: 1.0 &: 0.85 Risk: Cat. II pl g2 Wind Pressures Element z K. & K. Qh & a, pü 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): BY Leeward Wall 13.1' 0.57 15.13 -0.50 -9.15 -3.71 Width (B): 60.0' Roof to ridge (a) BY 0.57 15.13 -0.40 -7.91 -2.46 Length(L)= 40.0' Roof to ridge (b) 13.1' 0.57 15.13 -0.03 -3.12 2.33 Roof Angle (e): 18.4° Roof-Leeward 13.1' 0.57 15.13 -0.57 -10.04 -4.59 qh 15.13 (not used) (not used) Windward overhang bottoms 10.0' 0.57 15.13 0.80 10.29 10.29 Note: (not used) P1 has Internal pressure (not used) P2 has Internal suction Interior Pressure 13.1 0.57 15.13 ±0.18 (2.72) (-2.72) Wind Left to Right Wind Right to Left Roof Elements Length P1a(Dlfi P1b(plfl P2a(Dlfl P2b(plf) P1a(olfi P1b(ph9 P20(plfi P2b(plfl 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 EL "I P2 (plf) ?I DID P2 (lf) 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) Pta (Rt to Left) 8.6 -357.4 Right Walls-Upr 4.5' 41.2 16.7 34.0 58.6 P1b (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 Wind Load besign Force: 0.6W = Left to Right = 71-10 Right to Left: 73 plf Seismic Force = 0.7E: (40.00) (2.90) 116 plf Seisni Magnolia 4/4/2019 WIND ANALYSIS, Two Story Wind Speed: 110 Vd (not used): 85 2016 CRC, Basic Load Combinations Exposure: B Kj: 0.85 z9 = 1,200 g: 7.0 Enclosure: Enclosed K t : 1.0 G: 0.85 Risk: Cot. II pl p2 Wind Pressures Element Z Ki. & K. Qh & a. 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(plfi P1b(oh9 P2a(ph9 P2b(plf) P1a(Dlf) P1b(plf) P2a(plf) P2b(plf) Left Overhang 1.18 -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 Pla (Left to Pt) -1.0 -316.0 Length P1 (plf) P2 (plf) P1 (plf) P2 (plf) Pib (Left to Pt) 21.4 -248.9 Left Walls-Upr 4.5' 36.1 63.2 45.5 18.4 P2a (Left to Pt) -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) P1 (Pt to Left) -1.0 -316.0 Right Walls-Upr 4.5' 45.5 18.4 36.1 63.2 P1b (Rt to Left) 21.4 -248.9 Right Walls-Lwr 10.2' 103.2 41.8 74.2 135.7 P2a (Pt to Left) -1.0 -159.4 (not used) P2b (Pt to Left) 21.4 -92.4 (not used) (not used) Code Mm. 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 (VI) 281 281 281 281 0.6W: 161 Of 0.6W: 168 168 168 168 Wind Load besign Force: 0.6W: Left to Right: 168 plf Right to Left: 168 RIf Seismic Force: 0.7E: (6.80) (34.00) : 231 plf Seismii d 7dO9 d7d 'Z d U *9 59 2Y0läliN/ d 7d 06 did /9 -47d&7-1 00041 ä0M31NI did 0*1 did 931 did 311 did 06 did /9 -47d& NVd9 99/7a.! d00ä .01 .6 .9 (Al) 91H9-1/.41 NO/illäVd ' d00." 7 7V.41 41'Il YO fr '1/3 7W '3-1'0 ROY-4 .1-41 7117 = 17 I 1-1713Al d 739 77 V,41 dO C VO 7 MYVd/NI1 = 944 3110 V äOO ii dO C VOl /41.YOd/NIl = Ml .AOOV 77V,41 dO 61VO1 /1'äOd/Nfl = 0114 iwOgV d00ä dO 0V07 frYäOd/Nf1 = "Al frY V3' äO ä30 V31-1 PVOYJ C VO 7 = 1 \ \ / / / 944 / \ / \ / / / / / hff 1 9ä11.2.20 3aaH.41 iiii___ 0H ä0 frvg o.oaa _ 3ä3HM9a11.2.90'is .LNO.2 If'l' T111 '['I'I UggYfl-700 1 '0H allillilill1 rTTTTTTTTTI1 .'g 73N VI a V31-1' .1 V IN3frVOPV 31/J /'3ä JO 9. 1N31,V3 73 7 V.2/d.LL 5/8 gToz IaU0d JD349 IDaidAjL 6IOVb/iv 01101460W Magnolia 4/4/2019 Shearwall Schedule 2016 CBC/CRC Magnolia 4/2/2019 Guards and Railings Interior Ballustrade Base 2016 C/CPC Iml Railing besign 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-- Lao Screw in Pullout CBC Load Duration Factor Cb (wood connectors) 1.60 Base Plate Size 4.00 inches. Moment Arm (x) of Lag Screws 3.4 inches. Lag Screw Pullout I: C: M/x/Cb 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 Base Plate and (6)1/4" Screws From Nb5 Table 11.2A for Specific Gravity of 0.50. Pullout is (Der inch of embedment Screw bIA. Embedment of Screw (inches) 1 21 2.51 __31 3.51 4 1/4 225 450 56L 675 788 ,) 900 5/16 266 426 665 798 931 1064 3/8 305 407 635 915 1068 1220 7/16 342 391 611 879 1197 1368 1/2 1 3781 378 591 851 11581 1512 3" embedment required Connection-- Wall mounted Handrail 2001b any direction CBC Load Duration Factor CO (wood connectors) 1.60 Total qty of connectors Lag Screw Pullout Required Capacity T: 200/2/CO Design pullout strength per inch for no. 8 wood screw Nb5 Table 11.2B Minimum Embedment Capacity of Anchorage: embed x Table value (per inch) 2 no. 8 Wood Screws 62.50 lbs. total 112.00 lb per inch 1.50 inch 168.00 ' 62.50 Mm. (2) no. 8 wood screws into blocking I Magnolia 04/18/18 Guards and Railings Interior Pony Wall 2016 CBC/CRC Railing Design Forces Height of Railing (location of Horiz. Force) 42 inches Vertical Support Post Spacing 60 inches Horizontal Force Along Roiling 20 lbs. Concentrated Load at Top of Post 200 lbs. besign Bending Moment at Bose of Post Assembly 8400 lb.-in. SrM/Fb(C)(Cp)C0 3.54 6x2* Flat OK Fb:900 Cf0 1.5 CFl.l S4.64 Connection-- Lag Screw in Pullout CBC Load buration Factor Cb (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 1(6)1/4" Screws I From NbS Table 11.2A for Specific Gravity of 0.50, embed 1.25" into rim Pullout is (oar inch of embedment) Screw bIA. Embedment of Screw (inches) Jj... 21 2.51 31 3.51 4 1/4 Q 2251) 4501 5631 6751 7881 900 Magnolia PLAN 2 only 04/04/18 Calculation page 10 through page 14 intentionally removed from the set fl -I L 0--- 0----- --- --0 I i L L ROOF FRAMINGFRAMING PLAN 'B' (R) 1-0 T S rH5 (E) () (±) FLOOR FRAMING PLAN Magnolia 4//019 ROOF FRAMING, Plan 2 15 Typical Roof Framing: Factory Trusses @ 24" 0/c 2016 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" 0/c, see caics pg. 4 TYPICAL BEAMS & HEAbERS 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 RB-20 Span = 11.5' Upper Roof grid 4 above loft (roof) (wall) (floor) (misc.) wi (29/2)(38) 0 +10 561 plf liii IllIllIllIll 1111111 I! 'Ri TR2 Ri: (Critical Ri / 1.25 LbF: 2,581 lbs) Ri (max.): 3,226 lbs R2: (Critical R2 / 1.25 LbF: 2,581 lbs) R2 (max.): 3,226 lbs Moment: (Critical M / 1.25 LDF = 7,419#ft) Moment (max.): 9,274#ft 34x9* PSL beflection: (&L: L/605) 110/I: 0.44" = L/313 RB-21 Span: 11.5' Upper Roof Above Bedroom 3 (roof) (wall) (floor) (misc.) wi (x4): (29/2)(38) +10 561 plf p w2(xk4): (9/2)(38) +10 : 181 plf W1......1IIIIIllIll P (x:4.0): (26/2x9/2)(38) [Girder Truss] 2,223 lbs IRl 1R2 j.x, (Critical Ri / 1.25 LbF: 2,997 lbs) Ri (max.): 3,746 lbs R2: (Critical R2 / 1.25 LbF: 1,663 lbs) R2 (max.): 2,078 lbs Moment: (Critical M / 1.25 LbF: 8,398#ft) Moment (max.): 10,497#ft 34x9* P5L beflection: (ALL: L/611) 109/I: 0.44" : 11316 Magnolia 4/2/2019 Lower Roof Framing RB-22 Span = 16.2' Garage boor Header (roof) (wall) (floor) (misc.) wl (9/2)(38) +35 206 plf Ri: (Critical RI / 1.25 LbF = 1,335 lbs) Ri (max.) = 1,669 lbs R2 = (Critical R2 / 1.25 LbF = 1,335 lbs) R2 (max.) = 1,669 lbs Moment: (Critical M / 1.25 LbF: 5,406#ft) Moment (max.) = 6,758#ft 4XIlf LSL beflection: (ALL : IJ1,021) 213/I: 0.44" = L/446 R8-23 Span = 12.0' Breakfast Nook Sliding boor (roof) (wall) (floor) (misc.) wi (9/2)(38) +35 : 206 plf Plllllllllllllllllllllll TR1 1R2 RI = (Critical Ri / 1.25 LbF = 989 lbs) Ri (max.) = 1,236 lbs R2 = (Critical R2 / 1.25 LbF = 989 lbs) R2 (max.): 1,236 lbs Moment: (Critical M / 1.25 LbF: 2,966#ft) Moment (max.) = 3,708#ft 5*x94 PSL beflection (ALL: 112,573) 48/I: 0.13" : L/1,124 RB-24 Span: 12.0' Living Room (roof) (wall) (floor) (misc.) wi : (10/2)(38) +35 : 225 plf IllilIlIllIll 11111111111 I IRl tR2 Ri: (Critical RI / 1.25 LbF= 1,080 lbs) RI (max.): 1,350 lbs R2: (Critical R2 / 1.25 LbF: 1,080 lbs) R2 (max.): 1,350 lbs Moment: (Critical M / 1.25 LbF: 3,240#ft) Moment (max.): 4,050#ft 5*x91 PSL beflection: (ALL: 1J2,315) 52/1: 0.14" : L/1,029 RB-25 Span: 14.2' Outdoor Room (roof) (wall) (floor) (misc.) wi : (7/2)(38) +40 : 173 plf II IllIllIllIll 1111111111 'Ri 1R2 Ri: (Critical Ri / 1.25 LbF: 983 lbs) Ri (max.): 1,228 lbs R2: (Critical R2 / 1.25 LbF: 983 lbs) R2 (max.): 1,228 lbs Moment: (Critical M / 1.25 LbF: 3,488#ft) Moment (max.): 4,360#ft 640 beflection: (ALL: L/1,673) 99/1: 0.25" : L/677 FLOOR FRAMING, Plan 2 Magnolia 04/02119 F 17] Typical Floor Framing: 1-joists per manufacture's span tables 2016 CBC, Basic Load Combinations See plans & calcs pg. 4 for alternates TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Lower Level Gable ends. (2.5)(38) +10 = 105 Of Hi Hip Ends (9/2)(38) +10 = 181 plf H2 Bearing (22/2)(38) +10 = 428 Of H3 FB-20 Span = 12.5' Dropped Garage Beam (roof) (wall) (floor) (misc.) (Live Load Reduction R:0.96 L:0.99) wi (5)(38) +(10)(15) + (26/2)(52) +20 1,036 plf W 113 HIll IllIllIltIll 111111111 P (x0.7) = 6971.93 [RB-20/21 Reaction Above] 6,972 lbs TR1 1R2 Ri (Critical Ri / 1.00 LbF = 8,992 lbs) Ri (max.) = 11,082 lbs R2 (Critical R2 / 1.00 LbF = 6,006 lbs) R2 (max.) = 6,006 lbs Moment (Critical M / 1.00 LbF 19,376#ft) Moment (max.) 19,376#ft 5*xl lj PSL beflection (ALL = L/777) 275/I: 0.38" = L/399 FB-21 Span = 13.0' Above Master Closet (roof) 'iii) (floor) (misc.) wi (xi5) (26/2)(38) +(9)(12) +(7/2)(52) +20 804 plf W 113 w2 (x5) (9)(38) +(9)(12) +(3.5)(52) +20 652 plf IIlllllllIlIlllIlllIlIIII P (x:5.0): (9/246/2)(38) [Hip Girder Truss Above] 2,223 lbs TR1 X TR2 J ) (Critical Ri / 1.25 LbF: 4,351 lbs) Ri (max.): 5,439 lbs R2: (Critical R2/ 1.25 LbF: 3,670 lbs) R2 (max.): 4,587 lbs Moment: (Critical M / 1.25 LbF: 14,716#f t) Moment (max.): 18,395#ft C 3f44 PSI. beflection: (LLL: L/1,081) 268/I: 0.34" = L/465 I-I. I iFORTE MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 14" TM® 230 @ 16" OC Overall Length: 22' 7.40' ON ,2'600- , 19 2.40' I1 EJ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (lbs) 654 @22' 2.90" 1485 (3.50") Passed (44%) 1.00 1.0 0 + 1.01 (Alt Spans) Shear (Ibs) 683 @2' 11.50" 1945 Passed (35%) 1.00 1.0 D + 1.01 (All Spans) Moment (Ft-lbs) 2906 @ IT 1.03" 4990 Passed (58%) 1.00 1.0 D + 1.01 (Alt Spans) Live Load Dell. (in) 0.323 @ IT 5.82" 0.488 Passed (L/725) - .1.00 + 1.01 (Alt Spans) Total Load Defi. (In) 0.366 @ 12' 8.51" 0.976 Passed (L/640) - 1.0 D + 1.01 (Alt Spans) 1)-Pro" Rating . 47 Any Passed -- -- Deflection criteria: tL(L/480) and 1(II240). Overhang deflection criteria: LL (2L/480) and Ti. (211240). Top Edge Bracing (Lu): Top compression edge must be braced at 56.00' 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must bebraced at 08.00" * unless detailed otherwise. A structural analysis of the deck has not been perfumed. - Deflection analysts Is based on composite action with a single layer of 23/32' Weyerhaeuser Edge" Panel (24' Span Rating) that Is glued and nailed down. Additional considerations for the TI-Pro" Rating Indude: 5/6' Gypsum ceiling. Permanentbraclng at third points In the back span or direct applied ceiling overthe entire back span kngth Is required attire left end of the member. Seellterature detail (P81) For darfflcatlon. : TU ____ gj j HOUijiy Tti 1-Stud well - OF - ...50" 5.50' 3.50'J 517 676 137 1 1330 ssoddng 2- Stud well - OF 5.50' 4.25' 1.75' 120 1 540/-S -17 660/-22 11/4' RIm Boani Rim Board Is assumed to carry all loads applied directly above It, bypassing ore member being designed. 'BlockIng Panels are assumed to carry no toads applied directly above then and the full load Is applied to the member boing designed. Vççapgt 5)Li (° 4nv i 25) 9I',d t - Uniltain (PSF) 0 to 22' 7.40' 16' 12.0 40.0 - Default Load Roof D (81) Wall 0 2- Point (PLF) 0 16' 202.0 - 90.0 (126) and Roof Lr (90) System: Floor Member Type : Joist Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD e use Weyertraeuserwanants that the string of Its products will be In accordance with Weyerhaeuser product design otterla and published design values Weyerhaeuser expressly dlsdaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Bodcs) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports ESR-1153 and BR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to vww.weyethaeriser.conVwoor#products/dowment-tbrary. The prortidi application, Input design loads, dimensions and support Information have been provided by FarteWEB Software Operator A O'SUSTNIUBLE FORESTRY INiTIABVE kyehaeuser ForteWEB Software Operator Job Notes Mark Swanson Swanson & Associates Engineering (858) 487-7600 ms@swanson-engr.cum 8/12/2019 9:22:12 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 2019-0602 Magnolia Page 1 /1 Magonolia 08/12/19 LATERAL DISTRIBUTION-SEISMIC, Plan 2 2-Story Portion 1-Story Load Grid Roof Floor Roof From Total Line Area Area Area Above Force (2.90 psf) (3.90 psf) (2.90 psf) (lbs) (Ibs) Base Shear Total Base Shear Upper Roof A 475 1,378 C 498 1,444 3 I 499 1.446 4 1 44 I 1,375 Lower A B -- -- -- 447 513 - 392 1,378 2.867 2,881 - C J -- 152 191 1,444 2,590 -- -- 363 1,052 E -- -- 729 - 2,113 F - --152 253 1,327 1 -- -- 221 641 2 -- -- 517 1.500 3 -- 418 311 1.446 3.979 4 -- 333 675 1,375 4.630 - 5 6 -- -- -- -- 711 i_ 167 2,062 484 In] SHEARWALL ANALYSIS-SEISMIC Grid Shear Wall Net Wall Wall Wall Pier O.T. Resisting Elements (plf)__j End (0.9-O.11)x Uplift I Line Force Lengths Length Shear Height H/B H/B J W TYPE Moment Self Roof Walls Floor Loads Resisting from Uplift Uplift ~Holclown Hardware m (Ibs) (feet) (feet) (plf) (feet) Ratio Ratio (#-FT) Wt. Above Above Above (lbs) Moment Above (plf) (Ibs) (Simpson or Eq.) Upper Roof A 1,378 11.8 23 5.8 238 9 0.8 3.2 4 12,401 143 81 280 14.846 (207) none C 1,444 10.6 10.6 136 9 0.8 4 12,905 143 81 480 13.886 (84) none 3 1.446 10.6 u 8 15.2 95 9 1.1 2.3 4 6,851 135 81 - 280 7.203 (44) none 4 1,375 12 12.0 115 9 0.8 4 12,379 135 216 19.889 (626) none I- Lower A 2,867 7.2 2.5 2.5 10.3 278 8 3.2 5 15,993 105 72 200 4,744 1,562 HTT4 B 2,881 8 14.8 22.8 126 9 1.1 4 9,098 120 135 280 8,185 43 Sill Anchorage c.n C 2,590 16 16.0 162 9 0.6 4 23,313 135 135 24 280 33,142 (614) none b 1,052 12 12.0 88 9 0.8 4 9,467 135 288 280 26,613 (1.429) none E - 2,113 12 8 20,0 106 9 1.1 4 7,608 135 108 280 7,883 (34) none II F 1,327 12 2 2.3 9.0 147 9 0.8 1.8 4 11,944 135 162 280 19,474 (627) none 2. 1 641 8 3.7 172 9 1.1 3.2 4 5,771 135 72 280 6,976 .(151) none 2 1,500J 6 6.0 250 9 1,5 5 13,502 105 36 200 2.942 1,760 HTT4 3 3,979 16 16.0 249 9 0.6 5 35,813 105 60 48 200 23,975 139 Sill Anchorage 4 4,630 14 8 22.0 210 9 1.1 4 15,151 105 36 200 4,810 1,293 HTT4@8 only 2 5 2,062 3,53 4 6.3 328 9 2.6 5 10,511 135 72 280 2185 2,082 L5THb8/HTT4 6 484 j 3 2.0 242 9 3.0 4 4,357 135 45 280 1,299 1.019 LSThDB H Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated 5hearwa11 (3) Net Length reduced-H/B between 2:1 and 3:1 Comments: Imp PERFORATED SHEAR WALLS W 'I. 'I. 'I. 'I. .1. •. .1. .1. .1. .. •&. ., 1 —PIER H/BBASED ON FULL HEIGHT = v, CD - ri,c I TIC I IOPENINGI j, Li J WIDTHJ. L2 L Total Wall Opening Total SbPW Net Uplift End Shear Ht. & Ht. & Max. Percent Max H/B Factored Table Length Shear Shear OTM W OTMRM Point Net Holdown (V) Width Width 10pening Full Ht. Pier Factor Full-Ht. 4.3.3.5 C11 V/C0ZL1 Well (V)(H) 0.8 DL PM C!L1 Load Uplift Hardware Plan 2 Upper A 1,378 11.84.0 2.5x4.0 3 684 10.6x9.0 2.5x4.0 Plan 2 Lower F 1,327 12.0x9.0 2.04.0 1 641 8.0x9.0 2.04.0 0.44H 79% 3.2 0.62 5.79 1.00 5.8 238 4 12,401 179 12,448 -4 224 -228 none 0.44H 76% 2.3 0.89 7.20 1.00 7.2 95 4 6,156 173 9.708 -335 224 -559 none 0.56H 83% 1.8 1.00 10.00 0.90 9.0 147 4 11,944 238 17,107 -430 224 -654 none 0.56H 75% 3.2 0.62 3.73 1.00 3.7 172 4 5.771 166 5,299 126 224 -98 none 00 CTF Cal'iforni'a I TrusFrame= "People, Drive, Honor... Our Formula for Success!" TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: MAGNOLIA CARLSBAD LOCATION: CARLSBAD DEVELOPER: ASHTON 3 CUSTOMER: TIMBER RIDGE FRAMING jProject No. 305751 23665 Cajalco Ro2 CBR20I 9-1250 (951) 657-7491 phon 1639 BRADY CUR MAGNOLIA-BRADY: (LOT 5) 2,836 SF LIV & 525 SF GUEST SUITE 1160 SF PORCH 11697 SF GARAGE 11144 SF rai IIrDMrA orrRA I ESR#1311 I PRINT DATE II E *1 Ifl DEV201 8-0010 2052210500 10/15/2019 CBR20I9-1250 CTF1 California TrusFramel.LC "People, Drive, Honor... Our Formula for Success!" 23665 Cajalco Road, Perris, CA 92570 Phone: (951) 657-7491 / Fax: (951) 657-0486 Project: MAGNOLIA CARLSBAD Location: CARLSBAD Developer: ASHTON 3 Customer: TIMBER RIDGE FRAMING Truss Structural Calculations - Date: 10/03/2019 Kevin Chae Kim My license renewal date for the state of California is June 30, 2021. I NOTES: I 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/TPI-1 Chapter 2. The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and I 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. I U I I I I Job Truss Truss Typo lQty Magnolia IA Got GABLE - -Job Reference (ophonal) 5 USC 0 Idula YIWK S/..qU 5 USC 0 LII1S SCI CS Iflaimnes, inc. i flu OM 14O4Z 2010 Page 1 ID2FI3ocbiMVP7?S5Sz7f4q-a5s7w7gstYPN2p2oBW?mDXK43AxuRJmjl9RyX5L3 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 z 1:48.5 5x6 = 3x4 = 58 25 59 24 80 23 61 22 62 21 63 20 64 19 65 18 WO 16 15 88 14 89 13 70 12 71 11 72 10 73 9 74 8 75 = 3x10 = 3x4= 3x10= 10-54 19-10-12 30-4.0 10-54 O.c.R 1fl6.A Plate Offsets (XV)— 120-0-O.0-0-01, 130-O-0.0-0-01, 113:0-2-0.0-1-81. 120:0-2-00-1-8I LOADING(pst) SPACING- 240-0 CSI. DEL in (icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.15 Veit(LL) nfa - eta 999 M120 2201195 TCOL 14.0 Lumber DOL 1.25 Sc 0.18 Vert(CT) nla - We 999 ECU. 0.0 Rep Stress lncr YES WE 0.41 Hofz(CT) 001 7 eta nla BCDL 10.0 Code 1BC201517P12014 Matrix-SN Weight 213 to FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied 016-0-0cc puilins. SOT CHORD 2X4 OF No2 G BOT CHORD Rigid ceiling directly applied or 6.0-0cc bracing, Except WEBS 2X4 OF Stud/Std G 1044cc bracing: 20-21.12-13. OTHERS 2X4 OF Stud!Std G f1ei.c recommends that Stabilizers and required aces bracing be installed dining truss erection, in accordance with Stabilizer REACTIONS. All bearings 30-4-0. Installation made. (lb). Maxllorzl=62(LC43) Max Uplift All uplift 100 lb or less at joint(s) 17. 18.21.22. 15, 12, 11 except l.191(LC 27), 7-200(LC 38), 13=-382(LC 30). 20=-392(LC 35), 24.101(lC 55), 9=101(LC 72) Max Gray All reactions 250 lb or less at icings) 24.9 except 1=371(LC 73), 7371(LC 91). 13=815(LC 1), 20815(LC 1). 17=278(LC 82). 18=273(LC 81), 19=285(LC 80). 21=283(LC 78), 22=273(LC 77). 23285(LC 76), 25z334(LC 74), 15=273(LC 83), 14=285(LC 84), 12=283(LC 86). 11=273(LC 87). 10=285(LC 88), 8334(LC 90) FORCES. (Ib) -Max. CompfMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-54=4541531.2-54=478/383, 2-3=-2941351, 4-55=228I377. 4-56-195/371. 5-84-262/351, 6-57.478/409, 7-57=454/545 SOT CHORD 1-58=--526/569, 25-58=-4031510, 25-59=-3731437, 2459=.349/406. 24-60=-3181369, 23-60=-2621345, 23-61=-256/314, 22-81=-226/277. 22-62=-195/252, 20-64=-274/299, 13-69=-2741299, 11-71=-166/253, 11-72-197/277, 10-72=-228/314, 10-73=-234/345, 9-73=-289/369, 974.3201406, 6-74=3441437. 8-75=-375/510, 7-784-497/569 WEBS 4-13=483/354, 5-13=-337/101, 6-13=-526/164, 4-20=-483/382, 320=336ll02, 2-20=625/164 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL=6.0psf. BCDL6.0psf h=2011 Cat. II: Eap B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteoor(2) 0-0-0 to 344, Interior(1) 3-0-8 to 15-2-0, Exterior(2) 15-2-0 to 18-2.6, Interior(1) 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 DOLI.60 plate grip 00L160 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 41 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 buss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will 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 ANSl/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. nonconcunent with any other live loads. Continued on page 2 Truss Truss Type Ply ialA fl0 GO1 ]Qty GABLE 1 1 -- - - JobReference (opUonal) .. .•. .• .••• ,.,, null. O.,U UCl U LU cr1,).. C.L,U c WUC U LU IC CIIICS IIlUUIIIIJCS. InC. IOU !Jul .3 1CCUIIL LUJC rage t lD:ZFl3c9vothrEMVfP7?S5SJz7f4q-a5s7w7gstrLYPN2p2oBW?mDXl(43AJ(uRJmJl9RyX5L3 NOTES- 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 30.4-0 for 462 plf. LOAD CASE(S) Standard Truss rUSS lype Uty Ply G02 1:13MMON 10 -Reference(cpbonel) . ....... .,, ,,• .,.. s., S ,.S. W •S rOflL 5 uSc c u1O MI ISA II1OU5UJS5. Inc. mU UQ .) 1.--.44 U15 I'are 1 ID:ZFI3c9vJothrEMVfP7?S5SJz7f4q-Wr_tLoh7PSbGehcB900_4BIO4uaA000Hl4orEJyX5L1 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 Scalas 1:49.2 4x6 = 3x4 =2x4 II 4x8 =US = 4x8 = 4jc6 = 10-54 19.10-12 3-4_-0 Plate Offsets (XV)- f:0.0 "-I— -04..1l 0:0-2-3. a], 170-2-3,EdgeL 17:0-0-0.0-1-IL --O [8:0-2-8,0-2-01. [10:0-2-0.0-2-01 - 1U-D-4 LOADING (psf) SPACING- 2411-0 CSL DEFL in (bc) lldeft L/d PLATES GRIP TCU. 20.0 Plate Grip DOL 125 TC 0.45 Veit(LL) -0.43 8-17 >561 240 MT20 2201195 ICOL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.78 8-17 >306 180 BCLL 0.0 Rep Stress lncr NO WE 0.41 Hoiz(CT) 0.02 7 We nla SCOL 10.0 Code 16C20151TP12014 Matiix-MSH Weight: 129 lb FT = 20% LUMBER- T0P CHORD 2X4OFNo.2G 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Left 2x4 OF Stud/Std .G, Right 2x4 OF Stud/Std -G BRACING- TOP CHORD 801 CHORD WEBS Structural wood sheathing directly applied or 4.7-7c puilins. Rigid ceiling directly applied or 6-0-0 cc bracing. l Raw atmidpt 4-10 Mifek recommends that Stabilizers and required cross brädng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsize) 10=167910-5-8 (mm. 0-1-13), 1=317/0-5-8 (mm. 0-1-8), 7=773/0-34 (mm. 0-1-8) Max Horzl=60(LC 16) Max UpliftlO=-16(LC 8). 1-14(LC 12), 7=-25(LC 9) Max GravlO=1679(LC 1), 1=428(LC 33), 7773(LC 1) FORCES. (Ib) - Max. ConipJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=490/27, 2-18=361159, 2-3=-13/558, 319=0/499, 4-19=0/564, 4-20=-1024/87, 5-20=-1076/71, S-6--1076139.6-21=1499191. 7-21=-1528/75 BOT CHORD 1-22-491311,1-23=4524W, 11-23=-52/350, 11-24=-52/350, 24-25=-52/350, 10-25=-521350, 10-26=0/308,26-27=01308, 9-27=0/306,9.28=01306,8-28=01306. 8-29=42/1424,7-29=4211424, 7-30=-25/683 WEBS 4-8=-27/1002, 5-8=410/97, 6-8=-506I98, 4-1O=-1188/43, 3-10=411/90, 2-10=-757/76, 2-11=0/376 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TC0L-6.0psf BCDL=6.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 040 to 34-8, lnteiior(1) 346 to 15-2-0, Extenor(2) 15-2-0 to 18-2-8, lnte,ior(1) 18-2-6 to 304-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This buss has been designed for a 10.0 paf 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 345-0 tag by 2441 wide will fit between the bottom chord and any other members, with BCDI. = 10.Opsf. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed In accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b 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 bath (B). LOAD CASE(S) Standard i) Dead + Roof Live (balanced): Lumber lncrease=1,25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4-68, 4-7-48, 12-25-30(F=-10), 15-25-20 Job TIUSS Truss Type Ply Magnolia IA 003 COMMON 17, I.Job - Reference (optional) .. ..•• ., ...., .,. nun. 0.4W s U LU IC rh,,,. 0.4W 5 USC C LU IC IVU In Ih1UU5U1C5. Inc. mu CCV .) ltqu;q aais flqe 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-WT_tLoh7PSbGehCB9DD_4BlpfubXooBHl4orEJyX5L1 6-1-4 10-5-4 15.20 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 I 4x4 II Scale = 1:48.8 3*4 = 2r,4 11 4x8 4x6= 4x8 5x6 3*8 II 3x8 II 6-1-4 10-5-4 19-10-12 30-1-0 6-1-4 4.4-0 0.5-5 i 1111.4 Plate Offsets MY)- H:023.Edoe1, 11:0-0-0,0-141, 14:0-20.04421. 17:0-3-3.Edar' 17:0-0-0.0-2-1I. (8:0-2-8.0-2-01, 110:0-2-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.42 8-10 2,561 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 083 Veit(CT) -0.70 8-17 >339 180 BCLL 0.0 Rep Stress Incr NO WS 0.40 Ho4z(CT) 0.02 7 n/a n/a ECOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G SOT CHORD WEBS 2X4 OF Stud/Std G WEBS WEDGE Left 2x4 OF StudlStd -G, Right 2x4 DF Stud/SW -G REACTIONS. (lb/size) 18=1661/0-5.8 (mm. 0-142), 1=32210-5-8 (rain. 0-1.8), 7=764/Mechanical Max Horz1402(LC 12) Max Upliftl8=-20(LC 8), 1=-11(LC 12),7-23(!-C 9) Max Grav18=1661(LC 1), 1432(LC 33), 7=764(LC 1) FORCES. (Ib) - Max. ConlpiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 118=.404116, 2-18=375145, 2-3=-211541. 3-19=0/481,4-19=0/546.4-204-1004/83. 5-20-1057/66,54-10531M. 5-21=-1434188. 7-21-1479169 BOT CHORD 1-22-47/315,1-23=4W-83,11-23=461363,11-24=46363.2,$-25=-MM, 10-25=-46/363,10-26=0/304,26-27=0/304. 927=0/304.928=0/304,828=0/3(4, 8-29=-3811360. 7-204-38/1360, 7-30=-25/554 WEBS 4-8=-261977, 5.8=422197,6-8=455/96, 4-10=-1160/47. 3-10=411/90, 2-10=-753/77, 2-1140/375 Structural wood sheathing directly applied or 4-10-9 cc pudins. Rigid ceiling directly applied or 6.0-0 cc bracing. 1 Row at midpt 4-10 MrIek 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) Vasd407mph; TCDL=6.0psf BCDL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedo42) 0-0-0 to 3-0-6, Interior(l) 344 to 15-2-0. Exterior(2) 15-2-0 to 18-2-6. Interior(l) 18-24 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 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf 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 BCDL = 10.0psf. A plate rating reduction of 20% 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 2306.1 and referenced standard ANSI/TPl 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, nonconcufrent with any other We 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 lncrease=1.25. Plate lncrease=1.25 Uniform Loads (pit) Veit 14=418.4-7=418,12-25-31)(F=40), 15-204-20 I 11 I I Job Truss Truss Type Oty iy MagnolialA G04 1 lJob JCABLE - - - Reference (optional) I ,lrlama u.%. rams. P.. nearu len: is.wm5 vec D Ano r1511 d24U S uec a sum Miteic Inausmes, Inc. mu ucr J 154U:4 5015 Iage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-_gXFY8I9mj7GmOjwkDdOr05HyuXFSQ_kXPmmyX5L0 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 = 1:49.1 494 II 4x8 24 25 II 26 10 6= 4x6 5x8= 4x6 = 3X6 11 10-5-4 1940-12 • 30-1-0 Plate Offsets MY)- [1:O-04.0-1431, [2114-7.0-2-41, [4:0-2-0.0-1-121, (7:0-0-0,0-2-1l, 17:0-3-3.Edgel. 18:O-2-8.0-2-0I.110:0-2-8.0-2-01 LOADING(pst) SPACING- 2-0-0 CS). OEFL in (Icc) lldell lid PLATES GRIP TCLt. 20.0 Plate Grip 001 1.25 IC 0.31 Vert(LL) -044 8-10 >530 240 MT20 220119.5 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.70 8-19 >336 180 BCLL 0.0 * Rep Stress mc, YES WB 0.40 Hoi-z(CT) 0.01 7 nla nla BCDL 10.0 Code lBC2015ITPI2014 Matrix-MSH Weight: 134 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-11 cc purlins. SOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF StudfStd G WEBS 1 Row at midpt 4-10 OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection. in accordance with Stabilizer Right 2x4 OF StudlStd -G Installation guide. REACTIONS. Al bearings 104-0 except (jtlength) ?=Mechanical. Oh)- Max Hoa162(LC 12) Max Uplift All uplift l0011or less atjoint(s) 1. 10,7 Max Gras Ali reactions 250 lb or less at joint(s) I except 1322(LC 33), 101564(LC 1), 7=762(LC I), 11377(LC 35) FORCES. Oh) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-391551. 3-21=01457,4-21=01549. 4-22=-996179, 5-22=-105(1163, 5.8=-1046131, 6-23-1428182, 7-23-1473166 SOT CHORD 8-30=-3511354, 7-30'-3511354.7-311=24552 WEBS 4-8=-281974, S-8=-323197. 6-8=456196, 4-10=-1157/55, 3-10=-336/93, 2-10=-4721126 NOTES- Unbalanced mci live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd-almph; TCDL6.0psf BCDL6.0ps1 h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 0-0-0 to 3411-6, Interior(l) 3-0-6 to 15-2-0, Extenor(2) 15-2-0 to 18-2-6, Interior(l) 18-2-6 to 30-1-0 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 00L1.60 Truss designed far 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 ANSI/TPl 1. Gable studs spaced at 1-4-0cc. This truss has been designed for a 10.0 psI bottom chord live load nonccncurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL a 10.0ps1. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0th 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 Exp. 6F30/21 NO. C53821 Job Truss Truss Type Qty Ply FMagnolialA G05 COMMON - - jobReference(optional) ,r,n. , rsros, u... S&ru 11511; O.5U 5 USC S dU10 riwit: 544U S USC S ZU15 M1511 1115115515$, SIC. IflU Oct J 12:40.'40 2019 PSS 1 ID:ZFI3c9vxxbrEMVlP7?S5SJzTf4q-gXFY8il9mj7GmOjwtDdOrHyrX7EO_kXPmmyX5LO 734 12-0-0 16-8-12 20.11-8 • 26-11-0 7-3-4 4-8-12 44-12 4-2-12 5-11-8 Scale = 1:44.0 454 = 30 II 4x8 = 4x8 = 5X6 = 3x811 7-3-4 16-8-12 I 26-11-0 7:1.4 I 4_c_a 1tIA Plate Offsets (X,Y)— 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. 110:0-2-0,0-0-121 LOADING(psf) SPACING- 24-0 CSI. DEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.57 Veit(LL) -0.44 7-9 >533 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vest(CT) -0.71 7-13 >331 180 SCLI. 0.0 * Rep Stress lncr YES WB 0.92 Hoa(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 DF No.2 G WEBS 2X4 OF Stud/Std G SOT CHORD OTHERS 2x4 OF Stud/STD G(2) WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=70/0-3-8 (mm. 0-1-8). 9=1517/0-5-8 (mm. 0-1-10), 6=768/Mechanical Max Ho,zl0=-60(LC 17) Max Uplift10=40(LC 24). 9=-8(LC 8), 6=-20(LC 9) Max Gravl0=298(LC 31). 9=1517(LC 1), 6=768(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14-39/381,2-14-27/463,2-15=0/366,3-15=0/427, 3-16=-1016f76, 4-16=4071/59, 4-6=-1064127,5-17=-1444178,6-17=-1489161 SOT CHORD 9-19=0/314,8-19=0/314.8-20=0/314,7-20=0/314, 7-21=-31/1370, 6-21=-3111370, 6-22=-231557 WEBS 3-7=-32(974. 4-7=-326198, 5-7=-456/96, 3-9=-1038154, 2-9=477/132,1-9=-493(56 Structural wood sheathing directly applied or 4-10-4 oc purlins, 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 Stabilw Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL60psl BCDL=6.0psl hr20lt; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end 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, lntezior(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 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 240-0 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 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 stall panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1 J00 Truss ry Magnolia IA G08 1TrusS type Q1Y COMMON I lJob Reference (optional) I warma u.%... rams, %M, 55(6 Nun: U24U S uec b zuja Iflnt ti.245 S uec a xuia sates Iflausines. IflC. Thu ocr t 1Z45:45 2019 lS95 1 ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-Ss5emUjNw4rzu?MaHeFS9cO6hI3GaUaDOHylCyX5L? 7-34 12-0-0 16-8-12 • 20-11-8 26-11-0 7-3.4 4-8-12 4-8-12 4-2-12 5-114 Scale a 1:439 454 = 3=611 4x8 4x8 = 4x611 7-3-4 16-8-12 26-11-0 7-3.4 9-54 ' 10-2-4 Plate Offsets (X,Y)— 11:0-3-0.0-1-81. [6:0-0-5,0-7-151.16:0-0-3.04)-81. [6:0-2-8.0-0-131,17:0-2-8.0-2-01,110:0-3-0,0.0-121 LOAOING(psf) SPACING- 24)-0 CSI. DEFL in (icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.44 7-9 >533 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 7-13 >331 180 BCLL 0.0 Rep Stress lncr YES WS 0.92 Hoiz(CT) 0.03 6 n/a nla BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G BOT CHORD OTHERS 2x4 OF StudISTD G(2) WEBS WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=7010441 (rain. 0-1-8), 9=151710-5-8 (mm. 0-1-10), 6=768/Mechanical Max Hotz1D=-60(LC46) Max Upliftl0=451(LC 35), 9=-92(LC 28), 9=-463(LC 30) Max Grav10507(LC 46), 91517(LC 1), 9=856(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, 3-15=-1351427, 3-16=-1016!231, 4-16=-11651474, 4-5=-14771763, 5-17=-180811021, 6-17=-210711192. 1-10=-444/482 BOT CHORD 10-18=-2861316, 9-18=4091686, 9-19=-290/526, 8-19=01314,8-20=01314, 7-20=-3761612.7-21=-71211564.6-21=-101411958.6-22-3971740 WEBS 3-7=-791974, 4-7=-3261124, 5-7=4561196, 3-9=-10381163, 2-9=477/137, 1-9=-11791906 Structural wood sheathing directly applied or 4-1-11 oc purtins, except end verticals. Rigid ceiling directly applied or 6-0-00c bracing. 1 Row at midpt 1-9 MiTeic 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.opsf; BCDL=6.0ps1 h--20k Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end 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, Interior(l) 18-2-6 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opal on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed fora 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 pg. LOAD CASE(S) Standard Job Truss I russ rype uty Fly MagnotalA GOT COMMON 1 - - -- - - - - - ,ufl.,,,v rfl,,,, Ul. fl.jtv nUn. O.CW 0 UCCU auto runt. O.cqu U LIUC U £U10 fill ICR lflQU5fl, InC. i flu uct a 1c.u:.0 guia rage 1 ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-Ss5emUjNw4izu?MaHeFS9cO5PhHKGcZaOOHylCyX5L? 4-11-8 9-8-4 13-11.0 19-10.8 4-11.8 4-8-12 4-2-12 5-11-8 4.00 4x6 iY Scale: 1:33.9 J2Xt 4x4= 4X8 = 5x8 0-2-2 9-8-4 • 19-10-8 0-2I2 9-M111.24 Plate Offsets (XV)— 15:0-7-15,04-51, 150-0-8.0-0-31, [6:0-2-8.0-2-01. I70 -1-8.0.1-12i LOAOING(psf) SPACING- 2-0-0 CSl. OEFL. in (lc) Lldefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.53 6-7 >444 240 MTZO 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.91 6-7 >259 180 BCLL 0.0 * Rep Stress Incr YES WS 0.79 Horz(CT) 0.03 5 nla n/a BCDL 10_0 Code IBC2015/TP12014 Matrix-MSH Weight: 90 lb Plo 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 WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 7=90810-54 (mm. 0.1-8), 5=908/Mechanical Max Horz7.93(LC 10) Max Uptlft7-7(LC 9), 5=-24(LC 9) FORCES. (lb) - Max. ConipiMax. Tern - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1368181, 3-13=-1424165, 3-4=-1418133, 4-14-1796185, 5-14=-1849/69 801 CHORD 7-15=0/626, 15-16=01626, 16-17=0/626,6.17=0/626, 6-I8-39/1704, 5-18=-3811704, 549=-25/673 WEBS 2-6=.1911019, 3-6--346196,44=455198,2-7=474163 Structural wood sheathing directly applied or 44-100c 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 buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultllomph (3-second gust) Vasd=almph; TCOL6.0pSl BCDL6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 1044 to 13-4-10, Interior(1) 134-10 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6, Interior(l) 18-2-6 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber D0L1.60 plate grip DOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. • This truss has been designed for a live load of 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, with BCDL = 10.0pst. 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 lye 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 40 = - 4x8 = " ' 5x6 = Continued I NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf BCDL=8.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL1.60 Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed far a live load of 20.09sf 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.01b 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 (mm 04-0 to 19-10-8 for 90.6 pg. Girder n4 1AJ1 4-n,,, frnn+ in4.. ,,,,.4 21t11 4-n,,, I,.4, Graphs Hangel and 17 LOAD CA' 1) Dead 4-I Job Truss Ply Magnolia 1A GOB Truss Type ---]Qty CAL HIP 1 - - - - - Job Reference (optional) -J• ,..., ''•', . 'U NUIt D465 usc s 4vio rnnl: S.SU S USC S 2Q15 MileS IflausIfles. Inc. mu Oct 12:40:412015 I59O 1 344 7-14 ID:lbJOp_sdczmZJ11vFKMLnuz6GW-w2f0zqk?hNzqV8xmrtnhipwEh5dg?6SjS20vqeyx5L 2-9-8 6-6-8 64-13 13-4-11 19-10-8 2-9-8 0-6-17 3-2-0 01-5 6-3-3 6-5-13 n_Il__S 2-9-8 7-1-8 14-9-6 19-10-8 2-9-8 7-7-14 5_1 Plate Offsets (XV)— 12:0-4-0.0-1-81, 14:0-0-2O-2-01. [5.0-0-8.0-0-31. 15.0-7-15,0-0-51,I7:0-2-0,07270] LOADING(psf) SPACING- 240 CSI. DEFL in (bc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.81 Vert(LL) -0.27 6-7 "368 240 MT20 220/195 ICOL 16.0 Lumber DOL 125 BC 0.80 Vert(CT) -0.56 6-7 "420 180 BCLL 0.0 Rep Stress lncr NO W130.62 Hojz(CT) 0.06 5 n/a n/a BCOL 10.0 Code IBC20151TPl2014 Matrix-MSH Weight: 99 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-7-8 cc purtins, except 801 CHORD 2X4 OF No.2 G end verticals, and 0-0-0 cc purlins (4-10-6 max.): 2-3. WEBS 2X4 OF StudlStd 3 807 CHORD Rigid ceiling directly applied or 5-1-2 cc bracing. WEDGE Right 2x4 OF Stud/Std Mffek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 101221/044 (min. 0-1-8), 5=1009/Mechanical Installation guide. Max Hoiz10-100(LC 24) Max Upftft10-326(LC 21), 5-586(LC 22) Max Grav101221(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=-152I177, 14-15=-1244!291, 15-16=-1244/298, 3-18=-1235/495, 34--1704/1078,4-S=-25W/1428. 1-10=-11871346 801 CHORD 9-17=-2361293, 8-9=-188/711, 8-18=-2441711, 7-18=482(938, 7-19=-620/1952, 6-19=-1043(1952, 6-20=-99212186, 5-20=-132212370, 5-21-476/859 WEBS 2-9=-8871297. 2-7=-255/788, 4-7=-7631240, 11-9-34111146.4-6—W385 Job Truss Truss Type uty Ply Ignotia 1A 008 CAL HIP I l - 1 Job Reference (optional) I rusFrame LI.L. reins, L W10f0 LOAD CASE(S) Standard Uniform Loads (pif) Vert 1-2-72, 2-14-72, 3-16-72,3-Er-72,10-11-20 Concentrated Loads (lb) Vert 14-150 16-150 Trapezoidal Loads (pit) Vert: 1490-to-15.126, 15-126-to-16-90 I Run: 8240$ Dec 62018 Pnnt. 82405 Dec 62018 MITeK IndusMes, Inc. 11w Oct 312:40:472019 Page 2 lO:1bJOpsdczmZJ11vFKMLnuz8QGW-w2f0zqk?hMzqV8xmrLnhipwEh5dg?6SjS2OVqeyX5L_ I I 1-1 I I I . I I I ~ t 4.OD r1_2 c-A Scale' 1:33.5 [10b Truss Truss Type Qty i' Magnolia 1A G09 CAL HIP 1 lJob Reference (2pb onal) -S.., . .w1; oL'+U S USC S U1S rimi: S.44U S USC S 2010 M1IK IncusSles. Inc. Thu Oct 317:40:41129119 Page 1 lD:1bJOp_sdcm1ZJ11vFKMLJ1uz6OGW-PFDOBAkdSh5h7lWzO3lwF1TRbV?tkbmsgim3M4yX5gz 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 1 5.4-4 - 3x10 3x4 2*4 II 454 4*8 Ii 4-11-8 9-8-8 14-6-4 16-4-15 19-10-8 4-11.8 4-9-0 4-9-11 i_in..ii Plate Offsets (X.Y)— 1:0-4-8.Edge1. (4:0-3-12.O-0-8j, 17:03-3,EdgeI. 170-0-11,0-1-121, 19:0-1-12.0-l-81, 11004-0.0-1-81 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFI.. in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOt. 125 TC 0.67 Veit(LL) -0.19 8-9 '999 240 MT20 2201195 ICOL 16.0 Lumber DOL - l25 BC 0.67 Vert(CT) -0.43 8-9 "547 180 BCLL 0.0 Rep stress Inor NO WS 0.49 Horz(CT) 0.05 7 n1a nla BCDL 10.0 Code 1BC201511P12014 Mabix-MSH Weight: 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, 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 StudlStd G 5-10-0 oc bracing: 1-4 WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. Right 2*4 OF StiidlStd MiTek recommends that Stabilizers and required cross bracing be installed du ring truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1001/0-5-8 (mm. 0-1-8), 7'943/Mechanical Max Horz12.86(LC 10) Max Upl1ft12=.88(LC 9), 746(LC 9) FORCES. fib) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-16=-10511266, 16-17=-10511266, 3-17=-10511266. 3-18=-1051/266, 18-19=-10511286, 4-19=-10511266, 4-20-1460/280, 5-20=-15531273. 6-21=-19551163, 7-21=-20101155, 1-12=-9541233 BOT CHORD 10-23=-211i1431, 9-23=-211/1431, 9.2@-16711814, 8-24=-167/1814, 8-25=-1l1855, 7-25=-11511855. 7-26=-62(711 WEBS 1-10=-229/1201, 3-10=-360/120, 4-10=4961143,4-8=0/444,6-8=403/75,6-8=0/380 NOTES- Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL'9.0psf BCDL-6.0psf h=201t; Cat. U; Exp B; Enclosed; MWFRS (envelope) interior zone and C-C Exterior(2) 10-6-12 to 14-9-11. lntenor(1) 14-9-11 to 194.4, Exterior(2) 17-6-5 to 21-94. Interior(1)21.94 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 00L1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pat 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 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.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical pumlin representation does not depict the size or the orientation of the pumlin along the top and/or bottom chord. LOAD CASE(S) Standard job Truss Truss Type - Ply Magnolia ty 1A G1O CAL HIP F — - Job Reference (optional) ,.., rc,,s. ...', Nun: O.LqU 5 USC DZU115 rimi: L44U S USC b xuis miiex Ircussles, Inc. mu aci r 1:4u:40 U1S maQe 1 lD:lbJOp_sdczrnZJ11vFXMLnuz6QGW-PFDOBAkdSh5h7lWzO3IwF1TNbV_FkYCsgim3M4y)15Kz 0-968 9-8-8 0-9-3 4-11-8 9-1-8 94.13 1444 19-10-8 0-94 4-2-0 4-2-0 0-8-5 4-9-11 5-4-4 n_n_c tt5l Coo P-2 5x8 = 2x4 )l 5xB = tm- 5x6 = 4-11-8 9-8-8 1444 16-4-15 19-10-8 4-11-8 4-9-0 I 4-9-11 1-10-Il I Plate Offsets (X,Y).- 11:0.4 Edge) 13:04-0,0-1481, (5:0-7-15,0-0-51, 15:0-0-8.0-0-" 17:0-1-12.0-1-81. 18:0-2-12,0-1-121. [10:0-2-0.0-1-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 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 BCLI. 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2015FTPl2014 Matrix-MSH Weight 96 lb FT = 20% LUMBER- TOP CHORD 2X4 OF NO2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=1351/0-5-8 (mm. 0-1-8),5=1055/Mechanical Max Hosz 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 pudins, except end verticals, and 0-0-0 oc pudins (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 Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CornpiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1374/155, 2-14=-13741155, 2-15=-13741155, 3-15=-13741155, 3-4=-18741168, 4-5-22911128.1-10-13031165 BOT CHORD 8-17=4311733, 7-17a-801733, 7-18=-14912111, 6-18=-14912111, 6-19=-86/2122, S-19=-W/2122.5-20=-46/800 WEBS 1.8=-15311604, 2-8=-625/141, 3-8=496/41,3-7=0/436, 4-7---398176, 4-6=411344 NOTES- 1)Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCOL=6.0psf BCOL6.0ps1 11201t; Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone; cantilever left and right exposed; and 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 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 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. 71 This truss *.A esigned 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 alonç Bottom Chord, nonconcwrent with any other live loads. Girder carries tie-in spans of 3411.0 from front girder and 4-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 33 lb up at and 172 lb down and 33 lb up at 11.0-0 on top chord. The design/selection of such connection device(s) is the responsibility of I LOAD CASE(S) Standard Continued on page 2 I Scale z 1:33.4 öb truss Truss Type Qty Ply MagnolialA G10 CAL HIP 1 jJob Reference (coonal) null. .-a aw 10 - - .-b lI OW IC 101110K IIU5lZ1. U. 1110 .1 It.qu:,o gui, raqe £ ID:1bJOp_sdczrnlfl1vFKMLnuz6QGW-PFDOBAicdSh5h7lwzO3lwF1TNbV_FkYCsgim3M4yX5Kz LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate Increase= 1.25 Uniform Loads (pit) Vert: 1-14=-72, 3-15-72, 35=-72, 1O11 2O Concentrated Loads (Ib) Vert 14-150 15=-150 Trapezoidal Loads (pit) Veit 14=-90.to-2=428, 2-127-to-15=-90 1A HIP Scale = 1:33.3 J 1 4x4 = a.. - 40 = 458 II I 6-5.2 , 12-8-8 19-10-8 5-5.2 g.s.a 7-2-0 Plate Offsets (X,Y)- 12:04-8.0-1-81, 15:0-O-O.0-1-5L (5:0-3-3.Ede!. 19:0-1-12.0-2.01 LOADING (pet) SPACING- 24-0 CSI. OEFL in (icc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.19 6-1 >999 240 M120 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.39 6-7 >603 150 BCLL 0.0 Rep Stress lncr NO WE 0.48 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Weight 86 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied or 4-2-12 oc purlins, except TOP CHORD 2X4 OF No.2 G TOP CHORD 60T CHORD 2X4 OF No.2 G end verticals, and 0-0.0 cc purina (4-3-5 max.): 1-3. Except: WEBS 2X4 OF SludlStd G 434cc bracing: 14 WEDGE SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Right 2x4 OF Stud!Std -G WEBS 1 Row at midpt 2-9 Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 99431044 (mm. 0-1-8), 5=954/Mechanical Max H0rz9=-95(LC 8) Max Up11ft9-54(LC 9), 54.48(LC 9) FORCES. (lb) - Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-18131490, 14-154-1809/490, 3-15=-1809!491, 3-154-18441408. 16-17-19071401, 5-17=-19721392 BOT CHORD 9,154-18101728,8-111=-18811728,7-8=18811728* 7-19=-188!1728, 6-19=-18811728, 6-20=.34711809, 5-20=-347/1809, 5-21=-110IT18 WEBS 2-9=-18051325, 2-7--01380, 2-6=-117=74.3-6=01257 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.0psf h=20ft Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) 10.4-4 to 13-4-10, Interior(l) 13-4-10 to 22-11-0, Exterior(2) 20-4-5 to 24-7-13, Interior(1) 24-7-13 to 30-1-Ozone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--11.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf 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. 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 25001b 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. OES SI0 LOAD CASE(S) Standard co Uj CA NO. C53821 Scale = 1:33.2 4x8 = 4x6 A flflhi 1Job 'Truss (Tries Type (UtY IFlyJ Magnolia IA G12 CAL HIP Ii 21Job Reference (optional) -- CabfOiThiiFiameUCPërnSCA9257o 6201rPnn1. 8240i Dec 62018 MiTeir lndStiuiiiflc.Thii Oct 3i2492O19FigtlT ID:1bJOp_sdczmZJTIvFKMLnuz6OGW-tRnmOWlFD?DYIS59ymp9nE0aevJFTzo0vMVcuXyX5Ky -2.2-8 6-5-2 12-1-13 12-84 19-10-8 2-2-8 6-5-2 5-8-11 0-6-li 7-2-0 454 = 4x6 = 254 II 3X4 = 556 = 6-5-2 124-8 19-10-8 I I 7fl Plate Offsets (XV)— 12:0-3-0.0-1-51, (3:0-2-12.0-2-01. 14:0-0-8.0-0-31. 14:0-7-15.04-51. (8:0-1-12.0-2-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.16 5-6 >999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.42 5-6 3,567 180 BCLL 0.0 * Rep Stress lncr NO WE 0.82 Horz(CT) 0.09 4 n/a n/a BCOL 10.0 Code lBC20151TP12014 Matrix-MSH Weight: 166 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X40FN0.2G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 8=2886/0-54 (mm. 0-1-9),4=1977/Mechanical Max Horz6=-76(LC 6) Max UpIlft6=-245(LC 5). 4-44(LC 5) Max Grav6=2910(LC 17), 4=1977(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, except end verticals, and 040-0 oc puilins (5-3-13 max.): 1-3. Except: 5-4-0 or. bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10-0-000 bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--42541250,34--4555/250,1-8=-11561234 BOT CHORD 8-13-18114188. 7-13=-181/4188, 7-14=-181/4188, 6-14=-18114188, 6-15=-18114188, 15-16-18114188, 5-16=.181/4188, 5-17-188/4243, 4-17=-18614243. 4-18=-67/1680 WEBS 2-8=-4384/236,2-6=0/576,2-5=-152/276, 3-5=0/385 NOTES- 1)2-ply buss to be connected together with lOd (0.131"x3) nails as follows: Top chords connected as follows: 2x4- I row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-941 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.10; Vult*llOmph (3-second gust) Vasd87mph; TCOL6.0psf. 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 DOL=1.60 plate grip DOL--11.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. This buss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. 101 This as is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points alor Bottom Chord, nonconcuffent with any other live loads. Girder carries hip end with 8-0-0 end sethack. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 717 lb down and 136 lb ups and 717 lb down and 136 lb up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of LOAD CASE(S) Standard Continued on page 2 Job 'Truss rrussrpe Qty irly Magnolia IA G12 CAL HIP 1 - Job Reference (optional) uri: 5.L4U S uec b Zulu pnrn: 5240 $ uec a zuis Mifeic Industries, Inc. Thu Oct 3 12:40:492019 Pane 2 ID:lbJOp_4mZJTlvFKMLnuz6QGw.tRnmowlFD?ovls59ymp9nEoaevJFrzoovfg1vcuxyg5Ky LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease1.25 Uniform Loads (pif) Vert 1-3-172, 3-@-72, 8-9-48(F28) Concentrated Loads (lb) Vert: 1=-624 3-624 I I Job Truss TrUSS type uty Ply 1MagnobalA 1401 CAL HIP 1 !Job - ' Reference(opbonal) rwfl. c.z%w 5 USC S LUJS rrinC S.0 5 USC 0 zuiv MUSK II10U51l1SS, MC. IflU UCt J 1:4U:45 U15 I5S 1 lD:ZFI3c9MocbrEMVfP7?S5SJz7f4q-tRj1mowIFD?DylS59ymp9nE0vmvlsTwovMvcuxyx5Ky 2-1.0 13-10.0 1-6.0 24-11 7-8-0 13-3-0 13.-5 21-10-0 1-6-0 0-6-11 5-7-0 5-7.0 d-6-5 8-0.0 0-0-5 0-6-11 Scale= 1:36.8 4.00111 558 = 2x4 II 5x8 = 2x4 II 5x6 = 5x10 = 20 II 3x8 1-6-0 7-8-0 13-10-0 21-10-0 1-6-0 6-2-0 6-2-fl i a_n_fl Plate Offsets MY)- 12:0-4.0,0-1-81, [4:0-4-0.0-1-81. 7:0-2.Q] - - - LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.24 6-12 499 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.51 6-12 >SO7 180 BCLL 0.0 Rep Stress Inor NO WB 0.75 Horz(CT) 0.06 5 n/a nla BCDL 10.0 Code IBC2015ITPl2014 Matrix-MSH Weight: 95 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied, except end verticals, and TOP CHORD 2X4 DF No.2 G Except" TOP CHORD T3: 2X4 OF No.1&Btr G 0-0-0 cc purlins (3-4-9 max.): 2-4. Except DOT CHORD 2X4 OF No.2 G 3-5-0 cc bracing: 2-4 WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except 5-0-0cc bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=1109/0-3-8 (mm. 0-1-8), @1247/0-3-8 (mm. 0-1-8) Max Horz9=-67(LC 6) Max IJpIift5=-80(LC 5), 9--111 (LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=465172, 2-13--23901259.13-14--23901259. 3-14=-2390/259, 3-15=-23411247, 15-16=-23411247,4-16-2341/247,4-S--2S201221, 1-9=-1273193 BOT CHORD 8-18=-131710, 7-164-13/710,7-164-162(2314,6-164-162/2314, 6-20-158/2322, 5-20=-158/2322 WEBS 2-8=1102611164,2-7=-191111841, 3-7=6711164,4-7=-153126S, 4-6=0/378, 1-8=-10211318 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.Opsf BCDL=6.opsf; h=20ft 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 DOL1.60 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 lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 111 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. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 'LOAD CASE(S) Standard - 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (p1?) Veil: 1-2=-68, 2-13=-68, 14-15-102(64-34), 4-16=-68, 4-5.48, 9-10-20 Continued on page 2 ob T"GuIss Truss type 1'2'yIF'y HIP Mardia IA - JL 1Job Referance (oponal) Qiffkma I iusrrwne u.... reins, IA, 5401U LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13102 16=102 I Trapezoidal Loads (pit) Vert: 13-68-to-14402, 15=-102-to-16=-68 Hun: 9.240 S oec 92019 Print 8.240 S Dec 92018 IiUelC In8ustrtes. Inc. Thu Oct 3 12:40:492019 Pace 2 lD:ZFI3brEMP7?S5SJz7t4q4PJ1mOWIFD?DYiS59ymp9nE0YmvlST_wOvMVcuXyX5Ky I I I. Scale = 1:36.8 4.001W = W 11 5x6 = 5x10 = 2x4 II 3x6 = JOb 1TrUsS 'Truss rype juty I nol Maia1A CAL IP" IJob 11.402 - Reference (optional) w,rm ia, rwu, iu rein: usc ou1ernnr;e.au5uec e4uluMlelclnausliles. inc. lflUuci J1c4u:uxu1s I'age 1 lD:ZFt3c9vxxbrEMVfP7?S5SJz7f4q-LdL8bsmuJLPMclLWUKOKSYjlf2CTn98DFAQzyX5Kc 1-6-0 , 4-0-11 7-8-0 11-3-5 13-10-0 21.10.0 1-6-0 2-6-11 3-7-5 3-7-5 2.8-11 ' 8-0-0 1-6-0 • 7-8-0 13-10-0 21-10.0 1-8-0 • 6.2.0 8-2.0 • 8-0.0 Plate Offsets (XV)- 12:0-3-12,04-81, 15:0-4-0.0-1-81.I7:0 -0 -0.O-O-91. 19:0-34.0-3-01 LOADING (psI) SPACING- 2-0-0 CSI. DEFL in (too) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -025 8-14 '999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -050 8-14 2-517 180 BCLL 0.0 Rep Stress Inor NO WE 058 Hoiz(CT) 0.05 7 n/a We BCDL 10.0 Code lBC2015ITPI2014 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 cc purlins, except BOT CHORD 2X4 OF No2 G end verticals, and 0-0-0cc pwlins (4-1-9 max.): 2-5. Except WEBS 2X4 OF Stud/Std! G 4-2-0 cc bracing: 2-5 BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing, Except 64-0cc bracing: 10-11. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1001/0-3-8 (mm. 0-1-8), 111042/O.3.8 (min. 0-1-8) Max Horz 11-70(LC 8) Max Uplift7-60(LC 9), 11-87(LC 9) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-579/133. 2-15=-1949/405, 15-16=-194405. 4-19=-1949/405, 4-17-19181396, 17-18=-19181396, S-18=-19181396,5-19=-20851426.19-20=214W420.7-20=-22281401, 1-11=1069/190 BOT CHORD 10-22=-2051640, 9-fl=-205/640, 9-23=-368/2043, 8.23368I2043, 8-24-36202051, 7-24-362/2051 WEBS 2-10=-926/418. 2-94-283/1431,4-9=425/120. 5-9=-285/143, 5.8=0/381. 1-10=-385/1202 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL=t0ps1 h=201t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 6-7-12 to 9-7-12. Interior(1) 9-7-12 to 10-6-11, Exterior(2) 8-1-12 to 12-4-11, lnterio41) 124.11 to 20-2-4, Exterior(2) 17-9-5 to 2240-4, Interior(1) 2244 to 284-0zone; 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 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 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.olb live located at Al mid panels and at 86 panel points along the Bottom Chord, nonconcurrent with any other live toads. 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 400ri1 558 = 4x6 II 40 = - 4x8 = -.. " W = [Jib Truss Type QtyPly T ICALHIP 1 Job Reference (optional) I..axrcflhla I rusrrme U.I.. rem, IM. uZatu mun:v.dws LJC b 4U15 rflnl: b.44U S USC S U1b MI 155 IflaUsaiSs. InC. u flu uct 4 1L:qu:Su LU1S rsqe lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-LdL6bsmuiLPMcfLWLJK0KSVjKIgECUa980FAQzyX5l(x 5.0.8 10.10-8 -- - - - 4-5-8 5-0-i 10-34 10.3-13 15-7-5 21-10-0 4-548 0-6-li 5-3.0 0.6.5 4-8-12 6-2-11 0-0-5 04-11 Scale = 1:38.8 4-5-8 • 10-10-8 17-3-0 21-10-0 4-5.8 6-5-0 6-4-8 47-0 Plate Offsets (XV)- 12:04-0.0-1-81,13:0-2-12.0-2-01, [5:0-0-0,0-0-91,17:0-2-8.0-2-01 IOADING(psf) SPACING- 24-0 CSI. OEFL in (bc) Ildefi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.92 Vert(LL) -0.20 6-7 >999 240 MT20 220/195 14.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.44 6-7 >596 180 I ICOL BCLL 0.0 * Rep Stress lncr NO WS 0.53 l-Iorz(CT) 0.06 5 We We BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Weight: 100 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G Except" TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except 12: 2X4 OF No.1&Btr G end verticals, and 00 oc purlins (3-8-4 max.): 2-3. Except: SOT CHORD 2X4 OF No.2 G 3-84) oc bracing: 2-3 WEBS 2X4 OF Stud/Std G 601 CHORD Rigid ceiling directly applied or 10-0-00c bracing. installed erection, in accordance with Stabilizer Mifek recommends that Stabilizers and required cross bracing be nstalled during b Installation guide. REACTIONS. (lb/size) 51056/0-3-8 (mm. 0-1-8), 10=114610-3-8 (mm. 0-1-8) Max Ho.z 10-58(LC 6) Max Uplift5=-41(W 5), 10-70(LC 4) FORCES. (lb) - Max. CcmpiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12521114, 2-14=.17051164, 14-15=-1702/164, 15-16=-1699/165, 3-164-16931164, 34=-1838(161, 4-5=-2417I138, 1-10=-1108188 DOT CHORD 8-9--3411186, 7-64-34/1186, 7-18=-137!2170, 6-18=-137/2170, 6-19=-9112226, 5-19= 4 112226 WEBS 2-9=4630/110, 2-7=49/641. 4-7=-525/92, 1-9=-85/1306, 4-6=0/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf 8C0L6.opsf; h201t Cat. II; Exp B; Enclosed; MW FRS (envelope) gable and 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. This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 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 Games tie-in spans of 2-0.0 from front girder and 4-0-0 from back girder. Graphical puiln 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. I. LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate Increase--1.25 Uniform Loads (pIt) Vert: 1-2-68,2-14-68,3-16-68,3-64-68, 10-11-20 Concentrated Loads (lb) Vert: 14-102 164-102 Continued on page 2 Job Truss Tñ Type Uty ply IA H03 CAL HIP - - - - - - Job Reference (optional) I iur,me U.I.. FWfl5, IM, 13fU LOAD CASE(S) Standard Trapezoidal Loads (pif) Vert: 14=-684o-15=-102, 15=-102-to-16--48 lein: 8240 S USC b 2018 Pflnl 3.240 S Dec 8 2018 MITeS InOustries, Inc. Thu Oct 3 12:40:50 2019 P3082 ID2FI3c9viotbrEMVfP7?S5SJz7f4q-LdL8bsmu_ILPMoLWUKOKSYKIgECUa98OFAQzyX5Kx Job liruss 1T ruse TyPe 1thy pty Magnate IA H04 COMMON I I - Il Job Reference (optional) '-,. '5O•5, ,wn; 5LU 5 USS 0 U0 rllflL 0.LSU 5 L,5 0 U10 Mit011 UU5U105, 111G. IIlU Uct .t ]U.1 U15 raqe 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-ppvXpCnWlcTG_mEX4Brdsf5ytixzxvpJMgjyPyX5Kw 5-04 • 7-8-0 10-3-12 15-0-7 • 21-10-0 0-- 14 4-8-6 2-7-12 2-7-12 4-8-11 6-9-9 Scales 1:35.9 3x4 = 400(12 4x4 17 ie2 4x4 15 K4 4M is 19 10 9 tS1L I o ó 20 7 21 II 22 20 ii 4x4 = 4x6 = 4x4 = 3x6 0.3-14 5-0-4 5-2-0 10-2-0 10-3-12 16-7-13 21-10-0 0-3-14 4-8.4 fl-112 541.4 111 A..a1 • Plate Offsets (XV)— (1:0-2-0.0-1-121, (3:0-2-0.Edqel, 15:0-0-2.0-1-81. [8:0-1-12.0-1-121,110:0-1-12.0-1-121 L.OADING(psf) SPACING- 2-3-12 CSI. DEFL in (bc) I1defl Lid PLATES GRIP TCLL 20.0 Plate Gnp DCL 1.25 IC 0.68 Vert(LL) -0.21 7-8 >999 240 MT2O 220/195 TCDL 16.0 Lumber DCL 1.25 Sc 0.97 Vert(CT) -0.72 7-8 >360 180 BCLL 0.0 • Rep Stress lncr NO WE 0.68 HOIZ(CT) 0.03 6 nfa n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight 121 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G 'Except' BI: 2X6 OF No.2 G, 83:2X6 OF SS G WEBS 2X4 OF StudlSld G I REACTIONS. (lb/size) 6=118810-3-8 (mm. 0-1-8), 11121910-3-8 (mm. 0-1-8) Max Horzll=-70(LC 17) Max Uplift6-28(LC 9), 112(LC 8) BRACING- TOP CHORD 2-0-0 cc pwkns (34-11 max.), except end verticals (Switched from sheeted: Spacing> 240.0). SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing, Except 6-0-0 cc bracing: 10-11. FORCES. (Ill - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-1590141, 15-16=-1474152, 2-16=-1462/54, 2-3=318/49, 3-4-258155, 4-17=-1516150, 5-17=-1631149, 5-18=-2800162, 6-18=-2877146. 1-11=-1329154 BOT CHORD 9-10=011466,8-9=011466, 8-20=-4112399, 7-20=-4112399, 7-21=4/2657, 6-21=-6!2657. 6-22=011100 WEBS 5-8=-1085/130.4-8=01316.2-4=-1232140,1-10--41/1624,5-7=01621 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.opsf BCDL=6.0psf h=20ft Cal. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 6-7-12 to 9-7-12, lnterior(1) 9-7-12 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, lntertor(1) 17-2-0 to 28-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 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. 4)'This truss has been designed for a live load of 20.apsf 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 ANSIFTPI 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, nonconcuwent with any other live loads. Graphical purfin 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) 52 lb down and 4 lb up at 1148-0, 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. I I 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease.1.25, Plate lncrease=1.25 Uniform Loads (pif) Vert: 1-3=43,34=43,1111-12=23 Concentrated Loads (lb) Vert: 9=-50 10=-50 I I Job Truss Truss Type oty Ply MaoUa1A H05 COMMON 1 - - Job Reference, (opional) Me I TLZMAMe LLI... rams. LP, 53(U Xufl 52405 uec e zuis Prel: 5240 s use e zuis MITCK IndUS111133, Inc. ThU Oct 1 12.40:512019 Pate 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-ppvXpCnWlcTGmEX48rdsf5u9iyFxwwJMgjyPyx5Kw 0-3-14 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 Scale = 1:36.2 3x4 = 4.00 [ 30 4 17 Wo 15 A 4x4 18 2X4 11 4x4 = 4x6 = 4x4 = 34 = U 0-3-14 .e-u--, a-mf.I 4-8-6 0--12 .uwj 5-0-0 UJW 0.112 l 1Ur 5-11-6 I t1 1UU 5-6-14 Plate Offsets (XY)— [1:0-1-12,0-1-121. [3:0-2-0,Edge), [5:0-0-2.0-1-121,[6:0-",0-0-91. [8:0-1-12,0-2-01,110:0-1-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) Well Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.37 7-8 >699 240 MT20 220/195 TCLL 20.0 TCDL 16.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.23 7-8 '212 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code 16C201 5!1P12014 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 oc purlins, except I T2: 2X4 OF No.2 C end verticals. SOT CHORD 2X4 OF No.1&Btr G Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: B2: 2X6 OF No2 G 6-0-0 oc bracing: 10-11. — WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. (lb(size) 6=1032/0-3-8 (mm. 0-1-8), 11=106310-3-8 (mm. 0-1-8) Max Hozz 11=-60(LC 17) Max Uplift6=-24(LC 9), 11=-2(LC 8) - I FORCES. (lb) - Max. CompiMax. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-1343134, 15-16=-1255/46, 2-16=-1243/47, 2-3=-295145, 4-17=-1331/46, 5-17z-1429144. 5-18=-2240/52, 6-18=-2374/38. 1-1 1=-1123150 SOT CHORD 9-10=0/1267,8-9=011267,8-20=-3&2067,7-20=-3512067,7-21=-&2181,6-21=-6/2181 • WEBS 5-8=-948/112. 4-8=0/431, 2-4=-1074134, 1-10=-12/1448, 5-7=0/473 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL=6.opsf; 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(1) 17-2-0 to 28.4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard 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 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 lncrease1.25. Plate lncreasee1.25 Uniform Loads (p11) Veit: 1-3=-72,3-6=-72,11-12=-20 Concentrated Loads (lb) Vert: 8=-50 10-50 Job Truss Truss Type Uly Ply Magnolia IA HOG COMMON 1 - - Job Reference (optional) mr.nn rn; N. L(U Nun; O.44U 5 USC 0 LUJO rISK eieu 5 USC 0 tU10 MI ICC IflUU5IIC5. inc. i flu UC 1:4u:oL £115 rage 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-HDSv0Xo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 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 l 4.7.11 6.10.9 Scale = 1:46.6 30 = Il 4x4 2x4 II x4 4x4 4s6= 4x6 4x6 5-6-14 114-4 11,8-0 164-0 16-9-12 22-9-2 28-4-0 5-6-14 5-11-6 0-112 5-0-0 04t12 5-11-6 54-14 Plate Offsets (XY)- 11:04)-0.0-1-I1, 13:0-2-0.0-1-81, 14:0-2-0.Edgel. 15:0-2-0.0-1-81.17:0-0-0.0-1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) Ildefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.67 Vert(LL) -0.34 8-9 488 240 MT20 220/195 ICOL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.7711-12 z,4Q 180 BCLL 0.0 * Rep Stress Inor NO WS 0.46 Horz(CT) 0.17 7 n/a n/a BCDL 10.0 Code I8C2015ITP12014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.2 G *Except* 82:2X6DFNo2G WEBS 2X4 OF StudlStd G I REACTIONS. (lb/size) 1:13531044 (mm. 0-1-8), 71353/0-34 (mm. 0-1-8) Max horzl=56(LC 35) Max Upllftl=-227(LC 24 7.227(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3oc pudins. 601 CHORD Rigid ceiling directly applied or 7-4-1400 bracing. WEBS I Row at midpt 3-5 Mifek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CornpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-31921588. 2-19-3110/444, 2-20=-2571!333, 320=.2465/151, 3-4=-318/163, 4-5=-3181168, 5-21=-24851152, 6-21=-25711342, 6-22=-31101435. 7.22x3192I581 801 CHORD 11-23-3512950,23-24-6802M, 12.24=.68012950, 12.25=.69712909. 11-25=-697/2909, 10-11=-56112383, 9-10=-56112383,9-26=-58212909.8-26=-U2/29O9,8-27=-54212950, 7 -27 --.5 420 950 WEBS 6-9=-7261172, 2.11=726I165, 5-9=0/504,3-11=01504. 3-5=-2111/7, 2.120/381, 6-8=0/381 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0pst 8CDLe6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lntenor(1) 3-0-0 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0. Interior(1) 17-2-0 to 28-4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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. 5)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 toads. This truss has been designed for a total drag load of 1200 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 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, a 50 lb down and 4 lb up at 1548-0 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 Increase1.25 Uniform Loads (plf) Vert: 11-4-72,4-7=-72.113-116-20 Continued on page 2 Job I Truss ITruSS Type I IA L Magnolia QT I J y7ly 1106 1COMMON Reference (optional) I CaliTomia TrUSF'rdfne U.C, Ferns, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-50 11-50 Run:8,2405 Dec 62D18PTint8,24OsDee 62018M&Teklnduatries,Inc. 'Thu Oct 312:40:522019 Page lDiFl3c9vxxbrEMVfP7?S5SJz7f4q-HOSvOXo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 11 11 11 Job Truss Truss Type Qty Ply Magnolia 1A H07 COMMON 4 I lJob -- - Reference (optional) .. •••. .. ....., nun. sass 91 la mop; g.a.O S USC SCOlD MuSS IflOU5Uie5, bC. mU Ufl 4 1C SO Ut 4015 rage i lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-HOSvOXo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 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 = 1:46.6 354 = 4x6 = 2x4 II U4 = 454 = 2x411 4x6 = 5-6-14 . 11-64 11.8-0 16-8-0 16-9-12 22-9-2 28-4-0 -r%"n.l21, csi.e Plate Offsets (X,Y)— r1:O4-.0-I_fl, [3:0-2-0,0-1-81. [4:0-2-0.Edgel, [5:0-2-0.0-1-81. (7:0-0-0,0-1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) lldefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.67 Vert(LL) -034 8-9 '988 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 8C 0.76 Vert(CT) -0.77 11-12 '443 180 BCLL 0.0 Rep Stress lncr NO WB 0.46 Horz(CT) 0.17 7 nla ala BCDL 10.0 Code IBC2015ITP12014 Matsix.MSH Weight: 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 601 CHORD 2X4 DF No.2 G Except 82:2X6 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 1135310.5-8 (rain. 0-1-8),7=1353(0-3-8 (mm. 0-14) Max Horz156(LC 12) Max Up1Ift1.19(1.0 8). 7-19(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3cc purlins. 801 CHORD Rigid ceiling directly applied or 10-0-0oc 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. FORCES. (lb) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-19=4192/25. 2-19=-31 10140, 2-20=-2571/35. 3-20=-2465/36, 3-4=-318l59, 45=.318159, 5-21=-2465!36. 6-21=-2571135. 6-22-3110140, 722=3192,25 SOT CHORD 1-23=-35/2950, 12-23=-35/2950. 12-24=.63/2909, 11-24=-63/2909, 10-11042383, 9-10=0/2383, 9-25=-22/2909. 8-25=-2212909, 8-28=W2950. 7-26=0/2950 WEBS 6-9=-726/127, 211=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. - 2) Wind: ASCE 7-10; Vult11110mph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL=5.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.0-0 to 3414, Interior(l) 3-0-0 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 28.4-0 zone; cantilever left and tight exposed; end vertical left and tight 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 nonconcunent with any other live loads. This truss has been designed for alive load 0120.0psfon the bottom chord in all areaswhere a rectangle 3-6-otall by 2-0-O wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 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 fore 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. 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 1641-0 on bottom chord. The design(selection of such connection device(s) is the responsibility of others. I IH LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber lncreasel.25. Plate lncrease1.25 Uniform Loads (pIt) Veit 1-4-72,4-7=72,13-116--20 Concentrated Loads (lb) Vert 9=-SO 11=-50 1Job TrUSS T russlype Hog 7""~ 1COMMON 3 fl ' lJob Reference (optional) Msmame uj.,., terns, Lik w.o,u Ilial: 541) S Dec 9 2018 Print 241) a uec b 2015 !1Tek lrl0ualfles. Inc. Thu Oct 312:40:53 2019 P905 1 IDiFI3c9vxxbrEMVfP7?S5SJz7f4q-1C0i.tEtomHDj_D3OwBcu5y4AKxWgoPu7bqjq1lyX5Ku 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 6x6 = 454 = 600 MT18HS WB= 40 = 6a6 9-5-12 18-10-4 28.4-0 9-5-12 q.g- Plate Offsets IX,Y)- [1:0-2-0.0-O-111.I1:0-1-O,0-2-13Jj4:0-0-0,0-0-01, 17:0-2-0,0-0-111, I7:0-1-0.0-2-131.18:0-0-8,0-2-OL(10:0-0-0.0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (los) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Veit(LL) -0.52 8-10 >641 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.04 8-10 >323 180 MT18HS 2201195 BCLL 0.0 * Rep Stress Inor YES WS 0.35 Hoiz(CT) 0.13 7 n/a n/a SCOL 10.0 Code lBC2015lTPl2014 Matrix-MSH Weight: 111111 FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G LOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2x4 OF StudlSTD G(2) SLIDER Left 2x4 OF Stud/Std -G 1-11-14. Right 2x4 OF Stud/Std -G 1-11-14 REACTIONS. (lb/size) 1=128610-54 (mm. 0-1-8). 7=128610.3-8 (mm. 0-14) 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. LOT 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 I Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1695/0, 2-19=-2831136. 3-19=-2772153, 3-20=-2601/38, 4-20=-2524/50, 4-21-2543151, 5-21=-2622/39, 5-22=-2798154, 6-22-2828!36, 6-7=-1808/0 LOT CHORD 1-23=-4112629, 1-24-41/2629. 10-24=41/2629, 9-10=0I1840, 8-9=011640, 8-25=-012654, 7-25=-012654. 7-26=4)/2654 WEBS 4-8=-111864, 5-8=495/132, 4-10=-111841, 3-10=-484/132 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=5.0psf BCDL=5.0psf h2011t; 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. 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 right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 All plates are MT20 plates unless otherwise indicated. This buss has been designed fore 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 (It 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 toad of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord. nonconcuffent with any other live loads. LOAD CASE(S) Standard Job Truss Eruss Type uty Ply - H09 COMMON 1 - --] 1.1.1i - - Reference (optional) ,. •,• .. ,-.•, ,SUfl. ogqu 5 IJc S LU IS rum. O.LU 5 IJC S LU1D 15115K 11515511515, 111G. mU 1Ct 1AU:D4 LU1S Y55 1 ID:ZFl3cothrEMVIP7?S5SJz7f4q-DOafRDpO2XrrrOz6UPKUljVow2h8JdI3eDNZkyX5Kt 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 II CS 454 = 4x4 3x8 = 2223 3s8 = 5x6 WB= 5-0-0 9-5-12 18-104 284-0 5-0-0 4-5-12 9-4-8 9-5-12 Plate Offsets (XY)— J1:0 -2-3.O-1-81, [2:0-1-12.0-2-0jO-0.0-O.0j, (4:0-1.12,0-2-01,15:0-2-30-1-81 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (icc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.43 6-8 2,261 240 MT20 2201195 TCDL 16.0 Lumber 001. 1.25 BC 0.64 Vert(CT) -0.56 6-15 '199 180 BCLL 0.0 Rep Stress mc, YES WS 0.46 Horz(CT) 0.03 1 We nla BCDL 10.0 Code lBC2015ITPI2014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc puilins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 2X4 OF StudlStd G I MTek recommends that Stabilizers and required cross bracing be I OTHERS 2x4 OF StudlSTD G(2) installed during truss erection, in accordance with Stabilizer I SLIDER Left 2x4 OF Stud/Std -G 7-10-12, Right 2x4 OF StudfStd -G 7-10-12 Installation guide. I REACTIONS. All bearings 13-10-8 except fit--length) 10-5-8,5=0-3-8. (lb) - Max Harz 1=-73(1-C 38) Max Uplift All Uplift 100 lb or less at joint(s) except 1-179(LC 27), 5=-156(LC 30), 5=-303(LC 30). 8-278(LC 27) Max Gray All reactions 250 lb or less at joint(s) except 1=480(LC 60), 5=475(LC 65), 6=903(LC 1), 8=882(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=42&3=3.2-17=12391224,3-18=-257/M, 3-19=-3201380. 4-20-12521253, 5-20=-12651212 SOT CHORD 121z5021648, 122=5021648, 22-23=4021648, 8-23---3471612, 7-8=-2311388, 6-7=-6481770. 6-24=-3771533, 5-24=-3771533. 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'1lOmph (3-second gust) Vasd87mph; TCOL=6.0psf SCOL=6.opsf; h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, Interior(1) 17-2-0 to 28-2-4 zone; 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 We load nonconcun-ent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.641 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This 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 5-0-0 to 18-10-8 for 100.9 pIt. LOAD CASE(S) Standard Job Truss Truss Type uly Ply Magnolia IA - H10 COMMON Job Reference (optional) L.dnld 11urIanw LL... lern5, ii. waru Nun: &4U S USC S U1b iflin: 524U 5 vec S LU1S IVSISK InaUSTrISS, Inc. mU UC! J 1:4u:ca LU1S maoe 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-hb81fZq0prziTNYJJ1wZ1VGgOJJvtjMuHlyx5ByX5Ks 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 l 3-8-9 4-4-15 Scale = 1:45.2 4x6 = 5x16 4*10= 4*10= 6*10= 5x8r 6x6 = - 354 6-7-13 • 14-9-4 20-2-8 28-4-0 6-7-13 8-1-7 5-5-4 8-1-8 Plate Offsets (X,Y)— 11:0-7-0.0-1-141.13.0-3-12,0-1-121, [4:0-3-0,97241, 15:0-1-12,0-2-01, 18:0-3-00-4-01, 110:0-4-0,0-2-41,111:0-3-4,0441 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (loG) Udell L/d PLATES GRIP TCLL 20.0 Plate Gnp DCL 115 TC 0.51 Vert(LL) -014 10-11 499 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.41 10-11 >424 180 BCLL 0.0 * Rep Stress lncr NO WB 0.62 Horz(CT) 0.02 10 n/a n/a SCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 303 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6 OF No.2 G WEBS 2X4 OF StudlStd G Except' W2: 2X4 OF No.2 G SLIDER Left 2x6 OF No2 -G 5-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing, Except: 10-0-0 oc bracing: 1-11. REACTIONS. (lb/size) 12433/0-5-8 (mm. 0-1-8), 7=26410-5-8 (mm. 0-1-8). 10=9256I0-3-8 (req. 04-15) Max Horzi-64(LC 29) Max Uplift1-229(LC 27). 7-247(LC 30) Max Grav12591(LC 53), 7=339(LC 3), 10=9256(LC 1) FORCES. (lb) - Max. CornpiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4139/548, 2.3=-40831374, 34=-37513311, 4-5=-12113676, 5-6=-34311166, 6-7-524/929 SOT CHORD 1-19=-537!3913, 1-20=-54013918, 11-20=-50913998, 11-21=-587/813. 10-21=405/784, 9-10=-10871550, 9-22=-10871550, 22-23=-10871550, 8-23=-i 087/550, 8-24.=-874!542, 2425874/542, 7-25=-8741542, 7-26=-340/305 WEBS 3-11=015223, 3-10=-3709/32, 4-10=-25711135, 5-10=-35491179, 5-8=-25/2288, 6.8=421/84 NOTES- 1)2-ply truss to be connected together with lOd (0i31 '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 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9.0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL=60psf BCDL=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 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf 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) 10 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 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. 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 resisi loads along bottom chord from 0431.0 to 2-0-0 for 700.0 pit. Girder carries tie-in span(s): 30-4-0 from 0-0-0 to 34-0; 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 28.44; 20-2-0 from 04-0 to 184-0; 2-8-0 from 4-0-0 to 284-0 2-6-0 from 22-4-0 to 28-4-0 Continued on page 2 0 Truss Truss Type Ply I - -- - - agnalla IA H10 - -- COMMON - Qty J 2 IJob Reference (oona1) •a,. • u, - nuu.. .C,u a IJVI.i &VlO null. .0 a lJCl. OW IC IVaIClI. UIUUVUICC, lIll.. IOU IJSI 0 IC.CU.UO LU IS ragtt lD2Fl3c9vEMVfP7?S5SJz7t4q-hb8lIZq0prziTNYJJ1wZ1VGgOJJvtjMuHlc5ByX5Ks 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 20-24 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 (p11) Vert: 14=-7214-7=-72, 1223.431(F411),23.2420, 1624-25(F-5) Concentrated Loads (lb) Vert 81895(F) Job Truss truss Type QtylIy Magnolia 1A JO1 I GABLE 1 lJobReference(opbonal) - ,ufl. 5U 5 uSc u u IS rflrlc O.5U 5 LISS U LU1O IVJISc IflUU5IflU5 inc. i flu vci 3 1L4U;oD U1 Iage 1 ID:ZFl3c9vothrEMVfP7?S5SJz7f4q.MtOswea85Z4X7VskRoZjowHjrpcHu2WiUedyX5Kr 5-1-11 10-11-0 16-8-5 21-10-0 5-1-11 5-9-5 5-9-5 5-1-11 Scales 1:34.7 5x6 II 3x4 = 40 17 41 18 42 15 43 14 44 131245 11 46 10 47 9 48 8 49 7 50 6 51 30 454 = 354 = 454 = 7-9-10 14411-8 21-10-0 7_n_IA 5UI1 7.O.lfl Plate Offsets 0(Y)— f3:0-3-6.0-2-81 LOADING(pst) SPACING- 24)-0 CSI. DEFL in (lac) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.18 Vert(LL) nla - nta 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.15 Veit(CT) nla - We 999 BCLL 0.0 * Rep Stress lncr YES WB 0.16 Holz(CT) 0.01 5 nla nla BCDL 10.0 Code IBC2015ITP12014 Matrix-SR Weight: 128 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No-2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pullins. 801 CHORD 2X4 OF No.2 G 801 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 truss erection, in accordance with Stabilizer REACTIONS. AM bearings 21-10-0. Installation guide. (lb) - Max Horz167(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 11, 13. 16, 10,7 except 1-138(LC 27), 5=-141(LC 38), 9-180(LC 30), 14-183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1=351(LC 67), 5351(LC 79), 9587(LC 1). 14587(LC 1). 11=275(LC 73), 13280(LC 72), 15=292(LC 70), 16=255(LC 69), 17316(LC 68), 10=280(LC 74), 8=292(LC 76), 7=255(LC 77), 6=316(LC 78) FORCES. (Ib) - Max. Con1pJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-36=4621379, 2-36=-2741265, 2-37=-214i'276, 3-37-981336, 3-38=-69/336, 4-W--1781271.4-39-2620235,5-39---4491387 -38=-1781271, 4-39=-2621235,5-39=-449/387 801 CHORD 1-40---3641373, 5-51=-3531383 WEBS 3-9=-3611175, 4-6=-5401152, 3-14=-361/177, 2-14=-540s'153 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL6Opsf BCDL=6.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 043-0 to 3-0-0, lntenor(1) 34-0 to 10-11-0, Exterior(2) 10-11-0 to 13-11-0, Interior(l) 13-11-0 to 21-10-0 zone; cantilever left and right exposed; end vertical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 00L1.80 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This truss has been designed for a 100 psi bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 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 250.01b live located at all mid panels and at all panel points along IN Bottom Chord, nonconcurrent with any other live loads. This buss has been designed fbi 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, 18-10-0 to 21-10-0 for 133.3 p11. LOAD CASE(S) Standard I I I. I I Job 1Truss TrUS5 Type I ' Mawicfia 1A J02 COMMON J ob13 ' J Reference (optional) I %.=ruma I nJsrrTne L1... rams. t.A.w-eatu rem: aeo a usc a suis inrn: 5240 S usc a 2013 MiTeli Inausmes, Inc. mu uci i 12:40:7 2U19 PI5 1 ID:ZFI3c9vxxbrEMVfP7'S5SJz7f4q-ezGo3FrHLSEOih1hQSyl6wL1O74sLjw8lcR1A3yx5Kq 5-5-5 10.11-0 I 18.4-11 21-10-0 5-5-5 5-5-11 5-5-11 5-5-5 Scale = 1:35.1 4x8 II 4x4 = 06 = 454 356 = 34 = 7-3-3 14.6-13 21-10-0 7-3-3 7-3-10 I 73-3 Plate Offsets (X.Y)- 13:04-0.0-0-01 LOADING(psf) SPACING- 240-0 CSI. DEFL in (Icc) Well Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.27 6-8 '969 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.56 6-8 1-470 180 ECU. 0.0 Rep Stress bc, YES WS 0.24 Horz(CT) 0.08 5 We n/a BCDL 10_0 Code lBC2015fTP12014 Matrix-MSH Weight 81 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) 196lI0-5-8 (mm. 0-1-6),6--9511044 (mm. 0-1-8) Max Hciz 144(LC 35) Max Uplift1-259(LC 271 5=-259(LC 30) BRACING. TOP CHORD Structural wood sheathing directly applied or 3-11-800 purtins. 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. Pb) - Max. CompiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-15=-21901707, 2-15=-2093/510, 2-16=-1917!348, 3-16=-18561166, 3-17=-18561178, 4-17=-19171349, 4-18=-2093/467, 5-18=-21901707 80T CHORD 1-19=-344/2023. 19-20=-9612023, 8-20=-96/2023, 7-8=011379, 7-21=0/1379, 6-21=0/1379, 6-22=-64/2023, 22-23=-6412023, 5-23=-31212023 WEBS 3-6=37160,4- "-951137.3-8=-371660.2- 8=-3951137 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 BCDL6.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterio42) 0-0411 to 34-0, Interior(l) 3-0-0 to 10-11-0, Extenor(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 belt and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-11.60 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 a live load of 20.0pston 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 buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 240-0, 19-10-0 to 21-10-0 for 350.0 plf. LOAD CASE(S) Standard 5x6 = 558 = 454 = 2x411 458= 2011 iJob Iruss Type T IQUEENPOST - J IJob Reference (optional) I IU3Jd I.L., PfTI5, P.. wAotu Nun: a.4U a usc a uiu InnT: 5.4U $ usc a uia Miles lfldU$Tfl5S. inc. mu oct 312:40:56 2019 Pace 1 lD:ZFI3c9vocbrEMVfP7?S5SJz7f4q-6AqAHbsv6mMGKiHu_9TGeStALXKC46XLzGBbiVyX5Kp 5.0.11 8-11-8 1240-5 17-11-0 5-0-11 3-10-13 3-10-13 5-0-11 Scale = 128.7 5.0-1 1 • 5-0-11 8-11-8 3-10-13 12-10-5 3-10-13 Plate Offsets 0(.Y)- [1:0-0-0,0-1-91. [5:04)-0.0-1-91.16-.0-2-4.0-1-01. [8:0-2-4.0-1-01 LOADING (psI) SPACING- 2-0-0 CSI. OEFL in (bc) Ildefi Lid Plate Grip DCL 1.25 IC 0.53 Vert(LL) -0.13 6-14 2,999 240 TCLL 20.0 TCDL 14.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.38 6-14 >563 180 BCLL 0.0 • Rep Stress lncr NO WS 0.47 Hovz(CT) 0.05 5 n/a n/a BCDL 10.0 Code I8C2015ITPI2014 Matrix-MSH PLATES GRIP MT20 220/195 Weight: 69 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF Noi&BtrG WEBS 2X4DFSwdlStdG I REACTIONS. (bbIsize) 1=926/0-3-8 (mm. 0-1-8),5=171110-3-8 (mm. 0-1-13) Max Horz 1=36(LC 28) Max fJpliftl=-151(LC 19), 5=-141(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-500 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-20851376. 2-3=-16321181, 3-4=-1638/184, 4-5=-28541375 SOT CHORD l-15=-379/1923, 8-15=379/1923, 8-16=-37911923, 7-16=-379/1923. 7-17=406/2681, 6-17=-406/2681, 6-18=-40612661. 18-19=-406/2681, 19-20=406/2681, 5-20=-31!2681 WEBS 2-7=-527198. 3-7=0/792, 4-7-1369/77, 2-8=0/305, 4-6--0/839 NOTES Unbalanced roof live loads have been considered for this design. Wind:- ASCE 7-10; Vult=llamph (3-second gust) Vasd=87mph; TCDL6.0psf SCDL=6.0p5f, 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 gnp DOL1.60 This truss has been designed for a 10.0 pet bottom chord If,,. 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 tali 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 Cede section 2306.1 and referenced standard ANSII'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 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 4000p11. 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate 1ncrease125 Uniform Loads (pit) Vest 9-18-20,12-18=247(F=227),1-3=48,3,5--48 [russ Truss Type r PM..9 a 1A X02 'IJob st OUNPOST 17 Reference (optional) I ..... ,Un: o.'+ua usc 0 egio rnric 0.4U 5 usc s zulu MuCK unausules, Inc. flU UCI 4 lx:4u:se U1U race 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-6AqAHbsv6mMGKrHu_9TGe8tFgXPg4AZLzGBbiVyX5Kp 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 = 1:28.7 454 = 4x8 = 4x6 456 = 8-11-8 • 17-11-0 Plate Offsets (XX)— [1 0-0-0.0-1-11, 15:0-0-0.0-1-il LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Gnp DCL 125 TC 0.25 Vert(LL) -0.32 5-12 675 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 SC 0.70 Vert(CT) .0.54 6-12 p401 180 BCLL 0.0 • Rep Stress lncr YES WB 0.21 Horz(CT) 0.05 5 n/a nla BCOL 10.0 Code lBC2015ITPI2014 Matrix-MSI-1 Weight: 66 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4DFNo.2G WEBS 2X4 OF Stud/Std G REACTIONS. Outsize) 1788I044 (mm. 0-1-8),5=78810-3-8 (min. 0-1-8) Max Horz 1=36(LC 12) Max Upliftl=-11(LC 8), 5=-11(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-Soc pudins. 601 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. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1728152, 2-15=-1653165. 2-16=-1286i'7, 3-16=-1235I18. 3-17=-1235118, 4-17428617, 4-18=-1653165, 5-18=-1728152 SOT CHORD 1-13-5711598, 6-13=-57/1598, 6-14=-31Ii598, 5-14=-31I1598 WEBS 2-6=-4841116, 3-8=01530, 4-6=-484/116 NOTES Unbalanced roof live loads have been considered for this design. Wind:- ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL8.0psl BCDL6.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-04 to 8-11-8, Exterior(2) 8-11-8 to 11-11-8. Interior(l) 11-11-8 to 17-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions I 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.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 acco ance 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 250.0th live located at all mid panels and at all panel points along the rd Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job 1TrUss Truss Type Qty Ply Magnolia 1A K03 QUEENPOST 1 71Job Reference . ,. -...., nu,.. u,v a .,c.. U LYEU ruNe. cay a uvc U LUIC m,Iee unuubuln, mc. mu Uci ., lg:qu;ge gui, rage 1 ID:ZFl3c9v,ocbrEMVfP7?S5SJz7f4q-aMOYLJxtJ(53u7x_s4Ys_v8LQL1xI1pxGucww8EyyX5Ko 4.11-12 8-11-8 12-11-4 11-11-0 4-11-12 3-11-12 3-11-12 4-11-12 Scale = 1:28.4 40 = jac 11 gaO *0 II 6x6 = 6x6 = 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)- 1111)-3-0.0-3451. (5:0-3-00-3-51. (5:0-3-12.0-1-81.17:0-4-0.0-1-121.18:0-3-12.0-1-81 LOADING (pat) SPACING- 24-0 CSI. DEFL in (bc) lldefi Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 TC 0.53 Veit(LL) -0.08 6-14 2-999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -027 6-14 >810 180 BCLL 0.0 * Rep Stress lncr NO WB 0.63 Horz(CT) 0.04 5 rile nla BCDL 10.0 Code 1BC201511P12014 Matiix-MSH Weight: 82 lb FT = 20% LUMBER- TOP CHORD 2X4OFNo2G BOT CHORD 2X6 OF SS G WEBS 2X4 OF StudlStd G REACTIONS. (lb!size) 1=99710-54 (mm. 0-1-8), 5=218410-3-8 (rein. 0-2-5) Max Holz1=36(LC 36) Max Upliftl=-250(LC 19). 5=-235(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-8 Be purbins. BOT CHORD Rigid ceiling directly applied or 1044cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-235=22,2-3=-18931327,3-4--189&322,4-5--35691632 801 CHORD 1-15=-27853. 1-16=-66112187. 8-16=-66112187, 8-17=46112187.7-17=46112187, 7-18-49713368, 6-18=-69713368. 6-119-69713368,119-20=697/3368, 20-21-69713368, 5-21 -16713368,5-224-29311788 WEBS 3-7=01950.4-7=-11 830MO. 44=011135. 2-7=-5381117, 241=01279 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd-87mph; TCDL8.0psf BCDL6.0psf; h20ft Cat. II; Exp 6; Enclosed: MWFRS (envelope) gable end zone: cantilever left and right exposed . end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opslon 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 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcufient with any other live loads. This bliss has been designed for a total drag load of 1400 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect buss to resist drag loads along bottom chord from 15-11-0 to 17-11-Ofor 700.0 pIt. Girder carries tie-in span(s): 17-11-0 from 13-3-0 to 17-11-0 In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease11.25 Uniform Loads (p1t) Vert: 1-3=-68.3-5=-68,9-19=-20,12-19=-364(F=-344) axe 4x10 = jX4 - ire = 300 = Ob Muss Truss Type Qty my K04 I ' I CAL HIP l - - - - Job Reference (optional) .MrIaiI .I.., r11a fl OIU nun' ID-ZFl3c9vxxbrEMVfP7?S5SJz7f4q-aMOVUxtXs3U7xs4_Vs_VBLQMPxjspcinUCww8EyyX5Ko O.'+U 5 L5 o V1S rnnt oiau s uec 0 NOlvi 10K IflUU5inlv5. Inc. lflU vc .,1"W ;s u15 raqe 1 7-11-il 4-9.5 7-5.0 74,12 9-11-5 j0-6-0 13-1-11 11-11-0 4-9-5 2-7-11 0-1-12 1-11-10 0-6-It 2-7-11 4-9-5 04.15 Scale = 1:29.5 7-5-0 10-6-0 17-11-0 7-5-0 5.1-0 75.0 Plate Offsets (CX)- 13:0-3-12.Edgel. f4:0-5-0.0-1-61 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) IIdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Veit(LL) -0.12 7-8 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.77 Veit(CT) -0.37 8 >573 180 BCLL 0.0 * Rep Stress lncr NO WB 0.21 Horz(CT) 0.09 6 We n/a BCDL 10.0 Code IBC2015ITPl2014 Matrix-MSH Weight: 84 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc puilins. except SOT CHORD 2X6 DE 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=177010-3-8 (mm. 0-1-14), 617821Mechanical Installation guide. Max Mom 1=33(LC 8) Max Upliftivi-64(LC 4), 5=.68(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-2=43401345. 2-3-43361343, 3-15=-39811331, 4-15=-39741333. 4-5=4202(342, 5-8=-4374/356 SOT CHORD 116=.89I1691, 1-17-31714104, 8-17=-31714104, 8-18=40814188. 18-19=-30814188, 19-20=-30814188. 7-20=408(4188, 7-21=-30114114, 6-21=-30114114, 6-22=-7711695 WEBS 3-8=01380.3-7=400156,44=1Y527 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; VuttllOmph (3-second gust) Vasdvi87mph; TCDL=6.0psf BCDL=8.0psf h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOLI.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. • This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 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 lye 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 84-0 end setback. Graphical purtin representation does not depict the size or the orientation of the pudin along the top andior bottom chord. Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up at 10-I' and 703 lb down and 162 lb up at 7-6-12 on top chord. The designlseiection of such connection device(s) is the responsibility of othel 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 1ncrease125 Uniform Loads (pit) Vert: 1-3=-68, 3-4-165, 4-8=-68,9-12=49(F=-29) Continued on page 2 0 c.1 job Truss Truss Type Ply Magnolia IA I K04 CAL HIP Fly !Job Reference (ofionaI) I WWIdfl UI..., rm5, CA, 92570 LOAD CASE(S) Standard I Concentrated Loads (lb) Vert: 3-589 4-589 cm: 8,240 S on 8 2018 Pnn! 82408 Oec 82018 Musk IndusSies, Inc. Thu Oct 3 12:40:59 2019 Page 2 ID:ZI3cbrEMVP7?S5SJz7f4q-aMOvUxtxs3u7x_s4Ys_VBLQMpxjspdnuCwwaEyyx5xo Job TrUss jTruss Type 1Qty Ply Magnolia IA 1(05 i 1OUEENPOST 1 lJob 16 I Reference (optional) i.allromua I rusi-rarne LIJ.., 15m5, LM, aicu rein: 5240 S UsC S zuia Print 8.240 S Uec S 2018 raTes IncuaTnes, inc. mu Oct 3 124100 2018 Page 1 ID:ZFl3cxxbrEMVfP7?S5SJz7f4q-2VxwiGu9dNc_Z8OG5aWkkZzalK4wY4fdRaginOyX5Kn I 4-5-11 8-118 12-8-12 13-7-13 17-11-0 4-5-11 4-5.13 30-4 1 0-11-1 43-3 Scale = 128.8 454 = 4x6 = 20 II 354 = 8-114 124-12 17.11-0 8-11-8 3.q4 5-2-4 Plate Offsets (XX)- 17:0-2-8.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. OEFL in (bc) lldell Lid PLATES GRIP TCLI. 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.28 7-10 >552 240 M120 2201195 TCDL 14.0 Lumber DOL 125 BC 0.72 Veit(CT) -0.51 7-10 >300 180 BCLL 0.0 Rep Stress lncr NO WB 0.24 Horz(CT) 0.02 8 nla nla BCOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 57 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 OF No.2 G 801 CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb(size) 1=546/0-3-8 (mm. 0-1-8), 5=220104-8 (mm. 0-14). 6=862/0-54 (mm. 0-1-8) Max Hoizl=36(LC 12) Max Upliftl=48(LC 8), 5=-6(LC 13), 6-13(LC 9) Max Grav1553(LC 27). 5=382(LC 31), 6882(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-1055147, 2-17=-988161. 2-18=-55210, 3-18=-51OI5, 3-19=.529112. 4-19-54610 80T CHORD 1.14=.53/978, 7-14=-531978 WEBS 2-7=-5451111.4-7=-12f531,4-6=-721155 Structural wood sheathing directly applied or 5-11-13 cc puilins. Rigid ceiling directly applied or 6-0-0cc bracing. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered fbr this design. Wind:- ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.0psf, 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 8-114, Exterior(2) 8-11-8 to 111-11-8, Interior(1) 11-11.8 to 17.11-0 zone; cantilever left and tight exposed, end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip OOLXI.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 25001b 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 Increase125, Plate lncrease1.25 Uniform Loads (p11) Vert 6-8-20, 6-11=-30(F=.10), 13.58, 3-5=-68 JoD Truss TrussType IOt1Ply Magnolia IA (06 I OUEENPOST 1 Lob (1 Reference (optional) LI.a.... r,1>, uk. viary nun: a.qu S usc o ana II.11; e.qu S USC b zuio MI uex unausules. inc. mu uc i lx:41:UU mig m'age 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-2YxwiGu9dNc_Z8QG5aWkkZzalK4wV4fdRaginOyx5Kn 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 4x4 = I I 456 = 2,4 II 354 = 8-11-8 12-8-12 17-11-0 A.11.5 i L4.A I c.')& Plate Offsets (X,Y)- 170-2-8.0-2-01 LOADING (pet) SPACING- 2-0-0 CSL DEFL in (Icc) Vdetl Lid PLATES GRIP TCLL 20.0 Plate Grip 001 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 Incr NO WB 0.24 lloa(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 20 OF StudlStd G REACTIONS. (lb/size) 1546/0-3-8 (mm. 0-1-8), 5=22010-3-8 (ruin. 0-1-8). 5>862/0-5-8 (mm. 0-1-8) Max Horzl.36(LC 38) Max Upliftl-163(LC 27), 5=-115(LC 38), 6=-59(LC 30) Max Gravl=553(LC 55). 5=382(LC 59), 6>862(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-17=-11031460, 2-17=-988/344, 2-18=4441223, 3-18=-510I160, 3-19=-529/44, 4-19-546/138, 5-20=-3521284 BOT CHORD 1-14=-44111025, 7-14-2481978, 5-16=-251/349 waas 2-7=-545/145, 4-7=-1051531, 4-5>-721/105 Structural wood sheathing directly applied or 5-11-9oc purlins. Rigid ceiling directly applied or 6-0-0 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 740; VultllOmph (3-second gust) Vasd>87mph; TCDL>8.opsf; BCDL>8.Opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-041, lntenor(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.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a rye load of 20.opsf on the bottom chord in all areas where a rectangle 3-8-0 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 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 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 OOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-11-0 for 44.7 plf. 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 tncreasel.25, Plate lncrease11.25 Llniform Loads (pIt) Vert: 6-5>-20, 6-11-30(F.10), 1-3-68,3-5=48 Job Truss Truss Type iiy L01 GA5 I"" "' IJbReference(optional) - null. 0.0400 !flC U AU,oront 0.0405 wec o tuia miles 1000smn, inc. 1 n urn ,s ltal:01 LUIC rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q-WlvJvcunOhkrBl?SfH1zGmvnjkxMGzRngEPFJqyx5Km 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 a 1:27.6 5x6 II 30 = 29 14 30 13 31 12 32 II 33 10 34 9 35 8 36 7 37 6 30 354= 454 = 454 = 6.3-14 11-2-2 17-6-0 I A1fl.A 5....lA Plate Offsets (LV)— 13:0-3-6.0-2-81 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) Ildefi 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 TCOL 14.0 Lumber DOL 125 BC 0.19 Vert(CT) n/a - n/a 999 SCLL 0.0 Rep Stress Incr NO WS 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code lBC2015lTPI2014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 64-0oc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 64-0 or. bracing. WEBS 2X4 OF StudlStd G Mifek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer REAC11ONS. All bearings 17-6-0. Installation guide. (Ib) - Max Horzi-36(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11. 13, 9, 7 except 1=.126((-C 27), 5=.131(LC 38), 8=-178(LC 30), 12=-183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1344(LC 65), 5344(LC 75), 8=464(LC 1), 12464(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. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-25=.3851347, 5-2117385/356 SOT CHORD 1-29=-3391369,5-38=-3221352 WEBS 3-8=-255/167, 4-8=-375/103, 3-12=-255/173, 2-12=375/103 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL6.0psf 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, lnterto41) 3-0-0 to 8-9-0, Exterior(2) 8-960 to 11-960, lnterior(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 DOL=160 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 140 cc. This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 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. irn m;0 Mma has han Iasinne,l f.,. a .m,.s.m, .u,.,a,,f.a+a,I I,a1 .,f OCfl flik ii,, I.'u.aa.4 a# all .,,i.i .,anala a401 al all .,a.,al ,.ai,,ia al,,.,a #h- 4114 = 454 = 2x4 II 4X4 = 4114 = as Truss Truss Type I I IA L M_ I COMMON GIRDE R- 8 I I - - - 1L02 - - - Job Reference (optional) I nun. .tus Inc OflflO rum. 0.t5O 5 USC 0 "10 MuSS Inausme,, InC. mU 1.101 .5 l2,1.Ut tui, rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-_x3h7yvP9_sioSafD?VCp_2wL8o9flWwut9orHyX5KJ 3-10-4 4-5-1 8-9-0 • 13-0-15 17-6-0 3-104 0-6-13 4-3-15 4-3-15 4-5-1 Scale = 1:28.2 3-104 6-6-6 10-11-10 17-6-0 3-10-4 2-8-2 45-4 6-6-6 Plate Offsets (X.Y)- 14:0-0-0.0-0-01 LOADING (psf) SPACING- 24-0 CSI. OEFL in (lc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 TC 0.27 Vert(LL) -0.12 7-15 >999 240 MT20 220/195 TCDL 14.0 IumberDOL 1.25 BC 0.54 Vert(CT) -0.23 7-15 >898 180 BCLL 0.0 * Rep Stress lncr NO WS 0.15 Horz(CT) 0.05 6 n/a nla BCDL 10.0 Code lBC2015i'TPI20I4 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud!SLd G REACTIONS. (lb/size) 1=770/0-5-8 (mm. 0-1-8). 6=77010-5-8 (mm. 0-1-8) Max Horzl=35(LC 12) Max Uplilt110(LC 8), 6=-10(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 441-6oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I Mflek 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=-1689/25, 216=.1631!32, 2-3=-1613/44. 3-17=-1418/22, 4-17=-1370138, 4-118=-1369127.5-118=14171115, 5-19=-1614151. 6-19=-1690138 BOT CHORD 1-20=-31/1558, 9-20=-3111558, 9-21=-3111558, 6-21=-31/1558, 8-22=0/1100. 7-220!1100, 7-23=-2011559, 623=20/1559 WEBS 4-7=0/498, 5-7=-341/97. 481/495 3-8=386/68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultwllomph (3-second gust) Vasd=87mph; TCDL6.opsi BCDL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 34-0, lntenor(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 nghtexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI.60 This truss has been designed for a 10.0 pat bottom chord live load nonconcuffent with any other live loads. truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. LOAD CASE(S) Standard IA 1L03 ICOMMON GIRDER 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 D=1000# 4x6 II 4X4 = 4X4 = 4x4 = 454 I 6-6-6 10-11-10 17-8-0 64-6 4.54 1 5.49 Plate Offsets (XX)- 13:0-0-0.070-01 LOAOING(pst) SPACING- 2-0-0 CSL OEFL in (lc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.27 Vert(LL) -0.12 7-10 3-999 240 MT20 2201195 TCOL 14.0 LumbeiOOL 1.25 Sc 0.55 Vert(CT) -024 7-10 2,890 180 BCL.L 0.0 * Rep Stress incr NO Wye 0.15 Holz(C1) 0.05 5 nla nla BCDL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G REACTIONS. (lblsLze) 1=77010-5-8 (mill. 0-1-8), 5=770/0-5-8 (mm. 0-1.8) Max Hoizl=35(LC44) Max uplift1=-188(LC 27), 5=-188(LC 30) BRACING. TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14-16901511. 2-14=-1614!353, 2-15=-14171254, 3-15=-1369/127, 3-16=-13691152, 4-16=-14171232.4-17-16141329.5-17=-16901504 BOT CHORD 11-18=47/1559.18-19=49101559, 7-19-582M559,7_20=48011216, 135-20=48011216, 6-21=47711559.5-21=47711559 WEBS 3-5=-271496. 4-6-342/122. 3-7-231496. 2-7=-3421117 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0ps( BCDLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-04) to 3-0-0, Interior(l) 3-041 to 8-9-0. Exterior(2) 8-9-0 to 11-9-0, lntenor(1) 11-94 to 17-6-0 zone; cantilever left and iight exposed ; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pat bottom chord live load nonooncuTrent 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 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 ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurreni with any other live loads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 040-0 to 24-0 for 500.0 pIt. LOAD CASE(S) Standard FJãb Truss i'''MagnclialA N01 pe I TSM I fJobReference(oPtional) I s..,. nun; O.0 a L?UU 04W IQ nulL UUU L1UC U U1O IVIlIUC lllUU3Ul Ifl. SI1U IJQ 1q1UJ iWU IdU 1 lD:lbJOp_sdczmZJ11vFKMLnuz6QGW-S7d3XIw1wLZ0c9ml3RLBb4WC_kOW47XuMOjyX5Kk 6-2.4 11-0-0 6-2-4 4-9-12 5xB D=800# Scale = 1:21.8 22 23 8 24 7 25 8 .26 5 4x4 = 3x6 3x811 6-24 . 11-0-0 Plate Offsets (X.Y)— (1:046.0-2-0] LOAOING(psl) SPACING- 2-0-0 CSl. DEFt.. in (lc) Ildefi Lid PLATES GRIP TCLI. 20.0 Plate Grip DOL 125 TC 0.37 Vert(LL) nla - n/a 999 MT20 220/195 TCDL 14.0 Lumber 001. 1.25 BC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr NO WS 0.42 Horz(CT) -0.01 6 n/a We BCDL 10.0 Code l8C2Q151TPI2014 Matrix-MSH Weight 66 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 64)-0 oc bracing. Mflek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-0-0. gb)- Max Hoa134(LC11) Max Uplift All uplift 100 lb or less at joint(s) B except 5-576(LC 46), 6-616(LC 35), 7-265(LC 60) Max Gray All reactions 250 lb or less at joint(s)? except 5565(LC 35), 81076(LC 48), 8421(LC 57) FORCES. (Ib) -Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2371355.2-19--2731655,3-19=-4981761, 3-20=-6201788.20-21=-7411952, 4-21 —857/1043, 4-5---5351613 BOT CHORD 1-22=-565/62, 1-23=-591/109, 8-23-591/284, B-24=-5911294, 7-24=-5911381, 7-25=-591 /401, 6-25=6M478.6-26=-3161343 WEBS 3.6=-8471515, 4-6=-1015/794 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuttllomph (3-second gust) Vasd87mph; TCDL'S.opsf; BCDL6.0pst h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extetior(2) 0-1-8 to 3-1-8, Inte,ior(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 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 ANSI/'TPI I. Gable requires continuous bottom chord bearing. Gable studs spaced at 140 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 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. 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 fora 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 1140-0 for 72.7 pIt. LOAD CASE(S) Standard LUMBER- TOP CHORD 2X6 DP No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF StudlStd G SLIDER Left 2x4 OF Stud/Std -G 3-3-0 BRACING- TOP CHORD [;f.fIiIT1 3x6 4x4 = 2x411 Job lruss Trusslype 1uty Ply IN02 COMM GIRDER I M 3 I Job Reference (optional) u,ubrrdmuw... rwu... wu NUfl44U5 LIeC eLU1 flflte4qUsuec bU1eMlIeKInoUaU1e5.inc. IflUUcI J1:4v.u4xu1a iagei sd lD:1bJOp_czmZJflvFKMLnuz6OGW-xK8RXexghc6O2mk1KQaguP7E1yWUTvqDMBevw9yX5l(j 6-2-4 1140-0 6-2-4 4-9-12 Scale = 1:22.5 0-0-8 6-2-4 11-0-0 A11R a__I_I, Plate Offsets (X,Y)- [1:Edge.0-O-0J, [4:0-1-4.0-1-81.15:0-2-0,0-0-8]. [6:0-1420-1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.39 Vert(LL) -0.09 8-9 >999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 6-9 >818 180 BCLL 0.0 * Rep Stress Incr NO WE 0.16 Horz(CT) 0.03 1 We n/a BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight: 50 lb FT = 20% LUMBER. TOP CHORD 2X4 DF No.20 SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std 0 SLIDER Left 2x6 OF No.2-0 3-3-11 REACTIONS. (lb/size) 1=478/0-3-8 (mm. 0-1-8), 5=478/0-3-8 (mm. 0-1-8) Max Horzl=36(LC 11) Max Uplift1=-2(LC 12) Max Gravl5ll(LC 30). 5=511(LC 33) BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-000 purlins. except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MI1'ek recommends that Stabilizers and required cress 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=-748126, 2-11=-504/48, 3-11---496/63, 3-12-481/62, 12-13=-495149, 4-13=-558147, 4-5-449/70 SOT CHORD 1-14-1021396,1-16---291451,6-IS--291451 WEBS 3-6=01272.4-6=71414 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd-87mph; TCDL=6.Opsf; BCDL=6.0psf; h20ft; Cat. II; Exp B; Endosed; 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 DOL=1.60 plate grip DOL--11.60 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.opsfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.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 Job iTniss 1Truss Type Qty---ply Magnolia IA NO3 GIRDER I 1 [Job 1COMMON Reference (optional) ...dJng,ra ,Iusrrarn u. rams, L.A. 521U NUfl: 5.4U S USC a 4UiS 1mm: 5.4U 5 USC 0 UiS MuSK in in mc. mu uci a iz::iia aiiia m'age 1 ID:lbJOp_sdczmZJTlvFKMLnuz6OGW-xKBRXexghc6Q2mk1KQaguP7EhyWATweDMBewi9yx5Kj 6-2-4 . 12-6-0 6-2-4 6-3-12 4x4 = Scale a 1:22.8 I I C, 34 II 0.0-8 6-2-4 12-6-0 0418 5-1.12 I 6.2.17 Plate Offsets (X.Y)— [l:0-2-12,0-0-41, 13:0-2-0.0-2-41. [5:Edge.070-0] LOADING (psI) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid 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 WB 0_11 Holz(CT) 0.02 1 n/a n/a BCOL 10.0 Code IBC2015/TP12014 Matiix-MSH Weight 54 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4DF 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=550/0-34 (mm. 0-1-8), 5=550/1-11-8 (mm. 0-1-8) Max Horz 1-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. Mifek 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 (Ib) or less except when shown. TOP CHORD 1-2=-767114. 2-15=-674151. 3-15=-663/66, 3-18=-663/63, 4-16=471/48, 4-5=-82W27 SOT CHORD 1-17=-81/474, 1-18=0/603,6-18=01603,6-19=01603,5-19=01603,5-20=0/603 WEBS 3-6=01383 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=iiomph (3-second gust) Vasd=87mph; TCDL=6.opsf BCDL=6.opsf; h20ft; 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, Exteiior(2) 6-3-12 to 9-3-12, Interior(1) 9-3-12 to 12-74 zone; cantilever left and light exposed; end vertical left and light 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 chard 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/WI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunient with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Uty Ply MagnolIa IA N04 COMMON GIRDER 5 Lb Reference LCb ... 1) nw., w.aua n,c, u.,,urunh,.u.c-.ua.,e ucw,o,vl;Ie.Inau5w5unc. -%Jut 4 I4_'4hUUtU1g rage i ID:lbJOp_sdczmZmvFKMLnuz6OGW-PWlpl..yISvEHfvJEu75vRcgPwLsUCNuNarNSsbyX5Ki 6-2-4 12-6-0 6-2-4 6-3-12 4x4 = Scale = 1:22.8 3x8 II 0-0- 64-4 12-6-0 0-0-8 6-1-12 • 6-3-12 Plate Offsets (X,Y)— [1:0-2-12,0-0-41.13:0-2-0.0-2-41. E5Ee.0-0-01 LOADING(psf) TCLL 20.0 SPACING- 240-0 Plate Grip DOL 1.25 CSI. IC 0.41 DEFL Vert(LL) in -0.10 (bc) 6-13 I/dell p999 L/d 240 PLATES GRIP M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 905 180 BCLL 0.0 * Rep Stress lncr NO WB 0_11 Horz(CT) 0.02 1 n/a We BCDL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2x6DFNo2-.G3-3-11 Right 2x6 OF No.2 -G 3-5-0 I REACTIONS. (lb/size) 1=550/0-3-8 (mm. 0-1-8), 5=550/0-5-8 (mm. 0-1.8) Max Horzi=-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-767/13, 2-15=.674151. 3-15=463/66,3-18=463/64.4-16=471/48,4-64-848/18 SOT CHORD 1-17=41/474. 1-18=0/603,6-18=0/603,6-19=0603, 519=0/603, 5-20=-iT/SOS WEBS 34=0/382 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult110mph (3-second gust) Vasd=87mph; TCOL=6.0psft BCDL=8.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-1-8 to 3-1-8. Interior(l) 3-1-8 to 6-3-12, 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=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonccncurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I I Job TrUSS TflisttTpe uty Fly MagnollalA NO5 COMMON GIRDER - - - - Job Reference (optional) Iun; 446 a Dec a ane mm: 5..L4U a uec a xu,a ivueic Inausnes, Inc. TfluQCt 3 12.41:00 2019 Page 1 ID:1bJOp_sdczmZJTlvFKMLnuz6QGW-PWlplj,ISvEHfvJEu75vRcgPdLsWCNsNarNSSbyX5KJ 6-3-12 12-7-8 6-3-12 6-3-12 4x4 Scale = 1:22.9 3,c6 II 3x8 II 6-3-12 12-1-8 Plate Offsets (XV)- 'l:Edqe,O-O-Oi. 13:0-2-0.0-241. 15:Edge.0-0-0I - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 6-9 a999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Velt(CT) -0.16 6-9 p936 180 BCU. 0.0 Rep Stress lncr NO WS 0.11 Hoz(CT) 0.02 1 We We BCDL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 55 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF N0.2 G WEBS 2X4 OF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-5-0, Right 2x6 OF No.2 -G 3-541 I REACTIONS.(Ib1srze) 1=55610-5-8 (nun 0-1-8), 5=556/0-5-8 (nun. 0-1-8) Max Horzl=35(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purina. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-847118. 2-15=-687148. 3-15-679!64. 3-15=-679!64. 4-16-687148. 4-5=447/18 SOT CHORD 1-17=-83!515, 1-18=01617, 6-18=0/617,6-19=0/617,5-19=0/617, 5-20=-761515 WEBS 34=01386 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuttllOmph (3-second gust) Vasd87mph; TCOL=6.0psf 8C0L6.0psf; h=20ft Cat. It; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lntedor(1) 3-0411 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 S MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL1.60 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 3-8-0 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard db i Lilyty Magnolia IA TrussType IGABLE N08 I 7Job Truss 1 Reference (optional) nisi-rame u.c., reTire, GA. exru Run: 3.249 a Dec 62018 Print: 6.240 $ Dec 6 2018 MiTek lndusines, Inc. ThU Oct 3 12:41:06 2019 Page 1 ID:1bJOpsdczmZJTlvFKMLnuz6OGW-tiJCyKywDOM8H3uOSrc8zqDd7IENxqSWpV70_2yX5Kh 6-3-12 12-7-8 6-3-12 6-3-12 5x6 = Scale = 1:22.5 D=800# 17 10 18 9 19 6 20 7 21 6 22 23 5 24 4 25 4x4 40 20 II 6-3-12 6-3-12 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (bc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT) We - We 999 BCLL 0.0 * Rep Stress Inor NO WE 0.09 Hoiz(CT) 0.00 3 n/a n/a BCOL 10.0 Code IBC2015ITPI2014 Matsix-SH Weight: 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2X4 OF Stud/Std G Mifek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-7-8. (Ib) - Max Horzl-38(LC 29) Max Uplift All uplift 100 lb or less at joint(s) 7,9, 10.5.4 except 1-250(LC 27), 3-191(LC 30) Max Gray All reactions 250 lb or less at joint(s) 9,5 except 1340(LC 55), 3=340(LC 63). 7431(LC 59), 8=28$(LC 58), 10=339(LC 56), 6=285(LC 80), 4=339(LC 82) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5891552.2-3=4381I383 BOT CHORD 1-17=-4671501, 10-17=-3521386, 10-18=-2361271, 7-21=.2171262, 6-21=-2971332, 6.22=-3111345, 22-23=-3331368, 5-23=-133f366,6-24---333f368,4-24-333r368, 4-25=-3331368, 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) Vasd87mph; TCDL6.0p5f 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=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/WI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6411 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This 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, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 04-0 to 8-04 for 100.0 plf. 11 I LOAD CASE(S) Standard I I I Job TrUSS 1w54rype Uty Ply MAGNOLIA lB Gol GABLE ji - - Job Reference (optional) ., .,.. ., ..,., .,.'. ur1 O.L'+u aIJV U U 10 rnnt; o.qu a uac U LU1O lvii ICC Inaulvines, Inc. u flu uci 3 CLZI zuiU iaqe lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-?Hipy0xK86ZeVWaiLZ7lv3UqPvkQNRRRcEoLryX5JQ 6-1-4 10-54 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 5x6 = 3x4 = 58 25 59 24 60 23 61 22 62 21 63 20 64 19 65 16 67 16 15 68 14 69 13 70 12 71 11 72 10 73 9 74 8 75 30 = 3x10 = 3x4 = 300 = 10-5-4 19-10-12 30-4-0 in.c5 Q.c.Q Plate Offsets (X,Y)— 12:0-0-0.0-0-01. [3:0-0-0.0-0-0j, [13:0-2-0.0-1-81. 120:0-2-0.0-1-81 - LOAOlNG(pst) SPACING- 2-0-0 CSI. DEFL in (lc) lid efl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - We 999 MT20 220/195 TCDL 14.0 Lumber DCL 1.25 Sc 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress lncr YES WB 0.41 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Coda IBC2015iTPl2014 Matrix-SH Weight: 213 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. SOT CHORD 2X4 OF No.2 G BOT 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 StudiStd G MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 304-0. (Ib) - Max Horz 142(LC 46) Max Uplift All uplift 100 lb or less atjoint(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), 9-1101 (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), 17=278(LC 82), 18=273(LC 81). 19=285(LC 80), 21=283(LC 78), 22273(LC 77). 23=285(LC 76). 25=334(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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-54=4L541531, 2-54=-4804383, 2.3=..294/351, 455=.228/377, 4.56=195/371, 5-6=-2621351, 647=-4801411, 7-57=-654/545 SOT CHORD 1-58=-526/569, 25-58=-4031510, 25-5-.373i437, 24-59=449/406, 24-60=-318/369, 2340'-262/345, 2361=2S6i314, 2261=226/277, 22-62-195/252, 20-64=-2741299, 13-69=-274/299, 1171=.166i253, 11-72=-197/277, 10-72=-2281314, 10.73=234/345, 9-73=-2891369, 9-74=-3201406, 8-74=-344i437, 8-75=-3751510, 7-75=-4971569 483i3 WEBS 4-13=54, 5-13=4371101, 6-13=-5261164.4-20=-483/36Z 3-20=3361102, 2.20=.5251164 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 h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and CC Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-2-0, Exterior(2) 15-2-0 to 18-24 Interior(l) 18-2-0 to 304-0 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL=160 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the race), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 41 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 nonooncurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I between the bottom chord and any other members, 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 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. Continued on page 2 Job TrUSS Truss Type Uty My MAGNOLIA 18 GOI GABLE I - -- Job Reference (optional) -- - ------------------- - ------ NOTES- 11) This truss has been designed for a total drag toad 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 304-0 for 46.2 pIt. LOAD CASE(S) Standard Job Truss TrUSS lype aty Ply G02 COMMON 10 1 - - - - Job Reference (optional) rcul1 III & -vjv rnm;a.,d4tw5Lmc vi £iflvi lvii lviii II1SUSS1SS, IflC. mu IJCI 4 14LS U15 151 ID:ZFl3c9v0,xbrEMVfP7?S5SJz7f4q.TUG8AMyMvPhV7g9BF35MI6caqp4V9qmag4_MtIyX5JP 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 06 = 3x4 = 2x4 II 4x8 = 4xB = 458 = 4x8 = 3x8 II 6-1-4 10-54 19-10-12 30-4-0 n_14 4-4-fl I I 15_c_n Plate Offsets (X,Y)— '1:0-0-0.0-1-11, [1:0-2--3,Edgel, [7:0.23,Edge, 17:0-0-0,0-1-11, 18:0-2-8,0-2-01, 110:0-2-0,0-2-01 LOADlNG(pst) SPACING- 2-0-0 CSI. DEFL in (bc) Ildell lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 IC 0.45 Vert(LL) -0.43 8-17 >561 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.78 8-17 >308 180 BCLL 0.0 • Rep Stress Inor NO WB 0.41 Horz(CT) 0.02 7 We n/a ECOL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4DFNo.2G BOT CHORD WEBS 2X4 OF StudlStd G WEBS WEDGE Left 2x4 OF Stud/Std -G, Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=1679/0-5-8 (mm. 0-1-13), 1=317/0-5-8 (mm. 0-1-8), 7=773/0-3-8 (mm. 0-1-8) Max Horz 1=60(LC 16) Max Upliftl0=-16(LC 8), 1=-14(LC 12), 7=-25(LC 9) Max GravlO=1679(LC 1), 1428(LC 33), 7773(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-390/27, 2-18=-362/59, 2-3-13558,31-19=0/6M, 4-19--01664, 4-20=-1024187, 5-204076/71, 5-6=-1076/39, 6-21=-1500/91, 7-21-1528/75 BOT CHORD 1-22=49/311, 1-23=-521350, 11-23=-52!350, 11-24=-521350, 24-25=-521350, 10-25=-521350, 10-26=01305. 26-27=0/306, 9-27=0/306,9-28=0/306,8-28=0/306, 8-29-4211424.7-29=4211424,7-30=-251683 WEBS 4-8=-2711002, 5-8=-310197, 6-8=-506198, 4-18=-1188143, 3-10=.311190, 210=.757I76, 2-11=01376 Structural wood sheathing directly applied or 4-7-7 oc pudins. Rigid ceiling directly applied or 6-0-000 bracing. I Row at midpt 4-10 Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf BCOL6.opsf; h20ft; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 34-0. Interior(l) 3-0-0 to 15-2-0, Extenor(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 to 304-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 pat bottom 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, with BCDL = 10.0ps1. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, This buss has been designed fOr a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). IL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 14=48,4-7=48,12-26=-30(F=-10), 15-25=-20 Job Truss Truss Type MAGNOLIA 18 G03 COMMON I 1 - - - - Job Reference (optional) a uio lVUIK IflaU5u1ea, inc. i flu uci .i 14:4a Any rage i ID2Fl3c9vxxbrEMVfP7?S5SJz714q-xgqaNiz...gjpMkqkNpmcbrK9m9DR5uHBkvwjvpkyX5Jo 6-1-4 10-5-4 15-2-0 1 19-10-12 24-1-8 30-1-0 6-1-4 4-4.0 4-8-12 4-8-12 4-2-12 5-11-8 Scale = 1:48.8 4*4 II 50 W = 2x4 11 4x8 6= 4x8 5*6= 3*8 It 3*8 II 6-1-4 10-5-4 19-10-12 I 30-1-0 6-1-4 4-4-0 9-5-8 10-2-4 Plate Offsets0(.Y)- 11:0-2-3,Edge), [1:0.0-0.0-1-IL 14:0-2-0.0-1-121. I7:0-3-3.Edgel, 17:0-0-0.0-2-11,18:0-2-8.0-2-01, [10:0-2-0,0-2-01 LOADlNG(pst) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.42 8-10 >561 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.70 8-17 2,339 180 BCU. 0.0 • Rep Stress mci- NO WS 0.40 blorz(CT) 0.02 7 We n/a BCDL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.20 801 CHORD WEBS 2X4 OF StudlStd G WEBS WEDGE Left 2*4 OF Stud/Std -0, Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=1661/0-5-8 (mm. 0-1.12), 1=322/0-5-8 (mm. 0-1.8), 7=764/Mechanical Max Horz 1=62(LC 12) Max Uplift10=-20(LC 8), 1-11(LC 12), 7=-23(LC 9) Max Gravlo=1661(LC 1), 1-432(LC 33), 7=764(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11-118=404116,2-18=-37514S, 2-3=-211541, 3-19=0/482,4-19=0/546, 4-20=-1004/83, 5-204-1057/66. 5-6=-1053/34, 6-21=-1434186, 7-21=-1479169 801 CHORD 1-22=47/315, 1-23=46/363, 11-23=-451363, 11-24=46/363, 24-25--461363, 10-25=46/363, 10.26xW304.2627=0/304,9.27=0/304,9.28=0/304,828=0/304, 8-29=-38!1360, 7-29=-3811360, 7-304-25/554 WEBS 4-8=-26/977, 5-8=422/97,6-8=455/96, 4-10=-1160147, 310=311I90, 2-10=-753!77, 2-11=0/375 Structural wood sheathing directly applied or 4-10-9 oc purlins. Rigid ceiling directly applied or 6.0-0 oc bracing. l Row atmidpt 4-10 MuTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 740; VultllOmph (3-second gust) Vasd87mph; TCOL6.0psf BCDL=6.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 34-0, Interior(l) 3-0-0 to 15-2-0, Exterior(2) 15-2-0 to 18-2-0, lntenor(1) 18-2-0 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL'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 lOr a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 100psf. 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, nonconcunent 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=125, Plate lncrease=1.25 Uniform Loads (pIt) Veit 1-4-68. 4-7--68, 1225=30(F10), 15-254-20 I I I I I i russ Truss Type Uty Ply LGNOr1B G04 GABLE 1 n, Job Reference (optional) - - -.---- "U a CMW ,YiuIVI rtuuuawca, i,i. iini LJU a ic.tau-iv rage 1 lD:ZFl3c9vaothrEMVfP7?S5SJz7f4qxgqaNiz_gjpMkqkNpmcbrxgorDsDuHckwJjvpky5Jo 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 a 1:49.1 454 If 4XO - 24 25 11 28 10 44 4x8 5x6 4x6= 3x811 10-5.4 19-10-12 30-1-0 Plate Offsets ()(.Y)- 11:O-04,0-1-13l.12:o-6-7.o.24J,f4:o.o,o.1.12I. r7'0-0-00.2-11 I7:03:3Edcel [8:0-2-8.0-2-01.[10:O -2-8.O-2.01 LOADING(psf) SPACING- 240 CSI OEFL in (bc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 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 '336 180 BCU. 0.0 • Rep Stress lncr YES WS 0.40 Horz(CT) 0.01 7 n/a n/a BCOL 10.0 Code IBC2015/1P12014 Matrix-MSH Weight 134 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purtins. SOT CHORD 2X4 DF No.2 G SOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. WEBS 2X4 OF Stud/Std G WEBS I Row at midpt 4-10 OTHERS 2X4 OF Stud/Std G WEDGE MiTek recommends that Stabilizers and required cross bracing be Right 2*4 DF StijdlStd installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-8-0 except (jt1ength) 7=Mechanical. (Ib)- Max Horz162(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), 10=1564(LC 1), 7=762(LC I), 11=377(LC 35) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391551, 3-21=0/451,4-21=01549. 4-22=-996/79, S-22-106=3,64=-1046/31, 6-23= 4 428182, 7-23=-1473166 SOT CHORD 10.27=0/298, 27.28=01298,928=01298.929=0/298,8-29=0/298. 8-30=-35/1354. 7-30=-3511354. 1-31=-241552 WEBS 44=-281974, 5-8=-323/97, 6-8=-456/96, 4.10=-1151/55, 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) Vasd87mph; TCDL6.0psf, BCDL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extetior(2) 0-0-0 to 3-0-0. Intenor(1) 3-0-0 to 15-2-0, Exterior(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 to 30-1-0 zone; cantilever left and right exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.60 Thass designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the lade), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psL 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 buss has been designed fore moving concentrated load of 250.01b live located atoll mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOUA lB G05 COMMON 3 Job Reference (optional) JrU5W5. Inc. urn 'act .s 144C40 4015 raqe 1 lD:ZFI3cvxxbrEMVfP7?S5SJz7f4q-PsNyb2zcR1xDMJZNu7qNxJuucopdcEt7aTsxAyx5JN 7-3-4 12-0-0 1641-12 20-114 26-11-0 7-3-4 4-8-12 4-8-12 4-2-12 • 5-11-8 Scale = 1.44.0 454 = It 3*4 ii 4*8 = 30 wa= 4*8 = 5*6 = I 734 16-8-12 • 26-11-0 7-3.4 n.c.R aILA Plate Offsets (X.Y)- 11:0-3-0,0-1-8), (6:0-0-0.0-2-11, (6:0-3 1ge1, (7:0-2-8.0-2-01.I10:0-2-0.0-0-121 -- - - LOADING (pet) SPACING- 2-0-0 CSI. OEFL. in (bc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.44 7-9 533 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.71 7-13 .331 180 BCU. 0.0 Rep Stress Ina YES WE 0.92 Horz(CT) 0.02 6 nla nla BCOL 10.0 Code IBC2015lTPl2014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4DFNo.2G WEBS 20 OF StudlStd G BOT CHORD OTHERS 2X4 OF Stud/Std G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=70/0-3-8 (met 0-1-8), 9=1517/0-5-8 (mm. 0-1-10), 6=768/Mechanical Max Horzl0=40(LC 17) Max Upliftl0=-50(LC 24), 9=-8(LC 8), 5=-20(LC 9) Max Gravlos298(LC 31), 9=1517(LC 1), 6768(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 114x39!381, 2-14-271463, 215z0/386,3-16=01427,3-16-1016176.4-16--1071159, 4-5=-1064/27, S-17=-14"178,6-17=-1489/61 BOT CHORD 9-19=0/314,8-19=0/314,8-20=0/314,7-20=0/314, 7-21=-3111370, 6-21=-3111370, 6-22-231557 WEBS 3-7=-32/974. 4-7=-326/98, 5-7=456/96, 3-9--1038154.2-9=-4771132,1-9--493156 Structural wood sheathing directly applied or 4-10-4 oc purlins, except end verticals. Rigid ceiling directly applied or 9-7-14 oc 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: ASCE 7-10; Vult'.11omph (3-second gust) Vasd-87ixph; TCOL=6.0psf BCDL=6.0PSf h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 3-3-12 to 84-12, Interior(l) 6-3-12 to 15-2-0. Exterior(2) 15-2-0 to 18-2-0, Interior(1) 18-2-0 to 30-1-Ozone; cantilever left and right exposed; end vertical left and right exposed,-C for members and forces & MWFRS for reactions shown; Lumber DOLr1.60 plate grip OOL=1.60 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)5 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 tail 0 by 2--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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11 LOAD CASE(S) Standard Job Truss 'TifTli Qty Ply MAGNOLIA is GO6 COMMON 1 I lJob - - Reference Lqg!mal) ..-.. Iwn; 6.5U 5 USV o zule rnnl; 6.46 s usc D u15 MuSK IflOUSUiSS. inc. mU UCI J 12425u zujs I295 1 tD2FI3c9vobrEMVfP7?S5SJz7f4q-PsNyb2zcR1xDM_JZNU7qNXhtkcoPdcEt7aTSxAyx5jN 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 j 2200# i , 14 5 US 17 18 19 a 2D 21 22 1 - 10 9 3x6 II 4x8 = 5x6 WB= 4x8 = 4x8 11 7-3.4 16-8-12 26-11-0 7-5-4 .S.5 1fl..A Plate Offeets(X.Y)— 11:0 -3-00-1-8L16:0-0-5.0-7-15L(6:0-0-3.0-0-81, [6:0-2-8.0-0-131,17:0-2-8.0-24M, f 10:0-3-0,0-0-121 - LOADING (pst) SPACING- 2-0-0 CS]. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.62 Vert(LL) -0.44 7-9 '533 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 ac 0.76 Veit(CT) -0.71 7-13 2,331 180 BCLL 0.0 * Rep Stress lncr YES WS 0.92 Harz(CT) 0.03 6 nla n/a BCOL 10.0 Code 18C20151TP12014 Mathx-MSH Weight 122 lb FT = 20% I I LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD OTHERS 2X4 OF Stud/Std G WEBS WEDGE Right 2x4DFStud/Std-G REACTIONS. (lb/size) 10=70/0.3.8 (mm. 0-1-8). 9=1517/0-5-8 (mm. 0-140),6=768/Mechanical Max Horzl0=-60(LC4S) Max Uplift10s.451(LC 35), 9=-92(LC 28), 9=463(LC 30) Max Grav10507(LC 46), 9=1517(LC 1), 9=866(LC 47) FORCES. (Ib). Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-14=92911104.2-14=-6741860, 2-15=-287/471, 3-15=-132/427, 3-19=.1016/231, 4-16=-11651474,4-S-14771763,6-17=-1808/1024,6-17=-2107/1192, 1-10=4441482 SOT CHORD 10-18=2651316,9-18=409M6,9-19-2901626,8-19--01314,8-20=01314, 7-20=-376/612, 7-21=-71211564, 6-21=-101411958, 6-22=-397/740 WEBS 3.7.791974, 4-7=-326/124,5-7=.456/195, 3-9=-10381163, 2-9=477/137, 1-9=-1179/906 Structural wood sheathing directly applied or 4-1-11 oc purtins, except end verticals. Rigid ceiling directly applied or 640 oc bracing. 1 Row at midp& 1-9 Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL6.0ps BCDL=6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 6-3-12, Interior(l) 6-3-12 to 15-2-0, Extenor(2) 15-2-0 to 18-2-0, Interior(1) 18-2-0 to 30-1-0 zone; cantilever left and might exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip OOL=160 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 240-0 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 2306.1 and referenced standard ANSI/IPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed Ibr a total drag load of 2200 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0411-0 to 26-11-0 for 81.7 pIt. LOAD CASE(S) Standard Job use Truss Type uty Ply MAG140L lB G07 COMMON - - - Jab Reference (optional) ,-. run: O.0 5 LISC S 4wIO rr1JH 5.iU 5 iev V zwo MuCK II1QU5W55, inc. urn, uci , iqi uin rage 1 ID:ZFl3cvxxbrEMVfP7?S5SJz7f4q.u3xXoO_ECK34julxBe3wlE1v06vM5Y1MEC0UcyX5JM 4-11-8 9-8-4 13-11-0 • 19-10-8 4-11-8 4-8-12 4-2-12 5-11-8 4.00 4x6 = Scale = 1:33.9 51 454 = 458 = 5x8 0-2-12 9-8-4 • 19-10-8 fl .2j1) n.c.R In_nA Plate Offsets (X.Y)— 15:0-7-15,0-0-51,15:0-0-8.04)-31.16-0-2-8.0-2-01, r7:0-1-8.0-1421 - - LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (be) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -053 6-7 >444 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.91 6-7 >259 180 BCLL 0.0 Rep Stress Incr YES WE 0.79 Horz(CT) 0.03 5 n/a n/a BCOL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SOT CHORD WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 7=908/0-5-8 (mm. 0-1-8), 5908/Mechanical Max Horz7-.93(LC 10) Max Uplift7-7(LC 9), 5-24(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.13=.1368181. 3-13=-1424165, 3-4=-1418133, 4-14=-1796!85, 5-14=-1849169 SOT CHORD 7-15=0/626, 15.16=0/626. 16-17=0/626,6-17=0/626, 6-18=-3911704, 5-18=-39/1704. 5-19=-25!673 WEBS 2-6=-19/1019, 3-6-346(96, 4-6=455/98, 2-7=-874/62 Structural wood sheathing directly applied or 4-4-10 oc pudins, except end verticals. Rigid ceiling directly applied or 8-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL=8.0psf, BCDL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 10-4-4 to 1344, Interior(l) 1344 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 light 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 100 psi bottom chord live load nonconcurrent with any other live loads. * This truss has been designed far a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to 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 o1250.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 [b Truss Truss "Y MAGNOLIA uty 18 008 CAL HIP 1 Lb - Reference (opill ... 1) Nun: a.qu a uec a ZUIU l•'nnL 524U a usc a zuis lvii ICy Inausules. Inc. mu uct S 1242Si zuivi iage 1 lO:1bJOpsdczmZ.mvFKMLnuz600W-u3xKoQECK34_7ulx8e3wlE?SO6oM8B1MECoucyx5JM I 4.00(11 5x8 0-0-5 4x6 Scale • 1:33.5 0 0 2x4 II 4x4 - 458 = 5x6 2-9-8 7-1-8 14.9-6 19-10.8 2-9-8 4-4-0 7-7-14 5-1-2 Plate Offsets (X.Y)— 12:0-4-0,0-1-81,14:0-0-2.0-2-01. 15:0-0-8.0-0-31.15:0-7-15,0-0-51, 17:0-2-0,0-2-01 LOAOING(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) -0.27 6-7 >868 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.56 6-7 >420 180 BCLL 0.0 • Rep Stress mc, NO WB 0.82 Hoiz(CT) 0.06 5 rile n/a BCDL 10.0 Code 1BC20151TP12014 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 StudlStd G SOT CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 101221/044 (mm. 0-1-8), S=1009/Mechanical Max Horz 10=-100(LC 24) Max uptiftlO426(LC 21), 5-586(LC 22) Max Grav101221(L.0 1), 51089(LC 39) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7261235, 2-14=-1252!177, 14.15=-1244/291. 15-16=-1244/298, 3-16=-12351495, 3.4=-170411078, 4-5=-2536/1426, 1-10=-11871346 BOTCHORD 9-17-236/293, 8-9=-188!711, 8-18=-2441711, 7-18=482/938, 7-19-620/1952, 6-19=-104311952, 6-20=492/2186. 5-20-1327j2370.5-21=4761859 WEBS 2-9=-8871297, 2-7=-2551788, 4-7=-7631240, 1-9=-341/1146,4-6=-3/385 Structural wood sheathing directly applied or 3-7-8oc puiiins, except end verticals, and 0.0-0 cc puilins (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; Vutt=ll0mph (3-second gust) Vasd=87mph; TCDL6.0psf BCDt.6.0psf 1w20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip OOL.1.60 Provide adequate drainage to prevent water ponding. 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 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 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 buss has been designed for a total drag load of 1800 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0 to 19-10-8 for 90.6 ptf. 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 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 lncrease=1.25, Plate lncrease=1.25 Continued on page 2 [JOb Truss TrUSS Type Qi Ply MGNOUA1B GOB CAL HIP 1 - Job Reference (optional) - .............0 u.o iv. .ivn ulnivau,.., itt. sic. g .g.,g.a i gui raqc £ ID:1bJOP...SdCZmZJT1VFKMLflUZ8QGW-U3XKOO_ECK34_7UIXBe3W1E?SO6OMBBIMECOUCYX5JM LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2-72,2-14=-72,3-16=-72,3-5=-72, 10-11=-20 Concentrated Loads (lb) Vert 14-I60 16-150 Trapezoidal Loads (pit) Vert: 14=-90-to-15=-126, 15-126-to-16=-90 4.00[T Scale = 133.5 II -- 3x1O = 3x4 = 44 -• 4,i8 If Job Truss Truss Type Qty Ply MAGNOLIA lB 609 C&HIP 1 - -- Job Reference(opbonal) flWl. 0.0W 3 IJV U £iJi0 rio,,. 0.0W 3 IJC M3 lvii ICy lilUU5U1C5, inc. iou iJGI .3 is;,C;JL LU1C rage 1 ID:1bJOp_sdczmlmvFKMLnuzaQGW-MFViOk?szeC,ti,HTyUv9lSynCMQUD5dVAbuyZ03yX5JL 2-7-3 7-3-13 14-6-4 19-10-8 2-7-3 2-4-5 2-4-5 2-4-11 4-9-11 54-4 4-11-8 1 9-8-8 14-64 16-4-15 19-10-8 A.11..9 I AAfl • A-12.11 -2 • _4IL14 • Plate Offsets (X.Y)— (1:0-48,Edqel.(4:0-3-12.04-81. 7:0-3-3.Edael,170-0-11.0-1-121j9:0-1-12.0-1-81,410:0.4.0.0-141 - - - LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) bideS L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.67 Veit(LL) -0.19 8-9 '999 240 MT20 220/195 TCOL 16.0 Lumber DOL 125 SC 067 Veit(CT) -0.43 8-9 .547 180 BCLL 0.0 Rep Stress mc, NO WB 0.49 Horz(CT) 0.05 7 We n/a BCDL 10.0 Code IBC2015lTPI2014 Matsix-MSH Weight 101 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 SwdfStd -G REACTIONS. (hI/size) 121001/0-5-8 (ndn. 0-1-8), 7943/Mechanical Max Hosz12—.88(LC 10) Max Uplift1248(LC 9). 7=-48(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purina, except end verticals, and 0-0-00c puslins (5-104 max.): 1-4. Except 5-10-0ocbracing: 1.4 SOT CHORD Rigid ceiling directly applied or 10.0-0or. 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. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-10511256, 16-17=-10511266, 3-17=-1051/266, 3-18=-1051/266, 18-19=-1051/266, 4-194-1051/266, 4-20=-146=80,6-20=11 553273, 6-21=-19551163. 7-21=-20101155, 1-12=-9541233 BOT CHORD 1023=211I1431, 923=211I1431, 9-24=-167/1814, 8-24=-167/1814, 8-25=-11511855, 7-294-11511855,7-294-621711 WEBS 1-10=-229/1201, 3-10=-360!120, 4-10=-4961143, 4-9=0/444. 6-9=403175. 6-8=0/380 NOTES- Wind: ASCE 7-10; Vult°lllomph (3-second gust) Vasd=almph; TCOL6.0pst 8COL8.Opsf, h201% Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone and C-C Extedor(2) 10-6-12 to 14-9-11, Interior(l) 14-9-11 to 19-94 Exterior(2) 17-6-5 to 2144, Interior(1) 21-94 to 30-1-0 zone; cantilever left and right exposed; and vertical left and sight exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip 00L1.60 Preside 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 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This 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 pwlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard Job TrUSS ItuSIType Ply MAGNOIJA1B G10 CAL HIP r y 1 Lb - - - R111.1cle ilptk,.I) mull. 5.'iiI 5 is wio rnnt. s.squ 5 L5V S SU1O IVuISS UIuu5S1C5, IflC. mU 'jcr i 1;4L3j dU15 rags 1 lD:1bJOp.sdczmZJ11vFKMLnuz6QGW-qR34O40UkyKoDR182cgX?AJJ5qpqq1BI(qYh6YVyX5JK 0-9-8 9-8-8 0-9-3 4-11-8 9-1-8 9-1 13 14-8-4 • 19-10-8 0-9-3 4-2-0 4-2-0 o4.s 4-9-11 54-4 I 04-5 0-6-11 Scale = 1:33.4 5x8 = 2x411 5x8= KM 5x6 = 4-11-8 1 9-841 1 14-6-4 16-4-15 19-10-8 4-11-8 • 4-9-0 4-9-11 - 1-10.11 l Design Problems REVIEW REQUIRED Anainn wsminrm - Vthk dsvinn Plate Offsets (X.Y)- 11:04-8,Edgel, (3:04-0,0-1-81, (5:0-7-15.04)-51. (5:0-0-8,0-0-31.I7:0-1-12.0-1-81, (8:0-2-12.0-1-121. (10:0-2-0.0-1-81 LOADING (psf) SPACING. 2-0411 CS]. DEFt.. in (be) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOt. 1.25 IC 0.93 Vert(LL) -0.21 6-7 '959 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 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 Ala BCOL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 98 lb - FT'20% LUMBER- TOP CHORD 2X4OFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=1351/044 (mm. 0-14), 511055/Mechanical Max Horz10194(LC 6) Max Upliftl0=-140(LC 5), 51-63(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 441-I oc puffins. except end verticals, and 0-0-0 oc pudins (4-10-14 max.): 1-3. Except: 4-11-0 cc bracing: 1-3 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. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1.141.1374/155, 2.14.1374/155, 2-15=-13741155, 3.15=1374/155, 3-4=-1874/168, 4-S-22911128.1-10--1303116S SOT CHORD 8-17=-8311733. 7.171.83/1733, 7-18=-14912111, 6-18=-149/2111, 6.191.8612122, 5-19=-8612122,5-20=-461800 WEBS 1-51-153/1604, 2.8.625!141, 3.8=496I41,3-7-01436.4-7=-398176,44-4/3" NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.Opsft BCDL-8.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOLII.60 plate grip DOLII.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 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 refe- AilIi1I I This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels Bottom Chord, nonconcunent with any other live loads. Girder carries tie-in spans of 3-0.0 from front girder and 4-041 from back girder. Graphical purlin representation does not depict the size or the orientation of the puffin along the top a Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) I and 172 lb down and 33 lb up at 11-0-0 on top chord. The design/selection of such connection devk LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type uty Ply MAGNOLIA lB GIO CALHIP 1 Job Reference (optional) - California TwsFrarne tic., Perris, CA. 92570 LOAD CASE(S) Standard i) Dead + Root Live (balanced): Lumber lncreasel.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-14-72, 3-15-72,3-5=-72,10-11-20 Concentrated Loads (lb) Vert 14-150 15-150 Trapezoidal Loads (pit) Vert 14=-go-to-2=-128. 2-127-to-15-90 Run: 5,2403 Dec 6 2018 Pflnt 8.2408 Dec 62018 MITeK Ifldustne8, Inc. Thu Oct 312:42:33 2019 P8982 IDc1bJOp_sdczniZJ11vFKMLnuz6QGW-qR34D4OUkyKoDR182cgX?AJJ5qpqq1BKqYh6WyX5JK I Jcb iTnJsS Truss type July iy MAGNOUA1B I Gil CLHIP i 1 I Job Reference(optional) aliTcnaa swsriam. LLt.. reins. A. WI.D1U mm: 82405 usc 82018 Film: 82405 Dec 82018 usjelc Incustiles. Inc. mu Oct 312:42:332019 Paqe 1 lD:1bJOpsdFKM6QGW-qR34D40UkyKoDR182cgX?AJOaqrCq4tKqVh6WyX5JK 6-5.2 10.1.13 12-84 . 19-10-8 I 6-5-2 3-8-11 • 2-6-11 7-2-0 Scat. = 1:33.3 4x4 = 2x4 3x4 = 4x4 = 458 II 6-5-2 12-84 19-10-8 7fl Plate Offsets MY)— 12:0-24.0-1-81.15:0-0-0,0-1-51. 15:0-3-3.Edoel, 19:0-1-12.0-2-01 LOADING(psf) SPACING- 24-0 CSI. OEFL in (icc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 Ic 058 Vert(LL) -0.19 6-7 s.999 240 MTZO 2201195 iCOL 16.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.39 6-7 403 180 BCU. 0.0 Rep Stress Incr NO WS 0.48 Hotz(CT) 0.06 5 nla rite BCDL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 88 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G Right 2x4 OF StudlStd -G REACTIONS. (iblsize) 994310-5-8 (min. 0-14). 5--954/Mechanical Max Horz9.95(LC 8) Max Up1i-54(LC 9). 5-48(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 cc purlins, except end verticals, and 00-0 cc puulins (4-3-5 max.): 1-3. Except 4-3-0 oc bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 100-0cc bracing. WEBS 1 Row at midpt 2-9 Mireic recommends that Stabilizers and required moss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. ConipJMax. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 2-14-18131489, 14-lS=-180490, 3-15=-18091490, 3-16=-18441407, 16-17=-19071401, 5-17=-19721391 DOT CHORD 918.188l1728, 8-18=-18811728, 74=18811728, 7-19-18811728, 6-19=-18811728, 6-20-34711809, 5-20=-347/1809, 5-21=110(718 WEBS 2-9=18051325,2-7=01380.2-6=1721274,3-6=01257 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87eph; TCDLB.0pst SCDL6.0psf h20ft Cat. II; Eqs B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 104-4 to 1344, Interior(l) 1344 to 22-11.0, Extertor(2) 20-4-5 to 24-74, Interior(1) 24-74 to 30-1.0 zone; cantilever left and right exposed; end vertical left and ngte exposed:C-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 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 nonooncunent with any other We loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 341-0 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 ANSIITPl 1. This truss has been designed for a moving concentrated load of 250.01 b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuttent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. LOAD CASE(S) Standard Job TrUSS truss Type uty ny MAGNOLIA 18 012 CM. HIP I Job Reference (optional) Ciljföta3 TwSFramë LLC., Peifli, CA 92570 Risi6.ZO s Dec 6 2018 Pnnt 8240iDec 6 2olawrèkindusstes. Inc. T31242332O19Paqe1 ID:1bJOp_sdczmLJ11vFKMLnuz6QGW-qR34D40UkyKoDR182cgX?AJLOqpbq?YKqYh6WyX5JK -2-2-8 6-5-2 12-1-13 12-8-8 19-10-8 2-24 6-5-2 I 5-8-11 0-6-11 7-2-0 Scale: l:33i 354 If 4x8 = 4x6 4O0fi2 j 4x4 = 4X6 = It 3X4 = 5x6 = 6-5-2 12-84 19-10-8 I 72.0 Plate Offsets (X.Y)- °.0-3-0,0-1-8l. 13:0-2-IZO-240I. f4:0-08.0.031. f4:0-7-15.0-0-1, (8:0-1-12.0-2-01 LOADING(pst) SPACING- 24)-0 CSI. DEFL in (icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.78 Vert(LL) -0.16 5-6 '999 240 M120 2201195 TCOL 16.0 Lumber DCI. 1.25 BC 0.73 Vert(CT) -0.42 5-6 '567 180 BCLL 0.0 Rep Sbass mci NO WS 0.82 Hoa(CT) 0.09 4 We We BCDL 10.0 Code 13C20151TP12014 Matrix-MSH Weight: 166 lb FT '20% LUMBER- BRACING- TOP CHORD 2X4 OF Noi G TOP CHORO SOT CHORD 2X4OFN02G WEBS 2X4 OF StudJStd G WEDGE 301 CHORD Right 23A OF Stud/Std -G REACTIONS. (lb/sIze) 8=288610-54 (min. 0-1-9), 4=19"/Mechanical Max Horz8=-76(LC 6) Max Uplift8=-245(LC 5). 4=44(LC 5) Max Grav8=2910(LC 17), 4=1977(LC 1) FORCES. (lb) - Max. CoispJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=-42541250, 3-4=-4555l250. 1-8=-11561234 BOTCHORD 8-13'-18114188, 7-13=-18114188, 7-14'-18114188, 8-14=-18114188, 6-15=-18114188, 15-16=-18114188, S-16--18114188,5-17=18614243.4-17=18614243,4-18=.6711660 WEBS 2-8=43a4/238. 2-8=01576, 2-5=-1521276, 3-8=0/385 Structural wood sheathing directly applied or 5-10-9 or. pudins, except end verticals, and 0-0-0 ocpwfms (5-3.13 max.): 14. Except 5-4-o or, bracing: 1-3 Rigid ceiling directly applied or 10-0-0or. bracing. NOTES- 1)2-ply truss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. 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. AN loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F)or (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; TCOL'80psf BCDL'6.0psf h201% 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 gap DOL=1.60 Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. 101 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 aior Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 844 end setback. Graphical pudin representation does not depict the size or the orientation of the purhn along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 717 lb down and 136 lb ups and 717 lb down and 136th up at 8-0-0 on top chord. The designlselection of such connection device(s) is the responsibility of LOAD CASE(S) Standard Continued on page 2 o 1TIUsS Truss Type iatY I'Y I 1G12 CAL HIP I 1 1 2 Lob Reference (optional) I I.amorlva I ,usrrame LL,;., Iems, , 9DiU LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber lncease=1.25, Plate lncreasea1.25 Uniform Loads (pit) Vert:1-3-172, 3472, 8-948(F-28) Concentrated Loads (lb) Vert 1424 3424 I Run: 82405 Dec 62018 Print 8.2405 Dec 62018 MiTeic IndustpIe5, Inc. Thu Oct 3 124234 2019 Page 2 ID:lbJOp_sdczmZJflvFKMLnuz6OGW-IedTQQ11VFSfrbcKc.JBmYNsW8E9qZSoT2CRg4xyX5JJ Job Truss Truss Type Uty Ply MAGNOLIA 18 H06 COMMON 1 Job Reference (optional) Cabrosila TlUsFranne 11G., Penis, CA, 92370 ISun: 82405 Dec 52018 Pflnt 5.240 S Dec 62018 P.STeK hndusrne,, Inc. Thu DO S 1z42:34 2015 Page 1 ID:ZFI3becxbrEMVfP7?S5SJz7t4q-ledTQQ17VFSftbcKcJBmYNsYrE9DZXTT2CRg4xyX5JJ 6-10-9 11-6-4 14.2-0 16-9-12 21-5-7 28.4-0 6-10-9 4-7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale = 1:48.6 3x4 = 7 Cc 4*6 = 2*4 II 4*4 = 4*6 =4x4 = 2*4 II 4*8 = 5-6-14 . 11-6-4 118-0 16.8-0 16-9-12 22-9-2 . 28-4-0 6-6.14 5.11-6 fl-4J12 5-0-0 0.1112 5-11-6 541-14 Plate Offsets (XX)- r1.00-g0-1.4 (3:0-2-0.0-1-SI. 140-2-".Edgel. (5:0-2-0,0-1-811 q:0-0-0.0-1-11 LOADING(psf) SPACING- 2-0-0 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 3,988 240 14120 220/195 TCD1. 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 11-12 "443 180 BCLI. 0.0 Rep Stress lncr NO WS 0.46 Horz(CT) 0.17 7 n/a n/a BCDL 10.0 Code 13C201511P12014 Matrix-MSH Weight 127 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2G 601 CHORD 2X4 OF No.2 G Except' 62:2X6 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 11353/0-5-8 (min. 0-1-8). 7135310-3-.8 (min. 0-14) Max Horzl=56(LC36) Max Uplift1-227(LC 27). 7-227(LC 30) BRACING. TOP CHORD Structural wood sheathing directly applied or 3-0-3 cc purluns. 801 CHORD Rigid ceiling directly applied or 7-4-14 cc bracing. WEBS 1 Row at midpt 3-5 Milek recommends that Stabilizers and required cross bracing be installed during bliss erection, in accordance with Stabilizer installation guide. FORCES. (Ib) - Max. CornpJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-19=-3192/588, 2-19=-31101444, 2-204-2571/333, 3-20=-24651151, 3-4-318/163, 4-5=-3181168, 5-21=-24851152, 6.21=.25711342. 6-22-31101435, 7-22=-31921581 601 CHORD 1-23=4512950. 23.24=480/2950, 12-24=4I8012950, 112-25=49712909,111-25=6=2909, 10-11---561/2383, 9-10=-56112383.9-26=4822M. 8-26=-582/2909, 8-27-542/2950. 7-27---542/2950 WEBS 6-9=-7261172,2-11=7261`165, 5-9=0/504. 3-11=01504, 3.5=.211117, 2-12=01381, 6.8=0/381 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vultxllomph (3-second gust) Vasd87mph; TCDL8.0psf BCDL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 14-2-0, Extenor(2) 14-2-0 to 17-2-0, Interior(1) 17-2-0 to 2844 zone; cantilever left and light exposed; slid vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate grip OOL1.60 This buss 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 tel by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 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 ibr 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 1200 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 600.0 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 1141-0,a 50 lb down and 4 lb up at 16-841 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 lnciea5e125, Plate lncrease=1.25 Uniform Loads (pIt) Vest: 11-4-72,44=42,113-16-20 Continued on page 2 Job Truss TrUSS Type Uty Ply MAGNOLIA lB HOB COMMON I - Job ReTence (optional) II1flrrdmc LL., rca.,, tdi. •OU LOAD CASE(S) Standard I Concentrated Loads (lb) Vert: 9-50 11=-SO lw1; 524U S USC S gia rnnl: 5.LU 5 USC S duip 55155 IflQU551S5, inc. i flU U J 1s:94 U15 1555 ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-IedTQQ11VFSñbcKcJBmYNsYrE9DZXTT2CRg4xyX5JJ Truss Truss Type QtyPly rMAGNOUA 18 MO? COMMON 4 Job Reference (optional) casronua j nm-tsme LL--., rams, cA, uxc,U Nun: 524U a usc c zuiu mm: 0.240 a uec 0 ZUlU rlIIeX Incuanes, Inc. iflU um .1 l:4Z:se ZUlU rage i ID:ZFI3brEMVfP7?S5SJz7f4g-ledTQQl7VFSfrbcKcJBmVNsYrE9DZXTT2CRg4xyX5JJ 8-10-9 11-8-4 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 = 1:46.6 354 = 455 = 2X4 11 4x4 = 4x4 = 2*4 11 4x6 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 0-112 5-0-0 0-112 5-114 1 5-6-14 Plate Offsets (X.Y)- 11:0-0-0,0-1-11. (3:0-2-0.0-1-81. (ko-2-O,Edoel, 15:0-2-0.0-14!. (7:0-0-0.0-1-1! LOADING(PSI) SPACING- 2-0-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCL.L 200 Plate GnpOOL 1.25 TC 0.67 Vert(LL) -0.34 8-9 '988 240 MT20 2201195 TCDL 16.0 Lumber DCL 1.25 BC 0.76 Vert(CT) -077 11-12 "443 180 BCLI. 0.0 Rep Stress lncr NO W8 0.46 HO,Z(CT) 0.17 7 n/a n/a BCDL 10.0 Code lBC2015lTP12014 Matrix-MSH Weight 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.20 SOT CHORD 2X4 OF No.2 G Excepr B2 2X6 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 11353/0-S-8 (min. 0-1-8). 71353/0-3-8 (nun. 0-1-8) Max Horzl=56(LC 12) Max Upliftl.19(LC 8), 7.-19(11.0 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3.0-3 cc pislins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. I FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=3192125, 2-19=-3110(40, 2-204-2571/35. 3-20=-2465/36, 3-4=-318159, 4-5-318159,5-21-2466M, 6-21-2571136.8-22=-31 11040, 7_22.3192125 GOT CHORD 1-23=35/2950, 12-23=35/2950. 12-24=4312909, 11-24-6312909, 10.11012383, 9-10=0/2383. 9-25=-22/2909, 8-25=-22/2909, 8-26=012950,7-26=0/2950 WEBS 6-9=-726/127, 2-11=-726/127, 5-9=0/504,3-11=0/504, 3-5=-2111/7, 212=0/381, 6-8/381 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDLx6.0psf, BCDL60psf h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 344. Interior(l) 3-04 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 28-4-0 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 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 241-0 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 23061 and referenced standard At4SLITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all reid panels and at all panel pornts 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 design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I I) Dead + Roof Live (balanced): Lumber lncreasel.25. Plate Increase-1.2S Uniform Loads (pit) Vert 11-4-72,44=72,113-16-20 LConcentrated Loads (lb) Vert 9=-50 11x.50 I 1 1L Job I russ Truss lype lily MAGNOLIA1B H08 COMMON I 3 I l Job Reference (optional) dInumd uW5rdrflV U..., IWUS, %, VAgru NUfl D4U 5 lJC 0 LU1O rnm 0.4U 5 USC S ZUID 11IeK lnau5wes, Inc. mu UC1 3 1:.J3 4U15 raqe 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7t4q-mqBrel1lGZaWSIBXA1j?4bPlBdUgI0NcHsAOdOyX5Jl I 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 4x4 = 6x10 MT18HS WE= 4x4 = exe 6a8= 9-5-12 18-10-4 28-4-0 4.5-12 44.5 4-c-137 Plate Offsets (XV)- I1-0-2-0.0-0-111, [1-0-".0-2-131,[4:0-",0-"1. f7,0 -2-0.0-0-111, (7:0-14.0-2-131.18:0-0-8.0-2-01.110:0-0-0.0-2-01 LOADlNG(pst) SPACING- 2-00 CSI. DEFL in (too) I/deft Lid PLATES GRIP TCLL 20.0 Plate Giip DOt. 125 IC 0.57 Vert(LL) 4.52 8-10 "641 240 M120 2201195 TCDL 16.0 Lumber DOL 125 BC 0.81 Vert(CT) -1.04 8-10 '323 180 MT18HS 220/195 BCU. 0.0 • Rep Stress lncc YES WB 0.35 Horz(CT) 0.13 7 nla n/a SCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight: 111 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-9cc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 1044cc bracing. WEBS 2X4 OF StudlStd 0 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during buss erection, in accordance with Stabitw SLIDER Left 2x4 OF StudlStd -G 1-1144. Right 2x4 OF Stud/Std -G 1-11-14 Installation guide. REACTIONS. (lb/size) 1=128610-5-8 (mm. 0-14), 71288/0-34 (mm. 0-1-8) Max Horz1-56(LC 13) Max Uplift1-17(LC 8), 7-17(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-2=-169510. 2-19=-2831136, 3-19=-2772153. 3-20=-2601/38. 4-20=-2524/50, 4.21 .2543/51. 5-21=-2622139, 5-22-27911154,6-22-2628M 6-7=-1808/0 SOT CHORD 1-23=.41/2629.1-24=-41/2629,10-24=4112629, 9-10=0/1840,8-0=0/1840, 8-25---012654. 7-25=-O/2654. 7-26=-0/2654 WEBS 4-8=-111864. 5-8=495/132, 4-10=411841. 3-10=4841132 NOTES- Unbalanced roof live loads have been considered for this design. WInd: ASCE7-10; Vull=llomph (3-second gust) Vasd=87mph; TCDL=6.0psl BCDL=6.0psl h20Ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-2-12 to 3-2-12, Inteiior(1) 3-2-12 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0. Interior(1) 17-2-0 to 28-24 zone; cantilever left and light exposed; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=i 60 plate grip DOL1.60 AN plates are M120 plates isdess 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 fore live load of 20.0psf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 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 H09 I[3NO1.A18 J'Zy 1COMMON Job Reference (optional) .., . Run; O4U5 iec 0 U0 MITL S USC 0 Zulu 0515K UISUSWSS, IflC. IOU U 14Li01U1S ISOS 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-E0lDr52N0tiN4vmjjkEEdoxw31sZ1RtmWVwn9qyX5JH 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 Scale = 1.45.1 4x6 II 3x8= 2223 8 7 6 3x8 5x8 W8 5-0-0 9-5-12 18-10-4 28-4-0 5()..l) 4.5-12 9.4-R q.5-12 Plate Offsets (X,Y)— (1,0-2-3.0-1-8). 12:0-1-12.0-2-01, F3044,041-01. f4:01.12,0.2.01. 15:0-2-3.0-141 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (Icc) lldell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.56 Veit(LL) -0.43 6-8 '261 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 SC 0.64 Vert(CT) -0.56 6-15 '199 180 BCLL 0.0 Rep Stress lncr YES WS 0.46 Holz(CT) 0.03 1 nla nla BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight: 127 lb FT r 20% LUMBER. BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc pultins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G Muck recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud(Std G installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 OF StudlStd G 71012, Right 2x4 OF Stud/Std -G 7-10-12 Installation guide. REACTIONS. All bearings 13-10-8 except (j11ength) 10-5-8,5=0-3-8. (Ib).. Max Horz1-73(LC 38) Max Uplift All uplift 100 thor less at joint(s) except 1-179(LC 27), 5=-156(LC 30), 5=-303(LC 30). 5=-278(LC 27) Max Gray All reactions 250 lb or less at joint(s) except 1480(LC 60), 5=475(LC 65), 6=903(LC 1), 5=862(LC 1) FORCES. (ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.17.1253!223. 2-17=-12391224, 3-15=-257/293, 3-19-3201380,4-20-12521253, 5-20=-12651212 BOT CHORD 1-21=-5021648, 1-22=-502/648. 22-23=-502!648, 8-23=-3471612, 7-8=-2311388, 6-7=4481770, 6-24=-3771533, 5-24=-3771533, 5-25=.377/533 WEBS 3-6=5561436,4-6=-572/143,3-8=4W405,2-8-5671148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult'1lOmph (3-second gust) Vasd87mph; TCDL46.0psf BCDL&opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3.2-12, lnteno41) 3-2-12 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, lnterlor(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 DOL'1.60 plate grip DOL--1.60 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.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.alb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5.0.0 to 18-10-8 for 100.9 pg. LOAD CASE(S) Standard 5x8 = 2x4 II 5x8 = 456 = 2x4 I! 5x12 = 5x6 = 20 II Job Truss Truss Type Uly Ply MAGNOLIA 19 HI1 CAL HIP 1 1 - - Job Reference (optional) - l..djrromlu I rusrraina L.I.t.,., rBlfls, %..P.. 54DU nun; ..0 5 USC C £1110 rEfill. 0.Z*U S USC OSlO MuSS IflOII5Ul55, uric. i flu 'JCI J •g.'IC.Ju CU IS roys I IO:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-EOlDr52NOtiN4vmjjkEEdoxrv1qG1MRmWVwn9qyX5JH 20-4-0 8-0-0 8-6-11 14-2-0 19-9-0 19.-5 21-10-0 8.0.0 0.6.11 5.7-0 5-7-0 0.0-5 0.6.11 Scale = 1:36.5 8-0.0 14-2-0 I 20.4-0 21-10.0 8-0-0 I 8-2-0 6-2-0 - Plate Offsets (X.Y)— 12:O -4-0.0-141,14:O-4-0,0-1.81, [5:0-2-0,04-121.18:044.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.89 Vert(LL) -0.24 9-12 =999 240 MT20 220/195 TCOL 14.0 I LurnberOOL 125 BC 0.79 Vert(CT) -0.52 9-12 >505 180 BCLL 0.0 Rep Stress lncr NO WB 0.81 Horz(CT) -0.07 1 n/a n/a SCOL 10.0 Code 18C2015/TP12014 Matrix-MSH Weight 95 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G*Except* TOP CHORD Structural wood sheathing directly applied, except and verticals, and TI: 2X4 OF No.l&Btr G 04-0 oc purfins (2-11.12 max.): 2-4. Except: SOT CHORD 2X4 OF No2 G 3-0-0or. bracing: 2-4 WEBS 2X4 OF Stud/Std G SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1191/044 (mm. 0-14). 61399/0-3-8 (mm. 0-1-8) Max Hoiz667(LC 7) Max Upliftl.102(LC 4), 6M153(LC 5) FORCES. (Ib)- Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-747!95. 2-13=-2511!310, 13.14=.25711310, 3-14-25711310, 3-15-26241324, 15-16=-2624t324,4-16-26241324,1-2-27701290.64--14231134 BOT CHORD 1-17=-224/2561, 9-17-22412561, 9-18=-228/2553, 8-18=-228/2553. 8-19=-38/802, 7.19.38/802 WEBS 4-7=-1177/205, 48234!1998, 3.8.727/180, 2.8.163/255, 2.901370, 5.1o148I1487 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL6.0psf BCDLS.opsf; h2011; 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 DOLI.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 3-8-0 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 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. 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 puriln along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 19-9-0, and 162 lb down and 37 lb up at 8-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncrease1.25 Uniform Loads (plf) Vert: 45.68, 2-14=-102, 14-15-102(F-34), 4-15=-102, 1-2-68, 6-10-20 Continued on page 2 Job russ I I russ Type M I I AGNOLI AIB I'll CAL 1 IJ I jobReference(cptjonal) I RuIt8.24Os Dec 62O1BPrint8.2405Dec e2olBMltektnduseies,Inc. Thu Oct 312:42:362019 Page ID:ZFI3c9vocbrEMVfP7?S5SJz7f4q-EOIDr52NOtiN4vmjjkEEdox,v1qG1MRmWVwn9qyX5JH LOAD CASE(S) Standard Concentrated Loads (lb) I Vert: 13-136 16-136 I I I I callTo,ma TnjsFrame LLC.. rents, CA. 257O Job Truss Truss type Qty Ply MAGNOUA lB H12 CAL HIP I Job Reference (opbonal) aiuon.i U rusriama LL,.., rails, i..n. CflIU nUll. U.".,. Vhi U LU IC raw.,. C.&al a &s .0 ITSIUC IIUOUCC. I. I Il . •L..• lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-iDJb3R3?nAqOi2LvHSrT90U?_RA5mSHvk9lKhGy)tJG 8.0-0 10-6-11 14-2-0 17-9-5 204.0 21-10-0 3-7-5 3-7-5 2-6-11 1-6.0 Scale = 1:36.5 4.00112 3x8 = 2x4 Il 5x10 558 8.0-0 • 14-2-0 20.4-0 • 2140-0 6-2-fl 1-6.0 Plate Offsets (X.Y)- r1:04).4 -91 I2:0-4-0.0-1-81. 15:0-3-12.0-0-81.110:0-3-4.0-3-01 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loG) Well Lid PLATES GRIP TCU. 20.0 Plate Grip OOL 125 TC 0.94 Vert(LL) -025 11-14 499 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.50 11-14 p517 180 BCLL 0.0 Rep Stress Inor NO WS 0.58 HOrZ(CT) -0.05 1 We n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 101111 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 BOT CHORD 2X4 OF No2 G end verticals, and 0-0-0 oc parties (4-1-9 max.): 2-5. Except WEBS 2X4 OF Stud/SW G 4-2-0 oc bracing: 2-5 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except 6-0-0cc bracing: 8-9. Mifek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1001/0-3-8 (mm. 0-1.8), 0=1042/0-3-8 (man. 0-1-8) Max Hoa8'70(LC 9) Max Up4ift1-61(LC 8). 0=-108(LC 8) FORCES. fib) - Max, CompiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 5-7=-579/133. 2-15-191W408. 15-16=-19181408, 4-16=-1918/408, 4-17=-19491417, 17-10=-19491417, 5-10=-1949/417, 1-19-22281409, 19-20'-21491427, 2-20=-2085/434, 7-8=-1069/190 BOT CHORD 1-21=-369051. 11-21=-36912051. 11-22=-37512043, 10-22=-375/2043. 1023=205I640. 9-23=-205/640 WEBS 5-92-926/418, 5.10=27711431, 4-10=425/120. 2-10-2851141. 2.11=0/381, 7-9=-385!1202 NOTES- Unbalanced roof live loads have been considered for this design. Wind- ASCE7-1Q Vult=llomph (3-second gust) Vasd87mpb; TCDL8.0psf, 8COL6.0psf h201k; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 344. lntertor(1) 3-0-0 to 104-11, Exterior(2) 8-1-12 to 124-11, lnteiior(1) 12-4-11 to 20-24, Exterior(2) 17-9-5 to 21414 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOLI.60 plate grip DOLCl1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcuirent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This 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 and/or bottom chord. LOAD CASE(S) Standard 4x6 5x8 = 4.00 LL2_ 356 = 4x8 = ' - 454 = lb 0D Truss Truss Type uty Ply MAGNOLLa1B H13 CAl. HIP 1 1 Job Reference (optional) .,snonaa Irusi-rame LU.., rams, i*, wzotu Kill: b.L4U 3 uec b zuie tilni: 14U 5 iec a xuia mitex InaU5Um5, Inc. mU UCI .1 144( uis rage i lD2Fl3c9inocbrEMVtP7?S5SJz7f4q-iOJb3R3?nAqDi2LvHSrr90UDRBvmszvk9fKhGyX5JG 11-6-8 17-4-8 6-2-11 10-11-6 11-64 16-9-8 16-9-13 21-10.8 I 6-2-11 4-8-12 0-6-li 5-3-0 0-0-5 • 4-541 0-0-5 0-6-11 Scale = 1:36.5 4-7-0 • 10-11-8 174-8 21-10-0 5.7-0 8-4-5 i 8-6.0 4-5.8 Plate Offsets MY)- [1:04)-0.0-0-91,13.0-2-6,0-2-01, (4:0-4-0.0-1-81.E7:0-1-12.0-2-01.(9:0-2-80-2-01 LOAOING(psf) SPACING- 2.0-0 CSI. DEFL in (bc) Udell L/d PLATES GRIP MILL 20.0 Plate Grip DOL 1.25 IC 0.99 Vert(LL) -0.21 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CI) -0.46 9-10 3565 180 BCLL 0.0 * Rep Stress lncr NO WS 0.60 Horz(CT) -0.07 1 n/a n/a BCDL 10.0 Code 18C2015!TP12014 Matrix-MSH Weight: 100 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G'Except' TOP CHORD I Structural wood sheathing directly applied or 3-6-13 oc puilins, except 12: 2X4 OF No.1&Btr G end verticals. and 0-0-0 oc purlins (2.8-1 max.): 3-4. Except SOT CHORD 2X4 OF No.2 G 241-0 oc, bracing: 3-4 WEBS 2X4 DF Stud/Std G SOT CHORD Rigid ceiling directly applied or 1044cc bracing. MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1123/0-3-8 (mm. 0-1-8). 61270/0.38 (mm. 0-1.8) Max Horz659(LC 7) Max Uplift1-79(LC 4), 6-105(LC 5) I FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 4-5=-140W157. 3-14=-18901219, 14-15>-18971220, 15-16=-18981219, 16-17-19021219, 4-17=-19051219, 1.2=2599/189, 23z2045I219, 5-6=-12321122 GOT CHORD 1-18=-139/2398, 10-18=-139/2398, 10-19-18612347, 9-19=-18612347, 8-9=-78/1341, 7-8=-78/1341 I WEBS 4-7=-6161134. 4-9=421692, 2-9=-501185, 57133/1481, 2.104/379 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL6.0psf BCDLz6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip 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 fell 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. Girder carries tie-in spans of 44-0 from front girder and 2-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 16-94, and 162 lb down and 37 lb up at 11-6-Son top chord. The design/selection of such connection device(s) is the responsibility of otherr In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel.25 Uniform Loads (pIt) Veit 4-5=48, 3-15-102, 15-16=-102(F-34), 4-16-102,1-3-68. 6-11-20 Continued on page 2 Job Truss Type uty Ply MAGNOLIA IS H13 7CHlp 1 Job Reference (optional) Run: 8.240s Dec 62018 Print: 8.240s Dec 62018 MiTek Industries, Inc. Thu Oct 3 12:42:37 2019 Pa0e 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-iDJb3R3?nAqDi2LvHSlT9OU_DRBvmszvk9fKhGyX5JG LOAD CASE(S) Standard I Concentrated Loads (lb) Vert: 14-136 17-136 I I calsfan9a Tnjsprame LLC.. Penis, CA. 92570 Job russ Truss Type B II 1114 COMMON Fly Job Reference (optional) NUn. ø.44J 8 INC 0 U10 i1W1L L.4U! U8C 0 U10 MIIWC Ifl0U5fl88, Inc. IflU UC3 4 IL J.42:4 41110 P'488 1 ID:ZFI3xbrEMVfP77S5SJz7r4q-APszGn4dYUy4JCwei9GiiD1ElrS7Vll3zpPtDiyX5JF 64.9 1144 0-0-12 4-2 164.12 214.2 21r100 6-9-9 4-8-11 I 2-7-12 2-7-12 4-84 0-3-14 Scale = 1:35.7 354 = 34 4x6 2x4 II 5-2-3 11-64 114.4) 16-84 164.12 21-8-2 21.104) rzLn ftAk1 A..41 (ift.4A Plate Offsets (1(Y)- 1? -1)-O-20-1-81, [4:0-2-O,Edgel. 16:0-2-0,0-1-121,[S-.0-1-12,0-1-121, [10:0-1-12.0-1-121 LOADING(pst) SPACING- 2-3-12 CSI. DEFI... in (Icc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Veit(LL) -0.21 10-11 '999 240 MT20 2201195 TCOL 16.0 Lumber DOL 125 BC 0.97 Veit(CT) -0.72 10-11 2,360 180 BCLL 0.0 * Rep Stress mo' NO WB 0.66 Horz(CT) -0.03 1 A/a nla BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 24-0 or pudlns (34-11 max.), except end verticals SOT CHORD 2X4 OF No.2 G 'Except (Switched from sheeted: Spacing' 24141). 83: 2X6 OF No.2 G, 81: 2X6 OF SS G SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except WEBS 2X4 OF Stud/Std G 6.0-0 cc bracing: 7-8. REACTIONS. (lb/size) 1118810-3-8 (mm. 0.1.8), 7121910-3.8 (mm. 0-14) Max Horz770(LC 16) Max upllftl-28(LC 8). 7-2(LC 9) FORCES. (Ib) -Max. CompiMax. Ten. - At forces 250 (lb) or less except when shown. TOP CHORD 4-5-318149, 5-15=-1462/54, M16--1474/52,6-16-1590/41,1-17-2877146. 2-17=-2800162, 2-18=-1631149, 3-18=-1516I50. 34=-258/55, 8-7=-1329/54 SOT CHORD 1-19=011100. 1-20=4V2657,11-20=-6/2657,11-21-4112399,10-21=4112399. 9-10=0/I466,8-9=0/1466 WEBS 2.lOm.10851130. 3.10=0,316, 3-8=-1232140, 6-8=4/1624,2-11=0/621 NOTES- I) Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL6.0psf BCDL=6.opsf; h2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0.0 to 3-0-0, lntedor(1) 3-0-0 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0. Interior(l) 17-2-0 to 2148-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and foroes & 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 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. 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 250111b lye located at all mid panels and at at panel points along the Bottom Chord, nonconcuirent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the pistin along the top and/or bottom chord. Hanger(s) or other connection device(s) shed 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 16414 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 Increase=1.25 Uniform Loads (pit) Vert 4-6-83,114=4113,742-23 Concentrated Loads (Ib) Vert 10=-50 8=-50 JOD Truss Truss Type Uty Ply MAGNOLIA IS H15 COMMON I Job Reference (optional) NII1;.qu5 IJC cAuiarrinces.wAusuec bu1eMsleJc!flcUsg1es,IflC. IflUUCl s,:4x:b2u1e race i ID:ZFI3C9VXXbrEMVfP7?S5SJZ7f4q-APSZGn4dYUy4JCW6I9GIiD1A9TTHVJP3ZpPtDiyX5JF 6-10-9 . 114.4 . 14-2-0 16.9-12 214-2 2lrlQO 6-10-9 4-7-11 2-7-12 l 2-7-12 l 03-l4 Scale = 1:35.9 3x4 = I 3x5 = 46 2x4 I 5-6-14 11-64 111.8-0 16-8-0 l6--12 21-6-2 2110-0 fl,I fll, Plate Offsets MY)- 11:0-00.0-0-91. 12:0-0-2,0-1-12), 140-2-0.Edge), 16:0-1-12,0-1-121.18:0-1-12.0-2.01.110:0-1-12.0-2-01 - -- - - - - - - - LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 Ic 0.91 Vert(LL) -0.37 10-11 .899 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 4.23 10-11 2,212 180 BCLL 0.0 Rep Stress lncr NO WS 0.59 Hotz(CT) -0.04 1 nla n/a BCDL 10.0 Code lBC2015lTPl2014 MatrixMSH Weight: 108 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr 0 Except TOP CHORD Structural wood sheathing directly applied or 2-11-15oc puflins, except Ti: 2X4 OF No.2 G end verticals. 601 CHORD 2X4 OF No.1&Btr 0 Excepts 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 82:2X6 DF No.2 G 6-0-0 cc bracing: 7-8. WEBS 2X4 OF StudlStd 0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11032/0-3-8 (mm. 0-1-8), 7=1063/0-3-8 (min. 0-14) Max Horz7=80(LC 16) Max Upliftl=-24(!.0 8), 7-2(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-295/45, 5-18=-1244!47, 15-16=-1255/46, 6-16=-1343134,1-17=2374136. 217=.2240!52, 2-18=-1429/44, 3-18=-1331146, 6-7=-1123(50 SOT CHORD 1-18=-6/2181, 11-18=-6/2181, 11-204-3512067, 10-204--3512067, 9-10=0/1267, 8-9=0/1267 WEBS 2-10=-9481112,3-10=0/431,3-5--1074134,6-8=-1211446.2-1 1=01473 NOTES- ) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd-87mph; TCDL=8.opsf; BCDLZS.opsf; h'20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0. Interior(l) 17-2-0 to 21-8-4 zone; cantilever left and right exposed; end vertical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate gap DOL1.60 This buss has been designed fora 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.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 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. 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 1641-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I I) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate lncrease=1.25 Uniform Loads (p11) Vert 4-8=-72, 1-4-72, 7-12.20 -Concentrated Loads (Ib) Veil: 10=-SO 8=-50 I Job Truss Truss Type uty Ply MAGNOUA1B NIB COMMON 1 Job Reference (optional) lila uluarrame i.L.. rerul, u,,M. a,u hun: 044115 .jec ouiernnteiqusuec 0U1*MII0KIfl0U5Ul05, Inc. lflUtJC1 4 1: :jguig rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-fbQMU74FJo4xxMVIPtnxERZS9FpFEm7CCT8Rm9yX5JE 4-4-15 8-1-B 14-2-0 18-11-4 22-9-2 28-4-0 4-4-15 3-8-9 6-0-8 49-4 5-6-14 Scale = 1:44.7 4x6 = 354 = 6x8 =4XV = 5x8 = ssiu = 45111 = axlu = 5x18 8-1-8 . 13-6-12 21-8-2 28-4-0 a-i-a s.se 1 a-i-a 6-7-14 Plate Offsets ((Y)— [3:0-1-12.0-2-01.14:0-3.0,0-241, [5:0-3-12.0-1-121, 17:0-7-0.0-1-141,18:0-3-4.0-441. [9:0-4-0.0-2-41.111:0-3-0.0-4-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEEL. in (lac) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.51 Vert(LL) -0.14 8-9 >999 240 MT20 2201195 TCDL 16.0 Lumber DOL 125 BC 0.90 Vert(CT) -0.41 8-9 >425 180 BCLL 0_0 * Rep Stress lncr NO WS 0.62 Horz(CT) -0.02 9 n/a We BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 303 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 64-0 cc purtins. DOT CHORD 2X6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-000 bracing, Except: WEBS 2X4 OF Stud/Std G Excepr 10-0-0 cc bracing: 7-8. W6: 2X4 OF No.2 G SLIDER Right 2x6 OF No.2 -G 5-7-13 REACTIONS. (lb/size) 1=268/0-5-8 (mm. 0.1-8), 7=2433I0-5-8 (mm. 0-1-8), 9=9257/0-3-8 (req. 0-4-15) Max Horz764(LC 28) Max Upliftl=-247(LC 27), 7=-229(LC 30) Max Grav1342(LC 3). 7=2591 (LC 59), 9=9257(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-524/925, 2-3=-34311162, 34=-12113676, 4-5=-37513311, 5-6=4080/374, 6-7=4137/548 801 CHORD 1-19=-336/307. 1-20=-871/542, 20-21=-871/542, 21-22>-8711542. 11-22-871/542, 11-23=-1083/550, 23-24=-1083/550, 10-24=-10831550, 9-10=-1083I550, 9-25=4051762, 8-25=-587/811. 8-26=-509/3996. 7-26=.540I3916, 7-27=-53713910 WEBS 2-11=422/84, 3-11=-2512292, 3-9=-3554/179. 4-9=-2571/135, 5-9=-3707131, 5-6=0/5223 NOTES- 1)2-ply truss to be connected together with lOd (0.131*x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-5-0 cc. Webs connected as follows: 20 - 1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf: BCDLB.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 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 ot2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 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 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 28-4-0 for 700.0 plf. Girder carries tie-in span(s): 2-641 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 design/selection of such connection device(s) is the responsibility of others. I MAGNOLIA 18 Catfcinia TnJ! LOAD CASE(S) Standard I i) Dead + Roof Live (balanced): Lumber Incease1.25, Plate lncrease11.25 Uniform Loads (p11) Vert 1-4-72,4-7=42,12-21-26(F=-6), 21-23-20, 15-23-431(F-411) Concentrated Loads (lb) Vert: 11-1895(F) I I' Job 11us$ Truss Type uty Ply MAGNOLIA 15 J02 COMMON 13 Job Reference (optional) .eIILThd I ruar,ame w..., renla, WL eiu Nisi: bZ4U 3 uec b Lui rnn1 c.Z4U S uec e uie Miex mausines inc. i flu ua a 1z:4z:J uis race i ID:ZFl3c9v,ocbrEMVfP7?S5SJz7f4q-lbQMU74FJo4xxMVd'tnxERZTfFujEsACCT8Rm9yX5JE 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 z 1:35.1 456 U 4e4= 4x6= 4x4 356 = 7-3-3 14.6-13 21-10-0 7-2-3 7-2-10 1 7 Plate Offsets (XV)— 130-0-0.0-0-0I LOADING(pst) SPACING- 2-0-0 CSI DEFL in (Icc) Ildefi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.41 Veit(LL) -027 6-8 "969 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Veit(CT) .0.56 6-8 >470 180 BCU. 0.0 Rep Stress lncr YES WB 0.24 Hoiz(CT) 0.08 5 nla nla BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight 81 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.20 SOT CHORD 2X4DFN0.2G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1296110.5.8 (min, 04-6),52961/044 (mm. 0-1-8) Max Ho.zl>44(LC 35) Max Uphft1-259(LC 27), 5-259(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8oc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (to) - Max. CorepfMax. Ten.- Al forces 250 (lb) or less except when shown. TOP CHORD 1.152.21901707, 2-15=-20931510. 2-16=-19171348, 3-16=1856/168, 3-17=-1856/178, 4.17-1917t349.4-18-2093(467. 5182.2190/707 BOT CHORD 1-19=-34412023, 19-20=-96I2023, 8-20=-96/2023, 7-8=0/1379.7-21=011379. 6.21=0/1379. 6-22=-64/2023, 22.232.64/2023, 5-23=-312/2023 WEBS 3-6-37/M.44-39&137,3-8-37/660.2.8--39S/137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd37mph; TCDL6.0p51 6C0L28.0p5f h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 10-11-0, Eatefior(2) 10-11-0 to 13-11-0. Inteflo1) 13-11-0 to 21-10-0 zone; cantilever left and fight 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. This truss has been designed fora live load of 20.opsf on the bottom chard in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss Is designed In accordance with the 2015 International Building Code section 2306.1 and referenced standard 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, nonconcunent 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(133) Connect buss to resist drag loads along bottom chord from 04-0 to 24-0, 19-10-0 to 21-10-0 for 350.0 plf. LOAD CASE(S) Standard Job Truss truss Type Uty Ply MAGNOLIA 18 J03 GABLE I Job Reference (optional) casronsa I,uSllltne LI.ç., IStTIS, I.A. vZolu run: a.iU $ USC S U1S IflflE 524U S USC S U1S MISC Inousrnes, IflC. mu uci 1 14:41 aiis 'age 1 ID:ZFl3c9brEMVvP7?S5SJz7f4q-bY6up6WrPKfAgfgWHqPKsftn2hNinuVfndYq1yX5JC 5-1-11 10-11-0 16-8-5 21-10-0 5-1-11 5-9-5 • 6-9-5 5-1-11 Scale = 1:34.7 n=gnnu 5*8 II 1" a 34 = 40 17 41 18 42 15 43 14 44 131245 11 46 10 47 9 48 8 49 7 50 6 51 4x4 = 3x4 4*4 = 1-9-10 14-0-6 21-10-0 I 7_Q,.lfl 7-n-in - Plate Offsets 0(Y)— (3:0-3-6.0-2-81 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFL. in (lc) Udefl lid PLATES GRIP 20.0 Plate Grip DOL 125 IC 0.18 Vert(LL) n/a - n/a 999 MT20 220/195 I TCLL TCDL 14.0 Lumber DOL 1.25 BC 0.15 Vert(CT) nla - n/a 999 BCLL 0.0 Rep Stress Inor YES WS 0.16 Hoa(CT) 0.01 5 We nla BCDL 10.0 Code 18C201511P12014 Matrix-SN Weight: 133 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c pthlmfls. SOT CHORD 2X4 OF No.2 G GOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF StudlSld G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud(Std G Except' installed during truss erection, in accordance with Stabilizer STS: 21(8 OF No.2 G Installation guide. REACTIONS. All bearings 21-10-0. (Ib) - Max Hoiz167(LC 44) Max Uplift All uplift 100 lb or less atjoint(s) 11, 13,16,10, 7 except 1-138(LC 27), 5-141 (LC 38), 9 -180& C 30). 14-183(LC 35) Max Gray Al reactions 250 lb or less at joint(s) except 1351(LC 67), 5=351(L.0 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. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-36=-4621379, 2-36=-2741265, 2-37=-214/276, 3-31-98/336. 3-38=-691336. 4-38=-1781271, 4-39-26=35,549=449/387 801 CHORD 1-40-364!373, 5-5I=-353/383 WEBS 3-9=-361/175, 4-9=-5401152, 3-14=-361/177, 2-14=-540/153 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vuft=llOmph (3-second gust) Vasdz87mph; TCDLe6.0psf BCOLS.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 10-0, Interior( 1) 3.0-0 to 10-11-0, Exterior(2) 10-11-0 to 13-11-0, lntedor(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 DOLZ1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the race), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSltTPl 1. Gable requires continuous bottom chord bearing. 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. 1 This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the —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 thi Bottom Chord, ncnconcunent with any other live loads. This truss has been designed fora total drag load of 800 lb. Lumber 00L(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 11 Job 1Truss Truss Type Qty Ply MAGNOLIA lB OUEENPOST I lJob 11(02 Reference (optional) aw5r.dmLL,....,1W1151 ,..M1 w4ary ,un:aiqu5 uec bo1arnm:e24usuec exuiaieieinousmes IflC. IflUUC! :4z:41xU1a l'agl IDiFl3c9vxxbrEMVtP7?S5SJz7f4q-bY6up6wrPKfAgtgWHqPKsrsg2Zwim3VrndYq1yx5JC 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 = 128.7 4x4 = j ii 4x8 = 4x8 44 = a 8-11-8 17-11-0 P.11_S A_Il_S Plate Offsets (XVI— 11:0-0-0.0-1-11, [5:0-0-0.0-1-11 LOADING (psI) SPACING- 240 CSI. DEFL in (icc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.25 Vert(LL) -0.32 6-12 '675 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.54 6-12 '401 180 BCLL 0.0 * Rep Stress Inci- YES WS 0.21 Hoiz(CT) 0.05 5 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-8-60c puilins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 OF Stud/Std G Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=78810-3-8 (mm. 0-1-8),5=78810-M (mm. 0.1.8) Installation guide. Max Ho,z136(LC 12) Max Up1ift1=-11(LC 8). 54-11(LC 8) FORCES. (lb) - Max. CompJMax. Ten. . Al forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1728152, 2-15=-1653165, 2-16-128617. 3-16=-1235118. 3-17=-1235118, 4-17=-128617, 4-18=-1653/65, 5-18=-1728/52 BOT CHORD 1-13=-57/1598,6-13--S7/1598,6-14-3111598,5-14-3111598 WEBS 2-6=4641116, 3-6=0/$30.4.6=484/116 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=6.0psf, BCDLS.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 8-11-8. Exterlor(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 a MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcuirent 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 Was 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, noncancu,rent with any other live loads. LOAD CASE(S) Standard I 1, ~ I ~ t II 8x8 400 = 3x10 = Job truss liuss Type MAGNOUAIB K04 CAI.HIP 117 y 1 Job Reference (optional) canyarma Iluat-reme 11.C.• ,ems, CA. 5b7O I4un: 5.240 $ oec S 2016 Print 6.240 a usc S 2015 MITK Inousmes, Inc. ThU UCZ 3 12:42:42 2016 P590 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-3A6U6978cjSWoqDt4?Les3BzPStyRDHeuRN5MUyX5JB 7.11.11 495 7-5-0 74.12 i 13-1-11 17-11-0 4-9-5 2-7-I1 O-1-12 1-11-10 0.6-If 2-7-11 4-9-5 0-4-15 Scale = 1:29.5 7-5-0 10-6-0 17-11-0 7-5-0 3.1-0 7-5-0 Plate Offsets (X.Y)— 13:0-3-12.Edgel. 14:0-5-0.0-1.61 LOADING (pat) SPACING- 2-0-0 CSI. OEFL in (bc) 1/deti 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 TCDL 14.0 Lumber DOL 1.25 BC 0.77 Vert(CT) .0.37 8 >573 180 ECU. 0.0 Rep Stress lncr NO WB 0.21 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight: 84 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except SOT CHORD 2X6 OF No.2 G 0-0-0 cc purlins (2-10-1 max.): 3-4. Except: WEBS 2X4 OF SudlStd G 2-10-0 cc bracing: 3-4 BOT CHORD Rigid ceiling directly applied or 104-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1770/0-3.8 (mu. 0-1-14).6-1782/Mechanical Max Horz133(LC 8) Max Upliftl414(LC 4), 84-68(LC 5) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (ID) or less except when shown. TOP CHORD 12=43401345.2-34-4336/343, 3-15=-3981/331, 4-184-3974/333.4-844202/342, 5-6=4374/356 SOT CHORD 1-16=-89/1691, 1.17=.317/4104, 8-17=-317/4104, 8-184-308/4188, 18-19=-30814188, 1920=.308f4188, 7-20=-308/4188, 7-21=-301/4114, 6-21=301/4114, 6-22=-7711695 WEBS 3-8=0/380, 3-7=-400155.4-7=01527 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL=6.0p5f 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 DOL1.60 plate grip 00L1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 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 250.0lb 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 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 io-e A and 703 lb down and 162 lb up at 74-12 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 truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel .25 Uniform Loads (pit) Vert: 1-34.68, 3-4-165,4-84-68,9-12-49(F-29) Continued on page 2 Job Truss IfUSS Type Ply MAGNOUAlB I 1(04 CAl. HIP Fly Job Reference (optional) caulorma inisrime w... reins, . sniu LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-589 4=-589 I I I I I I I I, Scale = 1:28.8 4x4 = 56 2x4 11 354 = Job Truss Iruss lype Fly MAGNOliA lB 1(05 OUEENPOST Ir Job Reference (optional) avromia TAWrarrie u.c., i-ems, cA. 92370 Run: 8240 a ass e 2018 i-ret: 8240 spec o 2018 isrex Indusmes, Inc. Tflu Oct 3 12:42422019 i-see 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q-3A6U6978r4SWoqDt4?Les3B0VSunRDveuRN5MLiyX5JB 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 I I I Ill I 8-11-8 1 12-8-12 17-11.0 R_1 1.R • t4.A I Plate Offsets (XX)— (7:0-2-8.0-2-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (lc) lldell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.31 Vert(LL) -0.28 7-10 '552 240 M120 2201195 TCDL 14.0 Lumber 001. 1.25 BC 0.72 Vert(CT) -0.51 7-10 2300 180 BCLL 0.0 Rep Stress Inor NO WS 0.24 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code 18C201517P12014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc purlins. BOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer U Installation guide. REACTIONS. Qb/size) 14046/0-3-8 (min. 0-1-8), 5220/0-3-8 (mm. 0-1-8). 64062/0-5-8 (min. 0-1.8) Max Hoiz1z36(LC 12) Max Uplft1.8(LC 8), 5.6(LC 13), 6-13(LC 9) Max Grav14053(LC 21), 5382(LC 31), 64062(LC 1) FORCES. Pb) - Max. ConipiMax. Ten. - Al forces 250 (to) or less except when shown. TOP CHORD 1-17=-1055147, 2-17=-98W61, 2-18=-55210, 3-18=-S10/6, 319529!12. 4-19-546!0 SOT CHORD 1-14-531978, 7-14=-531978 WEBS 2-7-5451111, 4-7=-121531. 4-6=-721 (55 I NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultll0mph (3-second gust) Vasd407mph; TCDL40.0psf BCDL40.0psf h2011; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lntesior(1) 3-0-0 to 8-11-8, Exterior(2)8-11-8 to 11-114, 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 DOL=1.60 plate grip DOL1.60 This truss has been designed fora 10.0 psI bottom chord live load nonconcunent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord it all areas where a rectangle 3-6-0 tel by 2.0-0 wide will fit between the bottom chord and any other nwrnbece. A plate rating reduction of 20% has been applied for the green lumber members. S) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent 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 [ I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increasee125, Plate 1ncrease125 Uniform Loads (pit) Vert 6-8--20,6-1 1=30(F-10), 1-3-68, 3-5-88 Job TrUSS [russ lype Qty Ply MAGNOLIA lB I 1(06 I QUEENPOST I l J ' - Job Reference (optional) r.auramla I nisr-rsrle u... PeniS, '.A. VL1U ,lufl: 5x4U S use e 2915 MM 62405 Dec S 2016 MIell Iflausuies, Inc. ThU O 3 12:4243 2019 P596 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-XMgsJV1mN0aNQzo3elsuPHkBlsD0Ag9o756evwyX5JA 4-5-11 • 8-11-8 13 12-8-12 -7-13 17-11-0 4-5-11 • 4-5-13 3-9-4 0-11-1 ' 4-3-3 Scale = 1:28.8 4x4 = 146 4x6 = 354 8-11-8 1 124-12 • 17-11-0 9-1 1-a • 2.94 • 5-2-4 Plate Offsets (CY)— 17:0-2-80-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ice) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -028 7-10 2,552 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.51 7-10 7,300 180 8CU. 0.0 * Rep Stress Incr NO WS 0.24 Horz(CT) 0.02 6 n/a We BCDL 10.0 Code 18C2015/TP12014 matrix-MSH Weight: 611b FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD GOT CHORD 2X4 OF No.2 G DOT CHORD WEBS 2X4 OF StudlStd G REACTIONS. (IbIsize) 1=546/0-3-8 (min. 0-1-8), 5=220/0-3-8 (mm. 0-1-8), 6z862I056 (mm. 0-1-8) Max Horz136(LC 36) Max Upliftl-163(LC 27), 5=-115(LC 38), 6-59(LC 30) Max Gravl553(LC 55), 5=382(LC 59), 6=862(LC 1) FORCES. (lb) -Max. CompiMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-1103/460, 2-17=-988/344, 2-18-6441223, 3-18=-510(160, 3-19-529/44, 419z546/138, 5-20=-3521284 GOT CHORD 114=441/1025, 7-14=-2481978. 5-16=-251/349 WEBS 2-7=-54SI145, 4-7=-1051531, 4-6=-721/105 StnicMal wood sheathing directly applied or 5-11-9 ocpudins. Rigid calling directly applied or 6-0-Oce bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=6.0psI BCDLS.opsf; hx2oft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 344, Interior(1) 344 to 8-11-8, Exterior(2) 8-11-8 to 11-114, 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 DOL=160 plate gap OOL=1.80 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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.(Hb 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 buss to resist drag loads along bottom chord from 0.0-0 to 17-11-0 for 447 plf. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=125 Uniform Loads (pit) Vest: 6-8-20, 6-11-30(F-10), 1-3=48,3-5=48 iJob truss irusslype uty Fly MAGNOLIA lB ICC? QUEENPOST 1 I - I Job Reference (optional) ,,..• r,n NUfl; MAW 5 USC S ZU16 rnni; 5.14U 5 USC S ZU16 MuCk unguslnes. InC. 11W UC1 3 1-44x:43u1s 1'age 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-XMgsJV7mN0aNQzo3eisuPHk7rs9mAcXo756evwyX5JA 5-0-11 8-11-8 12-10-5 17-11-0 5-0-11 ' 3-10-13 3-10.13 Scale = 1:28.7 454 = co 20 II 4x8 = 20 II 5x6 = 5x6 = 5-0-11 8-11-8 12-10-5 17-11-0 Plate Offsets (XV)- 14: 00-1-91 (5:0-0-0.0-1-91JO -4.D-1-01. (8:0-2-4.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) lldefb Lid PLATES GRIP TCLL 20.0 Plate Gnp IDOL 125 IC 0.53 Vert(LL) -0.13 6-11 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.99 Vert(CT) -0.38 6-11 >563 180 BCLL 0.0 Rep Stress lncr NO WS 0.47 Horz(CT) -0.07 1 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MSH Weight 69 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF Noi&Btr G WEBS 2X4 OF StudlStd G REACTIONS. (lblsize) 6=1711/0-3-8 (mm. 0.1-13), 1926/0-3-8 (miii. 0.1-8) Max Hoiz5=-36(LC 38) Max Uplift6=.141(LC 22), 1-151(LC 19) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-50c 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. (Ib)- Max. ComplMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 34--16381181,4-5-2854/366.1-2---20851385,2-3=-16321184 SOT CHORD 115z0I1923. 15-16=41611923, 8-16=416/1923, 8-17=.416/1923, 7-17=41611923, 7-18=-37012681, 6-18=-37012681, 6-19=-370/2681, 19-20=-370/2681, 5-20=-370!2681 WEBS 4-7=-1369/87, 3.7=0/792, 2-7=-527/88, 4-6=0/839,2-8=0/305 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL=8.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 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 00L(1.33) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for 400.1 ptt. Girder cames tie-in span(s): 12-74 from 13-3-0 to 17-11-0 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead i-Roof Live (balanced): Lumber lncrease1.25, Plate Increase1.25 Uniform Loads (plf) Vert 12-19=-20, 9-19-247(B-227), 3-6=-68, 1-348 job Truss IQty 3N0L1A1B lrussrype 1(08 OLIEENPOST I I I II Job Reference (optional) du:umd uruarfarne u., r-ema, r.?%, eJ,U Nun: e.0 a vec e U10 mm: e.zau a uec e xuiu ax ice inauemes inc. mu vcl 3 1:4iq4 uia rage i lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-?ZEFXq8O8KiE27NFQN7xUGl8GZJv0ZxUsCRMyX5J9 4-11-11 • 8-11-8 12-11-5 17-11-0 4-11-11 3-11-13 3-11-13 4-11-11 Scale a 1:28.4 40 = 4JA II 0*0 II 8x6 = 650 = I 4-11-11 8-11-8 1 12-11-5 17-11-0 4-11-11 1 3.11-13 3-11-13 4-11-11 Plate Offsets (XX)— [1:0-3-0.0-3-91,15.0-3-0.0-3-91, (6:0-4-0.0-1-81, (7:0-5-0.0-1-12). LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.56 Veit(LL) -0.08 8-11 2-999 240 MT20 220/195 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 BCDL 10.0 Code IBC2015ITPI2014 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=2261/0-3-8 (mm. 0-2-7). 5=102610-54 (mm. 0-1-8) Max Horz8=36(LC 27) Max Uplift1-234(1,C 19). 5=-249(LC 22) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-9-40c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - AJI forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3780/630, 2-3=-1985/321, 3-4-1982026,44=24301621 BOT CHORD 1-15=-29211873, 1-16=-16513567, 16-17=-69513567.8-17=-695/3567, 8-18=-89513587. 7-18---69513567, 7-19=-660/2263,6-19=-660/2263,6-20=460/2263, 5-20=460/2263, 5-214781984 WEBS 3-7=0/1004, 4-7=-529/117, 4-60/273, 2-7=-1955/67, 2-8=0/1227 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDLZG.opsf; h=20ft; Cat. II; Exp 8; 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 truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rwe loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss 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 l5-11-Oto 17-11 -0 for 700.1 plf. Girder carries tie-in span(s): 17-11-0 from 0-0-0 to 54-0 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 1.25 Uniform Loads (p11) Veit 1-3=48,3-8=48, 8-9=-364(F=-344), 8-12-20 Job Truss Truss Type MAGNOUAIB IlUry JFV T - - Reference (optional) mm; O.S4U5 uc oIornn1;brnus war D pia MlIelcInousmes.unc. i nuucI 4t:4A:4u1 ragti lD:ZF13c9vxxbrEMVfP7?S5SJz7f4q-11ndkA90veq5fHySl7uMulpZUf1hebA5aPblzoyX5J8 4-9-14 8-9-0 12-8-2 17-6.0 4-9-14 3-11-2 3-11-2 4-9-14 I Scale = 1:27.8 5x6 II 3x4= 29 14 30 13 31 12 32 11 33 10 34 9 35 6 36 7 37 6 38 30 4x4 = 4x4 = 1 8-3-14 1 11-2-2 17-641 A_Ifl_A Plate Offsets (X,Y).- [30-3-6,0-2-81 - - - - LOADlNG(psf) SPACING- 2-0-0 CSI. DEFt.. in (lc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.14 Vert(LL) ala - ala 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.19 Vert(CT) a/a - n/a 999 I BCLL 0.0 • Rep Stress Inor NO WS 0.07 Horz(CT) 0.00 5 nFa n/a SCOL 10.0 Code IBC2015/1P12014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 640 oc purlins. SOT CHORD 2X4 DF No.2 G SOT CHORD Rigid ceiling directly applied or 6.O-00c bracing. WEBS 2X4 DF StudfStd G Milek 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 17-6-0. (lb) - Max Horz1-38(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11, 13,9,7 except 1-126(LC 27), 5-131(LC 38), 8-178(LC 30), 12=-183(LC 35) Max Gray All reactions 250 lb or less atJoint(s) except 1=344(LC 65), 5344(LC 75), 8464(LC 1), 12464(LC 1), 10=279(LC 70), 11-270(LC 69), 13=258(LC 67), 14321(LC 66), 9270(LC 71), 7258(LC 73), 6=321(LC 74) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-385/347, 5-28=-385/356 aoi CHORD 1-29=-3391369, 5-3S=-322/352 WEBS 3-8=2551167,4-8-3751103,3-12=-2551173,2-12=-375/103 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL6.0psl BCOL6.Opsf; h=201t Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-04 to 3-0-0, Interior(1) 3.0-0 to 8-9.0, Exterior(2) 8-94 to 11-9-0, lnterior(1) 11-9-0 to 1741-0 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 ANSlITPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0cc. This truss has been designed for a 10.0 pat bottom chord live load nonconctirrent with any other live loads. • This truss has been designed fora live load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This 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 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 4-0.0,13-6-0 to 17-6-0 for 100.0 pit. LOAD CASE(S) Standard Job TIUSS Truss I We Qty Fly MAGNOLIA 19 L03 I COMMON GIRDER 1 1 lJob —Reference 1 (optionafl - uc Os oUflLQL'Iu5UOc esWho lylleelnaueulea,Inc. inuucr J1:4:4b2U19 Facei ID:ZFl3c9vocbrEMVtP7?S5SJz7f4q.xxL?ywAegxyyHR.xeJrpb1vMh53lRN1lEpJvFyJ7 4-5-1 8-9-0 • 13-0-15 17-8-0 4-5-1 I 4-3-15 4-3-15 • 4-5-1 Scale c 128.2 4x6 II D=1000# [ 40 4x4 = I 6-6-6 I 10-11-10 17-6-0 A-a-a I Plate Offsets (XV)- 13:04-0.0414111 - - LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (lc) I/deli Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 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 BCLL 0.0 Rep Stress Inor NO WB 0.15 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code 1BC2015ITP12014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.23 SOT CHORD 2X4 OF No.23 WEBS 2X4 OF Stud/Std 3 REACTiONS. (lb/size) 1770/0-5-8 (mm. 0-1-8), 5=77010-5-8 (mm. 0-1-8) Max Horz 1=35(LC 44) Max Upliftl-188(LC 27), 5=-188(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. 801 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (1b) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1690!511, 2-14=-16141353, 2-15=-14171254, 3-15=-1369/127, 3-16=-1369/152, 4-16=-1417l232, 4-17-16141329. 5-17=-1690/504 SOT CHORD 1-18=-57!1559, 1819=582l1559, 7-19=-582/1559, 7-20=-480/1216, 6-20=-480/1216, 6-21=-477/1559, 5-21=47711559 WEBS 3-6=-271496.44=-3421122,3-7-23f496.2-7-3421117 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasth87mph; TCOL6.0psf BCOL.6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0-0, lntenor(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-0.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcunent with any other live loads. • This truss has been designed for a live load 0120.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, nonconculTent with any other live loads. This truss has been designed for a total dreg load of 1000 lb. Lumber DOL=(133) Plate grip DOL--(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 240 for 500.0 pIt. LOAD CASE(S) Standard Job iTf0TpeT MAGNOLIA lB I Inis L04 COMMON GIRDER 8''J 1 Job Reference (optional) i nThrime LI.%., rams, M 1U RUfl: a4u a uec b pia mini. 6.245 S uec U zuvo MITeK lnausmes, inc. TiM OCt 3 1445 my Page 1 lD:ZFl3c9vxxbrEMVIP7?S5SJz7f4q-iocL?yWAegxyyHRXe.JrPb1vMh53lUN1GEp3UVFyX5J7 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 3-10-4 Scale = 1:282 44 Il - Seq = 2x4 If 454 = 454 = I 6-6-6 10-11-10 13-7-12 17-6-0 I A.4.A I jfl Plate Offsets (X,Y)— F3:0411 -0.0-O-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.27 Vert(LL) .0.12 9-12 2999 240 MT20 220/195 TCOL 14.0 Lumber DOL 125 BC 0.64 Vert(CT) -0.23 9-12 2898 180 BCLL 0.0 • Rep Stress lncr NO WS 0.15 Horz(CT) 0.05 6 n/a We BCDL 10.0 Code IBC20151TPI2014 Matrix-lASH Weight: 66 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 DF Stud/Std G REACTIONS. (lb/size) 1=770/05.8 (mm. 0-1-8), 62770/0-5-8 (mm. 0-1-8) Max Horzl'-35(LC 17) Max Uplift12.10(LC 8), 6=-10(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during bliss 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=-1690/37, 2-162-1614151, 2.17=1417/15, 3-17=-1369127. 3-18=-1370/38, 4-162-1418/22, 45=-1613/45, 519=1631l32, 6-191689125 SOT CHORD 1-20=-45/1559. 9-20=-4511559, 9-21=0/1100. 8-21=0/1100, 8-22=611558,7-22=4115S8, 7-23=-8/1558,6-23=-6/1558 WEBS 3-8=-1/495, 4-62-386(68, 3-941498,2-9-341197 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0psf BCDLS.opsf; &201t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0.0 to 3-0-0, Interior(l) 3-04 to 8-9-0. Exterior(2) 8-9-0 to 11-9-0. lntenor(1) 11-9-0(0 17-6411 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 nonconcun-ent with any other live loads. • This truss has been designed for a live load of 20.opslon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will At 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.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 3x6 0-0-8 8.2-4 11-0-0 4x4 = 20 II Job T!uss jTIUSS Type MAGNOLIA lB NO2 COMMON GIRDER L...[ Job Reference (optional) —riwm "~.,rcm3,~ft vLru lwn: o.zqu a uec b zui u IrinE mwm a OR b xuie Mllexlnausmes. Inc. mu ocr a lx:4x:4b auis lage 1 ID:lbjOp_sdczmZJTlvFKMLnuz6QGW-xxL?yWAegxyyHRXeJrPb1vMtH3KLN14Ep3LJVFyX5J7 I 6-24 11-0-0 6-24 4-9-12 I Scale = 1:22.5 U Plate Offsets (X,Y)— 'l:Edge.O-O-Ol, (4:0-1-4,0-1-81. [5:0-2-0,0.0-81,16:0-1-12.0-1-81 LOADING(pst) SPACING- 2-0-0 CS]. DEFL in (bc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.39 Vert(LL) -0.09 6-9 a.999 240 MT20 220/195 TCDL 14.0 I Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 6-9 p818 180 BCLL 0.0 * Rep Stress bncr NO WS 0.16 Harz(CT) 0.03 1 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-MSH Weight 50 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. except SOT CHORD 2X4 OP No.2 G end verticals. WEBS 2X4 OF StudlStd G 601 CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. SLIDER Left 24 OF No.2 .G 3-3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=478/0441 (mm. 0-1-8). 5=478/0-3-8 (mm. 04-8) Max Horzl=38(LC 11) Max Uptiftl-2(LC 12) Max Gravl5ll(LC 30). 5511(LC 33) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-748/26, 2-11=-504148, 3-11=.496/63, 3-12=-481/62, 12-13--496149, 4.13-558/47, 4.5.449!70 BOT CHORD 144--1021396.1-15-29951, 6-15=-291451 WEBS 3.6-01272,44-7/414 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf BCOL8.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extezior(2) 0-1.8 to 3-14, Interior(1) 3-14 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(l) 94-12 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 gnp DOLI.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 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, nonconcurmnt with any other live loads. LOAD CASE(S) Standard. vOb I russ Truss Type uty Ply MAGNOUA 18 NO3 COMMON GIRDER 1 Job Reference (optional) - - - - - ..,vii vi , ivi r..m. lvqu vi lv U1vi lvii lviii II1UU5Uhu5 inc. i nu UQ .3 tL4.4( uiu IaQ5 1 lD:1bJOp_sdczmZJTlvFKMLnuz6QGW-QavNgsBGRF4pvb6qtywqz7uqhTgG6v8N2j4s2hy5J6 6.24 12-6-0 6-24 6-3.12 I 4x4 = Scale = 1:22.8 I 30 If oj 6-2-4 12-6-0 Plate Offsets (XY)- 1l:o.242.0-0-41 13:0-2-0.0-2-41. 15:E1,e,0-041 - - LOADING (pat) SPACING- 2-0-0 CSL DEFL in (lc) lldeft L/d PLATES GRIP TCU. 20.0 Plate Grip 001. 1.25 IC 0.41 Vert(LL) -0.10 6-13 '999 240 MT20 220/195 TCDL 14.0 Lumber 001. 125 BC 0.44 Vert(CT) -0.17 6-13 '891 180 BCLL 0.0 Rep Stress Incr NO WB a_li Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code lBC2015i'1P12014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G 801 CHORD 2X4 DF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2x8 DF No.2 -G 3-3-11, Right 2x6 DF No.2 -G 3-5-0 REACTIONS. (lb/size) 155010-3-8 (mm. 0.1-8). 6=550/1-114 (mm. 0-1-8) Max Hocz1.35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - PJI forces 250 (lb) or less except when shown. TOP CHORD 1-2=-767114, 2-15=-674/51.3-15=-663/66, 3-154-663/83, 4-16-671I48. 4-54-828/27 601 CHORD 1-17-411474, 1-18=0/603. 6-18=01603.6-19=01603,5-19=0/603,5-20=01603 WEBS 3.6=0/383 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL=6.OpsI BCDL6.0ps1 h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.14 to 3-1-8, Interior(l) 3-1-8 to 5-3-12. 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 DOL=1.60 plate grip DOL=160 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.opsf on the bottom chord in all areas where a rectangle 3-64) tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard Af4SllTPl 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 44 = Scale = 1:22.8 3x6 Job truss Iruss lype uty Fly MAGNOLIA 18 N04 COMMON GIRDER 5 Job Reference (optional) CelifonSa T,usFrame LLC., Peas, CA, 92510 Run: 8.240 a Dec 6 2018 Priflt: 82405 Dee 6 2018 taTeki iifrleSihc. Thu 0c13 12:42:47 2019 I ID:1bJOpsdcmZJT1vFKMLnuz6QGW-Q8vN9sBGRF4pvb6qtYwqZ7uqmTgL6V8N2j4s2hyX5J6 6-24 12-6-0 6-24 6-3-12 0-0-8 6-2-4 04--8-6-1-12 I Plate Offsets (X.Y)— (11:0-2-11Z0441,13:0-2-0,0-2-41, 15:E&e.0-0-01 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 Inor NO I WS 0.11 BCDL 10_0 Code lBC2015lTPl2014 Matrix-MSH LUMBER. TOP CHORD 2X4 OF No.2 G GOT CHORD 2X4 OF No.2 G 0 WEBS 2X4 OF Stud/Std G SLIDER Left 24 DFNo.2-G 3-3-11, Wight 2x6 OFNo.2-G 3-541 I REACTIONS. (lb/size) 1=55010-3-8 (mm. 0-1-8), 5=5501044 (mm. 0-1-8) Max Hoiz1-35(LC 13) DEFL in (lc) I/dell lid PLATES GRIP Vert(LL) -010 6-13 p999 240 MT20 220/195 Vert(CT) -0.17 6-13 m,905 180 Horz(CT) 0.02 1 n/a n/a Weight: 54 lb FT r 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-767/13, 2-15=-674151, 3-15---663/66. 3-16=463(64,4-19=471/48.4-5=448/18 GOT CHORD 1-17=411474, 1-18=0/603,6-18=01603,6-19=0/603,5-19=O/603, 5-20=-77/509 WEBS 3-9=0/382 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.Opsf; BCOL=6.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-1-8 to 3-1-8, Interior(l) 3-1-8 to 6-3-12, Exterior(2) 643-12 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 DOL1.60 plate grip DOL1.60 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 20.0psf on the bottom chord in all areas where a rectangle 341-0 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 ANSlITPl I. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I I I I Job Truss TrUSS Type Qty liy MAGNOUA 18 N05 COMMON GIRDER 1 - Job Reference (optional) -'. r" mun;u.,ms Lmc 0 UI* runt *.4U 5ueC 0 LU10 uieir Inausmes. InC. IflUUCI 4 14x4eU1v rare 1 lD:lbJOp_sdczmZJflvFKMLnuz6QGW-uK11MCBvCZDgW1hlQGS38KR?dL0cnjMxGNqPa7yX5J5 6-3-12 12-7-8 6-3-12 6-3-12 I 414 = Scale = 1:22.9 3x6 II 3x6 II I 6-3-12 12-7-8 Plate Offsets (CX)— r1Eeo0-o1 [3:0-2-O ,O-2-4J. [5:Edpe,0401 - LOADING(pst) SPACING- 2-0-0 CSI. OEFL in (bc) Well L/d PLATES GRIP TCLI. 20.0 Plate Grip DOL 1.25 Ic 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 ECU. 0.0 • Rep Stress lncr NO WE 0.11 Ho.z(CT) 0.02 1 n/a We BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 55 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 24 OF No.2 -G 3-5-0, Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (lb(size) 1=556/058 (mm. 0-1-8), 5556/0-5-8 (mm. 0-1-8) Max Ho,zl=35(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-04cc purlins. BOT CHORD Rigid ceiling directly applied or 104114cc 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 1.2847I18, 215=687/48, 3-152-679/64, 3-16679/64, 4-16=-687148, 4-52-847/18 BOT CHORD 1-17---831515, 1-18=0/617, 6-18=0/617,6-19=01617.5-19=0/617, $-20-76/515 WEBS 3-6=0/386 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCOL8.0psf; BCOL=6.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 04.0 to 344, Interior(1) 3-0-0 to 5-3-12. Exterior(2) 6-3-12 to 943-12, Interior(1) 9-3-12 to 12-7-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 001.=1.60 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed fore 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 1ru5s iTruesType IQtyIY MAGNOLIA 10 I N06 I 1GABLE Job Reference (optional) lDlbJOpsdvFKMLnuz6OGW-uKflMCBvCZDgWih1QGS36KR2Nt2EryiXGNqPa7y)J5 6-3-12 12-7-8 8-342 6-3-12 5x6 = Scale = 1:225 D800# 2 17 10 18 9 19 8 20 7 21 6 22 23 5 24 4 25 4x4 4x4= 2x4 II 6-3-12 6-3-12 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 ICOL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT) nia - n/a 999 BCLL 0.0 * Rep Stress Inor NO WS 0.09 Ho,z(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC201151TP12014 Matrix-SH Weight: 64 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2X4 OF No.2 G DOT CHORD Rigid ceili ng directly applied or 6-0-00c bracing. WEBS 2X4 OF Stud/Std G Mifek recommends that Stabilizers and required cross bra cing be OTHERS 2X4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Al bearings 12-7-8. (Ib)- Max Holz1 -38(LC 29) Max Uplift All uplift 100 lb or less at101n2(s) 7,9, 10,5,4 except 1=-250(LC Zr), 3=-191(LC 30) Max Gray All reactions 250 lb or less at joint(s) 9,5 except 1340(LC 55), 3340(LC 63). 7=431(LC 59), 8=285(LC 58). 10=339(LC 56), 64285(LC 60). 4339(LC 62) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5891552. 2-3=.438/383 GOT CHORD 1-17--4671501. 10-17=-3521388, 10-18=-2361271, 7-21-2171262, 6-21-2971332, 6-22-3111345, 22-23=-3331368. S-23=-3331368,5-24=-3331368,4-24=-333/M, 4-25---3331368, 3-264-333/368 WEBS 2-7=-3811114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llUmph (3-second gust) Vasd87mph; TCOL'.S.Opsf BCOI.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 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 ANSI/TPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0cc. This truss has been designed for a 10.0 psi bottom chord live load noncoricurrent 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 3-64 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 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 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 pIt. I F LOAD CASE(S) Standard I I iJob ITIUSS 1Tiuss Type Qty Ply I MAGNOLIA 18 N07 GABLE 1 1I tJob Reference (optional) I UdflC U.k.. r1flS, SJfU ,un: e.z4u a usc o pits prInt 5.Z4U a usc e xuie raLerc Inaus1nes, Inc. mu OCt 1 12:42:49 2U19 PSQS 1 lO:lbJ0p_sdcrnZSflvFKMLnuz6QGW-MW18aYCXzsLX8uGDleVfihHOuaK7gVlZz6ayX5J4 I .114.0 -4-9-12 6-2-4 4-9-12 5x6 0800# Scale = 1:21.8 22 23 8 24 7 25 6 26 5 494 = 4x8= 3x61! -11-0-0 -4-9-12 6-3.4 g.9.12 Plate Offsets (X,V)— 11-04)-8,0-2-01 L.OADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.38 Vert(LL) n/a - n/a 999 MT20 220/195 ICOL 14.0 Lumber DOL. 1.25 BC 0.31 Vert(CT) n/a - We 999 BCLL 0.0 * Rep Stress lncr NO WS 0.40 Horz(CT) .0.01 6 n/a n/a SCOL 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 6-0-0 oc pullins, except SOT CHORD 2X4 OF No.2 G end verticals. WEBS 2X4 OF Stud/Sid G *Except* 801 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Wi: 2x8 OF No.20 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud(Std 0 installed during bliss erection, in accordance with Stabilizer SLIDER Left 2x4 OF StudJStd -03-3-0 Installation guide. REACTIONS. All bearings 114-0. (Jb). Max Horz134(LC11) Max Uplift All uplift 100 lb or less at joint(s) 8 except 64-579(LC 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), 6a1082(LC 48), 8=415(LC 57) FORCES. (Ib) - Max. CornpJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2321348, 2-19=-277/660, 3-19-5021768, 3-20-624!794, 20-21-745/960, 4-21=4=1049.4,5--071616 BOT CHORD 1-22=472(64, 1-23=4961112, 8-23=-596/287, 8-24=496/297,7-24=4961384, 7-25=-5961414, 6-264-8541481,6-264-314/341 WEBS 3-6=455/520, 4-64-101 81796 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL48.0psf, BCDL48.0psf h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, lntefior(1) 3-1-8 to 6-3-12, Exterior(2) 8-3-12 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 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 ANSI/PI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This truss has been designed for a 10.0 ps1 bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 200p51 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. 6) A plate rating reduction of 20% has been applied fOr the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard 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. 11)This truss has been designed bra 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 11-0-0 for 72.7 plf. LOAD CASE(S) Standard Job Truss TrutiType Qty Ply MAGNOLIA 2A AOl CAL HIP 1 Job Reference (optional) - .........-. ---. 7-4-4 7-11,11 12-1.6 16-10-8 20-4-2 • 23-114 26-11-12 • 30-3-12 33-0-0 35-8-4 • 41-8-1 , 49-0-0 7-4-4 9-7-7 4-1-Il 4-9-2 3-5-10 ' 3-7-6 l 3-0-4 3-4-0 2-8-4 2-8-4 ' 5-11-13 7-3-15 Scale = 1:824 3x6 = 34 3x6 7 8 g 8] 28 29 21 30 20 31 19 18 32 17 33 16 34 15 14 13 35 12 36 37 4x6 = 3x6 II 4x6 = 4x6 = 8x8 = 4x6 = 4x6 = 3x8 II 5x8 6x8= 5x8= 8x8 WB= 744 12-1-8 • 16-10-8 20-4-2 23-114 26-11-12 30-3-1230-5-8 35-6-8 35-1 41.8.1 49.0.0 7-4-4 4-9-2 4-9-2 3-5-10 3-7-8 3-04 3-4-0 0-9-12 5-1.0 0.1112 5-11-13 7-3-15 Plate Offsets 0(Y)— [2.0-2-8.0-2-81,13: 0-4-0.0-141, (4:0-2-8,0-2-0). [60.24.O.1171 IS: Edge], 115:0-2-12,0-2-01,116:0-3-8,04-121.[17-0-2-8,0-2-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.71 Vert(LL) -0.38 17-19 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.28 17-19 >335 180 BCLL 0.0 • Rep Stress Incr NO WS 0.90 Horz(CT) 0.08 13 n(a n/a BCDL 10.0 . Code IBC2015ITPI2014 Matrix-MSH Weight: 1144 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2x8 OF SS G Excepr 83: 2X4 OF Stud/Std G WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. except 040 oc purlins (6-0-0 max.): 2-5.54. Except 64-0 oc bracing: 2-5 BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. JOINTS 1 Brace at Jt(s): 5, 6.7 REACTIONS. (lb/size) 1=372710-5-8 (mm. 0-1-8), 11-1281/0-$-8 (mm. 0-1-8),13=6623/044 (mm. 0-1-12) Max Horz 156(LC 12) Max Upliftl'-251(LC 8), 11-1496(LC 19), 13.239(LC 4) Max Gravl=3735(LC 19), 11143(LC 8), 136623(LC 1) FORCES. (Ib) - 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=4647/430,8-9=450/46. 9-10=-191/4063, 10-11=4016407,5-6-34431181,6-7-186/39W BOT CHORD 1-28=-54117888,1-284-779110877,21-29=779110877,21-30=-94&15884, 20-30=-945/15884, 20-31=-945/15884, 19-31=-945115884. 18-19=495/16846, 18-32=495/16846, 17-32-495116846,17-33-4251"83.16-33=-425/8483. 16-34=-156/3295, 15-34-15613295,14-15-380&1228,13-14=3608=8, 13-35--6131/433,12—% —"1311433,12-36=-61311433.11-36=-61311433, 11-37.43621326 WEBS 2.210/2295, 3-21=-5458/181, 3-20=0/653,3-19=0!1049, 4-19=-44/1894, 4-17=4578/486, 6-16=-36417630, 6-184-9382/495, 7-15=-716/80, 9.131989/116, 5-17=-59!2332, S-16=-62851326,7-84-184/4017,10-12--16041167,10-13-232/2545 NOTES- 1)4-ply truss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-941 oc. Bottom chords connected as follows: 2x8 -3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4-1 row at 0-9-0 oc. Attach IC WI l/T diam. bolts (AS1M A-307) in the center of the member w/washers at 4-0-0 oc Attach BC w/ I W 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 (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL.8.0psf BCDLB.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOLI.l 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 between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSIITPI 1. Continued on page 2 l cn Ii5 Job Truss Truss Type uty Ply MAGNOUA 2A I AOl CAL HIP 1 lJobReference(ogticnal) - - - - .., - - .. •&•. o-,w - n.h. o.w .,v,. U £1110 InhlOis ,,luuagfl, hOC. 11111 Ct 4 IC .10 40 £1110 raqet lD:ZFl3c9vxxbrEMvfP7?S5SJz7t4q.d4ap5zPdMuEtwo6qJ7nqvdrgpqykogNb6Evryx5Mh 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 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 744 on top chord, and 50 lb down and 2 lb up at 30-5-8, and 50 lb down and 2 lb up at 35.641, 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=125 Uniform Loads (pIt) Vert 1-2-68, 2-4=-165, 4-5-68, 8-11-70, 19-22=-49(F=-29), 19-25-20, 5-8-68 Concentrated Loads (lb) Vert 2489 192650(F) 15-50 13-50 Job Truss TrUSS Type uty Ply MAGNOUA2A A02 CAL HIP 1 21 Job Reference (optional) ..... . Iun: ø.4u a ijec 0 2U19 umt: 824U S usc 0 2Q19 MITeIC Ifl0US1x1e5 Inc. Thu act 3 123835 2019 Pace I 944 lD:ZFl3cotbrEMVlP7?S5SJz7f4q.d4ap5ZpdMuElwO6qyyJ7nqvb99NDynugNb6EyryX5Mh 5.4-8 8-10-12 ss.g 17-14 254-0 30-3-12 33-0-0 35-84 • 39-5.8 40-3-14 49-0-0 544 3-84 8-74 7-74 8-4-8 4-9-12 244 2-84 3-94 0-lOb 8-8-2 0-05 Scale = 1:82.8 3x8 = 3x8 3x6 3.50111 6 8 28 29 is 30 17 16 31 15 32 14 13 12 33 11 34 35 US 4x8 = 3*6 = = = sx8 = = 3*6 5*8 = = 9-19-12 8-10-12 17-14 . 254-0 • 30-3-12 3044 354.8 •, 40-3-14 49.0-0 8-2-12 8-4.8 • 4-9-12 041334.8 2-880-4-12 4-7-10 8-8-2 Plate Offsets (XV)- 1.-0-3-7,0441. I50-212.0281. 17:030.Edoel, 110:0-3-7.0-0-. 114:0-2-0.O-2-01.118:0-24.0-2-01 LOADING(psf) SPACING- 24)-0 CSI. DEft.. in (lc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.88 Vert(LL) -0.38 14-15 '999 240 MT20 220/195 TCDL 14.0 Lumber 001. 125 BC 0.99 Vert(C1) -1_16 14-15 2368 180 BCLL 0.0 • Rep Strew Ina NO WS 0.75 Horz(CT) 0.08 12 n/a n/a SCOL 10.0 Code IBC2015lTPl2014 Matrfx-MSH Weight: 563 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G Excepr TOP CHORD 12: 2X4 OF No.1&B1r G SOT CHORD 2x8DFSSGExcept' Bi: 2x8 OF No.2 G, 83: 2X4 OF Stud/Std G SOT CHORD WEBS 2X4 OF StudlStd G Excepr JOINTS W3: 2X4 OF No.2 G REACTIONS. (lb/size) 1=1722/04.8 (mu. 0.14), 16=74/0414 (mm. 0-14), 12=3732/0-3.8 (mm. 0-2-0) Max Ho.z188(LC 8) Max Uplilt1-138(LC 4), 16=-165(LC 19), 12=-257(LC 4) Max Gravl=1128(LC 19). 16=246(LC 41). 12z3732LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-50731481. 2-3=4808/440,3-25=46001434,25-25=4609434,4-26=4611/433, 4.5=4598/468, 7-8=368/66.8-27=&500,9-27=01373.9-10-227115M, 5-6=-9/437. 6.7*20970 SOT CHORD 1-26--28W949,1-29=-49&48Z7,18-20=49514827, 1830=.644I6245. 17-30---644/6245, 16-17=4"6245.16-31=4441624S, 1531z44416245, 1532=.461/4488, 14-32-461/4488, 13-14=-397!60, 12-13=-397160. 12-33=-14411229, 1133=1441/229, 1134.1441i229. 10-34a14411229, 10-35=4721168 WEBS 4-16=-17161224, 4-17-111273. 4.15=17361186, 514.5452/555, 9-12=-22811263, 8-12=468/98. 5-15=4611911, 6-14=-356193, 6-6=-1/651, 9-11=-11091215, 3-18=0/837 Structural wood sheathing directly applied or 5-11-2 oc purlins, except 04-0cc pu,lns (5-5-3 max.): 3-5.5-7. Except 5-5-0cc bracing: 3-5 Rigid ceiling directly applied or 6-0-0cc bracIng. 1 Brace at .Jt(s): 5,6 NOTES- 1)2-ply truss to be connected together with lOd (0131'x3") nails as follows: Top chords connected as blows; 2*4 -1 row at 0-941 cc. Bottom chords connected as follows: 2*8-2 rows staggered at 0-9-0 cc. Webs connected as blows; 2*4-1 row at 0-941 or.. AN loads are considered equally applied to all plies, except if noted as front (F) or back (5) 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; Vultllontph (3-second gust) Vasd87mph; TCOL6.0psf 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 OOL=1.60 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 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 tall by 2-0-0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 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, nonconcunent 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. Job p Truss Truss type uty Fly MAGNOUA 2A A02 CAL HIP — - - -------. 2 Job Reference (optlonal) •_• •_••- __••• •••_ •• O5U 5 jg agularnme.24USUM o Zulu ss ies IneUSUISS, Inc. thu act ;11 2019 Pace 2 NOTES- ID2Fl3c9vxxbrEMVtP7?S5SJz7t4q.d4ap5ZPdMuElwO6qyyJ7nqvbggNDynugNb6EVTyX5Mh 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 39.54. and 121 lb down and 27 lb up at 9-6.8 on top chord, and 50 lb down and 2 lb up at 30-5-8, and 50 lb down and 2 lb up at 35-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 25, Plate Increase1.25 Uniform Loads (pit) Vert 1-3-68, 3-25-68, 5-26-102(5=-34),7-8=-104(B=-34),10-27=-70,19-22=-20, 5.7.102(8.34) Concentrated Loads (lb) Vert 14-50 12-50 25-102 27-102 Trapezoidal Loads (pit) Vert 25=-68-to-26=-102, 8-102-to-27=40 Job Truss Truss Type Qty Ply GN0UA 2A - - 3 - L HIP - - - 2 Job Reference (optional) Dec I lust-lame U.. ., 'ems. c. sxio Run: 8.240 s D 62018 Print 8.240 S Dec 62018 I5Tek Industries, Inc. Thu Oct 3 12:38:59 2019 Pace 1 lDZFI3c9v,othrEMVfP7?S5SJz7f4q-5G7BIvQF7CM9VYg0WgrMK2Sn1ZnXhlgqcFso1vyX5Mg 5.3-7 11 -7-11 17-7-0 25-11-8 • 30-3-12 33-0.0 35-8-4 39-10-6 49-0-0 l 4-0-13 2-3-7 5-11-5 8-4-8 4-4-4 2-8-4 ' 2-8-4 4-2-2 9-1-10 Scale : 1:82.8 x6 = 3x6 3 3x6 8 34 35 19 36 Is 17 37 16 38 15 14 13 39 12 40 41 4x8 = 3x8 II 4x6 = 4x8 = 4x6 = 3x6 II 550. 6x8 5x8 6x8 33-0-0 3544 9.44 • 17-7-0 • 25.114 30-3-12 SO,f.8 35+3 30-10-8 49-0-0 94-4 8-2-12 8-4-8 4-4-4 0-1-130.4-5 2&504i12 4.2.2 9-1-10 Plate Offsets (XV)- r10.3.7,0-0.81, I8:0-3-0Edce1. [11:0--L0-0-81, [19:0-2-8.0-2-ni - LOADING (pet) SPACING- 2-0-0 CSI. DEFL in ([cc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.81 Vert(LL) -0.24 15-16 3-999 240 MT20 220/195 TCOL 14.0 LumberDOL 125 BC 0.72 Vert(CT) -0.85 15-16 '505 180 BCLL 00 Rep Stress lncr NO WS 0.49 Horz(CT) 006 13 We n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 569 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pullins, except 801 CHORD 2x8 OF SS G Except' 0-0-Coc purlins (6.0-0 max.): 3-6, 6-8. Except BI: 2x8 OF No.2 G, 83: 2X4 OF Stud/Std G 6-0-0 cc bracing: 3.6 WEBS 2X4 OF Stud/Std G Excepr 801 CHORD Rigid ceiling directly applied or 64114 cc bracing. W3: 2X4 OF No2 G JOINTS 1 Brace at Jigs): 6.7 REACTIONS. (lb/size) 11475/0-3-8 (mm. 0-1-8), 11=164/0-3-8 (mm. 0-1.8), 13=288510-3-8 (mm. 0-1-9) Max Hoiz172(LC 16) Max Up1ift1=-75(LC 8), 11=-78(LC 23).13=-41 (LC 8) Max Grav11480(LC 23), 11333(LC 45). 132885(LC 1) FORCES. (Ib) - Max. COmPJMaX. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-22101182, 1.27=.4201/420,2.27=41591431. 2-28=3872/495. 28-29=-38031500, 3-29=-3795/501, 3.30=.37011570, 30-31=-37021569, 5-31=37061569, 5-6=-31121161, 89.296/54. 9-32-251421, 10-32=38/350, 10-33=-125/1152,11-33=-13911101, 642.27/353, 742.181375 BOT CHORD 1-34=-251/2468, 1-35=435/3993, 19-35=435/3993, 19-36=347/4535. 18-36-347/4535, 17-18=347/4535,17-37=-34714635,16,37=347/4535,16-3B--14213023, 15-38=-14213023, 14.15=355102, 13-14---355/102. 13-39=-1076/155, 12-39=-10761155, 12-40--1076/155,11-40-10761155,11-41=-6801146 WEBS 2-19--308181,3-19=01625, 5-19=-876139, 5-15=0/324, &16--150S/271.6-15-39W/220. 10-13=-137/927,9-13=-M/87, 6-164-54/1635,7-9=49/572, 10-12=-836/135 NOTES- 2-ply buss to be connected together with lOd (0.1314") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0cc. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-110 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 740; Vult=llornph (3-second gust) Vasd87mph; TCDL6.0psf, BCDL=6.opsf, h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0-0, lnterior(1) 3411-0 to 11-7-11, Exteulor(2) 9-4-4 to 13-7-3. lntenor(1) 13-7-3 to 33-0-0, Exterior(2) 33-0.0 to 37-2-15, Interior(l) 37-2-15 to 49-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L1 60 plate grip OOL1.60 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 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 tall by 24-0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard 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 ConRPb% onconcun'ent with any other live loads. 350 FT Truss 1TrUSS Type uty iy LMAGI A2A A03 CAL HIP -- 1 libReference(optionsi) •-. —..•. ...., nun. uau. IJCL U &u.c rig,.. 0cw 0 UCU CLV IC lvi ICS IItaUlCS, InC. iou !JCi J Lg;ooa, £1110 rayeg iD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-5G7BlvQF7CM9YYg0Wgr?IK2Sn1ZnxJlgqcFso1vyX5Mg NOTES- Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 30-5-8, and 50 lb down and 4 lb up at 35-6-8 on 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 lncrease1.25 Uniform Loads (pit) Vert: 126vi68, 26-29-70, 32968, 3.4.68, 33028, 6-30=-68, 8-11-70, 20-23=-20, 68.88 Concentrated Loads (lb) Vert 15-50 13-50 Job Truss TtUS5 Type Lily Ply MAGNOLIA 2A A04 CAl. HIP 1 =~~Refweoe(oponal) - - - ---•- --.-, -•. ---• - nw,. U.&W &w U LU IC rIp,,.. 0LW C LIC CLU IC lw Icit UIUUCIICC. Ifl. IflU W .1 ICtUU £1115 d05 1 lD:ZFl3c9vlobrEMVIP7?S5SJz7f4q.ZTh2WERuuVU0AiFC3NMbsF?vpiQ1)zrvbLzLyX5Mr 13-8-0 7-2-13 13.04 13.1,1116.10.10 p 21-3-0 25-7-1 • 29-7-8 33-0-0 • 35-84 • 41-5-5 p 45-0-0 1-2-13 5-9-7 0.7-p 3-2-9 • 4-49 44-6 4-0-2 34-8 2-8-4 904 Scale = 1:82.4 8x10 MTIBHS= 2x4 If 3.50111 5x8 II 2x4 356 5x637 8 g 30 19 31 IS 32 17 16 33 15 14 3413 35 12 36 2*411 4*8 4x6 = 588 = 6x8 = = 6x8 = 2x4 II 4x8 = = 300 MTI8HS= 4-10-10 13.0.4 21-30 29-7-6 3540.0 3300 • 35414 .. 43.84 49040 4-10-lU 5.1-10 1 5-2-12 8-4-8 I I 34-8 348404112 7-104 5-3-10 Plate Offsets (XX)- (1:0-0-0,0-i-il, (2:0.0.15,0-1-8], 13:0-3-0,0-2-81, (4:0-2-12,0-1-8], [6:0-3-0,0-2-4], (10:0-0-lS,0-2-0j. (13:0-2-8,0-2-8], [15:0-2.0.0.1-8], (16:0-1-8,0-2-01,118:0-2-4 .0-2-0] LOADING (psf) SPACING- 24-0 CSI. OEFL in (lc) I/dell lid PLATES GRIP TCL.L 20.0 Plate Grip DOL 125 TC 0.97 Vert(LL) -0.45 18-19 3951 240 MTZO 2201195 TCOL 14.0 I Lumber DOL 125 8C 096 Vert(CT) -1.18 18-19 p361 180 MTI8HS 2201195 BCLL 0.0 - Rep Stress lnor NO WB 0.89 Hgrz(CT) 020 13 n/a n/a BCDI. 10.0 Code IBC2015lTP12014 Matrix-MSH Weight 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF Noi&9tr G Excepr TOP CHORD I Structural wood sheathing directly applied or 244 cc purllns. except 12,T3: 2X4 OF No.2 G 0-0-0cc purlins (2-10-5 max.): 3-7,7-8. Except: SOT CHORD 2X4 OF No2 G Except' 2-10-0 cc bracing: 3-7 Bi: 2X4 OF No.18Btr 0 801 CHORD Rigid ceiling directly applied or 2-3-2 cc bracing. WEBS 2X4 OF StudlStd 0 'Excepr WEBS I Row at midpt 6-15,8-13 I Wi: 2X4 OF No2 G WEDGE - Music recommends that Stabilizers and required cross bracing be Left: 2x4 OF Stud/Std 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. 0-14), 13=4360/0-3-8 (req. 04-10) Max I-Iorz 169(LC 8) Max Upliftl=-186(LC 4), 11.632(LC 19), 13=.353(LC 4) I Max Grav11751(LC 19), 11147(LC 3), 13*4360(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-26=47871433. 2-26=4775/456,2-27=4099/497,3.27*40411514. 328=3873/504, I 4-28=-3889/505, 4-26=-36841528, 5-29=46841528. 5.6z.36841528, 6.7z.6341153, 8.9=292l3372, 9-104-318/3401, 10-11=-43112364,7-37=-7191193.8-37=-6741200 801 CHORD 1-30=463/4521, 19.30=463/4521, 19.31=.559/4493, 18-31-559/4493, 18-32=-58514151. 17-32=-565/4151, IS-17=-WS/4151,16.33-37512375,15-33-375/2375, 1534=1284113o, 14-34=-12841130, 13.14=1284I130, 13-35=-2490/349, 12-384-2490/349, 12-384-2229/421, 11.36=.2229/421 I WEBS 2-19=-71405. 2-18=.663197, 3-18=-321711, 4-184-434/137,4-16=439/93, 6-16=-18011764, 6-15=-25161363, 8-15=418/3150, 8-13*4001/462, 10-13=-1140/129. 10-1201684, 7.15.6361165, 9-13=-302/75, 5-16=487/146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultzllomph (3-second gust) Vasd87mph; TCDL6.0psf 8CDLt0psf; h=201t 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 DOL1.60 Provide adequate drainage to prevent water ponding. AN plates are 1eff20 plates unless otherwise indicated. This truss has been designed for a 10.0 pill 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 fail by 24-0 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. WARNING: Required bearing size at joint(s) 13 greater than input bearing siZe.. 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 stall 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 44-0 from back girder. does not depict the size or the orientation of the Pullin along the top and/or bottom chord. Job IrUss Truss Type Oty Pty MAGNOLL 2A A04 CALHIP I Job Reference (optional) 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 134-0 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 Increase--1.25, Plate lncrease1.25 Uniform Loads (pIt) Vert: 1-26---68, 26-27=-70, 3-27=-68. 3-28-68, 7-29-138(8=-68), 8-11=70,20-23=-20,7-37-136(6=46), 8-3748 Concentrated Loads (lb) Vert: 28.204 Trapezoidal Loads (pit) Vert: 28=-102-to-29=-138 12 Job Truss I truss Type Q1y Ply MAGNOLIA 2A 1A05 CAL HIP I 11 - Job Reference (optional) N ." Ufl 5 Inc D U10 rnni: 524U S uec S xois laTex Inaustries. Inc. ThU OCt 312:39:002019 Pace 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7t4q-ZThZWERuuVU0AiFC3NMbsF?yMz3dQf2zivbLZLyX5Mf 7-2-13 13-04 I5-7-I118-10-10 21-3.0 25-7-7 • 29-7-8 33.0-0 • 35.84 i 41-5-5 494-0 7-2.13 5-9-7 2.7.7 1-2-13 44-6 444 4.0-2 34-8 2-84 5-9.1 74-11 Scale = 112.5 5x6 II 3.50111 5x8 2x4 II 4 3x6 = 2x4 II 4x6 56 10 = 35 20 38 19 37 18 17 38 is 15 39 14 40 13 41 4x6 = 2x411 4x8 = 4x8= 4x8 = 5x8 =3xS = 5x8 = 4 11 4 35-10-0 4-10-10 - 13-04 21-34 29-7-8 33-0-0 35-84 • 43-84 4944 -- 4-10.10 8-1-10 8-2-12 8.4.8 344 2.*404.12 ?.1fl.8 Plate Offsets (XY)— (1:0-0-0,0-1-1I, 13:0-2-8,0-2-81, (7:0-2- .114:0-2-8,0-2-4' 116:0-2-0,0-2-41, 117:O-1-12.0-1-81,119:0-2-4.0-2-01 - - - LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loG) I/dell 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 TCDL 14.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.03 19-20 1416 160 DCLI. 0.0 • Rep Stress Incr NO WB 0.87 Horz(CT) 0.15 14 n/a n/a BCDL 10_0 Code I8C20151TPI2014 Matsix-MSH Weight: 226 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 248-0 oc purtins, except 14: 2X4 OF No.1&Btr G 040 oc purlins (3-9-8 max.): 3-8, 8-9. Except DOT CHORD 2X4 OF No.2 G 3-9-0 oc bracing: 3-6 WEBS 2X4 OF Stud/Std G 801 CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. WEBS 1Row at midpt 9-14 Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1e1360/0.38 (mm. 0-1-8), 12-12110-3.8 (mm. 0-1-8).14=319410-3-8 (mm. 0-3-7) Installation cuide. Max Horzl=74(LC 12) Max upliftl-71(LC 8), 12=-350(LC 23), 14-47(LC 8) Max Grav11369(LC 23), 12.167(LC 45), 143194(LC 1) FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=4811/272,27-28=4600/281, 2-26-35371292,2-29=-28231418, 29-30=-27701427, 3-30-27231432,3-311=-286121507, 5-31=-2664/507, 5-32=-2235/309, 6-32=-22351309, 6-7=-22351309, 9-10=-11912411, 10-33=-146/2442, 11-33=-160/2340, 11-34=-21611486, 12-34--22611448,8-9-273(117 DOT CHORD 1-35--31013395,20-3S-3101339S, 20-36-393f3312,19-36=-393f3312,19-37=-391/2639. 18-37-39112639, 17-18=-391/2639, 17-38=-11511310, 16-38=-11511310, 16-39=-10001119, IS-39=-1000/119,14-15---1000/119.14-40=-1620/156, 13-40-16201156.13-41-13901229,12-41=-1390/229 WEBS 2-20=0478,2-119=-70&108, 3-19-01439,6-17--5S4/232,7-17r-137/1251, 7-16---16011209, 9-16=-151/1931. 9-14=-2685/193, 11-14=-1084/114, 11-13=0/620, 8-16=-299181.10-14=-307f77.6-17=299/68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDL=6.0psl BCDL-8.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0411-0 to 34-0, Interior(1) 3-0-0 to 15-7-11, Exterior(2) 13-0-4 to 17-3-2. lntertor(1) 17-3-2 to 33-0-0, Extenor(2) 33-0-0 to 37-2-15, Interior(1) 37-245 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 DOL1.60 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 3-6411 taft by 2-0-0 wide will 11 between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. *S.SE$t2ndard truss Type Qly Ply 2A L A05 TCAIP 1 1 - - - - Job Reference (optional) Fun; 544115 USC S V15 liSlE 514115 USC S 21115 MI lIl IfldUSCIS3, lflc. IflU 051 i 12:32:01 2012 Pace 2 lD2FI3c9vlocbrEMVIP7?S5SJz7f4q.1tFxjaSWfpctnsqOd4tqPTX78MPs96l64ZLu6nyX5Me LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert 1-27=.68 27-29=-70, 3-2948, 3-4-68, 3-31-28, 8-31-68, 9-12-70, 21-24-20, 8-948 I Job TIUSS TrUS5 Type Qty Ply MAGNOUA2A A06 1CAL HIP I I Job Reference (optional) %aelifOrrVil U iusriame u.L., rn15, UK VA3fU Nun: b.4O 5 usc u xuiu ?IVS: 5240 S uec S 015 MITeIC IflcUSV1B3, Inc. mU UCI i 1U1 Q15 iage 1 lO:ZFl3c9vocbrEMVfP7?S5SJz7r4q-1tFqaSWtpctnsqOd4tqPTX59MQn94s64ZLu6nyX5Me 174.0 31.11-12 11-23 17.0.4 17.7,11 21.8-3 27-3-13 31-4.0 31j4.5 35.8-4 40-2-4 49.0-0 6-1-1 • 5-1-2 5-10-1 4-0-3 5-7-10 4-0-3 04ti 3-8-8 • 4-6.0 8-9-12 00-5 0-71 Scale' 1:82.4 5x6 3501i 4x6 4x6 5x6 to 17 33 18 34 16 35 15 36 14 1337 12 36 11 39 4x8 = 3x6 =US = 4x8 = 4x6 = 6x8 = = 20 II 4x8 = 3x6 = 8-7-5 1740-4 . 24841 • 31-11-12 • 35-8.4 41-11-14 49-0-0 8-7-5 8-4-15 • 7.5-12 7-5-12 3.5.5 8.3-10 Plate Offsets (XV)— 11:0-0-0.0-1-11, 14:0-2-4.0-2-81. 16.,O-M.0-1421.[8:0-3.0.0-1-121.114. 142.0-241. (15:0-3-0.0-1-121, (17:0.1-8.0.2 'l LOADING(pst) SPACING- 2.0-0 CSI. OEFL. in (bc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.96 Vert(LL) -0.41 17-18 '999 240 M120 2201195 TCOLL, 14.0 Lumber DOL 125 BC 0.81 Vert(CT) -104 17-18 '413 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 HOIrZ(CT) 0.17 12 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Weight 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF Noi&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-9 cc pudins, except 12: 2X4 OF No.2 G 0.0.0 oc pudins (3-4-2 max.): 4-7. Except SOT CHORD 2X4 OF No.2 G Except' 3-4-0cc bracing: 4-7 81: 2X4 OF No.i&Btr G SOT CHORD Rigid ceiling directly applied or 3-10-14 cc bracing. WEBS 2X4 OF Stud/Std G 'Except' WEBS I Row at mldpt 6-14 WT: 2X4 OF No.2 G Milek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left 2*4 OF Stijd/Std -G installation guide. REACTIONS. (lb/size) 11603/0.3.8 (min. 0-1-11). 10-6/0-3-8 (min. 0-1-8). 12=354410-3-8 (req. 0-3-12) Max Horz1-58(LC 12) Max Uplifrl-1111(LC 4). 10-256(LC 19), 12-214(LC 5) Max Grav11803(LC 1), 104189(LC3I), 12=3544(LC 1) FORCES. (Ib) - Max. CornpiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-25=4370/345, 2-25=-43581361, 2-26=40441309. 3-28---39941319, 34=-3008/327, 4-27-2825/325, 27-28=-2831/325, 5-28=-28371324, 5-28=-2104/268, 6-26=-21041268, 8-9=-12012064, 9-10=-21411362 SOT CHORD 1-33=-35514125. 18-33-355/4125, 18-34=-31513607, 17-34=-31513807, 16-17=-253/2600, 16-35=-253/2600, 15-35=-253/2600, 15-36=-16211526, 14-36=-162/1526, 13-14=-1965/170. 13-37=-19651170. 12-37=-19651170, 12-38=-14121165, 11-38=-14121165, ll-39=-12641216, 10-39--1264!216 WEBS 2-18=-336!99,3-18=0!555, 3-17a-903/94. 4-17=0/404,5-17=0/370, 5-15=.10171158, 6-15=45311186, 6-14=-2210/244, 7-14=454/72, 8-14=-247!2963, 8-12=-29451243, 9-12=-1027/112, 9-11=0/534 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd'97mph; TCDL6.0psl BCDL6.0psf h'20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1 .60 plate grip 00L1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5)' This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 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 bearlig size at joint(s) 12 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI This truss has been designed for a moving concentrated load of 250.011; live located at all mid panels and at all panel points along Bottom Chord, nonconcun'ent with any other live loads. Girder cames 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 purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161111 down and 36 lb up at and 36 111 up at 1748-0 on top chord. The design/selection of such connection device(s) is the responsibility of Job 1Truss Truss Type I'i Ply MAGNOLIA 06 CAI. HIP I I lJob I Reference (optional) California T,usFrame tiC.. Penis, CA. 92570 Run: 8.2403 Dec 62018 PrInt: 8.2405 Dec 62018 MTeIc InduStrIes, Inc. Thu Oct 3 12:39:01 2019 Paae 2 ID:ZFI3c9vbrEMVfP7?S5SJz7f4q-1lFxjaSW1pcthsqOd4tqP1X59MQn94s64ZLu6nyX5Me NOTES- 13) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate Increase= 1.25 Uniform Loads (pif) Vert: 1-25-68, 25-26-70, 4-26-68. 4-28-102, 28.30-102(8-34), 7-30-102, 7-32=-aS, 1O-32=-70, 19-22=-20 Concentrated Loads (Ib) Veit 27=-136 31=-136 Li 3.50111 5x8- 3x6 5x8 4x6 __R 396 18 . ;, j4 15 13 4x8 = 4x6 = 5x10 = 5x8 = 3x6 = 4x8 2x411 4x8 2A 1A07 HIP 19-6.0 29-11-12 6-34 12-10-12 19-0-4 19.711 24-6-0 29-4-0 29--5 35-8-4 40-2-5 49-0-0 6-3-8 6-74 • 6-1-8 0.117 4-10-0 • 4-10-0 0-es 541-8 4-6-I P 8-9-11 0-041 071 Scale = 1:83.8 9-4-8 19-04 • 29-11-12 • 354-4 41-I 1-15 4940 9-4-9 0-7-101 • In 1-1-0 • • Plate Offsets (X'j— 11:0-0-0.0-1-lI. (8:0-3-0.O-1-81.(110-0 -0.0-141.05:0-1-80-2-41.f16:0-5-OD-3-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.85 Veit(LL) .0.60 15-16 '715 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 SC 0.90 Ve4(CT) -1.29 15-18 '334 180 SCLL 0.0 Rep Stress ma NO WS 0.97 Hcrz(CT) 0.16 13 n/a nla SCOt. 10.0 Code 18C2015$7P12014 MatSIX-MSH Weight 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.23 Except' TOP CHORD Structural wood sheathing directly applied or 2-6-10 cc pulluls, except TI: 2X4 OF No.1&Slr 3 04-0cc ptx8ns (4-1-5 max.): 5-7. Except SOT CHORD 2X4 OF No.1&8b G Excepr 4-1-0 cc bracing: 5-7 53: 2X4 OF No.23 SOT CHORD Rigid ceiling directly applied or 3-9-1 cc bracing. WEBS 2X4OFStudIStdG WEBS I Raw atmidpt 6-15 WEDGE MiTek recommends that Stabilizers and required aoss braang be Let 2x4 OF StuWStd installed during truss erection, in accordance with Stabilizer Installation eulde. REACTIONS. (lb/size) 111581044 (mm. 0-1-8). 13=2828/0-3-8 (mm. 0-3-0), 11441/0-3-8 (mm. 0-1-10) Max Horz 165(LC 27) Max Upliftll427(LC 30). 13=-322(LC 22), 1420(LC 19) Max 3rav11578(LC 35), 132828(LC 1), 11542(LC 40) FORCES. (Ib) - Max. CcmpJMax. Ten. - Al forces 250 (Ib)or less except when shown. TOP CHORD 1-24=-4452!2581,2-24=4384/2520, 2-25-367911930, 3-25=4435/1711, 34=-331111393. 4-5-248711430, 5-26=-20161803, 6-26=-20241566, 6-27-04r667,7-27—M1185. 728.58347, 3-23=-896/649, 8-9-430/1486, 9-10-712/1480, 1011z1538l1729 BOT CHORD 1-29=-253114269. 17-29=-253114269. 17-30=-2622(4013, 16-30-262214013, 16-31=-2801/3540, 31-32=-207312812, 32-33=-1519/2258, .33-34=-1497/2161. 15-34=-95fl1897. 14-15=-14011164, 14-35=-203711604, 13-35=-231311604, 13-36=-183811531, 12-36=-183811531, 12-37=-169511555, 11-37=-1695/1555 WEBS 2-17-4961241, 4-17=.-581678. 4-16=-10111177, S-16--1641396.6-16=-3271756. 6-15=-1406/426. 8-15=418/2394, 8-13=-2255/394. 10-13=-9591186, 1042=01522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vulcllomph (3-second gust) Vasd81mph; TCDL6.0psI 6CDL6.0psI h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other We loads. This buss has been designed for a live load of 200ps1 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. with SCOt. = IO.Opsf. 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 ol250.b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. This buss has been designed for a total drag load of 4800 lb. Lumber 00L(1.33) Plate grip OOL=(1.33) Connect truss to resist drag be along bottom chord from 20-9-0 to 34-9-0 for 342.901. Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder. Graphical pu.lin 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) 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 1941-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard Job Truss truss lype uty I'ly MAGNOLIA 2A Aol CAl. HIP 1 - - - - Job Reference (opUonal) Nun: 82403 Dec 52018 Pt81t 82408 Dec 52018 MiTeic In0u98ies, Inc. Thu Oct 3 12:39:02 2019 race 2 lD2Fl3brEMVlP7?S5SJz7f4q-VrJxwS8Q7kkPOPb8oO3yg4HamlWuXxGID4SeEyX5Md LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate lncrease=1.25 UnifOrm Loads (pif) Vert: 1-24=-68,24-25=-70.5-25=48.5-7=-68,7-28--48,11-28-70,18-21=-20 Concentrated Loads (lb) Vert: 26-34 27=34 I I I rusrame LLC.. ,ems, CA 9210 1Job Truss Truss Type IQty PIy MAGNOLIA 2A A08 MONO TRUSS Job Reference (tioqal) 'USrr , ClTI5, .Jt V51U Nun: SU5 usc o Auia rim: 014U 5 USC S U1S lvi 155 InauSlilis, IflC. mu um 3 15:IrL jU15 rage 1 lD:ZFl3c9vx)brEMVfP7?S5SJz7f4q-VrpJxwS8O7kkP0PbBoO3yg4Kzmm1uZ9GID4SeEyX5Md I 8-3-3 I 14-9-8 8-3-3 6-6-5 20 II Scale= 1:27,8 34 4x4 = 4x8 = 6-2-15 14-9-8 6-2-IS I Plate Offsets (XX)— ":Edge.0-2-01. 120-0-5.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Veit(LL) -0.44 6.7 '399 240 MT20 220/195 TCOI. 14.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.74 6-7 '234 180 BCLL 0.0 * Rep Stress Incr NO WE 0.89 H orz(CT) 0.03 6 We n/a BCDL 10.0 Code 15C2015/TP12014 Matrix-MSH Weight: 59 lb FT =20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 16471044 (mm. 0-1-8), 5=670/Meclianical Max Horzlll9(LC 8) Max Upllftl.8(LC 8), 5=46(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 1-11-1311/O, 11-12=-1299/0, 212vi.1238/0 GOT CHORD 1-15=4211188,7-15-4211188,7-16-11711015.6-16=-117/1015 WEBS 2-1=01550, 2-6=-1100/126 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-2 cc puffins. SOT CHORD Rigid ceiling directly applied or 9.1-6cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection. in accordance with Stabilizer Installation eulde. ~ I- NOTES- Wind: ASCE 7-10; VultviulOmph (3-second gust) Vasdz87mph; TCDLz6.0psf BCDLvi8.0psf, h205; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3.0.0, Interior(l) 3-0-0 to 1441-8 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 psf bottom chord live load nonconcwrent with any other live loads. 3)* This truss has been designed for alive load of2O.opsfcn the bottom chord mall areas where arectangle 3-6-Otell by2-0-o wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate Increase1.25 Uniform Loads (pit) Veit: 1-11.68, 11-13-70, 4-13-88, 5-5=-20 I I JOD TUSS I russ Type I Uty Fly MAGNOUA2A A09 MONO CAL KIP 1 IJb - - - R06rence Lqaonyl) - - - - -- - callroryva p ,usriame LL.., rem,, l.a Ufl1U null; o.cviu 5 LWC U Lit IS mm; Saw, UC U LU IC liii Ifl llluuuulfl, IflI. IIU W .7 I&..7,.U.7 Lviii ID:ZFI3c9brEMVfP7?S5SJz7f4q-z2Nl8GTmBOsb1A_nlVvlUudW4A8Fd3EPXtq?AgyX5MC 13-10-0 7-5-1 • 13-24 .13-9.111 14-9-8 7-5-1 5.9.3 0-7-7 0-114 0-0-5 Scale '1:21.1 3*4 = 4*6 = 2*4 II 5-1-7 • 13-2.4 14-9-8 S-I-i • 8-0-13 Plate Offsets 0(V)- (1:04)-0.0-1-11. 120-0-1.0-1-121. (60-2-8.0-2-81 LOADht1G(pst) SPACING- 2-0-0 CSI. DEFL in (toe) Udefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.55 Vert(LL) -0.26 6-7 p673 240 MT20 2201195 TCD&. 14.0 Lumber DOL 1.25 BC 0.74 Vei1(C'T) -046 6-7 'P366 180 BCLL 0.0 • Rep Stress mci NO WB 0.65 Horz(CT) 0.05 5 nla We BCDL 10.0 Code 18C201511P12014 Matiix-MSH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SOT CHORD REACTIONS. (Ib/stze) 1266510.3.8 (min. 0-1-8). 5=83710-34 (mm. 0.1-8) Max Horz1vi132(LC 26) Max upliftl.619(LC 19), 5=-173(LC 20) Max Grav1957(LC 40), 5=831(LC 1) FORCES. (lb) - Max. CorepJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1.11.259611787. 2.11=2604I1701. 2.122.121611001, 3-12=-9161713, 3-13-3521211, 13.142.307159. 4-14-311161,44=-9361116 SOT CHORD 1.152.176912493, 7-15=-1769/2493, 7.162.191812413, 16-17=-191812027. 6.172.115711844, 6.18=.399!390 WEBS 2.72.2/546, 2-6=-928/259, 4.6=72l871 Structural wood sheathing directly applied or 3-7-13°c pwlins, except end verticals, and 0-0-0 oc pudins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 4-4-9 oc bracing. MiTelc recommends that Stabiliziand 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; Vultulhl0mpb (3-second gust) Vasd87mph; TCOL=5.opsf; BCDL6.opsf; h=20ft Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL21.60 plate grip 00L1.80 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. This Was 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 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.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 2000 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag toads along bottom chord from 6-9-8 to 14-9-8 for 250.0 pill. Girder comes tie-in spans of 444 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 andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at 13-IC on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate lncreasel.25 Continued on page 2 Job I russ I russ Type Uly Ply MAGNOUA 2A A09 MONO CALHIP 1 Job Reference (optional) caromia TrUSFrame LLC, Pems, cA. 5270 LOAD CASE(S) Standard Uniform Loads (pit) Vert 1-11.18, 11-i2--70,3-12-48.3-14-102.4-14=-136(B-34),5-8-20 Concentrated Loads (Ib) Veil: 13-136 Run: 82405 Dec 6 zois FMt 82403 Dec 8 2018 mrrex inaustnes, mc. Tflu Oct 2 12:39:02 2019 rage 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-z2Ni8GTmBQsb1A_nlVvlUudW4A8Fd3EPXtq?AgyX5Mc Job TrUSS Truss Type IQty ply MAGNOUA 2A AIO MONO CAl. HIP 1 IJcb Reference (optional) w,rrms LL.., ru3. k.A, VA01W Iun; 5.4U 5 MC S 10 rUsh: S.4U S USC S ZU115 551511 IflSU5hI55. USC. mU UM 1;J5U11 4U15 rsqs 1 102F13cbrEMVfP7?S5SJz7t4q-REx4McUOylc_SeJZ7lDQX159deaTbMa5ZmX?2i6yX5Mb 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 4x6= 2x411 9-4-4 14-9-8 9-4-4 5-5-4 Plate Offsets (CX)- 16:0-2-0.0-0-81.17:0-2-12.0-2-01 LOADlNG(psf) SPACING- 2411-0 CSI. DEFL in (bc) Well lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.33 7-10 '532 240 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 0.80 Vert(CT) -0.62 7-10 '286 180 ECU. 0.0 • Rep Stress lncr NO WE 0.42 I-torz(CT) 0.03 6 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 65 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Stnactwal wood sheathing directly applied or 4-11-9 oc pwllns, except SOT CHORD 2X4 OF No.2 G and verticals, and 0-0-0cc put1ms (5-11.1 max.): 3-5. WEBS 2X4 OF Stud/Std G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. rek recommends that Slabuizeis and required aces bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (lb/size) 15151044 (mm 0-1-8), 6=703/0-3-8 (mm. 0-1-8) Max Horzlloo(LC 9) Max Upliftlz-28(LC 8). 6=47(LC 8) FORCES. Pb) - Max CcmpJMax. Ten.- Al forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-1501/160. 11-12=-1461I16l 2-12-1450/173. 2-13-1016/230, 13-14-931/234, 3-1449221235, 3-15-9401324,15-16-44007A, 16-17-941/324, 5-11-944/323, 54=465/217 601 CHORD 1-18=-198/1403. 7-18=-198!1403 WEBS 2-7=484/98. 37=.181/259. 5.7.30W1030 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=liomph (3-second gust) Vasd87mph; TCDL6.0ps1 BCDL6.0psf, h201k Cat. II; Exp B; Enclosed; MWFRS (envelops) gable end zone and C-C Extelior(2)0-0-0 t03-0-0, Interior(l) 3-0.0 to 11-11-11, Exterior(2) 9-44 to 13-7-3. Interior(1) 13-73 to 14-7-12 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOLI.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.opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 244 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSVTPI 1. This buss has been designed for a moving concentrated load of 250.Gb live located at all mid panels and at at panel points along the Bottom Chord, noncoricumeit 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. U LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel.25 Uniform Loads (p11) Vert 1-11-68, 1144-70,3-14=48, 3-4-68, 3-16=-28. S-16-65,64-20 JoD lruss Truss lype I I I MAGNOL(A2A I JAIII MONO CAL HIP I 1 L Reference (optional) - I ahTonhia TwSFame LLG. pens, CA 52570 KUn B.Z498 ON a 2U1b rim!: 52405 vec 0,41 P.115K Inousmes, IflC. mu u s i2 .5u4 Zvi rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-REx4McUOyk_SeJZzlDOX159fTaTUMawZmXZZi6yX5Mb 10.8-9 49-13 9.4.4 9-11-111 14-9-8 I 4-9-13 4-6.7 '0.7.7 4-94 0-0-5 Scale = 1:25.0 44 40 = 458 2x411 94.4 14-9-8 1 4.4-4 5-5.4 Plate Offsets (X.Y)- [4:0-1-8.0-1-121,15:0-2-0,0-0-41, 160-2-8,0-2-01 LOADING(psf) SPACING. 2-0.0 CSI. DEFL. in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Vert(LL) .0.33 6-9 '627 240 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 BC 0.80 Vert(CT) -0.61 6-9 p287 180 BCLL 0.0 • Rep Stress mci NO WB 0.43 Hoiz(CT) 0.03 5 nra n/a BCDL 10.0 Code 16C20151TP12014 Matrix-MSH Weight: 62 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10.6 oc purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0.0.0 oc purtins (4-10.7 max.): 3-4. Except WEBS 2X4 OF Stud/Std G 4-10-0 cc bracing: 34 SOT CHORD 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) 1=69510-3.8 (nun. 0-1-8), 585110-3-8 (min. 0-1-8) Max Hcrz 181(LC 7) Max lipliftl-37(LC 4), 5.85(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1587/148, 2-3=-i 072/81, 3-10=-982189, 10-11=-987/89, 4-11=-993/89, 44-811/103 SOT CHORD 1-12-14111487, 6-12-14111487 WEBS 2-6=-524/109. 4-6=63/1057 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL8.0psf 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 OOL=1.60 plate grip 00L1.60 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. 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 240-0 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/TPl 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. 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 puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncreasel.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 Truss Truss Type Qly Ply MAGNOLIA2A All MONO CAL HIP I l ' Job Reference (optional) California TrusFrane LLC., Penis, CA. 92570 LOAD CASE(S) Standard Trapezoidal Loads (pit) Vert 10-68-to-11402, 11-136(B-34)-4.102(9-34) Rim: 8.2405 Dec 6 2018 Punt 8.2409 Dec 62018 Mulek IndusSles Inc. Thu Oct 312:39:052019 Pace 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-REx4McUOy1c_SeJZzIóQX159lTaTUMawZmXZZi5yX5Mb 4x8 = 2x411 5x8 4x8 = 3x10MT18HS= Truss Truss Type Uty Ply NOUA 2A L AI2 MONO CAl. HIP 1 Job Reference (optional) ,.,... rmn, ,..,. Nun: pzw 5 uec o ju10 rrsu &14u S urc 0 LUJO MuSh inausoies. inc. u flu uci 1i0;UD zuiu P'aae 1 ID2FI3c9vxEMVtP7?S5SJz79q-wQVSZyV0j26JGT8AswymZJio3j,A5vTLBJ6FZyX5Ma 9-0.0 7.0-13 7-11-11 11-0-0 14-94 7.0-13 0-10-14 3.0-0 3-9-8 00-5 Scale '125.1 I 74-13 14-9-8 7.nia . 1.5.11 Plate Offsets (X,Y)— 2:0-2-8,0-2-81, 13:0-2-0.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.77 Vert(LL) -0.29 56 '602 240 MT2O 230/195 TCDL 14.0 Lumber DCL 125 BC 077 Veit(CT) -0.69 5-6 '-254 180 M1181-IS 2301195 SCU. 0.0 1 Rep Stress mci NO WS 0.92 HOiZCT) 0.08 5 n/a n/a SCOt. 10.0 Code lBC2015/TPl2014 Matrix-MSH Weight 64 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied or 2-8-2 oc putlins, except TOP CHORD 2X4 OF No.2 G -Excepr TOP CHORD 12: 2X6 OF No.20 end verticals, and 0-0-0 oc pudins (3-7-13 max.): 2.4. Except 801 CHORD 2X4 OF Ho.1&Btr G 340 oc bracing: 2-4 WEBS 2X4 OF StudfStd G SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. Mileic recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1352/0-3.8 (mu. 0-14), 541770/0-34 (mm. 0-144) Max Horz1S4(LC 7) Max Upliftl=-32(LC 4), 54-146(LC 4) FORCES. (Ib) - Max. Camp/Max. Ten. - AN forces 250 (10) or less except when shown. TOP CHORD 1-2-3325=.2-10-31081219,10-11-31311223,341=-31421221 GOT CHORD 1-12=-13613104, 6-12=-186/3104, 6-13=-289/2401, 13-14=-28912401. 14-154-28912401, 15-16=-289(2401, 5-154-289/2401 WEBS 3.6=0/885,3-54-27011375 NOTES- Unbalanced roof live loads have been considered for this design. Wild: ASCE 7-10; Vultllomph (3-second gust) Vasd47mph; TCDL8.0pst BCDL60psf h20ft, Cat. II; Erq B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOLI.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 ANSlfTPl 1. This truss has been designed for a moving concentrated load of 250.010 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 84-0 end setback and tie-in span of 2-0.0 from subgirder. Graphical pudin representation does not depict the size or the orientation oldie purlln 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 84-0 on tap chord. The deslgnlsetection of such connection device(s) is the responslbility 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 1nciease125, Plate lncrease=125 Uniform Loads (pit) Vert 1-2-68, 2.4165, 5-7=-49(F.29) Continued on page 2 IJob Tiuss Truss Type Uty Ply MAGNOLIA 2A JA12 MONO CAL. HIP 1 ~Jftfmme (optional) CallloflLa TrUsFmme u_C., Penis. CA, 92570 LOAD CASE(S) Standard Concenfrated Loads (lb) Vert: 10480 Nun; 82405 oec 8 2018 Pills: 82408 oec 82018 MITeS InOusines InC. TM 00 12:59:052019 P5 2 lD:ZFI3c9xbrEtP7?S5SJz7f4q-wOVSZyVOj26JGT8AswymZJio3,,,pA5vTi..BJ6FZyX5Ma Job Truss Truss Type ty Ply MAGNOLIA 2A 801 GABLE F Job Reference (optional) cabToima T!USH2Ifl5 Ur.., Pems. CA. 52510 KIM: 5250 s Dec 5 2015 Print: &240 S uec S 2015 MITk Iflauscies, Inc. IflU DCI S 1231.UO 2015 i'age 1 lD2Fl3c9vorbrEMVfP7?S5SJz7f4q-Od3qmlVeULEAudjMOeT?6WFzSNA1qMCsDq2fn?yX5MZ 1-641 7.4-5 14-9-4 21-2-12 28-2-11 20i6-0 36-0-0 1-6-0 0-3-5 6-11-15 6-5-8 6-11-15 0-'35 7-6-0 Scale = 1:57.4 '-a 428 = 6x8= 3x6 II 6x12 = 1202 = 3x6 It 400 = 7-9-5 14-9-4 21-242 28-2-11 36-0.0 7.5-S 5-Il-IA • 5.5.5 I 5-11-15 7-9.5 Plate Offsets ((Y)- "0-2-0.0-2-01, (80-2-4.0-2-6117:0-3-7.0-0-81.18:0-4-12.0-1-8' 190-4-0,0-6-0J.111:0.6-O.O-2-0) 112:0-3-12.0-1-81 LOADING (pet) SPACING- 2-0-0 CSI. DEFt.. in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip 001. 1.25 IC 0.80 Vert(LL) -0.18 8-9 '999 240 M120 220/195 TCDL 14.0 Lumber DOt. 1.25 BC 0.73 Vert(CT) -057 8-9 '447 180 BCLL 0.0 Rep Stress Icr NO INS 0.89 Horz(CT) 0.05 7 We n/a BCOL 10.0 Code ISC2015ITPl2014 Matrix-MSH Weight. 262 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-5-4 cc puffins. SOT CHORD 2x8 OF No.2 G 'Excepr 801 CHORD Rigid celiing directly applied or 6.0-0 cc bracing. 82: 2x8DFSSG WEBS I Row at midpt 4-11.2-11 WEBS 2X4 OF Stud/Std G Exoepr 2 Rows at 113 pts 6-9 W6: 2X4 OF No.2 G, W3,WS,W7: 2X6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed dining truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 125810-541 (met. 0.1-8). 71880-3-6 (min. 0-2-1), 117183l05.8 (seq. 0-7-10) Max Ho,2163(LC 36) Max Uprrft1-211(LC 27), 7=-233(LC 30), 11=-388(LC 20) Max Grav1441 (LC 54).71920(LC44), 117163(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2-8721984, 2-3=-66613309, 34335I324Z 4-8=-1903/260. 5.6.19191456. 6-7-5464/874 801 CHORD 140=4811555.1-41=-776/Ml 12-41=-680/505, 1242-681/607. 4243-8811769. 11-43=-881/769, 10-119941718,9-104-9941718, 9.44=869/5190, 8-44-869/5190, 845.889/5190, 7.48=-86915190, 7-46=-402/2731 WEBS 4-8=-25414298, 5-94-4221112 6-94-35991273,6-8=011163, 4-11=-4852/294. 3-11=-4421112, 2-11=-29141232, 2-12=0/941 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llamph (3-second gust) Vasd87mpb; TCDL8.0psl BCDL5.0pst h'200 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL1.80 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 ANSYTPI 1. Gable studs spaced at 1-4-0 oc. 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.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 11 greater than input bearing size. This truss is designed in accordance with the 2015 I nternational Building Code section 2306.1 and referenced standard ANSIITCIII This truss has been designed for a movilng concentrated bad of 260.01b live located at all mid panels and at all panel points a 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 gap OOL=(1.33) Connect truss to rei loads along bottom chord from 0-0-0 to 9-7-0 for 146.1 p11. Girder carries hip end with 7-6-0 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to supped concentrated load(s) 604 lb down and 135 lb ui 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 In the LOAD CASE(S) section, loads applied to the face of the traiss are noted as treat (F) or back (B). Continued on page 2 LOAD CASE(S) Standard Job iruss Truss Type Hy MAGNOLIA 2A 801 GABLE I Job Ref, ence(opbon) cailfonlia TrusFiOme LLC.. Penis, CA, W4MIU NUlL 02405 USC Is £010 rnnc 0240 51)5W 0 £010 1151CR 1110555155, 111W. 1110 IJW* .1 t.110 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q.Od3qmlVeULEAudjMQeT?6WFZSNA1qMCSDq2th?yMZ LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber Increase1.25. Plate Increase--1.25 Uniform Loads (pif) Vert: 14-68, 4-748, 12.34.45(F-25), 11-12.I65(F-145), 8-11-296(F-276), 8-37=-45(F-25) Concentrated Loads (lb) Vert: 6-510(F) 2-510(F) Scale = 1:59.4 2A 6x10 MT18HS= 10 " CS 3d = 2*4 c 4*4 2*4 II 6*8 =4x4= 3*6 = Plate Offsets (XV)— 'I:0-0-10-142I. [16:044,0-4-01 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (bc) IIdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 085 Vert(LL) -0.38 11-22 '677 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.83 Veit(CT) -030 14-15 '262 180 MTI8HS 220/195 BCLL 0.0 * Rep Stress lncr NO WS 0.97 Horz(CT) 0.05 10 Iva n/a BCDL 10.0 Code 18C201517P12014 Matrix-MSH Weight: 169 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc pullins. TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.2 G Except SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 82: 2X6 OF No.2 G WEBS I Row at midpt 6-13 WEBS 2X4 OF StudlStd G Muck recommends that Stabilizers and required oross bracing be installed dining truss erection, in accordance with Stabzer REACTIONS. (lb/size) 1=44410-5-8 (mm. 0-1-8), 10=778/04141 (min. 0-14). 132045/0-5-8 (mm. 0.24) Installation guide. Max Horz163(LC 16) Max Uplift1-23(LC 12). 10=.2$(LC 13). 13-6(t.0 8) Max Grav1528(LC 23), 10=787(LC 24), 132046(LC 1) FORCES. (Ib) - Max. CoinpJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD l-2-1044150, 2-23-980/75, 323962166. 3-4-41 V185, 4-6=-2191276, 5-6=-74/2388, 6-7-39J2322, 8-9=-1313(33, 9-284-1735/100,10-284-1787183 BOT CHORD 1-26=-107/941.15-261-1071941, IS-27=407/941,14-27=-107/941.14-284-177/341, 13-28=-1771341, 132841361375.12-284.1351375,12-30=0/839,11-30=01839. 11-31=-59/1666, 10-31--59/1666 WEBS 3-14--.679179. 4-14=01521, 13-16=-1864128, 6-16=493/84, 12-16=-556/198, 7-12'0/791. 8-124006/104. 8-110!696, 9-11-540/130, 7-16=-2747154, 5-16=-2304/124, 2-15=0/402 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 BCDL6.0psf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0-0, lnteiicr(1) 3-0-0 to 184-0. Exterior(2) 18-0.0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone; cantilever left and tight exposed; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL160 Al plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other in loads. 5)1 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 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 Was is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl!TPI 1. This buss has been designed for a moving concentrated load of 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 9-7-8, an lb down and 4 lb up at 14-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnorease11.25. Plate Increase--1.25 Continued on page 2 Job Truss Truss Type Qty Idly MAGNOLIA 2A 602 COMMON 6 Job Reference (opionaI) ranii I rU5I-I2(TIr U.U. rem, tow WADfu LOAD CASE(S) Standard Uniform Loads (pif) Vert 11-7-68,740=48,117-20=40 Concentrated Loads (lb) Vert: 1440 13-50 tUM: 524U S USC S )1S flflt 52405 USC S U1b MITeS Ifl0USISS, Inc. =Ua S 1ZS9UY U15 I'SS ID:ZFI3c9vbrEMVfP7?S5SJz7f4q-spcQeWHFtNOVnlY_L_Eflm7NnTjZn9?SUoDJRy)C5MY Job [russ ITrUSS Type MAGNOLIA2A 1B03 7 Fly 1 jJob 1COW1ON Reference (optional) l1r5.l.5 .1.1.., r,,5. ..S 5O111 IUSi. 5 IJSL S £1115 rIVL S.4U 5 1.1St 0 £111551155 I11aU5lfl55. IflC. mU UCI .1 1i511f I115 raq 1 ID:ZFI3c9vx,cbrEMVfP7?S5SJz7f4q-spcC_eWHFfNOVnIY_L_EticnFXnWrZw6?SuoDJRyX5MY 1.9.8 7-6-9 12-2-12 12-6,8 1-9-8 5-9.1 4-8-3 O-3-1 20 H Scae:1I21 45 2x4 1-9-8 I 474 . 12-2-12 12-64 IA-a - Plate Offsets (X,Y)- I1:Edge.0.2-01, 13:0-0-1.0-241 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (foe) Vdefl Lid PLATES GRIP TCLL. 20.0 Plate Grip 001. 1.25 IC 0.33 Vert(LL) -0.35 7-8 '420 240 MT20 220(195 TCOL 14.0 Lumber 001. 1.25 BC 0.70 Vest(CT) -0.60 7-8 '247 180 ECU. 0.0 Rep Stress mci YES WS 040 Horz(CT) 0.02 7 ala ala BCDL 10.0 Code IBC2015ITPI20I4 Matsix-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 0 (Ib1size) 1=53810.5.8 (mu. 0-1-8), 7566IMechanical Max Horzlzlol(LC 8) Max Upliftlx.6(LC 8), 7-39(LC 8) Max Grav1543(LC 23). 7568(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15 or. puffins. SOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTelc recommends that Stabilizers and required oross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD i.2g.1122, 2-13-113310, 3-13-111210 SOT CHORD 1-15=-2011068, 9-15=-2011068, 9.16=.20/1068. 8-16=-2011068. 8-17=-100/709, 7-17=-1001709 WEBS 3-7=.7951112, 3.8=01685, 2-9=-261174 NOTES- Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd87mph; TCDL=6.0pst BCDLS.Opsf; h20ft Cat. II; Ergr B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0. lnteiior(1) 3-0.0 to 124114 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOLZi 60 plate grip 00L1.60 This buss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a 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. 4)A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0b live located at all mid panels and at all panel points along the Bottom Chord. nonconcunent with any other live loads. LOAD CASE(S) Standard Truss Truss Type Uty Ply M~IkGNOLIA 2A 804 I COMMON I - - ---------- ' Job Reference (optional) rdJUC W., rC1115. . IIU NIl,: 524115 USC 511115 KIM 5.14115 USC 51015 MillS 515115511$, MC. illS UCI 1 11111115 1015 I$Qe 1 ID:2Fl3c9vxxbrEMVfP7?85SJz7f4q-K?AbBzXv?zVt7xslX3VTBxxOGBs4INM8h8xmityXSMX 1-9-8 7-6-9 12-2-12 12-6 1-9-8 5-9-1 4-8-3 03-1 2,4 ii Scale: 1I2'1' 01400# 4 5 2x4 1-9.8 • 4-7-4 12-2-12 12-6.8 7..711 Plate Offsets 0(V)— I30..1,0-2.QJ LOAOING(psf) SPACING- 24)-0 CSI. OEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.33 Vert(LL) -0.35 74 '420 240 M120 220/196 TCOL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.60 7-8 '247 180 BCLL 0.0 Rep Stress Ina YS WE 0.40 Horz(CI) 0.03 7 We We BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 51 lb FT = 20% LUMBER- TOP CHORD 20 OF No2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud!Std G REACTI ONS, (lb/size) 1538/O-5-8 (mm 0-1-8), 7566/Mechanical Max Ho.z1136(LC 21) Max Upliftl-425(LC 27). 7-60(LC 28) Max Grav1712(LC 48), 7566(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 42-15cc pudins. BOT CHORD Rigid ceiling directly applied or 5-6-0 cc bracing. Mrrek 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 (Ib) or less except when shown. TOP CHORD 1-2=-1982(1162, 2-18=-1818/892, 3-13=-1485/695, 3-14=-573/529. 414=.331/301 SOT CHORD 1-18=-123311961, 9-15=-114611874, 9-16=-1059/1787. 8-16=41411542, 8-17=-949/1319, 7-17=-3971828 WEBS 3-7=-7951182, 3-8=4/885, 2-9=-261/129 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87snpli; TCDL8.0psf BCOL=6.opsf; h=208 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lntesio4l) 3-0-0 to 12-6-8 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 DOLI.60 This buss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live leads. 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. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber DOL.=(1.33) Plate grip DOL(1.33) Connect buss to resist dreg loads along bottom chord from 0-0-0 to 12.6-8 for 111.8 pit. I II LOAD CASE(S) Standard [Job I russ Truss Type Ply MAGNOLIA 2A COI 1 0, GASLE I Job Reference (optional) 1,anrumra uwerrurne u.r.., reins, '-- w,u nra,: 0 A a uec o suie i-run; e.su a iec o suie ,ei,ea ,nau,uiea, inc. mu uci .r 1;su;ue sure rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-K?AbSzXv?zVt7xslX3VTBxKHHBnZIH88h8XmityX5MX 4-6-0 . 7-11-5 16-0-0 24-0-12 27-6-0 i 32-0-0 4-6-0 3-5-5 8-0-11 8-0-12 3-5-4 4-8-0 Scale z 1:50.8 6x10 MTISHS= 4x6 06 = 3*6 II 5*16 = 3*6 II 4*6 = 7-11-5 • 1644 18-2-12 24-0-12 32-0-0 I 7-11-5 • 8-0.11 0-2.12 7-10-0 7-114 Plate Offsets (X.Y)- 11:0-1-4,0-2-01, (20-2-8,O-2-41, (4:0.2.R,0.2.41. 15:0-1-4.0-2-01. (6:0440-1-81.17:0-8-0.0-2-01. I9O-4-4.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (Icc) Odell Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 IC 0.90 Veit(LL) -0.12 9-33 '999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.38 9-33 '537 180 MTIBHS 220/195 BCLL 0.0 * Rep Stress Incr NO WE 0.80 Horz(CT) 0.04 5 We n/a SCOL 10.0 Code 18C20151TP12014 Mattix-MSH Weight: 219 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1&Btr G SOT CHORD 2X6 OF No.2 G WEBS 2X6 OF No.2 G Except' W4: 2X4 OF No.2 G. W2: 2X4 OF StudlStd G OTHERS 2X4 OF Stud/SIc 0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-11 cc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS I Row at midpt 4-7 2 Rows atll3pts 2-7 MiTek recommends that Stabihzets and required cress bracing be installed dining truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1936I058 (min. 0-1-8). 5644/0-5-8 (mm. 0-1.8), 744502/0-5-8 (mm. 0-4-13) Max Horz1-56(LC 13) Max Uplift145(LC 8), 5z.40(LC 9), 7-132(LC 4) Max Grav1x992(LC 19), 5724(LC 35), 744502(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-37-20451143,247-19281143,2-3-6&1897,34"71106,448=-W7/i26, 538L10841126 SOT CHORD 1-39=-521844. 1-404-153/1885, 9.40=-153/1885, 941-153(1885, S.41z1S3/1885, 741=-15311885. 7.42x.811963. 8-42=41/963,8-43=41/963. 543z.$1/983, 5.44=11/498 WEBS 3.7=1531/97, 4-7-26V"3,4-6-011023,2-7=36171242,2-9-011350 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasdelmph; TCOL8.0psf 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 DOLZ1.60 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. AN plates are MTZO plates unless otherwise indicated. Gable studs spaced at 14-0 oc This buss has been designed for a 10.0 psI bottom chord live load nonconcunwot with any other live loads. This buss has been designed for a five load of20.0psfon the bottom chord in all areas where a rectangle 3-6.0tall by2.0-owidewrllfit between the bottom chord and any other members. A plate retlig 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. ID) This buss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the 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) 190 lb down and 41 lb up at 27-6- and 190 lb down and 41 lb up at 4.641 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 buss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type QIY Ply MAGNOUA 2A CO1 GABLE I Job Reference (optional) alncnhIa I msr,rne u.., reins, . uj,u Nun: 54U 5 USC D iU10 rnnl 54U 5 USC "Zulu MI ie IJ1UU55IS5 Inc. 11W UCi . 1:45uS .II15 rage lD:ZFI3c9bEMVfP7?S5SJz7f4q-oCkzPJYXmGdki5RxmOiJc9tS1b7o1kOlvoHKOKyX5MW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate Increase-11.25 Uniform Loads (pit) Vest: 1-3-72. 3-5-72, 314O3O(F1O), 740-174(F-154), 7431O3(F.83), 34433O(F-1O) Concentrated Loads (lb) Vest: 37-162(F) 38-182(P) I.OADING(pSf) TCLL 20.0 16.0 TCDL BCLL 0.0 * BCDL 10_a SPACING. 2-0-0 CSI Plate Grip DOL 1.25 IC 0.79 Lumber DOL 1.25 SC 0.75 I Rep Stress her YES WS 0.47 Code 19C2015/TP12014 Matrix-MSH LUMBER- TOP CHORD 2X4 DF No.20 SOT CHORD 2X4 OF No.20 WEBS 2X4 OF SbdIStd 0 "Excepr W3: 2X6 OF No2 G WEDGE - Left 2x4 OF StudlStd -G. Right 2x4 OF StudlStd -G Job Truss Truss type Ply MAGNOUA 2A CO2 i COMMON I UW 2 Job Reference (optional) 85 IIUSPfisl18 U..u.. verns, A 820(0 F(W1 8.2408 oec 62018 PiWit 8.2405 Dec 6 2018 Mifek Indusmea Inc. Thu Oct 3 12:39:092019 PaQe 1 lD2FI3c9vxxbrEMVfP7?S5SJz7f4q-oClczPJYXmGdkl5Rx5m0ik9tUtbBW1pXlvoHKOICyX5MW 8-1-7 16-0.0 • 23-10-9 32-0-0 8-1-7 7-10-9 7-10-9 8-1-7 Sale = 1:51.7 5x6 = 2x4 3*4= 2*411 5*10= 4x4 40 = 3x8 ii 3*8 It DEFL in (Icc) Well Ud I PLATES GRIP Vert(LL) -0.53 7-9 "359 240 MT20 220/195 Veil(CT) -0.80 7-9 '.240 180 Horz(CT) 0.02 5 iifa n/a Weight 1301b Fl20% BRACING. TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins. SOT CHORD Rigid ceiling directly applied ore-i-icc bracing. WEBS 1 Row at midpt 2-7.4-7 MiTek recommends that Stabilizers and required eross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib(siza) 7197710-5.S (miii. 0-2-2) 1483/0-5-8 (miii. 0-1-8). 5=483/0-5-8 (min. 0-1-8) Max Ho.z156(LC 12) Max Uplift1-41(LC 12), 5=49(LC 13) Max Grav7=1971(LC 11 1-534(LC 23), 5=534(LC 24) FORCES. (Ib)- Max. Co.apJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1.16=.958/65, 2-16=436133,2-17=01786.3-173158.3-18=0/858. 4.18=0/786, 4-19=8391107.6-119=45M SOT CHORD 1-20=-741509. 1-21=-90/869. 9-21=.901889, 9-224-164/673.8-224-164/873, 7-8=-1641673, 7-23-1321674, 6.23x.1321674, 6-24-571869, 5-24-571889, 5.25=47I509 WEBS 2-9=01577. 2-7=-13381157, 3-7=-953144, 4-7=-1338/158, 4-620/576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vul&'110mph (3-second gust) Vasd87mph; TCOL=6.0psf, 3C0L8.0p5f, h208 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteilor(2)0.0.0 to 3-0-0. lnteiloc(1) 3-0-0 to 164-0. Exterior(2) 1644 to 19-0-0, Interior(l) 1944 to 32411-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--l.60 plate grip DOL--1A0 This truss has been designed for a 10.0 pal 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 241-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This truss has been designed for a moving concentrated load of 250 Otb 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 Truss Truss Type July ply MAGNOUA 2A CO3 COMMON I Job Reference (optional) rrumia ,nrjme w.,., reins, . s,u nun: 544U 5 USC S U1b rnnt n.z4u S USC S Zulu lvi neiiinuuauiea uric. u flu ua 1;4S;1u u1S raqe 1 ID2Fl3c9v,ocbrEMVfP7?S5SJz7f4q-GOlLcfY9XalbME07rri(xGMPdo?V6mGjR8S0twmyX5MV 8-1-7 18.0.0 23-10-9 32.0-0 I 8-1-7 7-10-9 7-10-9 8-1-7 Scale = 1:51.7 5x6 = = 3x4 = 5x10 = 2i H 454 = 3x8 Ii 3e8 II 8-0-9 13-8-0 • 18-0.0 1SZ.l218-6 .0 25-118 32-0-0 6-0.9 7-5-7 2-6.0 0-2-12 2-3-4 7-5-8 6-0-10 Plate Offsets (XX)— rl:0 3,Edgel. 11:0-1-8.0-I-SI. 120-0-.0-1-8I. [3:0-3-0,Edoel. 140-0-5.0-1-81. 15:0-2-3.Edoel, 15:0-1-8.0-1-51, 170--0.0-1-12l LOADING (pat) SPACING- 2-0-0 CSI, DEFL in (bc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.215 TC 0.90 Vert(LL) -0.53 7-9 359 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.85 Vert(CT) .084 7-9 "229 180 BCLL 0.0 * Rep Stress lncr NO WS 0.47 Horz(CT) 0.03 5 We n/a BCDL 10.0 Code lBC2015!TP12014 Matsix-MSH Weight: 130 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.20 TOP CHORD SOT CHORD 2X4DFNo.20 BOT CHORD WEBS 2X4 OF Stud/Std C Excepr WEBS W3:2)06 OF No.20 WEDGE Left 2x4 OF Stud/Std -0, Right 2x4 OF Stud/Std 4 REACTIONS. (lb(size) 7=2080/04-8 (mm. 0-24), 1=48210-5-8 (mm. 0-1.8), 5482!044 (mm. 0-1.8) Max Hosz156(LC43) Max Up1Ift7-134(LC 27), 1-167(LC 35), 6=-347(LC 38) Max Grav72080(LC 1), 1532(LC 51), 6=562(LC 47) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-961/398, 2-16=-839/161, 2.17=-81/802, 3-17=-228/874, 3-184-354/981, 4-184-604/1159,4-184-11001722, 5-19-1430/978 801 CHORD 1-26=418/508, 1.21x473187l, 921=473/871, 9-22=-556/687, 22-23=-556/687, 8-23=-5561887, 7-8=-556/687, 724vi594/757, 24-25=-594/757, 6-25=-594/757, 6-284-5411984,28-27=418/871,5-27=470/899, 5-28=-4261678 WEBS 2-9=01584,24=4 3481181, 37=.963/211, 4-7-1349/207, 4.6=0/583 Structural wood sheathing directly applied or 5-2-00c pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. I Row at midpt 2-7,4-7 MiTeic 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; vultviulomph (3-second gust) Vasd=87mph; TCOL=6.0psf, BCDL=6.0psf; h--20t 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 16-0-0, Exterior(2) 16-0-0 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-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 This truss has been designed fore 10.0 pat bottom chord live load nonconcuffent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent 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 00L(1.33) Connect truss to resist drag loads along bottom chord from 28.0.0 to 32-0-0 for 350.0 pill. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 13-6-0, a 50 lb down and 4 lb up at 18-6.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 ob Truss Truss Type uty Pty CO3 I GNOLIA2A COMMON 1 Job Reference (optional) I IU,WIIC IJj._.. WOW, I_fl 7fllU LOAD CASE(S) Standard 1) Dead • Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 Uniform Loads (p11) Vert 1-3-72,3-5-72,10-13-20 Concentrated Loads (Ib) Vert: 23-50(F) 24=-5O(F) run; o.hqu 5 L,C 0 J10 rruit L4U 5 USC S U10 MI IWI IflUU5U105, ISC. i flu VC . 1L4.1U Uiu rsae ID:ZFI3c9vocbcEMV1P7?S5SJz7f4q-GOILcrY9XaIbMEO7tTXxGMPdo?V6mGjR8SOtwmyX5MV Job T russ ITruss Type QIY 'IY MAGNOLIA 2A C04 COMMON 2 Job Reference (optional) dsIms inisrisme u.k., rem, I.A, 545(0 loin: 0.4405 USc S 4U10 roTs: 0.4405 USc S 4010 551011 InaUsgIeS. IflC. mu U01 . 1LJS;11 4015 ro 1 lD2FI3lv,athrEMVfP7?S5SJz7f4q-Icasjq?ZnlutS_ObJDB2ApayssOqFVfTbN6mQSCyX5MU 441.6 • 8-0.5 13-3-12 16-0-0 18-8-4 23-11.11 32-0-0 4-11-6 3-0-15 5-3-7 2-8-4 2-8-4 5-3-7 8-0-5 Scale 1:51.6 354 = A,4 I I I 4x8 = 3x6 It 4x6 = 6x8 = 4x6= 3x8 If 4x8 = 4-114 i 13-3-12 13,5-8 18-64 18-8-4 27-0-10 • 32-0-0 4-11.8 8-4-6 0.112 5.1.0 0-12 8-4-8 4-114 Plate Offsets (X1() 11.0-145 0-0-81 [20-3.0.0-1-121. I4:0.2-0,Edge). [6041-IA-2,01,17:04.0 _02-81JI11:0-2-112.0-24)] LOAOING(psf) SPACING- 2-3-12 CSI. OEFL. in (bc) lldefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.69 Vert(LL) -022 11-12 '999 240 MT20 220/195 TCDL. 16.0 Lumber DOL 1.25 BC 0.92 Veit(CT) -0.81 1142 '277 180 ECU. 0.0 Rep Stress Incr NO WE 0.76 Hca(CT) 0.06 7 n/a n/a BCDL 10.0 Code IBC2015ITP12014 MabixMSH Weight: 182 lb FT = 20% I I LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2x8 OF SS G 'Excepr 52-.2X4 OF StudlStd G. 63:298 OF No.2 G 801 CHORD WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 11189/Mechanical, 796210-5-8 (mm. 0-1-8), 9=1353/0-3-8 (mm. 0-1-8) Max Hoiz164(LC 12) Max Upliftl-50(LC 12), 74(LC 9), 6=-30(LC 9) Max Gravl=1203(LC 23), 7962(LC 1), 6=1353(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 119=.3407I88, 2-16=-3333(111, 2.20=.1496/107. 3-20=-13801108, 3.4-290151, 4-5=-334/62, 5.21.I381l128, 6.21 =-1435/127, 8-22.--202710, 7.22=.2105/0 BOTCHORD 1-23=-3711582, 124z.114l3199. 12-24=-114!3199. 12-25=-19112510, 11-25=-19112510, 10.11=-5&1359, 910=.56/1359, 9.26=47/1938. 8.26z.4711938, 8-27=0/1946, 7-27=0/1946,7-28=01962 WEBS 5.9=.2671108, 6-6=427/169, 64-1081453, 2-11-12791149, 2-12=0/990, 3-5=-11481101 2404cc purlins (2-10-6 maL) (Switched from sheeted: Spacing 2411-0). Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultllomph (3-second gust) Vasd87mph;TCOL=8.0p51 BCDL6.0psf h20f1 Cat II; Eq B; Enclosed, MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 10-0, Interior(l) 3-0-0 to 16-04, 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 OOL1.60 This truss has been designed for a 100 psf bottom chord live load nonooncurrent with any other live loads. This buss has been designed for a live load of 20.opaf 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 o120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSVTPI 1. This buss has been designed for a moving concentrated load of 250.b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 91 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Manger(s)or other connection device(s) shaft be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 1364, 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 CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease11i5, Plate lncreaseli5 Uniform Loads (p11) Vert: 1-4-43,44=43,13-116-23 Continued on page 2 1 JoO 1TrUSS ITns Type MAGNOLIA 2A 2 I 1C04 1COMMON job Reference (optional) rnnw L, U5, sJ,u rqsi; o.qus usc o uio rJ11L o.qu 5 usc e vis uvs,ss IU5U)55 sic. mu uci ., 1;ic11 Su1s raqe lDZFl3c9vxxbrEMVIP7?S5SJz7f4q-kasq?ZnlutS_ObJDd2ApayssOqFVfTbN6mQSCyX5MU LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9-50 11=-so I Job TrUSS Truss Type Uty Ply MAGNOLIA 2A C05 COMMON I Job Reference (optional) asmn1a u,u,i-,ne u.i... reins IA VZUIU nw1: D.Zqu a usc a Zulu risK 5.i4U a usc a n,ia aluex,nausules, IflC. mu .J 4 1;Js:11 U15 rage 1 ID:ZFl3c9v,ocbiMVP7?S5SJz7(4q-kasjqlutS_ObJDB2Apayu6Or_Vg4bN8mQSCyX5MU 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 5-3-7 2-8-4 2-8-4 5-3-7 8-0.5 Scale = 1:51.0 3*4 = 3.50112 3 521 4N4 i: 20 4x4 zt 19 22 Lil 23 24 12 25 11 10 26 8 27 9 26 US = 3*8 11 4*8 = 8*8 = 4*5 = 4*8 = 4-11-6 13-3-12 13-54 18-6.6 184-4 27411-10 32-0-0 5.4.5 fl-1I2 5-1.0 fl.Ii12 54.5 4-li-S Plate Offsets (X,'fl— [1:0 -1-15.0-0-121.[2:0-0-i3O-14q. [4:0-2-O.Edqel. 16:0-0-1,0-1-81,[7,0-1-15,0-0-121 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL. in (ice) Udell Ltd PLATES GRIP TCLL 200 Plate GdpOOL 125 IC 0.54 Vert(LL) -0.20 11-12 '999 240 MT20 2201195 TCOL 16.0 Lumber 001. 1.25 BC 0.88 Vert(CT) -0.75 11-12 '299 180 BCLL OJ * Rep Stress lncr NO WS 0.66 Horz(CT) 0.06 7 We We BCDL 10.0 CodelBC2015lTP12014 Matrix-MSH Weight: 192 lb FT=20% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-9 cc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required aces bracing be installed dining buss erection, in accordance with Stabli,zer Installation oride. REACTIONS. (lb/size) 11041lMechanical, 7=84710-5-8 (mm. 0-1-8), 9=1155/0-3-8 (mm. 0-14) Max Horz156(LC 12) Max Uplftl-44(LC 12), 7=-5(LC 9). 9=-21(LC 9) Max Gravl1052(LC 23), 7847(LC 1), 91155(LC 1) FORCES. (Ib) - Max. CoropJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD I-19=-3000I76, 2-19=-2938/96, 2-20=-1357/93, 3-20=-1251/94. 3-4=-253/53, 4-5=-293154, 5-21-12561112, 6-21-13041111, 6-22=479310, 7-22=-1861/0 SOT CHORD 1-23=-3511343, 1-24=-9912819, 12-24=-9912819, 12-25=-16612231, 11.25*.16612231, 10-11=-4911235, 9-10-4911235. 9-26=-4111730, 8-26=41/1730,8-21=0/1722, 7-27=0/1722,7-28=0/852 WEBS 6-9--7071147,6-8--1111439,2-11=11051129,2-12=0/M, 3-5=-1051/86 NOTES- Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLz8.Ops1 BCOL6.0psf; h201% Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Extedor(2) 0-0-0 to 3-0-0, lntelior(1) 3-0-0 to 1644, Exterior(2) 1644 to 194-0, Intericr(1) 19-0-0 to 32-0-0 zone; cantilever left and tight exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.80 plate gop 00LL60 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 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, 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 13-54, and 50 lb down and 4 lb up at 18-64 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. I- LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inorease1.25, Plate lncreasel.25 Uniform Loads (p1t) Vat 1-4-72,44=42,13-16=40 Concentrated Loads (Ib) Vert 9=-SO 11=-SO LUMBER- TOP CHORD 2X4DFNo.2G 801 CHORD 2*8 OF N0.2 G 'Except' 52 2X4 OF StudfStd 0 WEBS 2X4 OF Stud/SW G Job Truss Truss rype Uty Ply I MAGNOLIA 2A L 001 CAL HIP 1 Job Reference (optional) ...azleflhla fTU3rTWM UJ..., rliis, I.P, aaiu NUll: &L4U 5 IJaC 0 LU15 rmt 0.4U 5 USC S U1S MuSS IIlaU5Ule5. Inc. iriu UCI 1:ja: ZUlU rage i ID:ZF13c9vxxbrEMVfP7?S5SJz7f4q-CnQ51LaP3B?JcYAWmuaPMnV?VoBgECbkbmV_tyX5MT 3-8-4 • 7-5-0 7.11-11 13-1-0 18-2-5 18-9-i) 22-5-12 26.2-0 3-8-4 • 3-8-12 0t6.11 5-1-5 5-1-5 Q!.611 3-8-12 3-8.4 Scale = 1:43.7 4.O0 [IT 4x6 = 3x10 4x6 = 18 19 '' 20 21 ' 9 22 23 24 25 4x8 = 3x8 = 3x10 MTI8HS= 3x8 = 4x8 = 8x8 II 2x4 II 7-5-0 13-1-0 e 18-9-0 • 26-2-0 7-543 5.8.0 54)I 7.5.0 Plate Offsets (X,Y)- (1:0-2-3.EdgeL[1:0-0-0.0-1-5]. (3:0-2-0,0.2-0Ij50-2-0,0.2.01, (70-2-3.Edael. (7:0 -O-0.0-1-51j8:0 -2-12,0-1-81.f 11:0-1-12,0-1-81 LOADING(pst) SPACING. 2-0-0 CSI. OEFL. in (icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.82 Vert(LL) -0.21 10 '999 240 MT21) 2201195 TCDL 14.0 Lumber DCL 1.25 Sc 0.8$ Vert(CT) -0.69 8-10 "456 180 MTI8HS 220/195 BCU. 0.0 Rep Stress Incr NO WE 0.32 Horz(CT) 0.18 7 Ida n/a BCDL 10.0 Code 1BC2015/TP12014 MatiixMSH Weight: 224 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOY CHORD 2X4 OF N0.2 G WEBS 2X4 OF Stud/Std G WEDGE Left: 20 OF Stud/Std 4, Right 2x4 OF StudlStd -0 REACTIONS. (lb/size) 1=2664/034 (min. 0-1.8), 72664/0-3-8 (mm. 04-8) Max Horzl-30(LC 8) Max Upliftl=-128(1.0 4), 7-128(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-2 cc putlins, except 044cc purfins (4-5-13 max.): 3-5. Except 4-64cc bracing: 3-5 BOY CHORD Rigid ceiling directly applied or 1044cc bracing. FORCES. (lb) - Max. CompJMax. Ten.- Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=4560/460. 2.3=46701517,34=4329/506,45=4329/506, 5-6=-6670/517, 6-7=4560/460 BOT CHORD 1-18--483/2860,1-19=41 ltral28, 11-19=-411/6128, 11-20=-595/8028, 20-21=-59518028, 10-21=-59518028, 9.10.595/8028, 9.22z.595/8028, 22-23-59518028,8-23-59&8028, 8-24-39016128.7-24-39016128,7-25r-166=0 WEBS 2-11=-1121410, 3-11=0/990, 4-11=-1974!197, 4-10=0/514, 4.8=-1974/197, 5-9=0/990, 6-8=-1121410 NOTES- 21ily 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: 2x4 -1 row at 0-9-0cc. Webs connected as follows: 2x4 -1 row at 040 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vult11l0mph (3-second gust) Vasd87mph; TCDL=6.0pst BCDL8.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 OOL=1.80 Provide adequate drainage to prevent water pending. All plates are MT20 plates unless otherwise indicated. This tetss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/Tt 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, nonconcunent 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) shaft be provided sufficient to support concentrated load(s) 703 lb down and 162 lb ups and 703 lb down and 162 lb up at 7-5-0 on lop chord. The design/selection of such connection device(s) is the responsibility of Job TrUSS Truss type Ply IAAGN0UA 2A 001 CAl. HIP IWW 1 Job Reference (optional) Udjiramsa iiusrrame LU.., reins, r. watu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber incleaseel.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1368, 3-5=-165, 5-7=48. 1215=-49(F-29) Concentrated Loads (Ib) Veil: 3-589 5-589 ins,; eiu 5 usc e arw ,,mr. 524U 5 uec (a zuis miss uncusme,, Inc. mu uc uiu r lD2FI3c9viobrEMV1P7?S5SJz7f4q-CnO51LaP3B?JcYAWmuaPMnV?VoBgECbkbmV_fyX5MT 4x6 3,4 = 4x6 4.00r12 j;- I Job liruss Truss Jype Uty Ply 1002 CAL HIP 1 i I Job Reference (optional) %..dU1TI ,wr,ame relfl5 Lift, viu 10,1: ti. ZSU S USC S xIJ,S 1IVI 5240 S USC S U15 MISK Inausmes, SIC. mU UCI lx:jxlx 2U15 I40fl 1 lDFl3cEMVtP7?S5SJz7f4g-CnQ51LaP3B?JcYAWmuaPMnV3koAjEEBkbmV_tyX5MT 10-0-0 16-9-0 5.0-1 • 9-5-0 9.11-il 13-1-0 16-2.0 16.-5 214-15 26-2-0 4-5-0 O-6-11 3-1.0 3-1-0 0.6-5 1 44-15 5-0-1 0-0-5 0-6-11 Scale = 1:43J 4x8 = 300 - WB= 300 = 4*6 = 9-54 • 16-9-0 26-2-0 0-5-0 - 74.0 I 5-5-0 Plate Offsets (X.Y)- 130-2-4,0-2-0I, [513-2-4.0-2-01, (8:0-2-0,0-1-81, 110:0-2-0,0-1481 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (be) Ildefi Lid PLATES GRIP ICLI. 20.0 Plate Grip DOL 125 IC 055 Vert(LL) -0.31 10-13 "845 240 MT20 2201195 TCOL. 14.0 Lumber DCL 125 BC 0.91 Vert(CT) -0.75 10-13 '416 180 BCLL 0.0 Rep Stress lncr NO WS 0.22 l-$oi'z(CT) 0.15 7 We We BCDL 10.0 Code IBC2015lTP12014 matrix-MSH Weight 108 lb FT = 20% LUMBER- SOT CHORD 2X4 OF No.23 TOP CHORD 2X4 OF No.23 WEBS 2X4 OF StudlStd 3 OTHERS 2X4 OF No.23 REACTIONS. (IbMize) 1=130610-3-8 (mm. 044), 7=130610-3-8 (mm. 0-14) Max Horz138(LC 12) Max Uplifrl-74(t.0 4), 7-74(L.0 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-12 cc pudins, except 0-0-0cc puilins (3-9-3 max.): 3-5. Except 3-9-0or. 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. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-31331242. 2-3-27441186. 3-17=-25641189, 4-17=-25751189. 418z2575/189, 5-18=-25641189, 54-274411186.6-7-3113Y242 SOT CHORD 1-19=-22012911, 10-184-22012911,10-284-17012881,9-284-17012881, 8-9-17012861. 8-21=-19312911. 7-21=-19312911 WEBS 2-10=-3821108, 3-10=01539.4-10=-491/103, 4-8=-4911103. 5-8=01539.6-84-382/108 NOTES- Unbalanced roof live loads have been considered for this design. Wad: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph; TCDLS.0p51 BCDL60psf; h20ft Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip 00L160 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load 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 Iruss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlfPl 1. This tiuss 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, nonconcumrent 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 pumln 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 suflicient 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease125, Plate lncrease11i5 Uniform Loads (p0) Vert 1-3-68, 3-17=-68, 5-184-68, S-7=48,11-14--20 Concentrated Loads [lb) Vert 17=-102 184-102 Continued on page 2 ITnJ5S TflisSlype jQ1Y Y I MAGNOLIA 2A CAL HIP I I I I I.Job Reference (optional) I - 1002 rru,rmuc rem,, M LOAD CASE(S) Standard Trapezoidal Loads (pit) Veil: 17-68-to-4-102, 4-102-to-18-68 Nun; e.qu 5 USC S U15 runt S.4U 5 USC S 4U15 IYIII CS IflSU5U1C5, ins. mu uci i 1:3u;1 u1u raoe iD:ZFi3c9vxrEMVfP7?S5SJz7f4q.CnO51LaP3B?JcYAWmuaPMnV3lcoAjEEBkbmV_fyX5MT I 4x6 A tin 1W 7 4x8 3x4 = Scale = 1:43.7 4X6= 3x10 = = 3:10 = 4XG= Job Truss Truss Type Ply MAGNOUA2A 003 CH IQW [Jobfleference(optional) - - Califonila TniaFrame LLC., PeTIS, CA. 92570 RUM 41.2405 Dec 5 2015 Pnrc 5.2405 Dec S 2015 inJell lflaus0Tes, Inc. mU va J 12:a:1a U1U 1 lDZFI3c9vxxbrEMVlP7?S5SJz7t4q.hz_UFhb1qV7ADiliKc5eu?1A0CWOZhfl1tqOFXX5yX5MS 54-1 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 LOAOING(psf) TCLL 20.0 TCDL 14.0 BCU. 0.0 * ECOL 10.0 SPACING- 2-0-0 Plate Gñp OOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code 1BC201517P12014 CSI. IC 0.77 Sc 0.88 WB 0.20 Matrix-MSH DEFZ.. in (bc) Udell Lid Vert(LL) -0.36 12-Is '870 240 Vert(CT) -0.14 12-15 "425 160 I4crz(CT) 0.14 9 We n/a PLATES GRIP MT20 220/195 Weight 106 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Stnictural wood sheathing directly applied or 3-5-Soc ptnulns. except SOT CHORD 2X4 OF No.2 G 044 ac pwlins (4-1-9 max.): 3-6. Except WEBS 2X4DFStudIStdG 4-2-ooc bracing: 34 SOT CHORD Rigid cefingdlrecdy applied or 104.0cc bracing. I Well; recommends that Stabilizers and required cross bracing be 'metailed dining tress erection, in accordance with Stabilizer Installation cuide. REACTiONS. (lb/size) 11184/0-3-8 (mm. 0.1-8). 0=1184/0-3-8 (min. 0-1-8) Max Ho,z 1.42(LC 17) Max Uplift1=.41(LC 8), 0=47(LC 9) FORCES. (lb). Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-2789/117, 2-19=-212W190, 2-3-240311fl, 3-20=-223&218, 5-20=-22421218, 5-21=-22421218, 6-21=-2236/218. 6-8=-2403/177, 822=-21291190, 9-22=-27891177 SOT CHORD 1-23=-183/2589, 12-23=-18312589, 1224..136l2436. 11.24*.13612436, I0.11.136(2436, 10.25.14312589, 940=-14312589 WEBS 2-12-3961111, 3.1201487, 512L.388/104. S-10--301104.6-10=01487,8-10--39&112 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd8760; TCOLS.opsf; BCDL=6.0psf; h=20ft Cat II; Eiq B; Enclosed; MWFRS (envelope) gable end zone and C-C Extellov(2) 0-0-0 to 3-04, Interior(l) 3-0-0 to 26-2-0 zone; cantilever left and fight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOk*1 .60 plate gnp 00L1.60 Provide adequate drainage to prevent water panting. This buss has been designed for a 10.0 psf bottom chord live load nonconculTent with any other In loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 244wide 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 201$ International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical puilin representation does not depict the size or the orientation of the pudui along the top and/or bottom chord. LOAD CASE(S) Standard Exp. 6130121 NO. C53821 Job Truss Truss Type ty Ply MAGNOUA2A 004 CAL HIP 1 lu Job Reference (options]) anromta TwSraIne UC., P8ITIS, (A. 92010 Nun: 92405 usc ezois print: 82405 oec 92018 5515K IflOUSSISS, Inc. mu Oct , 12:20:1,2018 pass, lDZFI3c9vxxbrEMVfP7?S5SJz7f4q-hz_UFhb1qVTADfliKc5eu?1CUCzeOtqQFXX5yX5MS 1344 12-74 14-14 8.3-0 12.0.8 12-7. 134.13 19.11.0 25-10-8 8.30 5-9-8 0-43-11 0.5-5 544 5-11-8 SaIe = 1:43.2 0-04 04-11 0-11-0 5*8 = 4*8 2x4 11 294 If 4*6= 4x4 5x10 5*6= LOADING (pet) SPACING- 24-0 CSL TCLL 20.0 Plate Grip DOL 125 IC 068 TCDI. 14.0 Lumber DOL 1.25 I SC 0.91 BCLL 0.0 * Rep Stress lncr NO WS 0.41 BCDL 10.0 Code I8C2015lTP12014 Matrix-MSH 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) 1=1305/0-3-8 (mm. 0-1-8). 6=1310/Mechanical Max Horz150(LC 8) Max Upliftlz.67(LC 4), 6=-87(LC 5) DEFL in (too) Udefl Lid PLATES GRIP Vert(LL) -028 7-8 "999 240 MT20 220119$ Veit(CT) -OJS 7-8 .414 180 Horz(CT) 0.14 6 We rile Weightll3lb FT-20% BRACING- TOP CHORO Structural wood sheathing directly applied or 3-141 oc pudins, except 0-0-00c pui$ns (44-13 max.): 34. 801 CHORD Rigid ceiling directly applied or 1044 or. bracing. MiTelc recommends that Stabilizers and required cross bracing be installed during buss erection. in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompfMax. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD l-2=-3135/149, 2-3-2514/171, 3-17=-2290!176, 17-18=-22781175, 18-19--2277/175, 4-19-226&174,44-24411173,$-6-20701142 SOT CHORD 1-20-14112908, 10-20=-14112908, 10-21-199/2862, 9-21-19912862,9-22-1141=3. 8-22-11412333,8-23--15612751, 7-23=45512751, 7-24=-97/2759, 6-24=-97/2759, 8-25--48/980 WEBS 2-10=0/386. 2-9--5911100, 3-90189,3-6=437/118,4-8=01451, S-6=-562/97. 5-7-0/332 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL.'8.opsf; BCDL8.0psI 1v201% 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 truss has been designed for a 10.0 pet bottom chord live load nonconcurrentv/dh any other live loads. S) This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder canes tie-in spans 014-0-0 from front girder and 2-0-0 from back girder. Graphical purlin representation does not depict the We 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) 162 lb down and 37 lb up at 134 and 162 lb down and 37 lb up at 12-7-8 on tap chord. The design/selection of such connection device(s) Is the responsibility of othent LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber lncreasel.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-11=48,340-102,4-6—N, 11-14=-20 Continued on page 2 I JOD Truss Truss Type Ply MAGNOLIA 2A 004 CAL HIP 1 IW TIb Refierence(wtional) I1 uiurwniv r'm5, Lft VA2(U LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17-138 19-136 mirr D.4V 8 USC S Zulu riDs: 5.ssu CUeC S U1S MISII JI1SUSUWS Inc. 11W IJCI 3 1:ss:1U ZUlU JZ IO:ZFl3c9vxxbrEMVfP7?S5SJz7f4-hz_UFhb1qV7ADiliKc5eu?1CUCVwzeOtqQFXX5yX5MS 'Job Truss jlruss Type Qty MAGNOUA2A 005 5 !Job 1FINK 1 Reference (optional) Ma jival-,ame uc. iems, (P., W2i0 Run. 8240 s Dec 62018 pflnl: 8.2405 Dec 62018 MiTek In6usbles, Inc. Thu Oct 312:39:132019 Page 1 lD2FI3c9vrocbrEMVfP7?S5SJz7t4q-hz_UFtib1qV7ADiIiKc5eu?1ByCYMzgFtqQFXX5yX5MS I 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 = 1:41J I I I I 4x6 II 456 = 4x4 = 5x6 WB= 4x4 =5X8 = 8-8-15 Plate Offsets 0(Y)— (3:0.00.0-0-01. 15:0-0-4.0-0-11.15:0-7-7.0-0.21 LOADING (pet) SPACING- 2411-0 CSL TCLL 200 Plate Grip DO!. 1.25 Ic 0.71 TCDL 14.0 Lumber DOL 125 BC 0.75 BCLL 0.0 - Rep Stress lncr YES WS 0.29 BCOL 10.0 Code IBC20151TP12014 Mabix-MS" LUMBER- TOP CHORD 2X4 OF No.2 G 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G OTHERS 2X4 OF Stud(Std G WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 1=1139/0-3-8 (min. 0-1.8). 5411390ethanicat Max Hotzlre54(LC 12) Max Uplift1-18(LC 8), 54-15(LC 9) OEFL in (be) Udefi Lid PLATES GRIP Veit(LL) -0A3 6-8 1719 240 M120 220/195 Veit(CT) -0.88 6-8 '353 180 Holz(CT) 0.11 5 nla n/a Weight 98 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 cc putlins. 601 CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required erase bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. ConçiMax. Ten. -M lances 250 (lb) or less except when shown. TOP CHORD 1-154-2632144,2454-2513/05, 2-2@-2301121, 3-20=-2223/32, 3-21-21€3/31. 4-21-22411M, 4.22=.2431161. 522.2533/43 601 CHORD 145=40/2434. 8-154-60/2434.8-16=011630.7-16=0/1630,6-7=0/1830. 6-17=-17/2346. 5.17=.17!2346, 5-154-16/850 WEBS 2-54-480/136,3-6=01754.3.5401698.4-54-4441131 NOTES. Unbalanced root' live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=80ps1 111CDL=8.095f h=208 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.0.0 to 3-0-0, lnterio1) 3-0-0 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0. Interior(l) 16-1-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip O0Lre1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other in loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 344 tall by 2-00 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 girdet(s) for buss to truss connections. 1) This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. 8) 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. nonconcuirent with any other live loads. LOAD CASE(S) Standard Job 1truss Type l I Truss 006 I ply 1CAL - Job Reference (optional) i marrimm LL,., r1115, __ mmtu rUin. U.4U S vec U mia rn,w 52405 USC U ZUlU MISC IflUUSUiSS, inc. mu Oct i 1514 ZUlU race i ID2FI3cothiMVfP7?S5SJz7f4q-99XsS1ogbpFlrsKuuJctRCaKdcsVi82134_53XyX5MR 5-0-1 9- 5- 0 11-11-11 15-1-0114-2-5, 16-9-0 21-1-15 . 25-10-8 5-0-1 4-5-0 2-6-11 1-1-5 1-1-5 • 2-6-11 4-4-15 449 Scale 143.2 4*6 - 4*6 = 3*10 = 5*6 Ws= 3*10 = 5*8 = I 9-54 18-9.0 25-10-8 9-5-0 • 744) 94.8 Plate Offsets ix Y)— -02-88-2-0I (6072-12.0-2-01. 19G7-7.0-0-21. (9:0-0-4.0-O- (10:0-2-0,0-1-81, 112:0-2-0.0-1-81 LOADING(pst) SPACING. 2-0-0 CSI. DEFL in (Icc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.31112-15 '862 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.88 Vert(CT) -033 12-15 '423 180 BCLL 0.0 * Rep Stress Incr NO WB 0.20 HctzCT) 0.13 9 n/a n/a BCDL 10_0 Code I5C2015/TPI20I4 Matrix-MSH Weight: 114 lb FT z 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 DFNo2G WEBS 2X4 OF Studlstd G OTHERS 2X4 OF No.2 G WEDGE Right 2x4 OF StudIStd -G REACTIONS. (lb/size) 1120910-34 (mm. 0-1-8), 9=1211/Mechanical Max Horz 149(LC 12) Max Upliftlz6(LC 8), 9=46(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-12 cc puduls, except 044cc puffins (4-04 max.): 3-6. Except 4-0-0 cc bracing: 3-6 601 CHORD Rigid ceiling directly applied or 9-11-14 cc bracing. Mtlek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - Al forces 250 (to) or less except when shown. TOP CHORD 1-19=-2847/334, 2-19=-2784/349, 2-3=-2490398, 3-20=-2338/488, 5-20=-2341/485, 5-21=-2306/486, 6.21 =-2303/487, 6-9=-2450/399, 8-22=-2641!331, 9-22=-2705/318 EDT CHORD 1-23=-386/2641, 12-23-366/2641, 12-24=-386/2514, 11-24=-38612514, 10-11=-38512514, 10-25=-268/2505, 9-25=-268/2505, 9-26=-109/906 WEBS 2-12=-349/100, 3-12=45(482, 5-12=-3721208, 5-10=412/205, 6-1043(461, 8-10=-253/87 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasdz87naph; TCDL6.0psf 6CDL6.0psf h20ft Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0-0, lntenor(1) 3-0-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip 00L1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonccncutrent 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 241-0 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 1. This truss has been designed for a moving concentrated load of 250.0111 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 podia along the top antler bottom chord. LOAD CASE(S) Standard HIP 1044 16-9-0 -- - - 5-0-1 9-54 9,11-11 13-1-0 16-2-0 16--5, 21-1-15 25-10-8 5-0-1 • 4-5-0 0.6-1l 3-1-0 3-1-0 0-8.5 4-4-15 4-841 0-0-5 0-6-11 Scale = 1:43.2 4x8 4x6 annli3 456 = 3x10 =5xe We= 3x10 = 6x8 = 1 9-5-0 16-9-0 25-10-8 7.L0 0_I_a Plate Offsets (XXI— [3:G-2-4.0-2-01,15:0-2-4.0-2-01, 17:0-7-7.0-0-21.17:0-0-4.0-0-11. (8:0-2-0.0-1-81, [10:0-2-0.0-1-81 LOAOING(pst) SPACING- 2-0-0 CSI. DEFI.. in (100) 1/defi L/d PLATES GRIP TCLL 200 Plate Grip 001. 125 IC 1.00 Vert(LL) -037 10-13 '841 240 MT20 220/195 TCDL 14.0 Lumber DOt. 1.25 BC 0.90 Vert(CT) -0.74 10-13 420 180 BCLL 0.0 Rep Stress Inor NO WB 0.22 Horz(CT) 0.14 7 We We BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight 108 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudiStd G OTHERS 2X4 OF No.2 G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 1=1291/0-3-8 (mm. 0-1-8), 7=1295fldethan1ca1 Max Hoiz 139(LC 8) Max Uplift1-74(L.0 4), 7-74(LC 5) BRACING- TOP CHORDStructural wood sheathing directly applied or 3-1-1300 purlins. except 0-0-0oe purtins (3-9-9 max.): 3-5. Except 3-10-00c bracing: 3-5 801 CHORD Rigid ceiling directly applied or 10-0-000 bracing. Milek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. I FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3093/241, 2-3=-2702/184, 3-17=-2525!187, 4-17-2535/187,4-184-24981188, 5-18--2487/187.5-6---2659/184.6-7=-29431225 801 CHORD 1-184-22112874,10-19--22112874,10-20-17212799,9-20=-17212799, 8-9=--17212799, B-21=-17&2730.7-21=175/2730,7-22=-68/976 WEBS 2-10=384/108,3-10=0/525.4-10=021104,4-8=-6071101, 54--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; 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 DOL11.60 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 nonconcuffent 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 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. 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.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 240-0 from front girder and 44-0 from back girder. Graphical puriln 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 26.6 up at 16-2-" and 122 lb down and 28 lb up at 10.0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard i) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lnoreasel.25 Uniform Loads (pIt) Vert: 1-3=48,3-17-68, 5-18-68, 6-7=48,11-114-20 I Continued on page 2 Job 'I russ rruss Type Qty Ply MAGNOLIA 2A 007 CAl. HIP 1 Job Reference (optionaI I iurim U...., P1115, I.,M (U LOAD CASE(S) Standard Concentrated Loads (lb) Veit 17.102 18-102 Trapezoidal Loads (pit) Vert: 17.68-to-4-102, 4-102-to-18=-68 icun; D.Lqu 5 UDC 0 U10 rnrrn 0.4U S USC S J10 WI 155 Ifl0U5l1IO5. II1C. IflU UC 4 1451D U15 r55S lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-dL5EfNclM6NuTOv5S176zQ6T?0BVRbrAIkkebzyX5MQ 4.0011-2 3*10 = 4*6 = 3*8 -- 3*8 = GIs = 5*8 W8= 2011 4*6 = 61611 4*6 = Scale = 1:432 18 19 20 21 "' 9 22 23 ' 24 25 jt.j HIP 7-5.0 1 13-1-0 18-9-0 2540-8 7-11fl 1 c_A_fl • c_A_fl 71..A Plate Offsets (X.Y)— f 1:O-2-3,Edeej. [10-0-0.0-1-SI. [3:0-2-0.0-2-01 15:0-2-0.0-241. 170-7-7O-O-21.I7:0-04.0-0-11. [8 0-2-12,0-1-81, [11:0-2-0,0-141 LOAOING(pst) SPACING- 24-0 CSL OEFL. in (lc) I/deS Lid PLATES GRIP TCU. 208 Plate Grip DOL 125 IC 0.81 Veit(LL) -0.20 10 '999 240 MT20 220/195 TCDL 14.0 Lumber 001. 1.25 BC 085 Veit(CT) -0.67 8-10 '464 180 ECU. 0.0 1 Rep Stress lncr NO WE 0.33 Hcqz(CT) 0.17 7 nla n/a ECOL 10.0 Code IBC2015lTP12014 Matiix-MSH Weight 225 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G OTHERS 2X4 OF Stud/Std G LOT CHORD WEDGE Left 2*0 Stud/Std G,R12*0 REACTIONS. (lb/size) 12634/0-3-8 (mm. 0-1-8). 72660Thechan1ca1 Max Horzl3l(LC 8) Max Upliftl-127(LC 4), 7-133(LC 5) FORCES. (lb) - Max. CccçJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-84811457. 23=.6585/514. 3-4=4248/503,4-54-6113/495,5-54-6438/505, 6-7-6058/435 BOT CHORD 1-18=-183/2847, 1-19=.411/6054, 11-154-41116054, 11-20=-591/7879,20-21=-59117879, 10-21=-591/7579,9-10--59117979.9-22--69117879,22-23=49117879, 8-23'-59117879, 8-24-368l5597, 7-24'-36815597, 7-254-143/2200 WEBS 2-11=-1121400. 3-1120/961. 4-11'-19041193, 4-100/523. 4-8=-20451199, 5-8=0/880, 64=-1211708 Structural wood sheathing directly applied or 4-4-9 cc pwlins, except 04-0cc pui8ns (4-641 max.): 3-5. Except 44000 bracing: 3-5 Rigid ceiling directly applied or 10-0-0 or. bracing. NOTES- 1)2-ply buss to be connected together with lCd (0.131'4") nails as follows: Top chords connected as folows: 2*4 - I row at0-9-0 cc. Bottom chords connected as folows: 2*4-1 row at 0-9Ooc. Webs connected as Mows: 2*4-1 row at 0-9.0 cc. Al 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; VuttllOmph (3-second gust) Vasd87mph; TCDL8.0psf, BCDLB.0psf h20ft Cat. II; E3. B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOLI.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This buss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 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 2404 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard At4Sl(TF This buss has been designed for a moving concentrated load of 250.mb live located at all mid panels and at all panel points alor Bottom Chord. nonconcuirent with any other live loads. Girder carries hip end with 8-0-0 end sethack. Graphical purlin representation does not depict the size or the orientation of the purlin along the top anWor 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 a ConffiffiM4gj' and 162 lb up at 7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of IJob ITfUSS ITnZSS Type ply I MAGNOUA2A 008 CAL HIP I 2Llob Reference (opöonal) 4U5 IJc S LUIS rw5 SLSU S USC OU1O IVIUSS IflSU5UI53, Inc. mU UC 14; :1S4U15 raqc lD:ZFl3c9viothrEMVfP7?S5SJz7t4qdL5EfNclM6NuTOv5S176zQ6WuOCKR28AlkkebzyX5MQ LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-3=48.3-5-165,5-7=68, 12-15=-49(F=-29) Concentrated Loads (lb) Vert: 3-589 5=-589 Job Truss Truss Type uty Ply MAGNOUA 2A EOI GABLE 1 Job Reference (optional) CakiOmlaT,usFrameLLC., Perna, CA. 92570 Run: 8.240s 240 a Dec e2olaM(relclndussies,Inc. Thu Oct 312:39:182019 Pagel ID2Fl3c9v,ocbrEMVfP7?S5SJz7f4q-5YfctjdwTQVl49UH?keLWdtolPdzA5bKWOTB7QyX5MP 8-0.0 16.0-0 8-0-0 8-0-0 Scale = 1:25.1 4x6 = 3x8 = 25 12 26 11 27 10 28 9 29 6 30 7 31 6 32 5 33 4 34 3x6= 1640 Plate Offsets MY)— [1:0-3-0.ttdeel. (3:0-3-0.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (icc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.32 Vert(UL) iila - nla 999 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Veft(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress lncr YES WS 0.00 Horz(CT) 0.03 3 n/a n/a ECOL 10.0 CodeIBC2015/1P12014 Matrix-SH Weight: 731b FT=20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 801 CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 OF Stud/Std G MiTek recommends that Stabliizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1640. (Ib) - Max Horz1.29(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), 3.449(LC 75), 9=279(LC 70), 9273(LC 69), 10290(LC 68). 12381(LC 66), 7273(LC 71). 64290(LC 72), 4381(LC 74) FORCES. (lb)- Max. CcmpJMaL Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-21=-10081752, 21-22---9281531, 2-22=-909/508, 2-23=-9091519. 23-24=-928/588, 3-24=-1008/763 80T CHORD 1-25=-6911897, 12-25-625/888.12-264-558/888, 11-26=-5251888, 11-21=491/888, 1027=451Y888, 10.28z.4181888. 9-264-391/888,9-29=458/888. 8-29=-322/888, 8-30=-322/888, 7-30-358/888, 7-31=-391/888, 6-31=418/888, 8.32=458/888, 5-32=491/888, 5-33=-525/888, 4-33=-5$81888. 4-364-6251888,3-364-6911897 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasdz87mph; TCDL8.0psf 8C0L6.opsft h20ft; Cat. It. Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Comer(3) 0-O.01o340, Exterior(2) 34-0 to 8-0-0. Comer(3) 8-0-0 to 114114, Exterior(2) 114-0 to 16.0-0 zone; cantilever left and right exposed; end vertical left and nghtexposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL1.60 plate grip DOLI.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psI bottom chord live load nonconcwrent with any other live loads. 7)' This truss has been designed fora 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 lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. This 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 fora 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. This truss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect buss to resist drag along bottom chord from 0-0-0 to 16-0.0 for 50.0 pit. LOAD CASE(S) Standard ob Truss 1truss Type jaty MAGNOUA 2A c0mmfbn 6 i l JcbReference(optional) ruin. 5.qU 5 iec a mm: &4U 5 LIC 0 1 5 16 MuCK II1aU5wC5, InC. IflU U .i 1 45.11 xuiv rage i ID:ZFl3c9vJothrEMVfP7?S5SJz7t4q-ZkD_42eYuKdclJ2TZR9a3,CaVpxsvWZfl2DIgsyX5MO 8-0-0 16-0-0 841-0 • 8-0-0 Scale = 1:25.8 456 = 2411 454 = 454 = I 8.0-0 16-0-0 541.11 n_n_n Plate Offsets (XV)— NEdqe0201 [2:0-3-0,04-81, [3:Edge,0-2-01 LOADING(psf) SPACING- 2-00 CSI. DEFL in (be) Well lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.27 4-7 >704 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.65 Vert(CT) .0.47 4-7 3-405 180 ECU. 0.0 * Rep Stress Incr YES WE 0.15 HorZ(CT) 0.03 1 We n/a BCDL 10.0 Code lSC2015/1P12014 Matrlx-MSH Weight: 47 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2G SOT CHORD 2X4 OF No.20 WEBS 2X4 OF Stud/Std 0 REACTIONS. (lb/size) 1=704/0-5-8 (mm. 0-1-8), 3704/0-5-8 (mm. 0-1-8) Max Horz 128(LC 12) Max Uplift1-9(LC 8), 3-9(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puilins. SOT CHORD Rigid ceiling directly applied or 104-Coc bracing. i Milek recommends that Stabilizers and required cress 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 1-11=-1408/20, 11-12-1333/24. 2-12=-1318/37, 2-13=-1318137, 13-14=-1333/24, 3 -14=-1406120 SOT CHORD 1-16=011280,4-15=0/1280,4-16=0/1280, 3-16=0/1280 WEBS 2.401426 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult.11omph (3-second gust) Vasd=87nh; TCDL6.0psf SCOL=8.opsf; h201; 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 8-0.0. Exterior(2) 844 to 11460, Interior(l) 11-0-0 to 16-0-0 zone; cantilever left and right exposed; end vertical left and right exposedC-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 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 ANSl!TPI 1. This truss has been designed for a moving concentrated load of 250.Gb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I Job Truss Truss type Uty Ply MAGNOLIA 2A FOI I GABLE 2 Job Reference (optional) U iurrme ij..,., relll5, '..M. ei.,u ,un: e4u B UBC S jula rflflE 5.I4U S USC S dmia MI I sic ineusuiss, inc. u flu USt 4 143S:1e Zulu rage 1 lD:H33w5zlNME2Ocp22Nz35P2z704C-1wnMlOfAf1ftKTdg79gpb2k9JDNje_Xd_iylClyX5MN 7-6-0 15-0-0 7-6-0 7-6-0 Scale = 1:23.5 5*6 = 5 0 17 10 18 9 19 8 20 7 21 6 22 5 23 4 24 3x4 3x4= 2*4 II 7-6-0 15-0-0 I 7" I 7fl Plate Offsets (X.Y)— 9:0-2-0.Edpel, (204-0,0-3-01, I3:072-O.Edoel LOAOING(pst) SPACING- 2-0-0 CSI. DEFL in (toe) tideS Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 Ic 0.29 Vert(LL) n/a - n/a 999 MT20 220/195 TCOL 14.0 Lumber DCI. 1.25 BC 0.29 Vert(CT) n/a - We 999 BCLL 0.0 • Rep Stress Incr YES WS 0.10 Hoiz(CT) 0.00 7 n/a n/a ECDL 10.0 Code lBC2015fP12014 Matrix-SH Weight: 66 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF StudlStd G Milek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-0.0. (lb) - Max Hoiz127(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1147(LC 27), 3-151 (LC 30), 9-135(LC 55), 64435(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), 8290(LC 66), 10=361(LC 64), 6=290(LC 68), 4--361 (LC 70) FORCES. (Ib) - Max. ConlpiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-25-4741438,25-26-269f272.27-28--25=7.3-28=-4741432 BOT CHORD 1-17=-&W414.10-17=.298=,4-24=-304/327,3-24=-399/414 WEBS 2-7-515193 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCOLS.opsf; BCDL6.opsf; h20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exteitor(2) 04-0 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 1544 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/WI 1. 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 truss has been designed for a live load of 20.0psf 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 truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag to along bottom chord from 0-0-0 to 15-0-0 for 53.3 pit. LOAD CASE(S) Standard 4x4 = 4x8 = Job Truss Truss Type uty Ply MAGNOLIA 2A F02 KJNGPOST 2 lJob - Reference (optional) .... flufi. o., . UW runt. .&I15 LJ U 0 MI I0 tIMU105, inc. i flU UCt 3 1:4v: IC U1 I5CC 1 IO:H33w5zNME2Ocp22Nz35P2z704C-1wnMlOfAfllTKrdg79gpb2k3MDIvez_djyIClyX5MN 7-6-0 15-0-0 7-6.0 7-6-0 Scale: 1I21 7-6-0 15-0.0 7-"I Plate Offsets (XY)— r0 -3.0.O-2.41 - - - LOADING (Pat) SPACING- 2-0-0 CSI. OEFL. in (bc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 Ic 0.67 Vert(LL) -0.22 4-7 '801 240 M120 2201195 TCDL 14.0 Lumber DOL 125 BC 0.60 Velt(CT) -0.38 4-7 '469 180 BCLL 0.0 * Rep Stress lncr YES WS 0.14 Horz(CT) 0.02 1 We n/a BCDL 10.0 CodeIBC2015/TP12014 Matrix-MSH WeIglit45tb FT=20% LUMBER- TOP CHORD 20 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb(size) 1860/04-8 (min. 0.14), 388010-3-8 (mm. 0-14) Max Hoa126(LC 12) Max Uphft1-8(LC 8), 3=-8(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 cc puilins. SOT CHORD Rigid ceiling directly applied or 1044cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Instaliation guide. FORCES. (to) - Max. CornpJMax. Ten. - AN forces 250 (lb)or Was except when shown. TOP CHORD 113=.1309/28. 13-I4=-1241131. 2-14=-1231143, 2-15=-1231143, 15-16=-1241131. 3-16-1309/28 BOTCHORD 1-11=011191,4-11=0/1191, 4.12011191. 3-120I1191 WEBS 24=01411 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultzllomph (3-second gust) Vasd87mph; TCOL=8.Opsf; BCDL=6.0psf, h20f1 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 7-6-0. Exterior(2) 7-6-0 to 10-6-0. Interior(1) 104-0 to 15-0-0 zone; cantilever left and tight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psfboitom chord We load nonooncurrent with any other live loads. This truss has been designed for a live load of 20.Opslon the bottom chord in all areas where a rectangle 3-6-0 taN 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 ANSItlPl 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, nonconcunent with any other live loads. LOAD CASE(S) Standard Scale = 123.5 4x6 = - r 496 = Jcb Truss iruss iype c[P1y MAGNOLIA 2A F03 KINGPOST Job Reference (optional) (a$rcmla Trier-fame UG,, P$flIS, GA, 92070 ,4un: 8240$ Dec 82018 PrInt: 8.2408 Dec 82018 I8TeK Industries, Inc. -ThU OCt 312:39192019 PW 1 IO:H33w5zlNME2Ocp22Nz35P2z704C-V7LlVkfoQLtJydCshsC28GHDkdqNLCmDMirklyX5MM 7-6-0 154-0 7-6-0 I 7-6-0 5.3.43 9-8-3 15-0.0 5-3-13 4.4-8 5.3.13 Plate Offsets KY)- 14:0-2-0.0-0-121. t50-2-0,040-121 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Veit(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 Inor NO W8 0.46 Hoa(CT) 0.05 3 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-MSH Weight 123 lb FT =20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X6 OF No.2 G WEBS 2X4 OF StudfStd G REACTIONS. (lb/size) 1-27571044 (mm. 0-14), 3z2757/03.8 (mm. 0-14) Max Hoz126(LC 35) Max Upllftl-104(LC 19). 3=-104(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-90c purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) - Max. CompJMax. Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 1-2=-82691256, 2-3=4269/256 SOT CHORD 1-12=-12313073, 1-13=10115959, 13-14=0/5959, 5-14=0/5959,5-15=0/4370,4-15=0/4370,4-16=015959, 16-17=015959, 3-17=81/5959,3-18=11113061 WEBS 2-5=012450, 2.4=0/2450 NOTES- 1)2-ply truss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 -1 row at 0-9-0 cc. Al loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLx8.0psf BCOL6.0psf h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--1.60 plate grip 00L1.60 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 3-64) tall by 2-0-0 wide will St between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed In accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-0.0 to 2.0-0,13-04 to 154-0 for 200.0 pit. Girder carries tie-in span(s): 15-0-0 from 0-0-0 to 1544 I I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increases-1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 6-6=-300(F-280), 1-2-68, 2-3-68 Job miss iruss Type uty Ply MAGNOLIA ZA F04 KINGPOST 1 Job Reference (optional) tanromta I rusrrarne uj., p'eme, uA, sru Ilun: 5.4u e uec S SUTh Inm: 5.240 s oec e zoia MITeS Inausmes, inc. Thu act i 12:S9:19 2015 taqe 1 lD:H33w5zlNME2Ocp22Nz35P2z704C-V7UVkfoOLtJydCshsC28GHETddQNStmDMirldyX5MM 7.3.0 14-9.0 I 7-3-0 7-6-0 Scale = 1:23.4 4x6 = D800# it 11 4 12 13 14 4x4 20 It 3x8 II 4x4 7-3-0 . 14-9-0 7-3.0 7-fl_n Plate Offsets (XV)- 111 -0-2-1.0-1-121, [2:0-3-0.0-2-41. [30--.3.EdgeJ, (3:0-2-0.0-1-5' LOADlNG(pst) SPACING- 2-0.0 CSI. DEFL in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.58 Veit(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 038 Vert(CT) n/a - n/a 999 BCU. 0.0 * Rep Stress lncr YES W8 0.03 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 47 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc pudins. CHORD 2X4 OF No2 G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. I SOT WEBS 2X4 OF Stud/Std 0 I MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 OF Stud/Std -0. Right 2x4 OF Stud/Std 0 I Installation guide. REACTIONS. All bearings 14-94. ('b)- Max Morz1.27(LC37) 1 Max Uplift All uplift 100 lb or less at joint(s) except l.155(LC 27), 3.153(LC 30) Max Gray All reactions 250 to or less at joint(s) except 1=504(LC 55), 3=507(LC 63), 4=447(LC 61), 1=477(LC 1), 3=483(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=.880/442, 15-16=-677/262, 2.16=667/201, 2-17=-667/239, 17-184-677/326, 3-184-801/420 801 CHORD 1-11=404/797, 4-11=-3881781. 4-12.4491843, l2-13=-455/848, 3-13=455/848, 3-14=-1821447 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llontph (3-second gust) Vasd87mph; TCOL6.0ps1 8C0L6.opsf; h201t 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. Extenor(2) 7-6-0 to 10-6-0, Interior(l) 10-6.0 to 1544 zone; cantilever left and right exposed; end vertical left and .ighiexposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.60 Gable requires continuous bottom chard beating. 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 2305.1 and referenced standard ANSI1TPI 1. This truss has been designed for a moving concentrated load of 250.0110 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber OOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-11-0 for 101.0 p11. LOAD CASE(S) Standard o Truss Truss Type Qty Ply MAGN0UA2A F05 N0POST 7 - - - Job Reference (optional) Nun:e.4u5 Liec pAparrRica.yowsuec bu15wllIeKlnQuau1ea. IflC IflUUc i 1ZUU1 Paqe 1 ID:H33w5zINME2Ocp22Na5P2z704C-zJv7j4gQBf?AZnn2EajHgTqO1zG6tYvR0RPHByX5ML 7-3-0 , 14-9-0 7-3-0 7-6-0 Scale = 1:23.8 4*6 = 4x6 = 2*411 4x4 = 7-3-0 14-941 7i.fl 7_a_n Plate OffsetsMY)— (2:0-3-00-2-41 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (los) tideS L/d PLATES GRIP TCLt. 20.0 Plate Grip 001 1.25 IC 0.68 Ve,t(LL) -023 4-10 '775 240 MT20 2201195 TCDL 14.0 Lumber 001. 125 Sc 0.61 Vert(CT) -0.40 4-10 '438 180 BCLL 0.0 • Rep Stress mci YES WO 0.13 Horz(CT) 0.02 1 nla nia BCDL 10_0 Code 18C2015171212014 Matrix-MSH Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Left. 2*4 OF StudlStd -G REACTIONS. (lblsize) 1549lMechanlcal, 3=6491044 (min. 0-1-8) Max Horz1-27(LC 13) Max Upliftl4(LC 8), 2=-9(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 00 purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. Muck recommends that Stabilizers and required oross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. ('b) - Max. ConipiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1262131, 13-14-1191/32. 2-14x-1184145, 2-164-1181/44,15-164-1191131. 3-164-1259/29 GOT CHORD 1-11=0/1143,4-11=0/1143.4-12=0/1143,3-12=011143 WEBS 2-4=0/399 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCOL=6.0psl BCDL=6.opsf h20111 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) 746-0 to 10-6-0. Interior(l) 1044 to 15-04 zone; cantilever left and right exposed; end vertical left and nghtexposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip 001=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 20.0p51 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. 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 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. LOAD CASE(S) Standard Job Truss liruss Type Qty Ply MAGNOLIA 2A MO1 JJACK.CLOSED GIRDER I — Job Reference (optional) nun; D.0 5 LMC 0 U1* rnnl 54qu S USC 0 5.115 Ml ICK Inausines, IflC. mu Um 1v:21 ZU1Y P505 1 lD:ZFI3c9v,acbrEMVfP79S5SJz7f4q-SvvOj13yy71BxMEoHEWQhMe)c(3FJ3ggBypdy)(5MK 4-10-3 I 8-0-0 4-10-3 3-1-13 2x4 II Scale =1:17.5 440-3 5._In_s Plate Offsets (XY)— 1I03.0.03.41, (4:0-1-12.04-01. (5:G 480-2-01 - - LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (loG) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 125 IC 0.37 Vert(LL) -0.05 5-8 '999 240 MT20 220/195 TCDL 14.0 LumbeiDOL 1.25 BC 0.84 Vert(CT) -0.15 5-8 611 180 BCLL 0.0 Rep Stress lncr NO WB 0_6I Hosz(CT) 0.02 4 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-MP Weight 74 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD 801 CHORD 2X6 OF No.2 G WEBS 2X4 OF StudfStd G BOT CHORD REACTIONS. (lb/size) 1291V0-5-8 (mm. 0-1-10), 42912lMechanical Max Horz170(LC 7) Max Grav13005(LC 22). 4=3005(LC 25) FORCES. (lb) - Max. ConJMax. Ten. - All forces 250 (!b) or less except when shown. TOP CHORD 1-2=456010 SOT CHORD 110=W2752,I11=0I4349,5.11=0l4349, 5-12=0/4349, 4121.014349 WEBS 2-5=0/3207,2-4=488510 Structural wood sheatiting directly applied or 5-10-12 oc PUI1inS, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1)2-ply truss to be connected together with lOd (0131x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 041-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 -1 row at 0-94 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psl BCDLS.opsf; h--201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOLCI 60 This truss has been designed for a 100 psf bottom chord live load nanconcunent with any other live loads. 1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tat 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. 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 ANSl!TPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, noriconcurrent with any other live loads. Girder carries tie4n span(s): 32-0-0 from 0-0-0 to 84-0 LOAD CASE(S) Standard 1) Dead e Roof Live (balanced): Lumber 1naease125, Plate lncrease1.25 Uniform Loads (pit) Vert: 1,1=-60,4-6=-674(F=454) Job Truss truss rype Q Ply MAGNOLIA 2A M02 MONO CAL HIP 1 jJob Reference(optional) - - ,wn.a.gqus Lwc ou1 a rnnLv.Aqusuec ou1eMIIeK!nguss1es IflC. Inuoct j1x:jv:1zuw acei ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q.SVTVwQh3yy71BxMEoHEWDhMcvQM6rK73gg9ypdyX5Mg 5-11-11 5.4-4 5-8-12 6-0.0 7-5-12 7-9-8 5-44 0-4-8 0-2-18 1-5-12 '0-3-12 0-0-5 Scelel:14.8 5x16 = 1 5-4-4 6-0-0 7-5-12 7-9-8 c_LA I fl7_ I Plate Offsets (X.Y)— f0-114,0-1-41. 16:0-1-8.0-1-81 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 046 Vert(LL) -006 8-11 2,999 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.44 Vert(CT) -014 8-11 >632 180 SCLL 0.0 * Rep Stress Incr NO WS 0.17 Hoiz(CT) 0.01 1 n/a We BCDL 10.0 Code lBC2015ITP12014 Matrix-MP Weight: 32 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except 0.0-0 oc purlins (6-0.0 max.): 2-4. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing bIj Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=482/0-3.8 (mm. 0-1-8),6=764/Mechanical Max Horz137(LC 4) Max Uph99.42(LC 5) Max Gray 1=583(LC 23), 6862(LC 33) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-777114 BOT CHORD 1-13=-151729, 8-13=-151729, 8-14=36/622,7-14=36/622,7-164-391613. 6-15=-391613 WEBS 2-640/677,2-7=384/94, 2.6=894/57 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vuitllomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. 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 20.0ps1 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. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 23081 and referenced standard ANSI1TPl 1. This truss has been designed for a moving concentrated load of 250.0lb Five located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. Girder carries hip end with 04-0 right side setback, 6-0-0 left side setback, and 64-0 and 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) 362 lb down and 81 lb up at 5-8-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncreasel.25 Uniform Loads (p11) Vert 1-2-68,2-3 -01,34=68, 5-64-39(F-19) Concentrated Loads (lb) Vert 2=-306 Job Truss TrUSSTe Qty Ply MAGNOLIA 2A M03 MONO TRUSS 2 Job Reference (optional) Catfona Trusrame L.C.. Pents, CA, 92510 ID:ZFl3c9v3ocbrEMVfP7?S5SJz7f4q-SV1VwOh3yy71BxMEoHEWDhMeuOMntz3ggBypdyX5MK 3-11-0 6-0-0 7-5-12 311-0 2-1-0 1-5-12 20 It Scale =1:16.7 3x4 = 3x4 LOADING (pat) TCLL 20.0 TCOL 14.0 BCLL 0.0 BCDL 10.0 SPACING. 2-0-0 CSI. DEFL in (lc) lldelt Lid PLATES GRIP Plate Grip DOL 125 IC 0.33 Vert(LL) -0.09 7-10 >986 240 M120 2201195 Lumber DOL 125 BC 0.39 Vert(CT) -Oil 7-10 >526 180 Rep Stress ma- YES WB 0.12 Holz(CT) 0.01 1 nla We Code lBC2015ITPI2014 Matrix-MP Weight: 30 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G (IbIsize) 1z329I0.38 (min. 0-1-8), 63571Methanical Max Holz163(LC 8) Max Upliftl=-3(LC 12). 6=-25(LC 8) Max Gravl=429(LC 23), 6455(LC 31) FORCES. (lb) - Max. ConipJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-13=40010.13-14-37710,2-14-373f8 SOT CHORD 1-11-451371, 7-11=451371,7-12=451371.6-12=451371 WEBS 2-6=864181.2-7=01420 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-000 pudins. SOT CHORD Rigid ceiling directly applied or 104-0cc bracing. Muck recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer [Installation guide. NOTES- Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDLS.opsf; BCDL=60psf; 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 7-9-8 zone; cantilever left and right exposed; end vertical left and light exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss type Qty Ply MAGNOLIA 2A M04 MONO TRUSS 1 Job Reference (optional) CTomiaTnJ*raifleLl.C.. Pems. cA. 9Z570 run: 4-6-0 I 4-6-0 Scale = 1:11.5 n=gnn 2x4 II 3x4 = LOADING (psf) TCLL 20.0 TCOL 14.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip 001. 1.25 TC 0.33 Lumber DCL 1.25 BC 0.36 Rep Stress Inor NO WB 0.00 Code IB20151TP12014 . Matrix-MP DEFt... in (too) Well lid Vert(LL) -0.05 3-6 >895 240 Vert(CT) .0.10 3-6 >513 180 Horz(CT) 0.01 1 We n/a PLATES GRIP MT20 220/195 Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD DOT CHORD 2X4 OF No20 WEBS 2X4 OF Stud/Std 0 801 CHORD REACTIONS. (lb/size) 1192f0-3-8 (mm. 0.14), 31921MechanicaI Max Hoiz 1=41(LC 34) Max Uplfftl-264(LC 27), 3-45(LC 36) Max Grav1363(LC 48). 3=355(LC 55) FORCES. (10)- Max. CompJMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-8--7761731,241--2901285 SOT CHORD 1-7--6661721, 3-7=-387/364 Structural wood sheathing directly applied or 4-6-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-04cc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; VuIt110mph (3-second gust) Vasd87rnph; TCDL=6.0psf BCDL=5.0psf h20ft; Cat. II; Exp B. Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 444 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 buss has been designed fora 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.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. 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 ANSI/WI 1. This truss has been designed for a moving concentrated load of 250.010 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 OOL.(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0 to 4-64 for 177.8 p11. LOAD CASE(S) Standard rruss liruss type 2A L INOLIA MONO CAL HIP Fly Fly i Lob 1A10 Reference (optional) nun; o.t,u 5 USU C "m nun; c.squ 5 usc a tuia mica IflOUSUICS, Inc. iou cia a 14;,,;uu sins rain 1 ID:ZFl3c9vrocbrEMVtP7?S5SJz7f4q-y9hiAa17CstTFtOvH0HOAoB7wCWWFlOuAsVCV3yX5OT 2-9-13 5-5-4 9-11-11 14-9-8 2-9-13 2-7-7 4-6-7 4-9-13 Scale = 1:40.6 20 II 4x8 = 4x6 = 5-5-4 14-9-8 Q_a.I Plate Offsets (X,Y)— :0-2-12.0-2-01. 17:0-2-0.0-1-01 LOADiNG(psf) SPACING- 2-0-0 CSI. DEF1.. in (bc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.82 Vert(LL) -0.33 6-10 '532 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.61 6-10 p286 180 SCLL 0.0 Rep Stress lncr NO WB 0.42 Horz(CT) -0.03 7 n/a We SCDL 10.0 Code 15C2015/TP12014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF N0.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-9cc purtins, except SOT CHORD 2X4DFNo.2G end verticals, and 0-0-0 oc purlins (6-11-1 max.): 1-2. WEBS 2X4 OF StudlStd G 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=67510-3-8 (min 0-1-8),7=703/0-3-8 (mm. 0-1-8) Max Homz5=-100(LC 9) Max Uphft5-28(LC 8), 7=-57(LC 8) FORCES. (Jb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=.922J235,11-12=-9311234,4-12=-1016=, 4-13-1450/173,13-14-1461/161, 5-14=-1501/160, 1-15=-944/323, 1S-16--9411324.16-17=9401324.2-17-9401324, 1-7=43651217 SOT CHORD 6-19=-198/1403. 5-19=-19811403 WEBS 4-5=-484(98,2-6--181t259,14=—V811030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuitaiulomph (3-second gust) Vasd87mph; TCOL=6.opsf; 8CDL=6.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 13-7-3 to 14-7-12, Exterior(2) 944 to 13-7-3. Interior(1) 3-0-0 to 11-11-11, Exterior(2) 0-0-0 to 3-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0Liiu1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 5)'This 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.olb 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 lncrease=1.25. Plate Increase1.25 Uniform Loads (pit) Vert: 2-3---68, 2-11-68, 11-14-70. 5-14.68. 1-15=-66, 2-16-28, 7-5=-20 I] I Job iruss MAGNOLIA 2A 1A13 CAL HIP Ii Fly 4 iiifljpe IJob Reference (optional) - - - - - - - California TsusFrarne LLC., Penis, CA. 92570 Run: 8.2405 Dec 62018 PrInt: 8.240 a Dec 6 2018 MiTek Industries, Inc. Thu Oct 3 12:37:03 2019 Page 1 IDZFI3c9vxxbrEMVtP7?S5SJz7f4q-QLF5Nw2lzA?Kt1z6ajodi?kJMcqO_d12OWEm1WyX5OS 7.3-15 , 13-3-12 16-0-0 184-4 22-0-4 25-04 26-7.14 32.14 36-10.10 414.5 1r7i12 46-0-0 7-3-15 5.11.13 2-8-4 2.8-4 3-4-0 3-0-4 3-7-6 3-5-10 4-9-2 4-1-11 0L7.'7 7.4.4 Scale = 182.4 34 = 3x6 3x6 3 5 28 29 21 30 2.0 19 18 31 17 32 16 33 15 14 34 13 35 12 36 37 3x6 II 4x6 = 4x6 = 4x6 = 4x6 = 3x8 II 4x6 5x8 = 6*8 = 8x8 = 5x8 = 8x8 WB= 7-3-15 13-3-12 13,541 1841-8 18-4fl-0-4 25-0-8 28-7-14 , 32-1-8 38-10-10 41-7-12 49-0-0 7-3-15 5-11-13 0-U12 5.1.0 0-1-123-4-0 3-0-4 3-7-8 3-5-10 4-9-2 4-0.2 7-4-4 Plate Offsets (X,Y)— 1:0-3-0,Edge1, [6:0-2-6,0-1-121, [8:0-2 &0-2-0I, [9:0-2-8.0-1-la' [10:0-2-8.0-2-8). [16:0-2-8.0-2-01, [17:0-3-8,0-4-121. 118:0-2-12.0-2-01 LOAOING(pst) SPACING- 2-0-0 CSI. DEFL in (Ice) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.71 Vert(LL) .0.38 14-16 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.88 Vert(CT) -1.26 14-16 >335 180 BCU. 0.0 Rep Stress lncr NO WE 0.90 Horz(CT) -0.08 20 nla nla BCDL 10.0 Code 16C2015!1P12014 Matrix-MSH Weight: 1144 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 801 CHORD 2x8 OF 55 G "Except' 0-0-0cc purlins (6411-0 max.): 7-10. Except 132:2X4 OF SwdIStd G 6-0-00c bracing: 7-10 WEBS 2X4 OF Stud/Std G SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. OTHERS 2X4 OF StudlStd G REACTIONS. (lb/size) 11372710-5-8 (mm. 0-1-8), 1=-126110-5-8 (mm. 0-1-8), 20=6823/0-3-8 (mm. 0-1-12) Max Horz1156(LC 9) Max Uplift11=-251(LC 8), 1-1496(LC 19), 204-239(LC 4) Max Grav113735(LC 19), 1143(LC 8), 206623(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-113901802,7-So-86471430.8-9--168461895, 9-10=-10890!782, 1-2=440/6407, 2-3=-19114083, 3-44-350/46,5-84-18613900, 6-7=-34431181 801 CHORD 1-284.43621326, 1-284-61311433,21-284-6131/433. 21-30=-6131/433. 20-30=-61311433, 19-20=-3808/228, 18-19=-38081228, 18-31=-15613295, 17-31=-156/3295, 17-32=-425/8483.16-32=-425/8483, 18-33=-895/16846, 15-33=-895/16846, 14-15-895116846, 14-34=-945/15884, 13-344-945/15884.13-384-945115884, 12-35=-945I15884. 12-384-779/10877, 11-36=-779110877, 11-37=-54117888 WEBS 10-12=0/2295, 9-12=-5458I181, 9-13=01653,9-14=0/1049, 8-144-44/1894, 8-16=-8578/486, 6-17=-364/7630, 6-18=-93821495, 5-18=-716/80, 3-284-1988/116, 7-16=-5912332, 7-17=-62851326, 3-5=-184/4017, 2-21-1604/167, 2-20=-23212545 NOTES- 1)4-ply truss to be connected together with lOd (0131'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-94 oc. Bottom chords connected as follows: 24 -3 rows staggered at 044cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. Attach IC WI 1/2" diem. bolts (ASIM A-307) in the center of the member w/washers at 4-0-0cc. Attach BC WI 1/2" clam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd.87mph; TCDL6.0psf BCD L=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed,, end vertical left and right exposed; Lumber DOL=1.80 plate grip 00L16 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.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIS'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 ConPbc onconcurrent with any other live loads. Job Russ Truss Type cay Fly MAGNOUA2A A13 CAL HIP 1 [job Reference (ogdonal) Nun: 514415 usc S lUiS 45524415 uec S 14115 MUSIC unausciss, IflC. mu u 3 14115 rage 1 tDiFI3c9vxxbrEMVlP7?S5SJz7f4q.F5Nw2IzA?Kt1z6qjodi?KJMcqOdl2OWEm1WyX5OS NOTES- Girder carries hip end with 84-0 end setback. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 698 lb down and 156 lb up at 41-7-12 on top chord, and 50 lb down and 2 lb up at 18-6-8, and 50 lb down and 2 lb up at 13-5-8, and 2650 lb down and 111 lb up at 32-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 Uniform Loads (p11) Vert: 10-11=-68, 7-8=-68, 8-10=-165,1-4--70,14-25-20,14-22=-49(8=-29),4-7=-68 Concentrated Loads (lb) Vert 10589 14-2650(6) 18=-SO 20=-50 II ii I III I I c.auTom(a urusr,arne U.., rgeis, 1a Job Truss Type y Ply MAGNOLIA 2A A14 ITnas CAL HIP Job Reference (optional) C9IITOiTIIa TrusFrame LLC.. penis, CA. 92570 Run: 8.2403 Dec 6 2018 Print 8.2403 Dec 6 2018 MITeR InOusirIes, Inc. Thu 001 312:37:082019 P5qe 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-vXoTbG2NkU7BUBYlORJsFDHSZ08Hj7qBdA_JZyyX5OR 40-14 8-8-2 • 13-3-12 16.0-0 15-8-4 2340 • 31-10-8 39-5-8 34-I3 43-74 49-0-0 8-8-2 4-7-10 2.8-4 2-84 4-9-12 - 8-4-8 7-7-0 0.8-5 344 544 077 Scale = 1:82.8 3*6 = 3.50112 27 28 18 29 17 16 15 so 14 31 13 12 32 11 33 34 5*8 US It US = 6*6= US = US = 8*8 =3*6 It 4*8 = 5*6 = = 84-2 04-2 13-3-12 4-7-10 13-8-6 0.i224.6 1644 23.60 244 44-12 31-10-8 04-5 • 40-14 8-2-12 49-00 3-10-12 Plate Offsets (X,Y)— I1:0 -3-7.O-0-81, I4:0-3-0.Edgel. 160-2-120-2-81, [10:0-3-7.0-0-SI, [11:0-2-8,0-2-01, [15:0.2-0.0-2-01 LOADING(psf) SPACING- 2-0-0 CSl. DEFL in (foe) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.87 Veit(LL) -0.31 14-15 '999 240 MT2O 2201195 TCOL 14.0 Lumber DOL 125 BC 0.97 Vert(CT) -1.15 14-15 '374 180 BCLL 0.0 • Rep Stress lncr NO WS 0.74 Horz(CT) -0.08 17 We We BCOL 10.0 Code 18C2015TTP12014 Matrix-MSH Weight: 563 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G -Excepr TOP CHORD Stzuctwal wood sheathing directly applied or 5-11-3 oc purtins. except T3-.2X4 OF No.1$8ir G 0-0-0cc purlins (5-5-9 max): 6-8. Except SOT CHORD 2z8DFSSGExcept' 5-6-ooc bracing: 6-8 84:2*8 OF No.20, B2 2X4 OF Stud/Ste G SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 2X4 OF Stud/Std 0 Excepr W7: 2X4 OF No.20 REACTIONS. (lb/size) 10=112010-3-8 (mm. 0-1-8), 152/0-34 (mm. 0-14). 173545/0-34 (mm. 0-1-14) Max Hoa 10=-76(LC 8) Max Upllftl0=-139(LC4), 1-187(LC 19), 17-216(LC 4) Max Grav10=1725(LC 19). 1224(LC 41), 173545(l.0 I) FORCES. (Ib) - Max. CompiMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 8-9=4798/442. 9-10=-5064/483, 6-7=4563/473, 725s4801/435. 25-26=4595/436, 8-26=4590/436, 1-2=-245/1607, 2-3=0/477,3-4-396/76,4-54-300180,5-6=41434 SOT CHORD 1-27=-930/182, 1.28=15141247. 18-254-15141247,18-254-1514/247, 17-254-15141247, 1647=-394148, 15-16=-394/48, 15-30=474/4455,14-30=474/4455. 14-31-655/6227, 13-31=455/6227,12-13=855/6227, I2-32=-655/6227, 11-32=-655/6227, 11-33=-50514817, 10-334-50514817, 10-34=-295/2944 WEBS 741=-1701!226, 7-12---8/214, 7-14=-1753/184, 6-15=S4111556.2-17=262/1350, 3-17=-189(75, 6-14=-9511893, 5-15-368194.3-54-81680, 2-18=-1072/212, 8-110/834 NOTES- 1)2-ply truss to be connected together with lOd (0.131"x3) nails as follows: Top chords connected as follows: 2*4-1 row at 0-9-0 cc. Bottom chords connected as follows: 2*8-2 rows staggered at 0-94cc. Webs connected as follows: 2*4-1 row at 0-9-0 cc. AN loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd'87mph; TCDL'6.0psI BCDLX6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.80 plate grip 00L21.60 Provide adequate drainage to prevent water ponding. 6)Ths truss has been designed fors 10.0 psI bottom chord live load nonccncurrent with any other live loads. 1) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 344 tell by 24-0 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 ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Gb live located at all mid panels and at all panel points along the Bottom Chord. nonconcunent with any other live loads. Graphical purth representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Continued on page 2 truss Truss Type Qty Ply MAGNOUA 2A JA14 CM. HIP 1 Job Reference (optional) Run: 824Os Dec 62016 Prüit.824OsDec 62018 Welttndusliies,Inc. MW Oct 312:37:062019 Pae2 NOTES- IDiFI3c9vxxbrEMVfl7?S5SJz7f4q-vXoThG2NkU7BUBYlORJsFDHSZo8HJ7qBdA_JZyyX5OR 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 3944 on top chord, and 50 lb down and 2 lb up at 13441 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: 8-1048, 6-25-102(F=-34),8-26=48,11-3-70, 3-4-104(F-34), 19-22-20, 4-6-102(F-34) Concentrated Loads (lb) Veil: 1750 26-102 Trapezoidal Loads (pit) Veit 25-102-to-26-58 CaIi1oma Tnj5Fralne tic., Pems. CA, 92570 Job TrUSS Truss Type Qty Fly MAGNOUA 2A JA15 CAL HIP I 2 jib Reference(obon) u1 ... .-., 13-3-12 16-0-0 18-6-4 23-04 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 Scale z 182.8 3*6 = 3x6 3x6 zr 4x6 2 5*6= 35 19 38 18 17 18 37 15 3*611 4*6= 6x8 = 4*6= 4*8= 3*8 = 30 38 14 13 39 3*6 II 6*8 = 3.50(j 5x6 826 nj~27 2x4 TA 10 12 40 4*8 = 28 11 29 , 41 5*8 = 16.00 18-84 9-1-10 13-3-12 13,.6 50.8-8 23.0-8 31-5-0 39-7-12 490-0 .ssnAI,-, gsa I figS 44.4 Plate Offsets MY)— 11:0-3-7,0-0-81, [4:0-3-0,Edge), 111:0-3-7,0-0-81.(12:0-2-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.81 Vert(LL) -0.24 15-16 2,999 240 MT20 220/195 TCDL 14.0 L.umber DOL 1.26 BC 0.72 Vert(CT) -0.85 15-16 '505 180 BCU. 0.0 Rep Stress lncr NO WB 0.49 HOIZ(CT) -0.08 18 n/a nla BCDL 10.0 Code I8C20151TPI2014 Matrix-MSH Weight: 569 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 601 CHORD 2x8 OF ES G Except B4: 2x8 OF No.2 G, 62: 2X4 OF Stud/Std G WEBS 2X4 OF Stud/Std 3 Excepts BOT CHORD W7: 2X4 OF No2 3 REAC11ONS. (lbisize) 11=1475/0-3-8 (mm. 0-1-8), 1=16410-3.8 (mm. 0-1-8), 18=288510-3-8 (mm. 0-1-91 Max Horz 11-72(LC 16) Max Upllftll.75(LC 8). 1-78(LC 23), 18.41(LC 8) Max Grav111480(LC 23), 1333(LC 45), 18=2885(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 8-26=-37951501, 26-27-38031500, 10-27=4872(495, 10-28=41591431, 11-20=4201/420, 11-29=-22101182, 6-7=-3112I161, 7-30=-3706/569, 30-31-37021569, 8-31=-3701 1570. 132z13911101, 2-32-125/1152,2-33=38M50, 3-33=-251421, 34-296164, 542=-181375, 6-42=-27I353 801 CHORD 1-34-=-6801146, 1-35=-10751155, 19-35=-10751155, 19-36--10751155.18-36--10751155. 17-18=-355/102, 16-17=-355/102, 16-37-14213023. 15-37=-142l3023, 15-38=-347/4535, 14-38-347/4535, 13-14=-347/4535.13-39=-34`7/4535,12-39--347/4535, 12-40=435/3993, 11-464-435/3993, 1141.251/2468 WEBS 10-12=-308/81, 8-12=0/825, 7.12=.876/39, 7-13=0/324, 7-15=-15051271. 6-164-3900/220, 2-18'-1371927, 3-164-599/87, 6-15-54/1635, 3-5=491572, 2-19=4361135 Structural wood sheathing directly applied or 6-0-0cc purlins. except 0-0-0cc purlins (6.0.0 max.): 6-8. Except 6-0-0 cc bracing: 64 Rigid ceding directly applied or 6.0.0 cc bracing. 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: 20 -1 row at 0-9-0 cc. AN loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf, 6C0L6.0psf h=20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(1) 37-2-15 to 49-0-0, Exteiior(2) 33-0-0 to 37-2-15. lntenor(1) 25-11-8 to -11-8, Exterior(2) 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 right 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 pal bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tell 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 ANSI/TPI 1. Continued on page 2 TrUSS TruSs Type Qty Ply I Job GNOUA2A A15 CAL HIP 2 LbReferenoe(optjonaj) - - Run: 82403 Dec 62018 Pflrit 8240$ aec 62018 5bTeK InausSIu, Inc. mu UCt 3 12:31:0, 2016 iage 2 ID3c9vcbrEMVfP7?S5SJz7f4q-NjMroc3?VnF26L6Uy8q5nQpelPYKSexLsojs6OyX500 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 pullin 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) 50 lb down and 4 lb up at 18-6-8, and 50 lb down and 4 lb up at 13-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I i) Dead + Roof Live (balanced): Lumber lncrease11.25, Plate lncrease11.25 Uniform Loads (pIt) Vert 841-68, 8-2648, 26-29-70, 11-29-68, 6-31=-68, 8-31-28, 1.4-70, 20-23=-20, 4-6--68 Concentrated Loads (Ib) Vert:16-50 18-50 1 California TnjsFrame LLC., Penis, C& 92570 I - CalifornIa Tru$Frame U.C., Pants, CA. 92570 7.8.11 Job Truss Truss Type Q1 Ply MAGNOUA2A A16 CHIP Lb Reference LOP ion Th..*i7flfllO 0-7-7 Scale = 1:82A OxlG MT18HS= 2x411 556 3 4 37 556 =5X5= 2x4 II Us = - - - 30 19 31 18 17 32 Is 33 15 14 34 13 35 12 38 4x8 2x411 658 3x8 axe SX8 = US 2x411 456= 300 MTI8HS LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (loG) lldefl Ltd PLATES GRIP TCLL 200 Plate Grip OOL 1.25 Ic 0.91 Vert(LL) -0.45 1243 '951 240 MT20 2201195 TCDL 14.0 Lumber DCL 1.25 BC 0.96 Vert(C1) -1.18 12-13 1361 180 MTI8HS 220/195 BCLL 0.0 * BCOL 10.0 Rep Stress Incr NO Code IBC201S/1P12014 WS 0.89 Matrix-MSH hoiz(CT) -020 18 a/a ala Weight 224 lb FT a 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.1&81r G Excep? TOP CHORD Structural wood sheathing directly applied or 24.4cc puilins, except I3.T 2X4 OF No.2 G 04-0cc puttns (2-10-5 mali): 5-9. Except 801 CHORD 2X4 OF No.2 G Excepr 2-10-0 cc bracing: 5-9 63: 2X4 OF No.l&Btr 0 801 CHORD Rigid ceiling direcdy applied or 2-3-2 cc bracing. WEBS 2X4 OF Stud/Std G Excepr WEBS 1 Row atrnidpt 646,4-18 WS: 2X4 OF No.2 G M/Telc recommends that Stabilizers and required oross bracing be WEDGE instated during truss erection, in accordance with Stabilizer I Right 258 OF Stud/Std -G Installation guide. REACTIONS. (lb/size) 111741/0-34 (mm. 0.1-14), 1403/044 (mm. 0-14), 18=4360/0-3-8 (req. 04.10) Max Horzllz.69(LC 8) Max Upliftll-166(LC 4), 1.632(LC 19), 18=-353(LC 4) Max Grav111751(LC 19). 1147(LC8), 18=4360(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 9-26=40411514,10-26c-10991497, 10-27=477Sf456.11-271-47971433.5-6=4341IS3, 6-7-36841528-28=4884/528.8-264-3684/528,8-264-3889/505, 9-2644873/504, 1-2=431/2364, 2-3=-318/3401, 34-202W72,4-37--6741200. 5-37=-719/193 801 CHORD 1-30=-2229/421, 19-304-2229/421. 19-31-2490/349, 18-31-24901349,1748:--12841130, 17-32-1284/130. 16-324-12841130. 16-324.375/2375, 15-33=-375/2375, 14-15=-9494151,14-34---%94161,13-34--%W4161,13-3S-65914493. 12-364-559/4493, 12-36=46314521. 11_362.46314521 WEBS 10-12471405,10-124.663/97.9-13=421711,8-13=4341137. 8-164439/93. 6-15=.16011764, 6.16=.2516/363,4-16=.418/3150,4-18=-4001/462.2-18=4 1401129. 2.19=0/664.5-164-6361165,3-164-302175, 7-15=-5871146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 740; Vult..110mph (3-second gust) Vasd87mph; TCOL'60ps1 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 DOL1.60 plate grip DOLI.60 Provide adequate drainage to prevent water poadlig. All plates are MT20 plates unless otherwise indicated. This buss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 6)Th1s buss has been designed for alive load o120.0psfon the bottom chord In all areas where arectangle 3-6-Otag by 240-0 Wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 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 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live toads. Graphical purtn representation does not depict the size or the orientation of the pumlin along the top and/or bottom chord. Continued on page 2 35°1i? Job Truss Truss Type Uty Ply MAGNOLIA 2A A16 CALHIP I Job Reference (optional) Run: 8240s Dec 6 2018 P1111: 8.2403 Dec 62018 WTek IndusSies, Inc. Thu Oct 3 1231:08 2019 Page 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-iwwD?x4dG5NvWhhWsLKKeMmRpqqBflU5UTQeiyX5OP 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncsease1.25, Plate Increase125 Uniform Loads (pit) Veit 9-254-68.26-27=-la, 11-27-68, 5-254.138(F=-68), 9-29-68, 1-54-70, 20-23-20, 4-37-68. 5-37-136(F-68) Concentrated Loads (lb) Veit 254-204 Trapezoidal Loads (p0) Veit 28=-136-to-254-102 Calaomla TIu3Frme LLC., Penn, CA. 92510 Job truss Truss Type aty Ply MAGNOUA2A CAL HIP I lJobRerence(optional) 1A17 - - - - - - - (atrcnvaTnjsFrame u.ic., Penis, GA, 92570 Nun: 924U s L)8C 0 2010 Pnnt 6.245 $ bec 0 2019 rejex unalsales, inc. 11111 (XE 1 1257:6e 2U1 rare 1 ID:ZFl3c9vrocbrEMVfP7?S5SJz7f4q-rwwD?x4dG5NvkVhhWsLKKeMpdpr0B?I(U5UTQeryX50P 13-3-12 160-0 1948 23-4-9 27-9-0 32-14 33-4-535-11.12, 41-9-3 490-0 7-6-11 5-9-1 2-8-4 3-4-8 4-0-2 • 4.4-7 4-4-6 1-2-15 2-7-7 5-9-7 • 7-2-13 Scale z 1:82.5 II 20 II 3 4 5x6 2x411 3x8 = 10 5x8 3.50112. 35 20 36 19 18 37 17 38 16 15 39 14 40 13 41 4X6 = 354 11 5x8 = = 558 = 4x8 =4X6 = 458 = 354 11 456 = 184-0 5-3-10 • 13-2-0 134-12 18-44 27-84 3541-12 - 44-14 480-0 5-340 7-tOO 04422.84 l 3.4. 5.4.4 8-2-12 - 8-1-10 Plate Offsets (X.V)— 160-2-4.0-2-01, 190-2.8.0-241. (12:O-' 0.0-1-11. (14.0-2-4.0-2-01, (16:0-2.12,0-1-81. (I7:0-2-8,0-2.41. I 190-2-t0-2-41 LOADING(psf) SPACING- 2-0-0 CSL DEFL in 0cc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 Ic 0.77 Vett(LL) -0.37 13-14 '999 240 14120 2201195 TCDL 14.0 Lumber DOL 125 BC 0.93 Veit(CT) -1.03 13-14 '416 180 ECU. 0.0 Rep Stress Incr NO WE 087 Hcrz(CT) -0.15 19 nla nla BCOL 10.0 Code 16C201511P12014 Matrix-MSH Weight: 226 lb FT = 20% LUMBER- BRACING- TOP CHORD 20 OF No.2 G 'Excepr TOP CHORD Structural wood sheathing directly applied or 2-8-0cc purlms. except TI: 2X4 OF No.I&Str G 04.0cc purllns (344 max.): 54. Except 801 CHORD 2X4 OF No.2 G 3-9-0 cc bracing: 5-9 WEBS 2X4 OF StudlStd G 001 CHORD Rigid ceiling directly applied or 4-5-7 co bracing. WESS 1 Row at midpl 4.19 [MiTeic recommends that Stabtuzers and required aces bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (tb/size) 121360/0-34 (mm. 0-1-8), 1-12110-3-8 (min. 0-1-8), 19=3194/0-3-8 (min. 0-3-7) Max Hsiz12-74(LC 16) Max Uplift12-71(LC 8), 1-350(LC 23), 19=-47(LC 8) Max Grav121369(LC 23), 1=167(LC 35), 19=3194(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 9-27-2723l432, 27-.28=-27701427. 11.28=.2823/418, 11-294-35371292, 2930x.3600I281, 12-30-3611=72,111-7-22350M, 7-31=-22351309, 8.31z2235I309, 8.32'.2S64/5O7, 9-32=-26601507, 1-33=-22611443, 2-33=-21611486, 2.34.I60I2340. 3-34=-14612442, 3-4-11912411, 4-5-2131117 801 CHORD 1-394-13901229, 20-35=-13901229, 20-36=-1520/156. 19-394-16201156, I8-19=-1000!119. 18-37=-10001119, 17-37=-10001119, 17-38=-I15(1310, 16-394-11511310, 15-194-391/2639, 15-394-39112639, 14-394-39112639, 14-494-39313312, 13494-39313312, 1341=-310/3395. 12-41=-31013395 WEBS 11.13=01476. 11-14=-7051108, 9-14=0/439,8-194-554/232, 6-16=-I37l1251, 6-17=.1601/209, 4-17=-151/1931, 4-19=-26851193,2-19=-1084/114, 2-20=01620, 5-17=-299!81, 3-194-307/77, 7-I6=-299!68 NOTES- Unbalanced mof five loads have been considered for this design. Wind: ASCE 7-10; Vult1l0mph (3-second gust) Vasd=87ieph; TCOL60psf, 8CDt.6.0ps1 h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 37-2-15 to 49.0.0. Exterior(2) 33-0.01037-2-15. Interior(l) 29-74 to 29-7-8, Exterior(2) 13-0-4 to 17-3-2, Interior(1) 3411-0 to 15-7-11, Exterior(2) 0-0-0 to 3-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psi bottom chord live load nonconcuffent with any other five 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 tat by 2-0-0 wide will I between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This buss has been designed fore moving concentrated load of 250.0lb lye located at all mid panels and at at 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 putlun along the top andlor bottom chord. a*&ASEt2ndard Job I russ Truss Type oty My MAGNOLIA 2A A17 CAL HIP 1 - 1 lJobReference(opttonal) - Calfcmta TmsFrame IIC., Penis, CA, 92570 Dec Run:8.240s D 62018Pmt8240sDec 62olsMrreiclndusvies,lnc. Thu Oct 31237082019 Fa9e2 ID:ZFI3c9v,ocbrEMVfP7?S5SJz7f4q-wwO?x4dG5NvkVhhWsLKKeMpdprQB?KU5UTOeryX5OP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase.1.25. Plate lncrease11.25 Uniform Loads (plO Vert: 9-10.-68, 9-28-68. 28-30-70, 12-3048, 5-32--68, 9-32-28, 1-4-70, 21-24-20, 4-5-68 [Job Iruss Truss iype Qty Ply MAGNOUA 2A JA18 CAL. HIP 1 ii Calfcnla ThiFrarne LLC.. PC CA 92510 Run: 8,240, 4U a uec C Mle mm; o.0 9 11Cc U £11is C •Cc UC1ICflC OC.. - . lD:ZF3c9obrEMVfP7?S5SJz7f4qJ6UbDH5F1PVmLeGt3SZSrUYPDCaWQ8dJ7C24HYX0 17480 31-11-12 84-12 , 134.12 , 1744 17t7,11 2143 27413 • 314.0 31.5 37.8-13 42-10-15 49.0.0 8-9-12 4-6-0 3-8-8 0L7.rr 4-0-3 5-7-10 4-0-3 048 5-10-I 5-1-2 6-1-1 045 0.7.7 Scale = 1:82.4 5x8 5x6 4x6 4x6 33 18 34 17 3516 15 36 14 37 13 12 38 11 39 4x6 = 2*4 Ii 4*6 = 6*8 = 496 = 4x8 = 4*8 = 3x6 = 4*8 = 3d = 1-0-2 13-3-12 17-0-4 24.6-0 31-11-12 • 40.4-11 49-0-0 I • a1..tn ' 6 7.6.12 • 1-5-12 8-4.15 8-7-5 Plate Offsets (X.Y)— 13-0-3-0.0-1-121,15-0-3-0.0-1-121, [7:0-2-4.0-2-81. 110:0-0-0,0-1-11, f12:0-1-8,0-2-01,f14:0-3-0.0-1-121. 1l50-2-12,0-'-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) I/dod L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Veit(LL) -0.41 11-12 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.26 Sc 0.87 Vert(CT) -1.04 11-12 '413 180 BCLI. 0.0 Rep Stress ma NO WS 0.96 Horz(CT) -0.17 17 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSI-1 Weight: 224 lb PT = 20% LUMBER- TOP CHORD 2X4 OF No.1&61c G Excepr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-.7-9oc pudins. except T2: 2X4 OF No.2 G 0-0-0cc purfins (3-4-2 max.): 4-7. Except SOT CHORD 2X4 OF No.2 G *Except* 3-4-0cc bracing: 4-7 83:2X4 OF No.1&Btr G SOT CHORD Rigid ceiling directly applied or 3.10-14 cc bracing. WEBS 2X4DFStud1Std0'Exoepr WEBS 1 Raw atmidpl 545 W4: 2X4 OF No.2 G Mrrelc recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer i WEDGE Right: 2x4 OF StiidlStd .G Installation guide. REACT8ONS. (lb/size) 10=1603/03.8 (mm. 0-1-11), 1=4310-3-8 (mm. 0-1-8), 173544/0-3.8 (req. 0-3-12) Max HoI210458(LC 13) Max Upllftl8=-111(LC 4), 1.256(LC 19). 17-214(LC 5) Max Grav18=1603(LC 1), 1189(LC 40), 173544(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=30081327, 8-28=-39941319. 9-25=-40441309, 9-26'-4358I381, 10-28=43701345, 5-29=-21041268, 6.29=-2104/268, 6-304-2837/324. 30-31=-28311325, 7_31.28251325, 1-2=-21411362. 2-3=-12012064 BOT CHORD 133.1264I216, 18-33=-12641216, 18.34-14121165, 17-34=-14121165, 1735=.19651110. 16-35=-19651170, 15.16=.19551170. 15-304-16211526,14.304-162/1528, 14-37=.25312600, 13-37-25312600. 12-13=-25312600, 12-38=-31513607, 11-38=-31513607. 11-39=455/4125, 10-304-35514125 WEBS 9-11=-336199, 6-11=0/555, S-12--W3/94,7-12--W404 .6-120/370. 6-14-1017I158, 5-14=-5311186, 5-104-2210/244,4-104-454/72,3-104-247/2983. 3.17=.2945/248. 2-17=1027/112,2-18=D1534 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuit=llomph (3-second gust) Vasd87mph; TCDL8.0psf. BCDL6.0psf h20ft; Cat. It; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber D0L1 .60 plate grip DOLZ1.60 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. 1 This truss has been designed for a live load of 20.opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 240 wide will lit between the bottom chard and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at Joint(s) 17 greater than input bearing size. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the pwlin 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 38 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 section, loads applied to the face of the truss are noted as front (F) or back (B). 350112. Job Truss TrUSS TYPe QIY Hy MAGNOUA2A A18 CAL HIP 1 Job Reference (optional) California TnmF,irne LLC., Perna, CA. 92570 Nun: 5240 $ Dec * 2015 FlInt: 5.2409 uec S 2015 rvllelc inausoiea inc. 'flu Oct r. 1auS4u1 rages lD2Fl3c9v,otbrEMVfP7?S5SJz7f4q.J6UbDH5F1PVmLeGt3sZsniyPDCawQ8dJ7CZAHYX5OO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inorease1.25, Plate Ina'easel 25 Uniform Loads (pit) Vert 7-25-68, 25-26-70,10-26=-68.4-28=102.2&M=-102(F--34), 7-30=102,1-32--70.4-32=-68, 1922a20 Concentrated Loads (Ib) Vert 27-136 31 a-i 36 5x6 3116 = 5x6 3-5°Li. 4x8 = 4x6 = 5x10= 4x8 = 2x4 i1 06 = 5x8 5it ru 16 .11 15 14 13 Job I russ Truss Type Uty Ay MAGNOLIA 2A JA19 CAL HIP 1 1 IJb Referierice Worial - - - - - - a1ITCTha Tfl$Ftafll5 mu.. P5rfls. (A WiU unr b.4U 5 11CC 0 AUJU rISK C.LU 511CC 0 £1110 IV' 1011 II111l, IM. 11W 1J 0 1"1. IW 11I5 l-o. lD:ZFl3othrEMVfP7?S5SJz7f4q-n12_Qd6uoiddzoj3dGNoP3R8rdXJftDnYflYXtyX5ON 194-0 29-11-12 8-9-11 13-3-12 19-04 19-7-1l 24-8-0 • 29-4-0 29.i44 36-1-4 • 424-8 49-0-0 8-9-11 4-6-1 5-8-8 oiJi 4-10-0 ' 4-10-0 0-8-S 6-I-8 6-7-4 0-0-5 Scale = 1:83.8 1-0-1 7.0-1 134-12 19-0-4 29-11-12 35-7-6 45-U-U 6-3-11 5-8-8 10-114 9-7-12 9-4-8 Plate Offsets MY)- 11:0-0-0,0-i-il. 14:0-3-0.0-1-8L (11:0-0-0,0-1-il. 13:0-5-0.0-3-41. (140-3-0.0-2-41 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) Udell Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 TC 0.85 Vert(LL) -0.60 13-14 .715 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 Sc 0.90 Vert(CT) -128 13-14 s.334 180 BCLL 0.0 1 Rep Stress lncr NO WE 0.97 Hoa(CT) -0.16 16 nfa nla BCOL 10.0 Code I8C20151TPI2014 Mabix-MSH Weight 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2*4 OF No.20 *Excepr TOP CHORD Structural wood sheathing directly applied or 24-10 oc putlins, except TI: 2*4 OF No 1&Btr 0 0-0-0cc pialns (44-5 max.): 5-7. Except 601 CHORD 2*4 OF No.1&Gtr G Except 4-1 -0 bracing: 5-7 81: 2X4 OF No2 G 801 CHORD Rigid ceiling directly applied or 3-9-1 cc bracing. WEBS 2*4 OF StudlStd 3 WEBS I Row at ntidpt 8-14 WEDGE MiTak recommends that Stabilizers and required cross bracing be Right 2x4 OF StudlStd installed during buss erection, in accordance with Stabilizer Installation oaäde. REACTIONS. (lb/size) 1168/0-3-8 (mat 0-1-8), 16=28281034 (ruin. 0-3.0), 111441/0-3-8 (mm. 0-1-10) Max )40rz11485(LC 30) Max Uplift1-521(LC 30), 16=-322(LC 22), 11=420(LC 19) Max Gravlzsl8(LC 35), 16=2828(LC 1), 11=1542(L.0 40) FORCES. (lb) - Max. CompiMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 7-8=-248711430, 3-6=-3311/1393, 9-24=-343511711, 10-24=-3619!1930, 10-25=4384/2520, 11-25=-445212581, 5-26=-560/185, 6-26=-6541667, 6-27=-20241588, 7-27-2016I803. 1-2=-1538/1729. 2-3=-712/1480, 3-4=-430/1486, 4-25=-898/649, 5-26=4861347 BOT CHORD 1-29=-1695/1555, 1729=169511555, 17-30=-1838/1531, 16-30=-i 83811531, 1631L2313l1604, 15-31=-203711604, 14-15=-1401/164, 14.32=45111691. 32-33=-149712161. 3334z1519/2258, 34-35=-201312812, 13-35=-2801I3540, 13-36--262214013,12-36=-262214013,12-37-2S3114269. 11-37=-253114269 WEBS 1012.4961241, 8-12=481678. 8-13--loll/177,7-13=4641396,6-13=-3271756I 6-14=-1406(426, 4-14=418/2394, 4-16=-2255/394, 2-16=-959/186. 211xW522 NOTES- Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd81mph; TCOL6.opsf BCDL=6.0psl h204 Cat. It; E,q, B; Enclosed; MINERS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1 .60 plate grip OOLZI.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 100 psf bottom chord live load nonconcunent with any other live loads. This buss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6411 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated toad of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. This buss has been designed for a total drag load of 4800 lb. Lumber OOL(1.33) Plate grip DOL=(1.33) Connect buss to resist drag along bottom chord from 20-9-0 to 34-941 for 342.9 pif. Graphical pullin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 9 lb up at 19.8.0 40 lb down and 9 lb up at 29-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard 2A 1A19 ICAL HIP caliromia TrusFrame LLC., PenIs, CA 92570 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1 .25 Uniform Loads (pit) Vest: 7-24-e8. 24-25=-7 , 11-25=-GB, 5-7=-68, 1-28=-70. 5-28=-68, 18-21=-20 Concentrated Loads (lb) Vest: 2634 27-34 i: I I I I Truss Truss Type QtyPly 2A rMkGNOLIA A20 MONO TRUSS 1 I - ca4romla TmSFrame U.C, Ferns, IA, 92570 NUn: 52405 uec S 2U15 rrnm: 5.2405 USC S 2015 itex IflQU5W55, SiC. IJiU uci . 1LJf;11 4U15 rsg 1 ID:ZFI3c9vxxbP7?S5SJz7f4q-FVcMez6WZOIUbyQFBv1yG_M_1u3OMgWnRMF9yX5OM 6-6-5 14-94 6-6-5 8-3-3 Scale z 1:27.8 294 II 494 = LOADING (pet) TCU. 20.0 TCDL 14.0 BCLI. 0.0 SCOL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOt. 1.25 TC 0.70 Lumber DOt. 1.25 BC 0.87 Rep Stress Incr NO WE 0.89 Code 16C2015/TP12014 Matrix.MSH OEFL. in (too) I/dell 1Jd Veit(L.L) -0.44 5-6 3,399 240 Vert(CT) -0.74 54 3-234 180 Horz(CT) -0.03 6 n/a We PLATES GRIP MT20 220/195 Weight: 59lb F1 r. 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-2oc purtins. SOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing. MiTek recommends that Stabilizers and required oross bracing be mstafled during truss erection, in accordance with Stabilizer Installation guide. REACTiONS. (lb/size) 4647/044 (mm. 0-14), 5=670/Mechanical Max Horz4.119(LC 8) Max Uplift4=-8(LC 8), 6=46(LC 8) FORCES. Pb) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 3.13--1239(0,13-14=429910,4-14=,131 110 601 CHORD 6-15=-117/1015. 5-15=-11711016, 5-I6=-4211188, 4-16=-42/1188 WEBS 3-50r350, 3-6=-11001126 NOTES- Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasth87mph; TCDL8.Opsi BCDL8.0psl h20ft Cat. II; Exp B; Enclosed; MWPRS (envelope) gable end zone and C-C Interior(l) 34-0 to 14-9-8, Exterior(2) 0-0-0 to 34-0 zone; cantilever left and right exposed; end vertical left and right expcsed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLa180 This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 316-0 tall by 2-0-0 wide will 1k 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 1. This buss has been designed for a moving concentrated load 01250.0th live located at all mid panels and at all panel points along the Bottom Chord. nonconcwrent with any other live loads. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pif) Vert: 142--68, 12-1470, 4-144-58, 741-20 LUMBER- TOP CHORD 2X4 OF No.2 G DOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G Job 'Truss Truss lype Qty Ply MAGNOLIA 2A A21 MONO CAL HIP I 1 Job Ret (optional) 5IITT1I3 I narram U.I... re1n5, I.R. IthfSFVc 6yOFB1iyQ6Lw2OPWnRh4F9yXàM 0.11-13 0-114 1-7.4 1-4-7 14-9-8 0-11-80.6-5 5-9-3 7.5-1 0-7-7 Scale = 1287 40 3x4 = DEFL in (Icc) lldefl Lid Vert(LL) -0.26 5-5 "613 240 Vert(CT) -0.48 5-6 "365 180 Hoa(CT) -0.05 7 We We Plate Offsets (X,Y)-. LOADING(psf) TCLL I 20.0 TCOL 14.0 ECU. 0.0 * ECOL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 IC 0.55 Lumber DCL 1.25 SC 014 I Rep Stress lncr NO WS 0.65 Code 113c2015irPl2014 Matrix-MSH PLATES GRIP MT2O 2201195 Weight 69lb F120% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 C TOP CHORD SOT CHORD 2X4 OF No.2 C WEBS 2X4 OF StudlStd C SOT CHORD REACTIONS. (lblsize) 466510-3-8 (mm. 0-1-8). 7=83110-3-8 (rain. 0-1-8) Max Hc.z4-132(LC 26) Max Up31114419(LC 19). 7-113(LC 20) Max Grav4951(LC 40), 7837(LC 1) Structural wood sheathing directly applied or 3-1-13°c purtins, except end verticals, and 0-0-0 ocpudins (6.0-0 max.): 1-2. Rigid calling directly applied or 4-4-9 ocbracing. MiTeic recommends that Stabilizers and required cross bracing be installed during truss erection. In accordance with Stabilizer Installation guide. FORCES. (lb) - Max. ConipiMax. Ten.- Al forces 250 (Ib) or less except when shown. TOP CHORD 211=.916I713, 3.11=.121611001. 3-12=-250411702, 4-12=-259611787, l-13-31161. 13-14=-307160. 2-1@-3521211, 1-7-9381118 BOT CHORD 6-15=3991390. 6-16-115711844, 16-17=-1918!2027. 6-17=-191812413, 5-18-1769/2494, 4.18.176912494 WEBS 3-5-21546, 3-6-9281259, 16z.72l871 NOTES- Unbalanced roof On loads have been considered for this design. Wind: ASCE 7-10; VuttllOmph (3-second gust) Vasdz87mph; TCOL8.0ps1 BCDL6.Opsf; h'2011; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber OOL=1.60 plate grip OOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed bra 10.0 pal 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 3-6411 tat 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 ANSIITPI 1. This buss has been designed bra 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. This buss has been designed for a total drag toad of 2000 lb. Lumber 00L(1.33) Plate grip 00L(1.33) Connect buss to resist drag loads along bottom chord from 6-9-8 to 14-9-8 for 250.0 pit. Graphical pudlln representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. II) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at 0-11-a top chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 Inaeasel.25, Plate lncreasel.25 Uniform Loads (pit) Veit: 2-11-68, 11-12-70, 4-12-68, 1-13-136(F-34), 243-102,741--20 Continued on page 2 1J0D ITrUSS Type j Uti ply MAGNOLIA 2A MONOCHIP 1 i lJob Reference (optional) - 3lgTOfla fluSIrame LLc.. 1em, A. =fU LOAD CASE(S) Standard Concentrated Loads (Ib) Veit 14-136 sz,: 5.Z4U S uec S U15 lflIL 33403 USC S Zulu MUSS IfiSUSSiSS, inc. u flu uci 3 14,;11 ws rages ID.-FVcMez8WZOIUbyQFByIyG_OL1w2OPVwnRh4F9yX5OM Job Truss Truss Type Ply MAGNOUA2A A22 MONOCALHIP Fy Job Reference (optional) anmva I lust-rams LLC., lems, CA, W.310 loin: 5240 $ USC S 2015 P1nt 5240 S usc s 2015 MiTes ItIauSseI. Inc Thu OCt 312:31:12 2019 P5051 ID2FI3c9v,ccbrEMVrP7?S5SJz7f4q-jhAkrJ78KKtLC6?SlhOGUUWUvOEO7wM4?5RdncyX5OL 2-943 5-5.4 I 9-11-11 14-94 2-9-13 2-7-7 4-6-7 4-9-13 Scale = 1:24.6 2x411 4x8 554 14-94 56.4 9.4.4 Plate Offsets OCX)- (6:0-2-12.0-2.01,17:0-2-004-01 LOADING(psf) SPACING- 2-0.0 CSI. DEFI.. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.82 Vert(LL) -0.33 6-10 '532 240 MT20 220(195 TCOL 14.0 LuniberDOL 1.25 BC 0.80 Vert(CT) -0.61 6-10 3-286 180 BCLL 0.0 Rep Stress Inor NO WS 042 l-$o.z(CT) -0.03 7 We ni's ECOL 10.0 Code 15C20151TP12014 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 purists, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc purllns (5-11 -1 max.): 1-2. WEBS 2X4 OF StudlStd 0 601 CHORD Rigid ceiling directly applied or 10-04 cc bracing. Milek recommends that Stabilizers and required cross bracing be instalied during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=67510-34 (mitt 0-1.8). 77031044 (mitt. 04-8) Max Hcrz5=400(LC 9) Max Uplift5=-28(LC 8), 7.57(LC 8) FORCES. (Ib) -Max, Conipiidax. Ten - Al forces 250(8,) or less except when shown. TOP CHORD 2-11=4221235, 11-12=-9311234, 4-12--101&230.4-13--1450/173,13-14--1461/161, 5-14=-15011160, 1.15=.944i'323, 15-16=4411324, 16-17=-9401324, 2-17=-940!324, 1-7=465217 601 CHORD 6-19=-198/1403, 5-16=-193i1403 WEBS 44=484/98, 244-181/259, 14=-30811030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCOL-8.0ps1 BCDL-8.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C lnterior(1) 13-7-3 to 14-7-12, Exterior(2) 944 to 13-7-3, Interior(l) 3-0-0 to 11-11-11, Exterior(2) 044 to 3-0-Ozone; cantilever left and right exposed; end vertical left and right eiq,osed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLI.60 Provide adequate drainage to prevent water pending. This buss 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. Graphical purfin representation does not depict the size or the orientation of the Pullin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnoreasel.25, Plate lncrease1.25 Uniform Loads (pif) Veit 2-3-46,2-11=48, 11-1@-70, 5-14=48, 1-16=48,246-28.7-8-20 Job Truss Truss Type Q"Ply MAGNOLIA2A MONO CAL HIP 1 - - Job Reference(cptlonal) - - California T,usFrarne LLC., Ferns, CA, 92570 Run: 8.2403 Dec 6 2018 PiVit 8.2403 Dec 62018 MTeK Industries. inc. ThU OCt 312:37:122919 P395 1 lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-jMIcrJ78KKtLC6?SlhQGUUWVtQEX7xl4?5RdncyX5OL 4-9-13 5-5-4 9-11-11 14-9-8 4-9-13 0-7-7 4-8-7 I 4-9-13 Scale = 1:24.8 4x4 = 438 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 125 TC 0.75 TCDL 14.0 Lumber DOL 1.25 BC 0.79 I BCU. 0.0 * Rep Stress Incr NO WS 0.38 BCDL 10.0 Code 18C201 511P12014 Matrix-MSH LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 484410-3-8 (mm. 0-1-8). 6=644/0-3-8 (mm. 0-1-8) Max Horz4-103(LC 6) Max Uplift6=41(LC 5), 6=-90(L.0 5) FORCES. (Ib) - Max. ConipiMax. Ten. -Al forces 250 Qb) or less except when shown. TOP CHORD 2-3=493/110, 3-4=-1438/240. 1-2=417/122.1-6=406/108 SOT CHORD 5-11=-234!1347, 4-11-234/1347 WEBS 3-6=-5591187, 15z95/883 DEFL in (Icc) Ildefi Lid PLATES GRIP Veit(LL) -0.33 5-9 '532 240 MT20 220/195 Veit(CT) -0.61 5-9 '280 180 Horz(CI) -0.03 6 n(a n/a Weight: 62 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-5 ocpu,llns, except end verticals, and 0-0.0 oc pwtins (6-0.0 max.): 1-2. SOT CHORD Rigid calling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultsllomph (3-second gust) Vasd=87mph; TCDL8.0psf SCOL=6.0psl. h=201t; 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 00L160 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. 6) 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 Sal by 240-0 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIfTPl 1. This buss has been designed for a moving concentrated load of 250.Gb 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 pudin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Uly Ply MAGNOLIA2A k24 lJob MONO CAL HIP I Reference (optional) - - iaingmia ,nrmrL.rerna ,u MO.U5 U Mint. U 'Im 3-9-8 6-9-13 7-5-4 14-9-8 3-9-8 • 3-0-5 '0-7-7 144 Scale' 1:24.5 456 zt 20 II A,R - 456 = 7-54 14-9-8 7.5.4 7-4-4 Plate Offsets (X.Y)— 12:0-2-8.0-2-01. 13:0-2-0.0-1-121.14:0.0-0.0-1-11.16:0-2-12.0-2-01 LOADING(psf) SPACING- 24-0 CSL DEFL. in (icc) ildefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 115 TC 0.7$ Vert(LL) -0.25 5-6 1716 240 MT20 2201195 Lumber OOL 1.25 BC 0.64 Vert(CT) -0.37 5-6 '480 180 TCOL 140 ECU. 0.0 * Rep Stress Incr NO WE 0.32 Holz(CT) -0.03 6 nla n/a BCDL 10.0 Code IBC201$/TP12014 Matrix-MSH Weight 58 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-15 cc purhns, except BOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 cc purlins (5-8-9 max.): 1-3. Except WEBS 2X4 OF StudfStd G 5-9-0 cc bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10-0.0or. bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=644/0-3-8 (min. 0-1-8),6--54410-3-8 (rein. 0-1-8) Max Hoiz4=41(LC 6) Max uplil4.82(LC 5), 6=-88(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4-1124311150.2-3=-11130/1166 BOT CHORD 6-10-1271798,S-10---1271798,S-11=-12211127.4-11-12211127 WEBS 2.523/453, 2-6-900/171 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0pst. aCDL6.0psf h=20111 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 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 alive 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 choni 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. Graphical puriin representation does not depict the size or the orientation of the pwlin along the top and/or bottom chord. LOAD CASE(S) Standard I Job Truss I russ type Ply MAGNOLIA 2A BO6 JUW1 JGABLE Job Reference (optional) -- - alITcnhla Ilust-lame u.s., reins, cA, 54D1U Nun: u.au5 uec u ZU1e I-nm: e.qu 5 uec D Aula miles Inausu1e5, inc. mu mjc .m 1;,;1.i £l19 ii lD:ZFI39oobrEMVP7?S5SJz7f4q-Btk63f8m5d?CqGaelPxV1h3dPqbnsGtDEIABJ2yX5OK 7441 7-A-5 14-9-4 18-0-0 21-2-12 28-2-11 28r-O 36-0-0 7-6-0 0-35 6-11-15 3-2-12 3-2-12 6-11-15 0-3-5 7-6-0 Scale = 1:57.6 6x6 = 01400# axe = ii exio =US = 8x10 = 20 II 8x6 = I 795 • 14-9-4 21-2-12 26-2-11 36-U-V 7-9-5 6-11-15 9-54 8-11-15 Plate Offsets(X,Y)- rl:O.3.5.Edgel,14:0-3.0,0-2.81. (7:0.3.M.Edgel.190-2-12.0-4-01.E11:0-3-12.0-4.01 LOADING(pet) SPACING- 2-0-0 CSI. DEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.96 Vert(LL) -0.13 11-12 2.999 240 M120 220/195 TCDL 14.0 LumberDOL. 1.25 BC 0.72 Veit(CT) -0.37 12-38 >681 180 BCLL 0.0 • Rep Stress Incr NO WE 0.85 Horz(CT) -006 I n/a We BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight: 267 lb FT a 20% LUMBER- BRACING- TOP CHORD 2X6 OF N0.2 G TOP CHORD Structural wood sheathing directly applied or 3-10-9 or. pudins. BOY CHORD 2X6 OF No.2 G 301 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G Except WEBS 1 Row at midpt 4-9.6-9,2-11 WB: 2X4 OF No.2 G, W3,W5,WT: 2X6 OF No.2 G Milek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G Excepr installed during buss erection, In accordance with Stabilizer $15: 2x8 OF No.2 G Ihstallation guide. REACTIONS. (lb/size) 1=1320/038 (mm. 0-14), 7=3811048 (mm. 0-14), 9=5235/0-5-8 (req. 0-5-9) Max Hovz781(LC 36) Max Uptift1a305(LC 27). 7.269(L.0 30), 9=434(LC 21) Max Gravl=1360(1.10 43), 7516(LC 39), 9=5235(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=.350911066, 2.3=.7781411, 3-4-7S21490.4-S-54712783, 5.8=100612944, 67-1035/952 BOTCHORD 1.42=471/1755. 1.43=.1049/3351. 12-43=-1049/3351. 12.44=.1049/3351, 1144=.1049/3351. 10-11=-11671798,9-10-11671798,9-45=4071727,45-46=-60717Z7, 846=4451565,8.47=-3421463,7-47-7W/$26,748=-491/683 WEBS 49=.3433(586, 5-9=-1062/433, 69=.2966/544. 4-11=478/2609, 3-11=-10071428, 2-11=-2959/554, 2-12=0/560.54=0/563 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasth87mph; TCDL.0psf, BCD1.6.0p5f h20f1 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and light exposed; Lumber DOLI.60 plate grip DOL1.50 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 oc. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Was has been designed for a live 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. WARNING: Required bearing size at joint(s) 9 greater than input bearing size. 91 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 e moving concentrated load of 250.01b live located at all mid panels and at all panel points alor Bottom Chord, nonconcuiTent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resisi loads along bottom chord from 26-5-0 to 35.0-0 for 146.1 pIt. Girder carries hip end with 7-6-0 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 652 lb down and 200 lb ups 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). Job [fuss Truss Type Uty Ply MAGNOLIA 2A 608 GABLE I Job Reference (optional) calcnva I wsi-rame LLC., Penis, CA. 52010 LOAD CASE(S) Standard 1) Dead i Roof Live (balanced): Lumber lncrease=1.25, Plate Increase--1.25 Uniform Loads (p11) Vert: 1-2-68. 2-4-157(F-89), 4-6-157(F-89), 6-7-68, 38-39.46(F.26) Concentrated Loads (Pb) Vert 6.510(F) 2-510(F) lein: 52405 Dee a 2015 PrInt 3.240 s Dec 5 2015 MlTX InCUSUiSS, Inc. trio o= 3 123,:1z1 2015 P35 2 ID:ZFI3cEMVIP7?S5SJz7f4q-811c63f8m5d?CqGaeIPxV1h3dPqbnsGtDEPASJ2yX5OK Job Truss Truss Type P7y MAGNOUA2A 807 COMMON July6 Job Reference (optional) run o.qu. &J sub mm; suu. uec sine ,viei uuuaulea, Inc. mu ucm 4 144,;lq 5I1V rage 1 lD2Fl3c9v,othrEMVfP7?S5SJz7Mq-g4HUG?9Osx73SQ9qs6SkZvcpuEvHbtiBMTPwlsUyX5OJ 64-2 • 124-5 18-0-0 21-2-12 26-6-4 • 30-5-0 34-2-8 36-0-0 6-4-2 6-0-3 5-7-11 3-2-12 • 5-3-8 • 3-10-12 3-9-8 Scale = 1:59.4 6x10 MTI8HS W= 4*4 = 8*8 = 2*4 II 4*4 = 2*4 II 3*8 = 9-4-15 18-0.0 21-2-12 2lf 8 26-4-8 264-4 34-2-8 38-0.0 ai.i n41 c_n_n n4i 1.Lg 1.Q.R Plate Offsets (X,Y).- [3.0-0-1.0-1421.116.04.4 —0"] LOADING(pst) SPACING. 2-0-0 CSL DEFL.. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOt 12$ TC 0.85 Vert(LL) -0.38 15-22 "677 240 MT20 220/195 TCDL 14.0 LumberOOL 125 BC 0.83 Veit(CT) .0.70 11-12 "253 180 MTI8HS 220/195 ECU. 0.0 * Rep Stress InaNO WE 097 Ho.z(CT) -005 1 n/a Me BCOL 10.0 Code 13C2015/1P12014 Matrix-MSH Weight 169 lb FT • 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G 'Excepr 92:2)(6 OF No.2 G WEBS 2X4 OF StudfStd G BRACING- TOP CHORD SOT CHORD WEBS Structural wood sheathing directhjapplmed or 4-4-12 cc pudins. Rigid ceiling directly applied or 6.04 oc bracing. l Raw atmidpt 5-13 Milek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=444/0-543 (mm. 0-1-8), 1=778104-6 (mm. 0.1.-B), 13=2046/0-5-8 (mm. 0-2-3) Max Ho.z10=81(LC 12) Max uptlft10z.65(LC 13). 1-95(LC 12), 13=.158(LC 9) Max Grav10=528(LC 241 1781(LC 23), 13=2046(LC 1) FORCES. (!b) - Max. oompJMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 44-216/2322, 54.264/2388, 6-7-2191215, 7-6=-412(185, 8-23=-96V161, 9-23=-980/150. 9-10-10"124.1-24=-1787r242.2-24-1735a%, 2-3=-1313(147 SOT CHORD 1-26=-204/1666, 15-26=-204Il666. 15.21=44/839, 14.27z.44/839, 14-28=-135/375, 13-28=-135/375. 13.29.171!341. 1229s.177I341, 12-30=-192/941, 11-30=-192/941. 11-31=-192(941, 10-31=-192!941 WEBS 8-12=.6791149, 7-12=0/519, 13-16=-1864/172, 5-16=393/131, 14-16=-5561198, 4-1442691, 3-14-1006/208.3-16=0/696, 2-15=64W197,446-2747a77, 6-18=-23041332, 9-11=01402 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-I0, Vidtll0mph (3-second gust) Vasd8Tmph; TCDL=6.Opsf SCDL4.0psf h=208 Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 34-0, Interior(l) 3.04 to 1844, Exterior(2) 1844 to 21-2-12, lntetior(1) 21-2-12 to 36-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L1.60 plate grip DOL1.60 Al plates are MT20 plates unless otherwise Indicated. This buss has been designed for a 10.0 psI bottom chord live load nonconcunent 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 344 tall by 2-04 wide will (It 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 ANSVTPI 1. Ths 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. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 2644. a SOb down and 4 lb up at 21-4.8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead I Roof Live (balanced): Lumber 1ncrease125 Plate Increase=1.25 Continued on page 2 Job Truss I Truss Type Qty Hy MAGNOLIA 2A 807 COMMON 6 Job Reference (optional) Fniersrne LLG,, Ferns, cA. 92370 LOAD CASE(S) Standard Uniform Loads (pit) Veit 4-10=48,1-0-68, 17-20-20 Concentrated Loads (lb) Veit 12-50 13-50 Bun: 8.2403 Dec 62018 Pflnl: 82403 Dec 62018 ITeIc IndusSies, Inc. Thu OCt 3 12:37:14 2019 Page 2 lD:ZFI3c9v,ccb,EMVIP7?S5SJz7f4q.g4HUG?9Osx73SQ9qs6SkZvcpuEvHbhBMTPw1csUyX5OJ I I I I I I I I Job Truss Truss Type Oty Ply MAGNOLIA 2A 808 COMMON 1 I - -I Job Reference Logtmal) !ocnIa I iusriame LLl.,.. rem,, Is, ea,u nun; D.au s is. sails r,ml. u.tw 5 IV U a. ics.,c uIwaulca, SW. urn. Sn.. . lDiFl3c9v,othrEMVlP7?S5SJz7t4qg4HUG'?9Osx73SO9qs6SkZvcX2EyPbq8MTPW1cSUy3&J 12 4-11-15 10-9-0 12-6-8 0-3 1- 4-8-3 I 5-9-1 1-9-8 Scale: 1l2l 0-4 2x411 454 = 03-12 0L3.12 1-11-4 1-74 • 1U--0 2-9-12 • Plate Offsets (KY)— 0-0-1.0-2-01, (5:Edne.0-2-01 LOADING(psf) SPACING.' 2411-0 CSI OEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Veit(LL) -0.35 7-8 '420 240 M120 2201195 TCDL 14.0 Lumber DOt. 125 BC 0.70 Velt(CT) -0.60 7-8 '247 180 ECU. 0.0 • Rep Stress bncr YES WE 0.40 Horz(CT) -0.02 8 Wa Wa BCOL 10.0 Code IBC2015ITPI2014 Matthc-MSH Weight 51 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. ((blaze) 5=53810-54 (mai 0-1-8), 5=566IMechanical Max Horz5=-130(LC 9) Max Upli95-50(LC 9), 5=-94(LC 9) Max Grav5'543(LC 33), 8=566(LC 1) BRACING. TOP CHORD Structural wood sheathing directly applied or 5-7-15 cc pullins. 601 CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MuTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I FORCES. (Lb) - Max. CompiMax. Ten. - Al forces 250 (lb) or less except when shoves. TOP CHORD 344-1112142, 4-14=-1133121, 4-5=-112210 SOT CHORD 8-1$=-1771709, 715z177l709, 716z.116/1068, 6-18=-11611068, 8-17=41011068. 5-17=-11611068 WEBS 3-8z.79&199,3-7-8015,44-2611109 I NOTES- 1) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL40.0ps1 BCDLz6.0psf, M20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 23-5-8 to 25-5-8, Inteiior(1) 25-5-8 to 35-0.0 zone; cantilever left and right exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL1.50 I 2) This buss has been designed for a 10.0 psf bottom chord We load nonconcuffent 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 3-8.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 2305.1 and referenced standard ANS11P1 1. I l) 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. nonconcwrent with any other live loads. -LOAD CASE(S) Standard I I. LOADING (pat) TCLL 20.0 14.0 TCDL DCL I. * 0.0 BCDI. 10.0 SPACING- 2-0-0 Plate Grip 001. 1.25 Lumber DCL 1.25 Rep Stress mci YES Code lBC2015/1P12014 CDL TC 0.33 Sc 0.70 WB 0.40 Mattlx-MSH LUMBER- S TOP CHORD 2X4 OF N0.2 G SOT CHORD 2X4 OF No.2 G WEDS 2X4 OF SwdlStd 0 Job TWSS iwss Type IQ 'IMAGNOLIA 2A I 809 I I Job Reference (optional) I ruarrane LU;., reins, c 8Df0 Run: 82405 Dec 62018 Pan: 8240 Dec 6 2018 MiTek Industries Inc. lilu Oct 3 1Z37:15 2019 Page 1 lDiFl3c9vxxbrEMVfP7?S5SJz7f4q4GrtUL90dFFw3Zk1Qqzz6886oeleKHOWl3fH0xyX50l a 3-12 4-11-15 10-9-0 • 12-6-8 312 4-8-3 5-9-1 • 1-9-8 2x411 2 D=1400# Scale: 112l' B 25411 2x411 418 = DEFL. in (bc) Well L/d PLATES GRIP Vert(LL) -0.35 7-8 >420 240 MT20 2201195 Vert(CT) -0.60 7-8 '247 180 I-toi(CT) -0.03 8 n/a We Weightt 51 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 ocpu,Iins. SOT CHORD Rigid ceiling directly applied or 53-i cc bracing. MiTek recommends that Stabilizers and required erase bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=538/0.5.8 (rein. 0-14). 8=566/Mechanical Max Hoiz5e16$(LC 30) Max Uplift5=489(LC 30). 5=-115(LC 29) Max Gmv5=712(LC 47), 8566(LC 1) TOP CHORD 2-13=3341288. 3-13=-582/529, 3-14=-I 5271784, 4-14=-1854/1071, 4-5=-2015/1232 FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (to) or less except when shown. SOT CHORD 8-15=481/859, 7-15=-1026/1353, 7-15=-909/1553, 6-16=-112711828, 8-17=-1242/1915, ' 5-17=-132812002 WEDS 3-3=-795/269, 3-7=4(11/685, 4-6--2611163 NOTES- Wind: ASCE 7-10; Vutt=llomph (3-second gust) Vasdz87mph; TCOL8.0pst BCDLz5.0psf. h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 23-5-8 to 26-5-8. lntedaql) 26-5-8 to 38-0.0 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and tomes & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 This truss has been designed fora 10.0 pat bottom chord live load n0nconcw3ent with any other live loads. 3)' This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 344 tell 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 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 fore moving concentrated load of 250.Gb live located at all mid panels and at all panel points along the Bottom Chord. nonconcunent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber DOL=(11.33) 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 pl. I I II I LOAD CASE(S) Standard Job Truss TrUSS Type Uty Ply MAGNOLIA 2A C06 GABLE 1 Job Reference (optional) cauomia InisI-ismew..., I-ems, lD2FxbrEMVfP7?S5SJz7fSPFhhNOYOm&XUCflthEl2cP3eVfwiPrWNYX%'bH 7-114 16-0-0 24-0-11 32-0-0 7-11-4 8-0-12 8-0-11 7-11-5 Scaler 1:51.1 5*6 = 40 = 20 11 5*16 = = 20 11 4*4 = 7-11-4 1544 16.0-0 24-0-11 32-0-0 7_I IA 7-411A fl..J12 a-n-Il I 7-11-5 Plate Offsets (X,Y)— (270-2-12.0-2-01,[3:0-3-0,0-3-41,14.0-2-12,0-2A LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (bc) l/defl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -026 8-9 >744 240 MT20 2201195 TCDL 16.0 Lumber OOL 1.25 Bc 0.83 Vert(CT) -0.67 6-8 >288 180 BCLL 0.0 * Rep Stress lncr NO WE 0.83 Horz(CT) -0.04 8 We We ECOL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6DFNo2G TOP CHORD SOT CHORD 2X4 OF No.l&Btr G SOT CHORD WEBS 2X6 OF No.2 G Except' WEBS W6: 2x8 OF No2G, W4,W2: 2X4 OF Stud/Std G OTHERS 2X4 OF StudfStd G REACTIONS (lb/size) 5=630/0-5-3 (mm 0-1-8), 1=33710-5-8 (mm. 0-1-8), 5=2791/0-5-8 (mm. 0-3-0) Max Horz5=72(LC 12) Max Uptift5=-79(LC 9), 1.77(LC 8). 8z166(LC 5) Max Grav5z895(LC 20), 1447(LC 29). 82791(LC 1) FORCES. (lb)- Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 3-4=-7011344. 4-5=-1358/170, 1-2=-393/347. 2-3=-58!1341 BOT CHORD 1-38=47/250. 1-39=-2871351, 939=287I351, 940=-287/351, 8.40z287/351, 741=-18211271, 741=18211271,6-41=-18211271, 642=-18211271, 5.42-182/1271, 5.43-1181573 WEBS 3-8=12341157,2-8=14251251,2-9=0/388,4-8--2387/296.4-6--0/719 Structural wood sheathing directly applied or 6-0-0oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. I Row at midpt 2-8,4-8 Mrrek recommends that Stabilizers and required cross biasing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL8.0psf, 2C0L6.0psf; 1120ft; 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 DOLI.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable studs spaced at 1-4-0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf 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 ANSlFTPl 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 1.25, Plate lncrease=1.26 Uniform Loads (pit) Veit 3-5=-72, 1-3-72, 8-35=-20, 8-42=-91(B=-71), 32-42=-20 job 1truss Frusitlype aty Ply 2A 1c07 CoMMON I 2 1 - - MAGNCUA Job Reference (optional) rid Tw5rrdrIu.., ream ,..M. aru Nun: 5.4U5 uec 1-nnr. 0uhaIwIexlnausU1es, Iflc. unuoci i 1x:1:1bxu1u rage 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-cSPFhhAfOYOmhjIDXUCfKhAM2d43jZfwPrwNyX5OH 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 5*6 = It- 2*411 3x4 2*411 4 5x10= *4 = U4 = 6-0-10 . 15-94 16-0-0 25-11-7 32-0-0 5.0-In e.aun 0'l 0.11..? 5.0-4 Plate Offsets (X.Y)— '10-2.3Eg1 [1:0-1-8.0-1-51,12:0-0-50-1-81. [30-3-0,Edqel, (4:0-0-5.0-1-81.(5:0-l-8.0-1-51. 15:0-2-3.Edgel, [8.045-0.0-1-121 LOADING(pst) SPACING- 2-0-0 CSI DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.79 Vert(LL) -0.53 6-8 1359 240 MT20 220/195 ICOL 16.0 Lumber DCL 1.25 BC 0.75 Veit(CT) -0.80 6-8 "240 180 BCLL 0.0 Rep Stress lncr YES WB 047 Hcrz(CT) -0.02 1 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 20DFNo.2G BOT CHORD WEBS 2X4 OF SbidlStd G Excepr WEBS W3: 2X6 OF No2 G WEDGE Left 2x4 OF StudlStd 4, Right 2*4 OF Stud/Std 4 REACTiONS. Øblsize) 6=1977/0-5-8 (min. 0-2-2), 6=483/0-5.8 (mm. 0-14), 1=48310-5-8 (mm. 0-1.8) Max Hoiz572(LC 12) Max Uplift6=.97(LC 9), 6=47(LC 13), 1-97(LC 12) Max Grav6=1977(LC 1), 5'534(LC 24), 1534(LC 23) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-16=0/858,4-16=-3/786, 4-17---8361158. 5-17-958I141. 1-18=4581172. 2-18-.83&189,2-19--0786,3-19=01858 BOT CHORD 12O=421509, 1-21=-127/869, 9-21=-1271869. 9-22=-1951674, 8-22=-195/674, 7-8=-236/673, 7-23=-236/673, 6-23=2361673, 6-24=-169/869, 5-24-169/869. 5-25=-127/509 WEBS 4.W/577,4 B-133M3, 3-8=-9531117. 2-8=-13381291. 2-9=0/578 Structural wood sheathing directly applied or 5-10-40c purluns. Rigid ceiling directly applied or 8-7-7c bracing. 1 Row at midpt 4-8.2-8 Musk 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=6.0ps BCOLG.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(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-0-0. Interior(l) 19-0-0 to 324-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for afive load of 20.0psfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job TrUSS Truss Type Uty Ity MAGNOUA 2A COB COMMON 1 Job Reference (optional) caiaoma Ilusrrsmew., Iems, uA 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 = 1:51.1 5*6 = 2*4 II 5*10 = 354 = xx', ii 4*4 = U4 = US It US II 6-0-10 13-6-0 15-9.4 16,0-0 18-6-0 • 25-11-7 32-0-0 ''LA A.JI O.P.fl ' 7_c.7 Plate Offsets (XY)— [1-.0-2-3.Edgel, 11:0-1-8.0-1-51. I20-0-5,0-1-81. 13:0-3-0,Edgel '4:0-0-5,0-1-81. [5:0-14,0-1-51, [5:0-2-3,Edqel, 18:0-5-0.0-1-121 LOADlNG(psf) SPACING- 240-0 CSI. DEFL in (lc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.90 Vert(LL) -0.53 6-8 p359 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.83 6.8 a'230 180 ECU. 0.0 * Rep Stress lncr NO WE 0.47 Hoiz(CT) -0.03 1 We nla BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4DFNo.2 G TOP CHORD SOT CHORD 2X4OFNo.2G BOT CHORD WEBS 2X4 OF StudlStd G Excepr WEBS W3:2X6OFNo2G WEDGE Left 2x4 OF StudlStd -G, Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 8208010-5-8 (mm. 0-2-4), 5482/0-5-8 (mm. 0-1-8), 148210-5-8 (mm. 0-1-8) Max Horz572(LC 43) Max Up8ft8-274(LC 30)1 94-213(LC 38), 1=-396(LC 35) Max Grav82080(LC 1), 5532(LC 52), 1562(LC 48) FORCES. (Ib) - Max. CompJMax. Ten. - AS forces 250 (Ib) or less except when shown. TOP CHORD 3-16=-275/891, 4-10=-128/802, 4-17=-839/217, 5-11=-961/473, 1-18=-145711060, 2-18=-11261804. 2-194448/1178, 3-19=410/1000 SOT CHORD I-20=471/694,1-21=-458/934. 2122.488/871, 9-22=411/986, 9-23=457/777, 23-24=4571777, 8-24=-6571777, 7-8=-629/707, 7-25=4291707, 25-26=4291707, 6-26=-629/707, 6-27=-552/886, 5-27=-552/886, 5-28=-269/508 WEBS 44=01583,4-8=-113481316, 3-8=-9631284, 2-94-1349/342,2-9=01582 Structural wood sheathing directly applied or 5-1-2 øc puffins. Rigid ceiling directly applied or 6.0-0 oc bracing. 1 Row at midpt 4-8,2-a Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCOLaI6.0psf BCDL6.0psf h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040-0 to 3-0-0, lntenor(1) 3-0-0 to 16-0-0, Exterlor(2) 164-0 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-C tar members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 This buss has been designed for a 10.0 ps1 bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction *120% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.0lb liv'e 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 DO 11331 Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 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 1844, a 50 lb down and 4 lb up at 13-6-0 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 buss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply MAGNOUA 2A COB COMMON I - Job Ref&ence (opbon) casTomla Tnjwrasne u.u.. mm, vik 53(U LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25. Plate lncrease=1.25 Uniform Loads (pit) Vert. 35Ol72, 1-3-72. 1O132O Concentrated Loads (lb) Vert. 24-50(8) 2550(8) awl; o.t,u 5 U9C U LU ID iMlL 0- ii C U tWO lvii 1011 Sr liii.. 11111 S4 - ID2FI3c9vothrEMVP7?S5SJz7t4q-4fzduOBH8sWdJtPXlORBXEJJRxk09kp9N8OSPybG Job Truss Truss Type Ply MAGNOLtA2A CO9 COMMON Fly 1 lJobReference(optional) I.au001a I lusi-rame u.u.. rem, UA. uzort, nun; as.,, 9 uec us,, ia rran 0.5W 9 UCC U Lid IC IVUICIt IflUU5UC9 IlIli. lIlt, 'Ji1 .1 It.Li .10 Lid IU r I lD2FI3c9,ocbrEMVP7?S5SJz7f4q-YrX?6MCvvAeUw1ScyXgldmYNrFp)C't'UyO1uy?FyOF 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 ' 5-3-1 • 3-0-15 ' 4-11-6 Scale = 1:51.9 3x4 = 4x8 = 3x6 L Us - Sd =4xS = 3d If = 4-11-6 . 13-3-12 13-5-8 18-6-8 1864 27-0-10 AI1 A.4. fl4i 5-148 11-112 fi-4-6 I 4-11-8 Plate Offsets (X,Y)- 1104-0,0-241, (2:0.0-1.0-241. (4:0-2 'i.Edqel, (0.0-3-0,0-1-121 170-1-15,0-0-81. (9:0-2-12,0-2-01 LOADING (pst) SPACING- 2-3-12 CSI. OEFL in Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TIC 0.69 Vert(LL) -022 8-9 '999 240 MT2O 220/195 TCDL 16.0 Lumber DOL 1.25 BC 092 Vert(CT) -0.81 8-9 '278 180 BCU. 0.0 Rep Stress lncr NO WS 0.76 Horz(CT) .0.05 1 n/a n/a BCDL 10.0 Code 13C2015/TP12014 Matrix-MSH Weight: 182 lb FT a 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD 2-"cc purlins (2-10-6 max.) SOT CHORD 2x8 OF SS G Except (Switched from sheeted: Spacing 3- 2411-0). B2: 2X4 OF StudlStd G, 61: 2x8 OF No2 G BOT CHORD Rigid ceiling dbectiy applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Itesize) lll89Medianical. 196210-5-8 (min. 0-1-81111-13630101-3-8 (min. 0-14) Max Hoiz783(LC 12) Max UpliIt7-151(LC 13), 177(LC 8). 11-137(LC 8) Max Grav71203(LC 24), 1962(LC 1), 111353(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 44=-290/91. 5-19=-138W231, 6-19=-1496/229, 6-204333/386, 7-20=-34071383. 1-21=-2105/121, 2-21-2027M". 2-22=-1435/254. 3-22=-1381/25S, 3-4-334/95 SOT CHORD 123z19I962, 1-24=-7011946, 12-24=-7011945. 12.25=190/1938, 11-25=-190/1938, 10-11=-16211359, 9-10=462/1359, 9-28=-414/2510, 8-28-41412510. 8-21=-383/3199, 7-21=-383/3199, 7-28=-16911582 WEBS 3-11=-267/141, 211=827/261. 2-12=-108/464, 6-9=-1279!276. 6.8=0/989, 3-5=-1148/206 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuftll0mph (3-second gust) Vasd87mph; TCOL6.0psf SCDLG Opof; h208 Cat. II; Erq, C; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0. Exterior(2) 16-0-0 to 1944, lnte,ior(1) 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-0.60 plate grip 00L1 60 This truss has been designed for a 100 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 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, nonconcunent with any other live loads. 91 Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-641, 50 lb down and 4th up at 13-5-Son bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1125. Plate lncreasel.25 Uniform Loads (pit) Vert: 4-7=43,11-4--43,13-116=23 Continued on page 2 Job Truss Truss Type Jr' My MAGNOLIA 2A C09 COMMON 2 Job Reference (optional) Unuma I rusI-rme LLU, Iem5, i. w,u LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11-50 9=-50 NUIE az4u 5 usc e wwo Innt &Aau S USC b u1S Ival ei inaussies INC. mu uci iL4fiS u1u raqe £ ID:ZFl3c9viobrEMVfP7?S5SJz7f4q-YrX?6MCvvAeUw1Sc6yXgklmYNrFpXVUyO1uy?Fy)(50F IrUSS truss Type Ply MAGN0UA2A CIO COt*AON 161111 I 1 Job Reference (optional) i.aa,un,, 1w5ildfl1 w..., rein, ii, urtutu tw:vz4us USC u uia rnnt 5.Z4U e usc a xuia 15 lax maUsnes, IflC. mu uci j 1(:15 U15 ID:ZFl3c9vxxbEMVlP7?S5SJz7f4q-YrX?8MCwAeUw1Sc5yXgklmadrGYXZ5yO1uy?FyX5OF 8-0-5 13-3-12 16-0-0 18-6-4 23-11-11 27-0-10 32-0-0 8-0-5 5-3-7 2-8-4 5-3-7 3.0-15 4-11-6 Scale' 1:51.9 30 = %4-- 3 519 3.50112 923 24 12 25 10 20 a 27 28 o'c 11 458 =3x6 II 6x8 =4X6 = 355 II 08 = 4-11-6 13-3-12 13.5-8 18.6-8 16-6-4 21-0-10 32-0-0 4-11.6 8.4-6 0.1112 5.1-fl 0.112 84-6 4-11.6 Plate Offsets (X.Y)— 11:0-1-15.0-0-121. (20-0-1.0441, 14:0-2-0.Edgel. (6:04-1.0-1-81.17:0-1-15.0-0-121 LOAOING(psf) SPACING- 2-0-0 CSL DEFL in (loG) 1/dell L/d PLATES GRIP TCLL 20.0 Plate GIIP DCL 125 IC 0.54 Vert(LL) -020 8-9 '999 240 MT20 2201195 ICOL 16.0 Lumber DOL 1.25 BC 088 Veit(CT) -0.15 8-9 '300 180 BCLL 0.0 • Rep Stress Ins' NO WS 0.66 Hoa(CT) -0.06 1 We nla BCDL 10.0 Code 18C201511P12014 Matrix-MSH Weight 182 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 2x8 OF No.20 Except' 801 CHORD 132:2X4 OF Stud/Std 0 WEBS 2X4 OF Stud/Std 0 REACTIONS. (lb/size) 710$1IlMechanical, 1847/05.8 (min. 04-8), 11115510-3-8 (n*t.0-1-8) Max Hcrz772(LC 12) I Max Uplift7431(LC 13), 187(LC8). 11-1I8(LC8) Max Gravl=1052(LC 24), 1847(LC 1), 11=1155(LC 1) Structural wood sheathing directly applied or 3-2-9 cc pullins. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection. in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 45z253/79. 5-19=-1257t205, 6-19=43571203, 620z2936/337, 720*3000l317, I-21=-18611101, 2-21=-17931127. 2-224-13041225, 3-22=-1256/226. 34=-293182 801 CHORD 123=.18i852, 1-24=43/1722,12-24=-"1722,12,26=-168/1730,11-2S--16811730. 10-11=-14511235. 910=145l1235, 9-26=-363/2231, 826=463I2231, 8-27=-33512819. 7-27=-33512819. 7-254-147/1343 WEBS 2-11=-7071226,2-124-1111441, 6-9=-110239, 8-8=0/907, 3-5=-10511182 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vu9=llOmph (3-second gust) Vasd-87mph; TCDL6.0psf; BCOLS.Opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extevior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0. Exterior(2) 16-0-0 to 19-0-0, Interior(l) 19-0-0 to 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 OOLz1.60 plate gap 001160 This buss has been designed for 510.0 psf bottom chord live load nonconcurrent with any other live toads. 4)This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tel by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSltTPl 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. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-8, and 50 lb down and 4 lb up at 13-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I I) Dead + Roof Live (balanced): tumber lncrease125, Plate lncreasel.25 Uniform Loads (pit) Veit 4-7-72, 1-4=-72, 13-154-20 Concentrated Loads (Ib) Vest: 11-S0 9=-SO I I- Iii I I I I Job truss Truss Type uly Ply MAGNOLIA 2A 005 FINK 6 Job Reference (optional) LJ1171d u njsrime uj.., rems, ,IJ1: 11.1011.15 uec D Zulu rii 53U 5 iec D wie iyiiiex X-1 Inc. I "11 4 1;4,;1s SU15 rqci ID2Fl3c9vrothrEMVfP7?S5SJz7f4q-015NJiDXgTmLY81ofr2vGyJijFehG816dhdVXiyX5OE 6-7-3 , 13-1-0 19-6-13 25.10-8 6-7-3 ' 6-5-13 I 6-5-13 6-3-11 Scale = 1:41.8 4x6 II 4x8 = 454 = 5x6 W8= 4x4 = 5x6 = 8-8-15 . 17-5-1 25-104 I 8-8-15 8-8-3 8-5-7 Plate Offsets MY)— 130441.04141l, 150-0-4.O-0-11, (5:0-7-7.0-0-21 LOADING (pst) SPACING- 240 CSL OEFL in (be) I/defl Lid PLATES GRIP TCLL 200 Plate Grip DCL 1.25 1 IC 0.71 Vert(LL) -0.43 6-8 '719 240 M120 2201195 TCDL 14.0 Lumber DCL 125 BC 0.75 Veit(CT) -0.86 6-8 '353 ISO BCLL 0.0 • Rep Stressina' YES WS 0.29 Horz(CT) 0.11 5 nla n/a BCOL 10.0 Code lBC2015rrPI2014 Matnx-MSH Weight. 98 lb FT Is 20% LUMBER- TOP CHORD 2X4OFNo.2G 801 CHORD 2X4 OF No.2 G WEBS 21(4 OF StudlStd G OTHERS 21(4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lblsize) I1139I0-3-8 (mm. 0-14), 5=1139/11tiediani0al Max Hciz169(LC 12) Max Uplift1.110(LC 8), 5-108(LC 9) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-9-3oc purlins. 807 CHORD Rigid ceEng directly applied or 10-0-0 oc bracing. Mifek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CciopNax. Ten. - AM farces 250 (lb) or less except when shown. TOP CHORD 1-19=-26321256, 2-19=-25131277, 2.20z.2301/206, 3-20-22231218, 3-21-21831211, 4-211-224V200.4-22-24311M. 5-22=-25331248 $01 CHORD 1.IS=.264/2434, 8-15=-26412434, 8-16=-93/1630. 7-16-9311630, 6-7-93/16* 6.17=-203/2346, 5-17=-203/2346. $-18=418/850 WEBS 2414881199, 3-8=-53/754, "-491698,4-6-4"189 NOTES- Unbalanced roof live loads have been considered (or this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasdz87mph; TCOL6.0ps( BCOLz$.opsf; h2* CaL II; Exp C; Enclosed; MWFRS (envelope) gable end zone and CC Exterior(2) 0-0-0 to 3-0.0. Interior(l) 3-0-0 to 13-1-0. Extericr(2) 13-1-0 to 16-1-0, Interior(l) 16-1-0 to 25-108 zone; cantilever left and right exposed; end vertical left and nghtexposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOLI.60 plate grip OOL1.60 This buss has been designed fora 10.0 pat bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.09sf 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. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 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, nonconcufrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MAGN0L2A D06 CAL HIP - - - Job Reference (optional) •..•••••• •...S•., rwfl. 9.LSU 5 5G U AU is ,-irni. O.qU 9 YUV U hU10 911195 111519111199, 1119. i flU V ,1 1;a(:ls £U19 rags i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-015NJiDXgTmLVB1ol'l2vGyJgeFceG7a6dhdVXiyX5OE 5-0-1 9-5-0 11-11-11 13-1-014-2-5 16-9-0 21-1-15 25-10-8 5-0-1 4-5-0 • 2-6-11 '1-1-5 1-1.5 2-6-11 4-4-15 4-841 Scale z 1:43.2 4x6 456 = 300 = 5x6 WB= 3x10 = 5x8 = I 9-5-0 18.90 25-10.8 4_c-n 7.44) 4.1R Plate Offsets (X,Y)— (30-2-8,O-2-01, [60-2-12,0-2-01(9:0-7-7,0-0-21. [6:0-0-4,0-0-11. [10:0-2-0,0-1-81.112:0-2.0.0-141 LOADING(psf) SPACING- 2-0.0 CSI. DEFL in (bc) Udefi L/d PLATES GRIP TCLL 200 Plate Grip DOL 125 TC 0.85 Vert(LL) -0.38 12-15 2862 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0,88 Vert(CT) -0.73 12-15 '423 180 BCU. 0.0 Rep Stress lncr NO WS 0.20 Ho,z(CT) 0.13 9 n/a n/a BCOL 10.0 Code lBC2015/TP12014 Matrix-MSH Weight 114th FT20% LUMBER- TOP CHORD 2X4DFNo2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G OTHERS 2x4 OF No.2 G(1) WEDGE Right 2x4 OF Stud/Sal -G REACTIONS. (lb/size) 1=1209/0-34 (mm. 0-18), 91211/Mechanical Max Ho.zl=83(LC 12) Max Upliftl-183(LC 8). 9=-183(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 34-12 oc pultins. except 0-0-00c putllns (4.04 max.): 3-6. Except 4.0-0 oc bracing: 3.6 SOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. Øb) - Max. ConJMax. Ten.- AN forces 250 (lb) or less except when shown. TOP CHORD 1-19-28471654.2-19-27"M, 2-3=-24901`714,3-20=-2338/820, 5-20=-2341/819, 5-21=-2306s'817. 6-21=-23031818, 6-8=-24501711, 8-22-2641/837,9-22=-27051624 BOT CHORD 1-23=482/2641. 12-23=682/2841, 12-24=-704/2514. 11-24=-70412514, 10-11=-704/2514. 10-25=-545/2505, 9-25=-545(2505, 9.284-212/906 WEBS 2-12=449/146, 3-12-1031482, 512=.372l285, 5-184-412(286, 6-10=-991461, 6-10=-253/123 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf, 8CDL'8.0psf h--20k Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 0-0-0 to 3-0.0, lnterlo41) 3-0-0 to 25-10-8 zone; cantilever left and light exposed; end vertical left and light 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 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 lead of 200psf on the bottom chord In all areas where a rectangle 345-0 tall by 2-0-0 wide Will 8t between the bottom chord and any other members. 6)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 26001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live leads. Graphical purl in representation does not depict the size or the orientation of the puttin along the top and/or bottom chord. LOAD CASE(S) Standard 3x4 4x6 4 nor —12- 4x6 Scale = 1:43.2 4x6 = 3x10 = 5x6 WB= 3x10 = 656 = 9-5-0 • 18-9-0 25-10-8 7.Afl 4.1.5 C% Twss 1 russ lype rob MAGNOUA2A 007 CAI. HIP Iljty 1 Ily 1 1 job Reference (optional) UMrKWMd I,U5rIdnIL S3(U I%un:5.44u5 usc b*I1arnrn:a.4u9uec sxulsMllexlngusmes.Inc. unuuci Tiz5f5ozinu ragei ID:ZFl3c9vxxbtEMVfP7?S5SJz7f4q-015NJiDXgTmLYB1off2vGyJjvFcwG7Z6dhdVXiyX5OE 5-0-1 9-5-0 9-11-11 13-1-0 16-2-5 16-9-i) 21-1-15 25-10-8 5-0-1 4-5-0 d.6-11 3-1-5 3-1-5 (/-6-l'l 4-4-15 4-89 Plate Offsets (XY)- 110-2-4.0-2-01.16:0-2-4.0-2-M, 17:0-7-7.0-0-21. f7-0-0-4.0-0-11. 18:0-2-0.0-1-81.(10:0-2-0,0-1-81 LOADING(PSf) SPACING- 2-0-0 CSI. DEFL in (loG) I/deS IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.70 Vert(LL) -0.36 10-13 >882 240 MT20 220/195 TCDL 14.0 Lumber OOL 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 1BC20151TP12014 Matrix-MSH Weight: 108 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 2x4 OF Stud/STD G(2) WEDGE Right 20 OF Stud!Std -G REACTIONS. (lb/size) 1=113910-3-8 (mm. 0-1-8). 7=1139/Mechanical Max Hoiz150(LC 12) Max Upllft1-130(LC 8). 7=-129(LC 9) BRACING. TOP CHORD Structural wood sheathing directly applied or 3-6-1300 purtins, except 0-0-0 cc puilins (4-3-1 max.): 3-5. Except 4-3-0 cc bracing: 3-5 801 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer I Installation guide. FORCES. (Ib) - Max. CornpJMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-17=-2668/341, 2-17=-26101356, 2-3-2258/250, 3.4=-2100/255, 4-5--2066/253, 5-6=-2209/247, 6-18=-24781333, 7-164-2535/321 BOT CHORD 1-19=-33212476, 10-164-332/2476. 10-20=-21612284. 9-20=-216/2284, 8-64-216/2284, 8-21-27112351, 7-21=-27112351, 7-22=-107l849 WEBS 2-10=-4231176. 3-10=0/483, 4-10=-3531110, 4-8=-3931108, 5-8=0/484. 6-8=-332/156 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd-87mph; TCDL'8.0psf; BCDL6.0psf, h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3.0-0, Interior(1) 3-0-0 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 DOLI.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 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. nonconcunent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1 Job jiruss jTruss Type Qty I MAGNOUA2A 008 CAt. HIP 1 I 21 Job Reference (optional) %asiarila Ijusi-isme ui..., reins, , s,,u ruin D.hU 5 USC U LU1O riirii: D4U S USC U SV1O MIIUC InuUsuiS5, SiC. inS ...iui .i iu eu.. i-sue IDZFI3c9vothrEMVfP7?S5SJz7f4q-UEfmX2D9RnuCALc,0NZ8pAszdf4d?bWrLN238yX5OD 3-8-4 7-54 711-11 13-1-0 18-2-5 18-9. 22-5-12 25-10-8 3-8-4 3-8-12 O6-1'1 5-1-5 5-1.5 O!.6_11 3-8-12 3-4-12 Scale = 1:43.2 4x6 = 4.00111 3x10 = 4x6 = - 16 19 '' 20 ' 9 21 22 23 4x8 = 3x8 = 54 W8 3x8 = 6x6 = 8x8 II 2x411 7-5-0 13-1-0 18-9-0 . 25-10-8 I c.n c.n.n c.n.n • 7_I_fl Plate Offsets (X.Y)— t0-2-3.Edae1. (1:0.0-0,0-1-51, 13:0-2-0.0-2-01.15:0-2-0.0-2-01, 170-7-7.0-0-21. 17:0.0-4,0-0-Il. [8:0-2-12,0-1-81. [11:0-2-0,0-1-81 LOADING(psf) SPACING- 2-0-0 CSL DEPL in (loG) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.32 Vert(LL) -0.08 8-10 "999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.26 8-10 2,999 180 BCLL 0.0 * Rep Stress mu NO W8 0.14 Horz(CT) 0.07 7 nla n/a BCOL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 225 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G OTHERS 2x4 OF Stud/STD G(2) SOT CHORD WEDGE Left 2x4 OF StudlStd -G. Right 2x4 OF StudlStd -G REACTIONS. (lbfsize) 1=1139/0-3-8 (mm. 0-1.8), 7=1139lMechanical Max Horz1-40(LC 8) Max Upllftl=-138(LC 4). 7-137(LC 5) FORCES. (Ib) - Max. Co.xpiMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-26131361, 2-3=-24811303, 3-4=-2315/30$, 4-5--22561296, 5-6=-23951293, 6-7=-24911337 SOT CHORD 1-18=-17111198. 1-19-332494, 11-19=-33512494, 11-20=-32512967, 10-20--32512967, 9-10=-32512967, 9-21=-32512967, 8-21=-32512967, 822=283I2298. 7-22=-283!2298, 7-23=-118/919 WEBS 3-11=01492, 411.818/147, 4-10=01358, 4-8=-874/153, 5-8=01466 Structural wood sheathing directly applied or 6-0-0 cc purtins. except 0-0-0 cc purlins (6-0.0 max.): 3-5. Except 6.0-0 cc bracing: 3-5 Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- 1)2-ply truss to be connected together with lOd (0.1314) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as [allows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 044 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCOL6.0psf 8C0L6.0psf h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL=1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSII'TPI 1. Ii) This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. 12) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Type QtyPly MAGNOUA2A 7009ss FINK 3 Job Reference (optional) I.,dllwnla I wsrrsrne U.A,.. rems. ,.,. swu NWJ S.SU 5 USC o LUiD ruin; S.4U s usc a uia ivuirs unausulan, inc. p nu VUL .0 1s.,,cu 4UIS rnas I lD2Fl3c9viocbrEMVfP7?S5SJz7f4q-UEffliX2D9RnuCALc_DNZ8pAsvwf_?ZJFrLN238yX500 8-7-3 13-1-0 19-6-13 . 26-2-0 6-7-3 6-5-13 6.5-13 6-7-3 Scale = 1:42.2 44 It 4x8 = 454 = 5x6 WB= 4x4 = 4i6 = 8-845 17-5-1 26-2-0 I 6-4-15 8-8-3 1 8-8-15 Plate Offsets (XV)— (3:0-0-0.0401 LOADING (pal) SPACING- 2-0-0 CSI. DEFL in (too) lldell L/d PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 0.62 Vert(LL) -0.43 6.8 "723 240 MT2O 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vett(CT) .0.87 6-8 '360 180 BCLL 0.0 • Rep Stress Inor YES INS 0.29 Horz(CT) 0.12 5 n/a ala BCDL 10_0 Code IBC2015s'1P12014 Matrix-MSH Weight 98 lb FT 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF N0.2 G WEBS 2X4 OF StudlStd S OTHERS 2X4 OF Stud/Std S REACTIONS. (lb/size) 5=115110-3.8 (mm. 0-1-8), 1=1151/044 (min. 0-1-8) Max lloiz 1-67(LC 17) Max Upli-1111(LC 9), 1-111(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-4oc putluns. SOT CHORD Rigid ceiling directly applied or 10-0-0oc 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 Was except when shown. TOP CHORD 1-18-26681258. 2-18=-2549/279, 2-19-2338/208, 3-19-2259/220, 3-20-2259/220 4-20=-23361209, 4-21=-2549/280, 5-21=-26681259 801 CHORD 1-15=-264/2467, 8-15=-264/2467, 8-16=-92/1668, 7-16=-92/1668, 6-7-92/1658. 6-117=414r2467.6-117=41412467 WEBS 2-8=487/199, 3.8=-55/749. 3.5=-5$/749, 4-5=-487/199 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL40.0ps BCOL6.0pst h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0.0, Interior(1) 3-0-01013-1-0, Exterior(2) 13-1-0 to 16-1-0, Interior(l) 16-1-0 to 26-2-0 zone; cantilever left and right exposed; and vertical left and right exposed;C-C for members and fames & 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 nonconcunwnt with any other live loads. This buss has been designed fora live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 240411 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.Gb bye located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard Job Truss I russ Type r1_7 MAGNOLIA 2A 010 GABLE Job Reference (opbonal) caaramla Tni5,-rame U..L. I'emS. cA. V401U null o.au. u &V.Q run,. u.a,, IJVLU&W IC Wlflfl IIIMUCUICO. 1111.. I 'C I.C' .' -- ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-yOD8kOEnC503ntJBAm44NMNO9?3Hvk?W04?6CbaYX%bC 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 4-641 Scale = 1:41.7 5x6 = 4x4 = a" u- .,fl-.- 4x4 LOAOING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code 1BC201511P12014 CSI. IC 0.28 Sc 0.90 WS 0.36 Matiix-MSH DEFL in Vert(LL) -0.29 Vert(CT) -0.67 Horz(CT) 0.11 (Ice) Well Lid 6-8 >999 240 6-8 >472 180 5 n/a n/a PLATES GRIP MT20 2201195 Weight: 334 lb FT = 20% BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c pullins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X6 OF No.2 G Except' W2,W4: 2X4 OF StudlStd G OTHERS 2X4 OF StudlStd G*Except' STS: 2x8 OF No.2 G REACTIONS. (lb/size) 5=206310-34 (mm. 0-1-8). 12063/0-3-8 (mm. 0-1-8) Max Ho.z1$7(LC 12) Max Upli-292(LC 5), 1-292(LC 4) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 141 =-5049/788. 2-41-4936/779, 2-3=4702(733, 34z4702I734, 4-42-49361779, 542-5049/789 BOT CHORD 1-34=-390/2085, 1-35=-741/4734, 35-35=-74114734, 8-36=-74114734. 8-37=-41613210, 7-37=416/3210 ,6-7=-416/3210, 6-38=-69214734, 38-39-692/4734. 539=-692/4734, 5.40=-35712085 WEBS 2-8=-592/221, 3-8=-28911775, 3-6=-29011775. 44=-5921222 NOTES- 2-ply buss to be connected together with lOd (0.131"x3) 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 04-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf BCDL6.0psf; 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 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 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 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 bu Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 445-0 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 4-641 on top chord. The designlselection of such connection device(s) is the responsibility of othei LOAD CASE(S) Standard Continued on page 2 I I I I Job Truss 1 russ 1 ype Ply MAGNOLIA 2A D10 - I GABLE - -- 10"I 2 Job Reference (opbon&) - - - - - Califoava TruaFrame LLC., Perns, CA 92510 lun:8.240s ON 52019Pnnt 9.24usUec 92019 Mllelclnausm!s,mc. inuuc J14r.2,2Ina rages lD2Fl3c9v,ocbrEMVfP7?S5SJz7f4q-yQD8kOEnC5O3nUBAm44NMNO9?3Hv1(?W04?6cbayX5OC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncsease1.25, Plate lncrease1.25 Uniform Loads (pit) Vert 31-35--31(F-11). 35-39=-I 03(F-83), 28-39-31(F=-II), 1-3=-68, 3.568 Concentrated Loads (lb) Veit: 41=-153(F) 42153(F) Scale = 1:25.1 4x6 = 3= 25 12 26 11 27 10 28 9 29 8 30 7 31 6 32 5 33 4 34 3= JOB Truss Truss Type lutY Piy MAGNOUA2A E01 GABLE 1 Job Reference (optional) (dP1OflUd irusrimg ui.... rums, L.P. itu NIS1; D.4U S iec S U1S rum: s.,u 5 i,ec C 4U15 IVUISK rnaustnss. mc. mu UCI .3 1L.3L suis rags 1 lD2FI3c9v1othrMVlP7?S5SJz7f4q-RcmWykFPzO8wPemNKobcubxJ4SjITXNYJIs981yX5OB 6-0.0 16-0-0 I 6-0.0 6-0.0 I 16-0.0 16-0.0 Plate Offsets (.Y)- 1*0-3.0,EdqeJ, [3:0-3-0,Edae] LOADING(psi) SPACING- 24.0 CSL DEFL. in (We) Vdetl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.32 Ve,t(LL) nla - nla 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(C1) nla - nfa 999 ECU. 0.0 * Rep Stress mci YES WE 0.00 Hofz(CT) 0.03 3 Wa nla BCDL 10.0 Code lBC2015ITPI2014 Matrix-SH Weight: 73 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X8 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceding directly applied or 6-0.0cc bracing, OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Al beatings 16-0-0. (Tb)- MxHozl37(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 84) Max Gray All reactions 250 lb or less at joint(s) 11,5 except 1449(LC 65). 3=449(LC 75), 8279(LC 70), 9=273(LC 69), 10=290(LC 88), 12=381(t.0 66), 7=273(LC 71), 6=290(LC 72), 4381(LC 74) FORCES. (Ib) - Max. Con'piMax. Ten. - Al forces 250 (Tb) or less except when shown. TOP CHORD 11-21=10271899,21-22=41M81, 2-22--4WMSS, 2-23-909I669. 23-24=-9281136, 3.24=10271913 SOT CHORD 1-25=4201934, 12-25=-754/888, 12-26=.687!888, 11-26-6541888, 11.276201888, 10-27=-5811888, 10-28=-547/888, 9-28=5201888. 9-29=487/888, 8-294501388, 8-30=4491888,7-30=487/888, 7-31=-5201888, 6-31=-5471888, 6-32=-587I883, 5-32=-620/888,5-33=6541888.4-33=-687/888, 4-34=7541888. 3-34=420/934 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 1-10; VultllOmph (3-second gust) Vasd87mph; TCDL'.6.0ps1 BCDL6.0psf h2011 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 04-0 to 3-0-0, Exterior(2) 3-0-0 to 8.0-0, Comer(3) 840 to 114)-0, Exterior(2) 1140-0 to 16.0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLI.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult quartited building designer as per ANSI!TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4.0cc. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other We loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 240-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 207b 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 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 IN 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 00L(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 1644 for 50.0 plf. LOAD CASE(S) Standard job ITruss 1Truss type Uty Ply MAGNOLIA 2A E02 6 lJob 1COMMON - Reference (Wonal) - tauonpa I rusrrame i.t.t.., rams, ta VflfU nil,; 0.cau 5 USC C LU IC nil. 0.hiiJ C USC C LUIC 55101'. IISIU5Ums, 50. 1.111W lD:ZFl3cocbrEMVtP7?S5SJz7f4q.RcmWykFPzO8wPemNKobcubxCXShxTV5YJh981ybB 8-0-0 16.0-0 I 1 8-0-0 8-0-0 Scale = 1:25.8 4x6 = 2x4 4x4 = 414 = 8-0-0 18-0-0 I 8-0.0 840 -- Plate Offsets (XX)- ':Edge,0-2-0l, 20-3-0.0-2-81, (3:Edge.0-2-0I LOADING(psi) SPACING- 2-0-0 CSL OEFL in (lc) Ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Veit(LL) -0.27 4-7 404 240 MT20 2201195 TCDL 14.0 Lumber DCL 1.25 BC 0.65 Vert(CT) .0.47 4-7 "405 180 SCLL 0.0 • Rep Stress lncr YES WS 0.15 Hoff(CT) 0.03 1 nla rile SCDL 10.0 Code 18C2015/TP12014 Matrix.MSH Weight: 47 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 294 OP No.2 G WEBS 2X4 OF Stud1Std G REACTIONS. (Iblsize) 1704/0-54 (mit 0-1-8)1 3704/0.5.8 (mm. 0-1-8) Max Hoiz 1=36(LC 12) Max Uplift1.07(LC 81 3.67(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2.0 cc pulllns. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Musk recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CornpJMax. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 1111406l133, 13.141333l131, 3-14=-14061133 BOT CHORD 1.1501.87/1280. 415=.87t1280, 4.16.87l1280, 3-16=4711280 WEBS 24=01425 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL=8.opsf. SCDl.8.0pSl h2011 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C, Extezior(2)044 to 3-0-0. lnterior1) 344 to 8-0-0, Exterior(2) 844 to 11.0.0, Interior(l) 11-0-0 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 DOL1.60 plate grip DOLs'1.60 This truss has been designed for a 10.0 pal 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 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.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard Job Truss rruss lype ly I MAGNOUA2A F01 GAB 1 1 Lotr - Reference(optional) uallroflhla misname L, rerns, UL tMoru MH;G~WD :H33w5NME2O22Nz35P2z704C-voKu94G2kIGn1oLZuV6rROUVKS7pCZ3hXJbjgTYOA 7-6-0 . 15-0-0 I 7-6-0 • 7-641 Scale = 1:23.5 5x6 = 30 17 10 18 9 19 8 20 7 21 6 22 5 23 4 24 3x4 = = 2x4 II 7-641 . 15-0-0 I i-a-n 1.641 Plate Offsets (X,Y)— 0:0-2-0,Eifoel, 12:0-3-0,0-3.01, [3:0-2 ',Edoe1 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.29 Vert(LL) n/a - nla 999 MT20 2201195 ICOL 14.0 Lumber DOL 125 BC 0.29 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Ho,z(CT) 0.00 7 n/a n/a BCDL 10.0 Code IBC2015!TPl2014 Matrix-SH Weight: 66 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 64-0 oc purlins. SOT CHORD 2X4 OF No.20 SOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-0-0. (!b)- MaxHoiz135(LC44) Max Uplift All uplift 100 lb or less atjoint(s) 10,4 except 1-170(LC 27), 3.174(LC 30), 7=-106(LC 8). 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(LC 70) FORCES. (lb) - Max. CornpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-25=-4781450.2r3-26-2511278.27-28--2511273,3-28=478/441 BOT CHORD 1-17=-401/414,10-17=-3081329,4-24---=1326,3-24=-401/422 WEBS 2-7=-5151146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 740; Vultllomph (3-second gust) Vasdz87mph; TCDL6.0psf BCDLS.opsf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3.0-0, Interior(l) 3-0-0 to 7-6-0, Exterior(2) 7.6-0 to 10-6-0. lnterlor(1) 10-6-0 to 154W zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate grip 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 ANSlITPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0oc. This truss has been designed for a 10.0 psf bottom chord live load noncoricurrent with any other live loads. This Was has been designed for a We 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 bass has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resist drag Ic along bottom chord from 040 to 15-0-0 for 53.3 pg. LOAD CASE(S) Standard Ii I Job Truss truss Type Uly Ply MAGNOUA2A F02 I IUNGPOST 2 1 IJbReference(optionafl - Calitonlu TlUStrame IJ.C., Penis, CA, 92010 nun; e.r4u 5 USC 0 Zulu rflfll. C.viU 5 USC U U IS IViIi 55 iflUU5UW5, inc. •rn. s. . rvi ID:H33w5zlNME2Ocp22Nz35P2z704C-N?uGMQGgV0OefywtSDe4Z00a7GOEXPlrmZLGCVYX5O9 7-6-0 15-0-0 7-6-0 7-6-0 Scale: 112'l' 4x6 = x4 II 4x4 454 = LOADING(pst) TCU. 20O TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING- 24-0 Plate Grip DCL 1.25 Lumber DCL 1.25 Rep Stress Inor YES Code I8C2015/1P12014 CSI. DEFL in (bc) Udell L/d 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 Hoiz(CT) 0.02 1 n/a n/a Matrix-MSH PLATES GRIP MT20 220/195 Weight: 45 lb FT = 20% LUMBER- BRACING- Structural wood sheathing directly applied or 4-1-00c purina. TOP CHORD 2X4 OF No.2 G TOP CHORD GOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=660/0-3-8 (mm. 0-1-8). 3=660/044 (mm. 0-14) Max Hotzl=34(LC 16) Max UpIif1t162(LC 8), 3-62(LC 9) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13-13091136, 13141241/138, 2-14-1231/151, 2-15-1231/151, 15161241I138, ' 3-16=-1309/136 SOT CHORD 1-11-90!1191, 4-11=-9011191, 4-12=-90/1191, 3-12=-90/1191 WEBS 2-41411 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultviul0mph (3-second gust) Vasd87mph; TCOL6.0psf BCDLvi6.opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 3.0.0, Interior(1) 340 to 7-6-0, Extenor(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 DOL=1.60 plate grip DOLI.60 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 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 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1 Job Truss Truss Type Ply MAGNOliA 2A FOS KINGPOST I""' 1 Job Reference (optional) I..aunan.a Inlsr,dme ui.., reins. ¶.J'.. 545(U Nun: 5240 S usc a xoia MW. 52405 uec a xuia MITCK IflOUSSISS, InC. IflU UCI S 1Z314 5015 I5Q5 1 ID:H33w5zlNME2Ocp22Nz35P2z704C.N?uGMOGgV0OefywlSDe4z00alGNpxKkmizLGCvyX5O9 I 7-6.0 1 15-0-0 7-6-0 7-6-0 Scale = 1:23.5 D=800# 4x6 = 12 '' -- 555 5x6 5-3-13 9-8-3 15-0-0 I 5.2.12 5.4.5 5.2.12 Plate Offsets (X,Y)— f10.3.0O.2.41, [3:0-3-0,0-241. 14:0-240,0-0-12l. F5:0-2-0.0411-' LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (bc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.70 Vert(LL) -0.09 4-5 "999 240 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 0.69 Veft(CT) -0.30 4-5 '606 180 BCLL 0.0 Rep Stress mc, NO WS 0,48 l-lorz(CT) 0.05 3 We n/a SCDI. 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 123 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X6 OF No.2 G 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 Hoiz134(LC 38) Max Upllftl=-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 puffins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. CoispiMax. Ten. -AU forces 250 ((b) or less except when shown. TOP CHORD 1-2=-64091800. 2-3=-6409/800 SOT CHORD 1.12=.38176.1-13=-619)6137,13-14=45116137.5-14=-45116137,W3 5-15--334/44l4, 4.1533414414, 4.16=.42516112, 16-17=-42516112, 3-17=-59316112, 3-18=-37213161 WEBS 2-5=-16712450, 2-4=-167/2450 NOTES- 1)2-ply buss to be connected together with 106 (0.131x3) 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 0-94 oc. Webs connected as follows: 2x4 -1 row at 0-941 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) Vasd'67mph; TCDL=5.0psf 8CDL'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 DOLI.60 plate grip DOLe1.60 This buss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 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 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 Chord, nonconcwrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 240, 134-0 to 15-0-0 for 200.0 p11. Glider carries tie-in span(s): 15-0-0 from 0-0-0 to 15-04 LOAD CASE(S) Standard i) Dead + Roof Live (balanced): Lumber Increase-- 1.25, Plate 1nccease125 Uniform Loads (pit) Vert &9=300(F.280).1-2=68, 2-3=-68 Job Truss 1lruss Type Qty 118 ly MAGNOUA 2A P07 GABLE 1 1 Job Reference (optional) California TnisFrarne LLC., Penis, CA 92570 Run: 8,240 5 Oec Print 8,240 a Dec 6 2018 MTek Indusbies, Inc. Thu Oct 312:37:25 2019 Page 1 lD:H33w5zlNME20cp22Nz35P2z704C-,SSfalHlGJWG6Uy?w9JWDZrrgoKguc_7d4pkMyX508 (-6-U 15-U-0 I 76-0 7-6-1) Scale = 1:23.5 SxG = in a 11 10 18 9 19 8 20 7 21 8 22 5 23 4 24 3x4 354 2x4 II I 1-6-0 15-0-0 I 7_sn 7_n_n Plate Offsets (XV)— f1l :0-2-0,Edqe1, I20-3-0.0-3-01, f30-2-.Edge1 LOADING(psi) SPACING- 2-0-0 CSI DEFL in (lc) Vdefl lid PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 IC 0.29 Vert(LL) n/a - n/a 999 M120 220/195 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 0.03 Harz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c pudlns. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2*8 OF No.2 G MiTek 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. AJ bearings 15-0-0. (lb) - Max Hoiz1-35(LC 38) Max Uplift All uplift 100 t or less at joint(s) 10,4 except 1-168(LC 27), 3-173(LC 38), 7=409(LC 81 9=-135(LC 55), 5=.135(LC 62) Max Gray All reactions 250 lb or less at joint(s) 9,5 except 1360(LC 63), 3360(LC 71). 7541(LC 1), 8=290(LC 66), 10=351(LC 64), 8290(LC 68), 4=361(LC 70) FORCES. (lb) - Max. CompiMax. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-25=4W".26-26--2401274,27-28--24e266.3-28--4661436 801 CHORD 1-17---3911418, 10-17=-3041326, 4-24=304/325, 3-24=-3971419 WEBS 2-7=-5261149 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.opsf BCDL40.0p5f h201% CaL II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-04), Interior(1) 3-0-0 to 7-641. Exterior(2) 7-6411 to 10-64). Interior(l) 10-64) to 15-0-0 zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip 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/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 144cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This 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 stall 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 DOL=(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 15411-0 for 53.3 p11. LOAD CASE(S) Standard Scale = 123.6 5x8 D=800# I Job TrUSS I I russType Oty Ply MAGNOLIA 2A FO8 OUEENPOST 1 Job Reference (optional) - - - - awmnua I msrrame LLI... reins, UM. VAUIU nun. D..L,IJ 5 LPSC U 41110 neiL O.OIU S Ufl U 41110 III CII IJIUU5UIC5. III.. 1110 .1 II . £1110 ID:H33w5zlNME2Ocp22Nz35P2z704C8SfaIHlGJWVG6y?w9JWDZllgkBgtad4pkMy)&8 I 3-11-5 7.5.() 11-0-11 14-9-0 3-11-5 3-6-11 3-6-11 3-8-5 454 = 1 2x4 lb 3x8 II 4x4 7-6-0 14-9-0 I 7-3.0 Plate Offsets (X.Y)— 11:0-1-90-2-01, (2.-0-3-0,Edgel. 13:0-3-1.Edgel. (3:0-0-0,0-1-17' LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Veit(LL) n/a - n/a 999 M120 2201195 TCDL 14.0 Lumber OOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress lncr YES WE 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code lBC2015lTPI2014 Matrix-SH Weight: 45 lb FT = 20% LUMBER- SOT CHORD 2X4 OF No2 G TOP CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF StudlStd -G BRACING- TOP CHORD SOT CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. Rigid ceiling directly applied or 640 oc bracing. r ièèmiteids that Stabilizers and required a'oss bracing be talled during truss erection, in accordance with Stabilizer stallation guide. REACTtONS. (lb/size) 1281114-9-0 (min. 0-1-8). 3=268114-9-0 (mm. 0-1-8), 4=749114-9-0 (mm. 0-1-8) Max llorzl=37(LC 36) Max upllftl-145(LC 27). 3=-204(LC 38), 4=-93(LC 27) Max Grav1400(LC 57), 3393(LC 59), 4=749(LC 1) FORCES. (Ib) - Max. CompfMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-394/362. 2.1a=281/296, 10-11=-333/341, 3-11=-5611522 SOT CHORD 1-5=318/349.5-64-318/349, 4-6=301/332, 47=.223/259, 3-7=-4761507 WEBS 2.4=496/189 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE7-10; VulI=llomph (3-second gust) Vasd87mph; TCDL=8.0ps1 BCDL6.opsf; h2011 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-6-0, Exterior(2) 746-0 to 10-6-0, lnterlor(1) 10-6-0 to 14-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L160 Gable requires continuous bottom chord bearing. - This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This 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 DOLC(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-7-0 to 14-941 for 98.0 pIt. LOAD CASE(S) Standard Truss iruss Type Fly NOLlA2A F09 KINGPOST i 1111Y 7 1 lJob Reference Worial) - cavOiTIra Tnlwrame U.I. ItemS, up.. uoiu Nun: a.qu 5 U?C £U1 rnn1 o.qu 5 wrc S 4U15 551511 IflUU5l!I55, Il, I nIl .s II .5 II s lD:H33w5zINME2Ocp22Nz35P2z704C-JN01n5lw1deMuG38ZegY3R6wU33bPJK8EHqNHOyX5O7 7-6-0 • 14-9-0 7-6-0 7-3-0 Scale = 1:23.6 456 = I X4 454 = 456 = LOADING(psf) SPACING- 2-0-0 CSI. TC 0.68 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BC 0.61 BCLL 0.0 • Rep Stress lncr YES WS 0.13 BCOL 10.0 Code IBC2015lTP12014 Matrix-MSH LUMBER- TOP CHORD 2X4 OF No.2 G GOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 3649/Mechanical, 16491044 (mm. 0-1-8) Max Homz335(LC 12) Max Uplift341(LC 9), 1=.62(LC 8) DEFL in (lc) Ildefi L/d PLATES GRIP Vert(LL) -0.23 4-10 775 240 MT20 2201195 Vert(CT) -0.40 4-10 438 180 Hoiz(CT) -0.02 3 n(a nla Weight: 45 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc puttins. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-13=-11841149. 13-14=-1191/136, 3-14=-12621135, 1-15=-12591133, 16-16=-1191I135, 2-16=-11811148 SOT CHORD 1-11=.8811143, 4-11=-88/1143, 4-12=4811143.3-12=4811143 WEBS 2.4I399 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.0p5f BCDL6.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, lntenor(1) 3-0-0 to 7-641. Exterior(2) 7-641 to 10-641, Interior(1) 1044 to 14-9-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.80 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 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. 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 ANSl!TPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job liuss iruss Type uty Irly MAGNOLIA 2A MOI JACK-CLOSED GIRDER 1 Job Reference (optional) COMM TrUSii,me U.L. Penis, CA. 92TO Run: 8.2405 Dec b 2018 Print 8.240 $ Dec 15511 lisTek In8u5tties, Inc. Thu oct s 125125 2019 P$8 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.JN01n5lw1deMuG38ZegY3R63t3BcPLV8EHqNHoyX5O7 4.10-3 • 8-0-0 4-10-3 3-1-13 2x4 II Scale = 1:17.5 556 = 4-10-3 8-0-0 Plate Offsets (XX)— (1:0-2-12.0-2-81. (4:0-1-12.0-2-01. 15:0-4-8.0-1-81 LOAOING(psf) SPACING- 2-0-0 CSL DEFL in (icc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.01 54 '999 240 MT20 2201195 TCDL 14.0 Lumber 001. 125 BC 0.10 Vert(CT) -0.02 5-8 1-,999 180 BCLL 0.0 Rep Stress Incr NO WS 0.06 Horz(Cl) 0.00 4 n/a n/a BCDL 10.0 Code lBC2015lTPl2014 Matrix-MP Weight: 74 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2 G BOT CHORD 2X6 OF No2 G WEBS 2X4 OF Stud/Std G REACtiONS. (lb/size) 1346-5-8 (mm. 0-11-8),4=346/Mechanical Max HOrZI=90(LC 7) Max Up1ft1-40(LC 4). 4=-52(LC 4) Max Grav1439(LC 22), 4439(LC 25) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purtins. except end verticals. 801 CHORD Rigid ceiling directly applied or 10-0-0cc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-2=-589/68 801 CHORD 1-10-441334, 1-11=-661552, 5.11=-$61552. 5-12=-86/552, 4-12=-66/552 WEBS 2-5=0/329, 2-4=418199 NOTES- 1)2-ply truss to be connected togetherwith lCd (0i31')?) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-941 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 044cc. Al 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 In distribute only loads noted as (F) or (B). unless otherwise indicated. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL6.Opsf BCOL.=6.opsf; h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; arid 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 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-U 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. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This buss has been designed fora moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard D=800# 354 = 2x4 II 4-6-0 4.5.0 Job Truss Truss Type lQty Ply MAGNOUA 2A M04 MONO TRUSS II I Job Reference (optional) mrrums LI... rsuI5 .dt SC51U lWt *(5U 5 USC S U1* rr.U: 514U S USC S U1S 511155 U15USU155 inc. i flU UCL - U1V IS9S I ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q.naaP?RJVoxmDWPelthBnbeeAUTTt8ocHSxZwEyX5O6 I 4.5.0 4.6.0 Scales 1:11.5 Plate Offsets ((Y)— 11:0-041.04-11 LOADING(pst) SPACING- 24)-0 CSI. OEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate GilpDOL 1.25 IC 0.34 Vert(LL) -0.06 3-6 s.395 240 MT20 220(195 TCDL 14.0 Lumber DOL 1.25 BC 0.36 Veit(CT) -0.10 3-6 s513 180 BCLL 0.0 * Rep Stress lncr NO WB 0.00 HOI2(CT) 0.01 1 n/a We BCDL 10.0 Code 18C2015/TP12014 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 cc purlins. except SOT CHORD 2X4 OF No.2 G end verticals. WEBS 2X4 OF Stud/Std G GOT CHORD Rigid ceiling directly applied or 6.0-0cc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 119210-348 (mm. 0-1-8),3=192/Mechanical Max Horz153(LC 34) Max Upliftl=-280(LC 27). 3=-63(LC 36) Max Gravl=363(LC 48), 3355(LC $5) FORCES. (lb) - Max. ConJMax. Ten. - N forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-7821730, 2-8'-3011292 801 CHORD 1-7-7231725, 3-7=-3711367 NOTES- 1)Wind: ASCE 7-10; vultllomph (3-second gust) Vasd=87mph; TCOL8.0psf BCDL=6.0psf; h=2011 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interim(l) 3-0-0 to 4-44 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 pet 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 24-0 wide will III between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0.0-0 to 4-6.0 for 177.8 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOLIA 2A M05 MONO CAL HIP I - - - JobRofce(opUon) uaiiromia I tusrranie t.u..., rams, t.A. flwu flU(L agqu a usc a v is rIB,,. a.t.0 a usc a u u a,, usa u,,uuaujca. un- •IIM -n - L&.'Il.0 CMIB I ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeK7LBnbee9xTfl'8mJHSxZwpEyX5O6 8 -3-12 1-9-8 1-9,132-5-4 -3-12 1-5-12 0-0-5 0-7-7 544 5x16 = Scale = 1:151 354 = R12 1-9-8 . 2-5-4 • 7-9-8 12 1-5-12 0-7-12 • 544 Plate Offsets (XV)— [3:0-11-4.0-1-81.[4-0-1-5.0-1-81,[7:0-1-8.0-1-81 LOADING (pet) SPACING. 2-0.0 CSI. DEFI.. in (loG) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.44 Vert(LL) -006 5-11 "999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.12 5-11 2,770 180 BCLL 0.0w Rep Stress mci NO WS 0.15 Hoa(CT) .0.01 4 cite nla SCOL 10.0 Code I8C2015ITPI2014 Matrix-81P Weight: 32 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4DFNo.2G TOP CHORD BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (lb/size) 4=329/0-3-8 (mm. 0-1-81 7=357/Mechanical Max Horz4=-55(LC 9) Max Uplift4=-33(LC 9), 7-28(LC 8) Max Grav4=429(LC 37), 7=455(LC 27) FORCES. (lb) - Max. ConJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-12-412168, 12-13=-414160, 4-13=-432153 BOT CHORD 7-14=-66/309,6-14=-66/309, 6-15=-771310, 5-15=-771310. 5-16---811397. 4-16=-811397 WEBS 3.5-20/580. 3-6=-3461132,3-7=450/96 Structural wood sheathing directly applied or 6-0-0 oc purina, except 0-0-0 oc purina (6.0.0 max.): 1-3. Rigid ceiling directly applied or 10.0-0or. bracing. MiTeic 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; TCDLS.opsf; 8CD1.8.0psf h=201t; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 6-3-11. Interior(l) 6-3-11 to 7-941 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 DOL1.60 Provide adequate drainage to prevent water pending. 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 20.0ps1 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. 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 Truss NOLLA2A M06 Truss Type -[2"~-T MONO TRUSS I - - Job Reference (optional) - - -- -- - 0-3-12 1-9-8 7-9-8 O-3-1 1-5-12 6-0-0 Scale = 1:16.4 I Ii 7 6 3x4 LOADING(psf) TCLL. 20.0 TCDL 14.0 BCLL 0.0 ECOL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code lBC2015ITPl2014 CSI. TC 0.33 BC 0.39 WS 0.12 Matrix-MP DEFL in Vert(LL) -0.09 Vert(CT) -0.17 Horz(CT) -0.01 (lc) Well L/d 5-10 3,986 240 5-10 2,526 180 4 n/a n/a PLATES GRIP MTZO 2201195 Weight: 30 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsize) 4=329/044 (mm. 0-1-8), 6=357/Mechanical Max Horz4=-80(LC 9) Max Uplift4-30(LC 13). 6=-60(LC 9) Max Grav4429(LC 31), 6=455(LC 23) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-373(35. 13-14=-3Th26, 4-14=400/24 BOTCHORD 6-11=-851371, 5-11-851371, 5-12=45/371, 4-12-851371 WEBS 3-6=464/152,3-5=0/420 NOTES- Wind: ASCE7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=8.0ps1 BCDL6.0psf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 4-2-15, lnte,ior(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 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 truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b 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 MM MiTek 0 MiTek USA, Inc. 14515 North Outer Forty 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 MiTek 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" ANSVFPI 1-2007. Section 104.11 Alternative materials, design, and methods of construction and equipment, of the 2012 International Building Code states: "The provision of this code are not intended to prevent the installation of any material or prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved... and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code..." We hereby certify that the Turb-O-Web is an acceptable alternative to conventional truss webs with equivalent performance. ci.is'prpl, Stephen W. Cabler, P.E. Senior Vice President Engineering and Technical Services eg " may gap at all points of contact TurbO-Web USA, Inc 2665 N Atlantic Ave # 400, Daytona Beach, Florida 32118 Toll Free: 1 (888) 750 6005 Fax : (321)7470306 Email: lohnturb-o-web.com Wehsite: www.turb-o-web.com The Turb-O-Web tm system is protected in the United States by the following US patents:- #6.176,060; #6,249,972; #6,415,511; #6,688,067; and #6,842,981 with further applications pending. The use of the Turb-O-Web TM system requires a license from Turb-O-Web USA, Inc. - ANSI-TN 1-2002 Clause 3.7.6.1 limits maximum gaps in all joints (not being floor truss chord splices) to be no more than I /8"11hic 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 1/9". Reference is then made to Figure 3.7-3.The relevant portion of Figure 3.7-3 showing a joint "designed with single points of contact is shown below":- Reference should be made to the original complete document ANSI/TN 1-2002 MiTek USA, Inc. Page 1 of 1 REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. AUGUST 1, 2016 I NOWSTRUCTURAL GABLE STUD ATTACHMENT IM11- STUD ATTACHMEN1 NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (6) -7116"xl -314" STAPLES ONE SIDE ONLY SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW 3 1/2" )1 1/2" NOTCH AT iP'CHORD NOTCH DETAIL END"II\ / WALL Li JIGIDChING MATERIAL DETAILJTR A IL LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UPTO7'-O" 2- 16,d 7'..ff — :p'..6" T3 1.d OVER 8'-6" 4 - 16d STANDARD GABLE END DETAIL J MII!SAC - 20F 1111812004 1PAGE 1 MITeIC InINIStdea, Ina. Western Division SHEATHING (BY OTHERS) *-DGONAI.OR L .pgqg REFER TO TABLE BELOW SEE PAQE2J2 FOR 4X4-- ALTERNATEBRACING DETAIL IX4OR2GRYP1OR vo OHEFAE AIi 3 TO&NAJ.LEOTI1OXI-314 SENCO STAPLES OR EQUIV. VARIES 12 A .JTOCOM CONT.BRG nfl.nw&&JlU. HJ VERTICAL STUD YPICAL20L -BRACE NAILED t02i4 VERTICALS W18d NAILS SflflflM SPACED AT WO.C. A-A LOADIN(psf) SPACING 2.0-0 TCLL 20.0 Plates Increase 125 TCDL 14.0 Lumber Increase 125 BØU. 0.0 Rep Stress Incr YES BDL 10.0 Code ASCE 7-02 (UMBER TOP CHORD 2 X 4 DFLISPFIHF - No.2 BOT CHORD 2 X 4 DFL/SPFIHF STUD/STD OTHERS 2 X 4 DFIJSPFIHF- STUDISTD MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERflCALS WrflfOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INC Hoc 16 114OHb.c. 5-10-0 11-8-0 8-1O) ___ _____ 7.8.0 24 INCH oc. 4.13 .4_0 NOTES VERT. STUDS HAVE BEEN CHECICED FOR 110 MPH WIND EXP. B. HEIGHT SOFT CONNECTION BE1W4 BOTTOM CHORDOF GAa.EINTRJJ5S NC WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTAUATI(N. 4 BRACING SHOWN IS FOR INGMDUALTRUSSOP&Y. CONGJLT BLDG. ARCHITECT OR ENGINEER FOR MPLIRMANENT BRACING OF ROOF SYSTEM. 5) DETs'JLA(SHOWN ABOVE) AFPUEBTOS UCTURfliL GAMES" MO TO GABLE ENDS WITH Opc TOP CHORD NOTCHING NOTES OR I i ifliE GAM& MJST ss FULLY ENEAThED WOOD MATERIAL ON ONE FACE BEFOS ATTACH SCAB (EQUAL OR GIEATER TO THE TRUSS T.C.) TO ONE FACE OF THE 1 ARE SPACED AT 24'O.C. AND FACE OFTRUSS IS NOT FULLY SHEATHED. NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES, LUMBER MUST MEET OR EXCEED VISUAL GRACE 12 LUMBER AFTER NOTCHING. NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 t4O.G531 NO. C53821 gndRFAC NOW ON 7142ANDMEWDEDUffANNWERNM?A ON M7473 010'ONE VON STANDARD GABLE END DETAIL MII!SAC - 20F 9/17/2004 IPAGE 2 OF 4. lOd NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. OF-L BLOCK 2- lOd - (TYP) 2X4 BLOCK OR EQUIVALENT + SIMPSON A34 . "2X4 ID OR BTR SPACED 0 5Il O.C. SHAL IE PROVIDED AT EACH END OF BRAg EXCEPT FOR BRACE EXTENDED LEDGER- S1RONGBACK INTO IE CHORDS & CONNECTED TO 2X4N0.2ORBTR 2X4 No. 2ORBTR CHOI SWi4- 10d NAILS. GABLE ENL , MAX GTh = 6-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED 0 24 O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.? OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WflH 100 NAILS @ 6' O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITh 4- 1 O 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 muss = 8'-r, UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING ESIGNE MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'.O" BRkCEjV1 THE HORIZONTAL TIE MEMBER AT THE VENT SkAt PLEASE CONTACT TRUSS ENGINEER IF THE J1ONS: 'W p. e130/16 NO. 06321 NO. C53821 WIRN1H. V.dJs du1gnprni.traandMUDMMIN ON I i,oId 1w tlea.* wilhAilrakeorwieclow. Nthds,11 based VIA. II 34') LOT FOR NO. C53i J 1* I I I i LDETAIL FOR COMMON AND END JACKS Mu/SAC -8 -20PSF 8/3112005 IPAGE 1 I AAlii ®ACING BCUL 0.1 PA L 16.0 J tgdI.5clIyapplied. 10 I MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF.L No.1 LENGTH OF EXTEN - BOTCIIORD 2 X 4 SPF. HF, DF-L No.2 ('iS DESIGN REQ' 0 44.0 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4112 I PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. _,- I SLIPPORT AND CONNECTION BY OTHERS OR 2-led COMMON WIRE / (MrDIA. X.a5) LOT TOENAILS SUPPORTS SHALL BE PROVIDED / •4'.0'O.C. LONG TIlE EXTENSION OF TOP CHORD. CONN.W!3 18d COMMON WIR 02'lliA. X35'i LOT TOENAILS U CONN. WE lOd COMMON WIRE (O.1k 3(35' LOT) TOE MB .50.0 'i-s I— I S.- '51T MITeR Industries, Inc. Western DIvleoii SION 20'-O" WAX aruwc CAN EITHER D 4A'i IlIZU PLf%TES OR 2r LONG 2X4 SCAB CENTED AT SPLICE W!SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1 (.131-4.0- MIN) NAILS 0 D.C. 2lçOW5 "xl. 2-5-9 CONN. WE led COMMON WIRE I0.1620L.X 35 LOT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 20' 3x4= OR A BEARING BLOCK 04 _ I NOTE: NAILING SHALL EE SUCU I I I VftIfI, duf n p0r0nd01 w.d Rt1DNOYtB ON - I Pat Ouiipwdl w.o* w(IhMT, comsca. 5Iiduln'I bonc 7A .r.dov. AdciaI 01 .0*. Adifift"In ponii, badni.I N,. iM,ck. bO NO. C53821 "'.Ini CAA, 0561 Vmnffbw WKSF.ricz PAW z.T4xl Wont UGN. Id,ONft CIIdhf0Cflb'iVMUCIb(IIgcQn0W'i Nyol bun d.dgii. too 7" 4ftnw uo d,dir. uIavIQ tie dIy dwieg ca,unb uiptpoivlbSIy o 1 FEBRUARY 149 2012 CONVENTIONAL VALLEY FRAMING DETAIL f $T-VALLEY1 c-\ areIc USA, Inc I I V I I PCGE BOARD GABLE END. COMMON TRUSS (SEE NOTE IS) OR GIRDER TRUSS MITek USA. In / I vApw!rERs (SEE NOTE IS I tOTCS2) - • I PLAN DRAWING (24*O.C.p POST ), nIjIJOI TRUSS PLAN (SEE NOTE 48) SECTION TRUSS SE NUTWO mom. MUST 4r am MAICUUU POST SPACING twmlomuB30BERETEDtw3TNMP.YSIEAHPTO TOP cNcnpcPsuPPornTNGAsE)TaussEe. LIVE LOAD-SO PSF 2. 1 3. OEVWY RIDGEBY Rh GAL S P FROM ThE 6JT5ECTRIG RIDGE OF ABCS 748, ASCE 7.02, ASCE 74590 MPH (MWFRS) ThE s4GADLBID, 4 RDRITR*meORc4coN1I3To1IEROCF5FRAThPl& A$CE7-10 115MPH (IVWVFR8) & INBrALL20VAUFMIAMN. FA5T8ITO EACH 5U'PORTINDThUB8 WOW (2) I6dWII.1flt1AILS. 1 E.SET2xI RjDGEBRD. SPACEDWOALOWL BOJTOPAOF POST TO SET EVENLYON ThE *snm. P rTowDSEwITN(4}1I(rX .IJAfl.2. FASTEN POSYTO ROOfSHEAThNGWflH(5)1Id'X.131USIlM& ocESs, G. FRAME VMLEYRAF1'SES FROM VAU YFLATE1ORUSESGAIW. MA6MWAAFTSE SPACiNG R. issro.C. FAB 1VAUEYRAENTORIDSEBEAMWITH(3)1.5 X.13flTOE4IALS. I FAS VALLEY BArrEN TO VALLEY PLATE WITH(S) I5d(S.5'K.16flTOE4MLS. 7..SlP0RTThE VAlLEY NA? RB WITl4Ex4POB1B 45' 0.0(011 LEBS)ALCNB EACHNAPTER. - lNSTALPTSU9ASTAGGEREDPATN*S8I$OWNCF1R.*0RAWIG. AUJGNPOS1B 332 WflH1RiSSES 55.0W. FASTØIVMLEYRARERTOPOSTWITHJS) 106 'X.I$12 NMLS. 0 FA6IENPQST11FOU011 ENEATIUNGTOSIWPCRflMOTRUSBWJTh(2) 15d ($5' 31') NAIS. EXP. 613012018 TS POS BIP.U.052 x412 ORB Ti' 'RUOEiNE P FR, DOUG FRI LARCH OR * * YaLOWPII5. Pt.0RBOMG15'8*IAU-BEiNCNGASEDTO44ORDE 10/v : _ 2)PLY2Z4FT TH2R0WSOF106NAU5'0. FEBRUARY 14,2012 j TRUSSED VALLEY SET DETAIL ST-VALLEY3 irri USA. Inc. Page 1 oil LIVE LOAD -30 PSF (MAX) GABLE END. COMMON TRUSS DEAD LOAD a 15 PSF (MAX) NOTE: VALLEY STUD SPACING NOT OR GIRDER TRLSS D.O.L. INC .115 TO EXCEED 48" O.C. SPACU'I$ ASCE 7-98. ASCE 7-02. ASCE 7-05 (MWFRS) 100 MPH ek USA, Inc. ASCE 710 (MWFRS) 125 MPH IL BASE TRUSSES VALLEY TRUSS TYPICAL - TYPICAL ( 24 OC.) - VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSI 24' D.C. I k OR ORDER TRUSS P CHORD OF S. INSTALL VALLEY flIUSI AND SECURE TO BASE PER DETAL A, B. OR C 4. BRACE VALLEY WEBS I THE INDIVIDUAL DESIGI WITH / A,BORC Vi SEE DETAIL / BELOW (TYP.) 0 Mr VALLEY TRUSS RESTS ON 2x6 DETAILA (GREATER THAN 3(12 PITCH) ATTACH BEVELED a94 CORTINOUS - NO2 SPIF TO THE FACE OF THE ROOF WITWO ld(131"pcS.S)NALS INTO TR USS RUSS BELOW ATTACH VALLEY TO BEVELED 2X4 W/ (2)16dTOE NAILS DETAIL C (GREATER THAN 3112 I CH BASE TRUSS W/ LESS THAN 1211i 2, TOE- NAIL VALLEY TO (2) lEd TOE NAILS 10 =ATTACH 2,c4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OFTHE ROOF WI Old (.131" x 3.5") NAILS 100 EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAKE A BLOCK ATTACHED TO fl. \ TOE - NAIL VALLEY TO BASETRUSS W/ (2)1OdTOENAJLS DETAIL B ($/12 PITCH OR LESS) TOE - NAIL VALLEY TO BASE TRUSS WI (2) 18d TOE NAILS it ATTACH 296 cCp1TlNOUsNo2sPF TO THE FACE OFTHE ROOF WITWO led (.131" 3.5') NAILS INTO EACH TRUSS aaow JANUARY 1 2009 L-BRACE DETAIL ST - L-BRACE Eyjm ® MiTek U8A1 tic. Li4iJ MiTek USA! '° Nailing Pattern L-Bracealze Nail Size INall Spacing 1x4or6 I 10d I 8"o.c, 2x4O,or$ 16d 80.c. Note: Nail along entire length of L-Brace (On Two-PIft Nat to Both Plies) we I Note: 1.-Bracing to be used when continuous I lateral bracIng Is hupracticat 1.-brace I must cover 9o% of web length. 1.-Brace Size for One-Ply Trues Specified Continuous Rows of Lateral Bracing WebSize 1 2 2x3r2x4 1x4 118 'I. MOIRECT SUBSflTtON NOT RFUOAEL& " omEcTauBsTInmoN NOT APUCABLE. L-8race Size foclwo-Ry Truss Specified Continuous Rowe of Lateral Bracing f Web Size 1 [2 Web EXP. 613012018 12016 L-Brace nut be same species grade (or better) as web il3Ol9 NO. C53821 1 i August 10, 2010 1 1-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY] ST - T-BRACE 2 ha. Page 1c(1 I Note: T-Bracingl l-Bracipg to be used when continuous lateral bracing Is Impractical. 1-Brace I 1-Brace must cwar 90% of web length Lj.i tIi Note: This detail NOT to be used to convert T-Bracel I-Brace eicua, Inc. webs jo Continuous lateral bl'SCOd webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4or2x6or2x8 lOd 60.c. Note: Nallalong entire lengthof TSmce/ I-Brace (On Two-Plys Nail to Both Miss) F'~14 Brace Size for One-Ply T,ues ecIffed Contiruous Rowe of Lateral Bracing WebSiza 24 or 2x4 2x4 T-Bmoe Brace — 24 2x8 T-Brace .I2x6 I-Brace 24 2x8 1-Brace jc8 I-Brace I Bre" Sin for Two-Ply Tiuss 1 eqIftedContlnuoim 4. Rows of Lateral Bracing . -\----.SPAGNM WebSize 2 I .. 24r2x4 2x4T-&ace c4I-rac 24 - 2x8T-Brace 24l-e WEB .. 24 2x8T-4&ace 143race (I-Brace must be same species end greds, (or be" ae web member. I Nails 8e9tbn0et iBrace '0 web SU Web 1. I-Brace W. Al ire 08101/2016 1 — - - MITuIi USA, Page 1 of 1 I L\rli Ek jL t11 i Note: This detail NOTtp tie used to convert T-Drac I I-Brace MITK US& Inc. WS to conthiuoua ateral braced ws ________________________ Brace Size ________________ for One-Ply Trues ________________________________________________ Spedlied Oontkiuous Rows at Lateral Bracing WebSlze I 2. 2x30r2x4 1x4(T4r80e lx4fll-&ace - - 26 1x6()T-Brac. txel-Braae ate: 2xeT9race 2x815ace Brace size Nate I .4" U " ' - Rcw of Lateral BracIng \ SPACING WabSize 1 2 ate or mrace I-Brace I - r ex WEB \ I teTBmce I k I 2d wwoo fES 1 .6/ 0119UA , 6332 Sedion NO. C538 I I i-Brace C .11c Io1,2o16 I wo I w9b I-Brace NaftkigPattem 1-Brace size Nail Size Nail Spactog lx4orlxO lOd Poe. 104 8u0.c. Note: Nail along entire length at T-Srace/ I-Smog (On Two-PWs N8U to Both Piles) 2x4 block w16-(.131 L 2.(.13.1'x3.(r MIN) NAILS (typ) BO1TOM CHORD OF OPEN END JACK carJerBC NO. C049919 D(P. 963008 JUN-0 6 UD? sdRIAJ NnU ON ?IUL.WD IM?&VDD Mimi Ulm [SUPPORT OF B.C. OF STANDARD OPEN END I MIIISAC -7 - j 31301Z004 PAGE 1 1 [JACK USING PRESSURE BLOCKS WTOX Hiduotriel, Inc W..tern DMeIon -- Loading (PSF): BCDL 10.0 PSF MAX 2xdbo4.chord - 15 2-(.1a1"X3O"MIM NI trial I:s (I) fledoountm w18 WI(.13?X30' MN) fjw) PARTIAL FRAMING PLAN OF CAUFORNIA HIP SET WITH SUB GIRDER SC of caniv tnss NO.C5321 / *n Cit'. ' AL WAIMVO• CORNER RAFTER 8'-0" SETBACK - 9 -88B 16142I 10128/2004 IPAGE 1 MITek Industries, Inc, 110111111111111111 ® MINIMUM GRADE OF LUMBER LOADING (PSF)Western Division Top OHORD:2X4 NO.1 & BTR DF-L.GR L - SOT CHORD:2X4 NO.1 & BTR DF-L-GR TOP 16 14 ll - SIR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING: 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = I NOTE: I. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEI< M720 3x1U 112" GAP MAXIli SUPPORT AND RT 55 + EXT. R= fl + CI LENGTH OF HEEL Ii425• PsPVJ $ JUNO 6 2007 flY? sItbud4%.sne itcan,iscIn.flth dndnb baisd only upon poomsiun iaan. cndb I on d.1ducibuidecc.ppan.nI. pnaidpmpu, Nicarpoollun 04 cariVcn.nlk rpoco yolbsUngd.duiw. nol liuss d.inar. Irocbio diowli *anIqrdflSID TJS ON ThW iND UOND lfl KW72JlCZP4OJ Jc171T D170RN US& wsnusthiisor. MIewçaroiy 1kw.s doby dudog cssnbuccss Is On ranporny at NO I Ni. is'pcq*llly iii. bdft c.,soacdna dsivoy. siscian and Wa ccon AN5III QguØyCiUsNa, *5141 and ICSII lulding Component - ilsiss PNI. blOnds 2C1OiiaM,OuIan. Madhan. WI 53719. !!ASE '.ia sppcnic FTR3LopE RAFTER SLOPE RATERiI Ifl2 7-121I5 0- 15 16 15 li 23 30 23 ENDVEWICALMAYBROM111TED IF TOP CHORD 19 ADEWA1LYSIWPOR1tD. C. 1t.I !IaIM!cO loom i MN3 - JlO NOTE; GONPGTOR PLATES.31MOLF011%PIAP1D1.t4G ONLY A MAY BE REPLACED VVTTH EQUAL PASIENER. DEFLECTION CRITERIA MAXIMUM ALLOWABLE) • - SLOPE 4:12 U240 LIUS LOAD SLOPE , 1:12 a 1.1180 LIVE LOAD DL. - .5 LI. (ALL SLOPES) • 11100 TOTAL LOAD CEUNOJOIST 1.1240 LIVE LOAD .kflkeI v NO. C53821 I - - -I rt — — 6 (n5ntp) A (rr1n) [LE NO: Standaid Repak (1 .25) [DAM [07MMS r SEC: I 2787814 13O2008ICBC 2007 . California w I 91, TrusFrme E?'• fr' 1. L (tmofadd-ea). Ig L= 2)4B A(rnhit) Mnnina.IIomsai). 26% bed nIanhIsaae 4 NaUsI :eachsNeutbmax ndta aiqd,ed on 05 H: :SF 1375 1155 1115 24 lOd cmmn 11 138 1127 1113 24 lad box 11 1485 I23Z 12U 24 15. 11 1720 1470 1417 02 1Odwu.n 14 1553 1431 $41? 00 - itdboii 14 IUD 1545 1510 30 ltd coomoxi i4 2125 4751 1721 15 .151 cwmnon 17 2010 1742 1731 32 154 box 17 2055 17 1555 35 154 Comm 17 2500 2100 2020 42 104 conacon 30 2)75 - 2D50 3523 42 184 box 80 2780 2350 2305 42 164 c01m131 25 .357! 2415 2323 4&'124 .àncmn 23 2731 52! 43 184 b$* $2 3105 iraz 2645 45 184 ox5313t 23 .2532. 54 lodooninan Sail . 2555 2532 54 184 box 28 3110 3051 2990 54 lId colvbmo 23 3528 3045 2135• :83 104 nan 22 3443: 53* -. Stied box a 3015 3447 iW 20 1,16d ccnboxn 23 1) 54.90$UM13dl W8bmI 53aiMIt8Il 8 ______ 31 S *p. - ----- -- .—.,--t— FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS I ST-STRGBCK ____ ,, . • F ALONG A FLOOR TRUSS. TO MINIMIZEVIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, kU 3Jj I 2x6 'STRONGBACK IS RECOMMENDED, LOCATED EVERY B TO 10 FEET I Mrrek Industries, Inc. - NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN 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 COI*IECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE ATTACH 70 VERTICAL SCAB WITH (3)- lOd NAILS PACE OF CHORD INTO EDGE OF STRONGBACK USE METAL FRAMING wEB WITH (3).10d NAILS (0.131's 31 (DO NOT USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH (0.13I'X 3 ATTACH TO VERTICAL I\ TOTOPCHOR \ 1' / (0.131"x3 / WEB WITH (3). 'Øf NAILS BLOCKING BEHN) ThE .- ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TOTOP AND RECOMMENORD WHILE BOTTOM CHORD WITH 12)- lOd MU4G'flE STflCSIGBACK NAILS (0.131's 3*) IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) -10dNAILS SCAB WITH (3) lCd NAILS TO BOTTOM CHORD (0.131' (0.131' x3 2d a 400 I WA TRUSS •\ [RONGBACtC (TYPICAL SPUCE) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4-0' LONG SCAB CENTERS) ON THE SPLICE AND JOINED WITH (12). lad NAILS (0.131" x 31 EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4-0' AND FASTEN WITH (12)- lOd NAILS (0.131' x 31 STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Ecp.i3OI11 NO. C53821 NO. ATTACH TO CHORD WrTHYWOI12XT WOOD SCREWS (.216' OW() INSERT SCREW 1WOUGH OUT-4 FACE OF CHORD INTO EDGE OF SThONUBACJ( 100 NOT USE DRYWALL TYPE SCREWS) BLOCKING (BY OTHERS) MIA TiiTl... JAILS @ EACH TOP CHORD )d NAILS @ WEBS - -- --. ---r- -r-- 'TIVJEU DNflIVN UV1 dIH 8 7 .4 5 — — — — — — — — — ,— — — — — — — — — Symbols - PLATE LOCATION AND ORIENTATION -irs si-131" Center plate on Joint unless it. y offsets are Indicated. ( Dimensions ore in ft-ln-sixteenths. Apply plates to both sides of truss and fully embed teeth. or 4 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 çfl Indicates location where beatings (supporisi occur. Icons vary but reaction section Indicates joint number where bearings occur. I ' Mn size shown Is for crushing only. Industry Standards: ANSI/TPII Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSl: Building Component Safely Information. Guide to Good Practice for Handling. Installing & Bracing of Metal Plate - Connected Wood Trusses. Numbering System 1 dimensions shown In ft-ln-slxteenths (Drawings not to scale) 2 3 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 I. ESR-1352. E5R198$ ER-3907. ESR-2362, ESR-) 397. ESR-3282 G 2012 Mileld1li AU Rights Reserved MiTek 0 Muds Reference Sheet: Mll-7473 rev. 02/1612015 a General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Addiulonalstabilty bracing for Innesyitem. e.g. dIagonal or X-brodng. Is always required. See BCSL Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves mayrequir. bracing. or alternative Tori bracing should be considered. Never exceed the design loading shown and never stock Iflatenoli on Inodequotelybraced tWssei. Provide copies at this huts design to the building desIgner erection supervlsac property owner and al other Interested panes. S. Cut members to bear histilly against each other. Place plates on each lace of Inns at each blot and embed My. lC.nols and wane ofjoint locatIons are regulated by ANSI/WI 1. DesIgn assumes trusses will be suitably protected from the enwosynent in accord with ANSVTPI I. (. Unless otherwise acted moisture content of lumber shot not exceed 19% at lime of Idsilcoltan. T. UM sesprersty noted, this design is not oppicable for use with Ikeretordant, preservative treated, or green lumber. tO. Camber Is non-structural consideration d Is the of truss fabricator. General practiceis to comber for dead load deflection Plate ie. slise, orientation and location dsnonstorr Indicated ore n*rUyxsm plating requirements Lumber used shalbe of the species and she, and in 01 respects, equal to orbetter than that specified. Tap chords must be sheothedorpuifins provided at spacing Indicated on design. Bolloin Chardsi'equke lateral bracing at 10 ft. spacing. or less, If no ceiling is Instated, unless otherwise noted. IS. Comedians not shown are the respoisilbhlty of others. 16. Do not cut or alter huts member or plate without prior approval of an engineer. I?. iristal and load vertically unless indicated otheiwis.. I& Use of green or beoledtsnter may pos. unacceptable environmental, health or pe!tomsance risks. Consult wilh . project eneer before use. I,. Review olpoitiortsof this design Ifront. back. word,%L.<cM.,t and pictures) before use. Reviewing pictures dIoriffc0f$' Is not sufficient. LU 20. Design assumes manufacture In accordance vtj(cc ( ANSI/TPt I Quality Criteria . Nc -- I I AUGUST 1, 2016 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL Mil-PIGGY-7-10 MI i mc uo, Inc. rage ior - MAXIMUM WIND SPEED a REFER TO NOTES 0 AND ORE MAX MEAN ROOF HEIGHT =30 FEET MAX TRUSS SPACINGS. 24 CC. CATEGORY II BUILDING EXPOSURE S or C Muck USA, Inc. YUMM AaIT'I'tkI. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL. CONSIDERATIONS BY BUILDING ENGINEERIDESIGNEIl ARE REONIRED, E A . PIGO SHAL WITH BASE PURl I C' D-2 P1 REFER TO MITEK TRUSS DESIGN DRAWING. FED 10 EACH PURLIM F) TOE-NAILED. A A TO MITEK TRUSS DESIGN DRAWING. OASE TRUSS JOINT AND A MAXIMUM 24'OC. CLOSER ON MITEK TRUSS DESIGN DRAWING. TRUSS WITH (2) (0.13? XIS") NAILS EACH, SIZE TO MATCH TOP CHORD OF MN GRADE 42 ATTACHED TO ONE FACE. CENTERED H DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR WIND SPEED OF 116 MPH TO 150 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 It. E - FOR WIND SPEEDS BETWEEN 126 AND ISO MPH. ATTACH V MITER 30 20 GA NaLOn PLATES TO EACH FACE OF TRUSSES AT ir 0_C_ WI (4) (0.131" XIS') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5' EDGE DISTANCE. U (MIN.2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) B I WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS WITH 14a,l-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. I D SCAB NOTE I FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO I EACH FACE OF TRUSSES AT 48' 0_C_ WI (4) (0.131" XI .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 M responsible (oral permanent bracing per standard engineering practices or refer to SCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REOUIRING 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 22 _x 4-0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF Id (0.131' K 3') NALS 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 (01.15). REVIEW BYAQUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER WADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. I 1AUGUST 1,2016 == I MiTek USA, Inc. AuIfAUKuIs STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MU-PIGGY mi I eK u, Inc. rage 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 WLJHPJ (UN (.W WPU INcMASI: 180 I DETAIL IS NOT APPLICABLE FOR TRUSSES I TRANSFERING DRAG LOADS (SEAR TRUSSES). I ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED A - PIGGBACK TRUSS, REFER TO WJTEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131' X 3.6') TOE-NAILED. B BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. C- PURUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24' 00. UNLESS SPECIFIED CLOSER ON MITEIC TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.1131-X351 NAILS EACH. D -2 X_X 4'-0 SCAB, PIGGYBACK SIZE TO MATCH TOP CHORD OF TRUSS, MN GRADE 02. ATTACHED TO ONE FACE. CENTEREI INTERSECTION, WITH (2) ROWS OF (o.13rX3') NAILS @ 4O.C. SCAB MAYBE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. UI BOTH DIRECTIONS AND: WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR WIND SPEED 0F91 MPH TO 140 MPH WITI'IAMAXIMUM PIGGYBACK SPAN OF 12 It. E- FOR WINO SPEEDS BETWEEN 101 AND 140 MPH. ATTACH M1T5K3X8 20 GA NM-On PLATES TO EACH FACE OF TRUSSES AT 72' D.C. W1 (4) (0.131- X IS') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5' EDGE DISTANCE, (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) p WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN. AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEIC DESIGN DRAWING. SCAB Cl NOTED FOR ALL WIND SPEEDS. ATTACH UflEK 3X6 20 GA Mad-On PLATES TO EACH FACE OF TRUSSES AT 48' O.C. WI (4) (0.131' X 1.5') PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. This sheet Is provided as a Piggyback connection detail only. Building Designer Is responsible for all permanent bracing per standard engineeiing practices or rotor 10 SCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: I) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE. AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2 x - x 4-0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 nows 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 (01.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LOS. 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. STANDARD CAP I AUGUST 1, 2016 TRUSS CONNECTION DETAIL Mil-CAP Jrj ® v1D LJvL U 11 MiTek USA, Inc. y3ENEAwrommills 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 8orC TOTAL= 40.0 ENCLOSED BUILDING ASE 7-96. ASCE 7-02, ASCE 7-05 90 MPH SPACING 2-0-0 ASCE 7-10 115 MPH PLATE INOR: 1.15 DURATION OF LOAD INCREASE :1.60 LUMBER INCR: 1.15 MINIJDEFL= 240 2 x - x4-W xV-W SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP MAX. SPAN PIGGYBACK TRUSS 1o.o CHORD WITH 2 ROWS OF lOd (0.131-X 3) WITH SP 2X4 NO.2 LUMBER NAILS SPACED T D.C. AND STAGGERED SLOPE MAY VARY FROM 31127012112 CAP TRUSS BASE TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 240.C.). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2- lCd (0.131' X 35') NAILS. NOTE: FOR PIGGY BACK TRUSSES WITH SPANS 4' OR LESS A PLJRUN TO BE LOCATED SCAB MAY BE OMMITED PROVIDED THAT: AT EACH BASE TRUSS JOINT. ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12'S OVER JOINT) STANDARD PIGGYBACK TRUSS AUGUST 1, 2016 CONNECTION DETAIL L (PERPENDICULAR) MII-PIGGY-PERP. 1 =00 = I MiTch USA, Inc. *NITMAIlN MiTok USA, Inc. Page 1 of 1 MAX MEAN ROOF HEIGHT = 30 FEET BUILDING CATEGORY II WIND EXPOSURE BorC WIND DESIGN PER ASCE 7-98. ASCE 7-02. ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10 125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 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 ANDFOR IN OTHER DIRECTIONS. / PIGGY-BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss information. NEAR SIDE ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2)- 16d (0.131 X3.5") NAILS TOENAILED. FAR SIDE I FLAT TOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) I Refer to actual truss design drawing for additional base truss information. 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; THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES 152 FT OR 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. [H I 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 ~ I I STANDARD PIGGYBACK MI-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 r ® rnffi 'IVLLU MiTek USA, Inc. wMw1M *MITM . A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131" X 3.6") TOE-NAILED. B - BASE TRUSS, REFER TO MITEI( TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON I4IIEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.13r X3.5 NAILS EACH, 0-2 X_ X4'.r SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE 12. ATTACHED TO ONE FACE, CENTERIE IS CT$DNUOU5 OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN. OR WIND SPEED OF 116 MPH TO ISO MPH WITH MAXIMUMPIGGYBACK SPAN OF 12 IL C -FOR WIND SPEED IN THE RANGE 126 MPH- ISO MPH ADD IF x 9 x 1? PLYWOOD (or 7116" OSO) GUSSET EACH SIDE AT 48" O.C. OR LESS, ATTACH WITH 3- ad (Oil? X 2") NALS INTO EACH CHORD FROM EACH SIDE (TOTAL- 12 NAILS) MAXIMUM WIND SPEED - REFER TO NOTES 0 AND OR MAX MEAN ROOF HEIGHT .30 FEET MAX TRUSS SPACING • 24 "0.0. CATEGORY It BUILDING EXPOSURE B or C DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MflEK DESIGN DRAWING. I 7* x 7" x 1/2" PLYWOOD (or 7/16" OSli) GUSSET EACH SIDE AT 24" 0.0. ATTACH WITH 3. Sd (0.113" K 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. SCAB Cf I NOTED ' VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE, AND MUST LINE UP AS SHOWN IN DETAIL ATTACH 2 x _x 440" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 1 D (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 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. i =00 MiTek USA, Inc. ANIONS* 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 ASCE 702, ASCE 7-05 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIOESIGNER ARE REQUIRED. Milek USA, Inc. Page 1 of A - PIGOBACIC TRIMS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURUN WITh (2) (0.131' X 3.5') TOE-NAILED. B -BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLJ4S AT EACH BASE TRUSS JOINT AND A MAXIMUM 24'O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONPCTTO BASE TRUSS WITH (2) (0.131- X 3.5) NAILS EACH. 0-2 X—XW-(r SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE 2, ATTACHED TO ONE FACE, CENT1 ON INTERSECTION. WITH (2) ROWS OF (0.131' X 3') NAILS @ 4O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST I F1 IN BOTH DIRECTIONS AND: WIND SPEED OF 90 MPH CII LESS FOR ANY PIGGYBACK SPAN, OR WIND SPEED OFO1 MPH TO I4O MPH WITH AMAXIMUM PIGGYBACK SPAN OF 12 ft. E .FOR WIND SPEED INTHE RANGE 126 MPH -I6OMPH ADD x9x 112' PLYWOOD (0,7116' OSB) GUSSET EACH SIDE AT 4$' O.C. OR LESS. ATTACH WITH 8 -Ed (0.112'X2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL. 12 NAILS) STANDARD PIGGYBACK Mu AUGUST 1, 2016 TRUSS CONNECTION DETAIL -PIGGY-ALT WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS Will-I Nail-On PLATES AS SHOWN, AND INSTALL PURUNSTO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB NOTE This sheet is provided as a Piggyback connection ' I detail only. Building Designer Is responsible for all r x Tx 1/2' PLYWOOD (or 7/15' OSB) GUSSET EACH SIDE AT 24' 0.0. AT permanent bracing per standard engineering practices or EACH BASE TRUSS JOINT. ATTACH WITH 3.Sd (0.113' X 2') NAILS refer to BCSI for general guidance on lateral restraint INTO EACH CHORD FROM EACH SIDE (TOTAL. 12 NAILS) I 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 2r - a 40" 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 BYAQUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LOS. FOR PIGGYBACK TRUSSES CARRYING GINGER 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. Third Party Quality Assurance Program Owned by: SBCRI 6300 Enterprise Lane & Madison, Wisconsin 53719 & 608-310-6702 January 25, 2019 Ref: California TrusFrame, Plant #1073 To Whom It May Concern: Please be advised that California TrusFrame, located in Perris, CA, is an active participant in good standing with the SBCRI TPI Quality Assurance Inspection Program for metal plate connected wood trusses, owned by SBCRI. The SBCRI TPI program is recognized by the ANSI-ASQ National Accreditation Board in accordance with ANSI/ANAB Report Al-2620 as a Type A (3rd Party) Inspection Body (http://search.anab.orgJpublic/organizatjon files/Structural-Building-Components-Research-Institute- Cert-and-Scope-File-01-18-2019 1547822724.pdf); it serves as a means for truss manufacturers to 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. 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 Ucensees, please do not hesitate to contact us, or visit our website at https://www.sbcri.info/pa/inspection-progr-am-ljcensees for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely, John Arne Director of Inspection Services :14.1 :j J 1 • k ['ti.) I :i'J3i 4.. ]!i ' I 1, ('liii I iI li~ _ General Notes Plotas Generates Hoisting and Placement of Truss Bundles Steps to Setting Trusses Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Trusses are not marked in any way to identify the Los trusses no eaten marcados de ningün modo qua Recomendaciones Para Levantar Paquetes de TrusseS Las Medidas de la InstaIación de los Trusses Re5frkclón y Arriosbe Para Trusses de CWdas Paralelas 3z2y 4x2 I frequency or location of temporary lateral restraint identifique Is frecuenr,ia o localizaciôn de restriccion and diagonal bracing. Follow the recommendations lateralyamosfre diagonal temporaies. Use las DON'T overload the crane. NO sobrecargue Is gna. 1) Install ground bracing 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top diagonal chord 10'(3m) or Diagonal bracing Repeat diagonal bracing 11"11LI11 Refer to every 15 truss spaces 30' BCSI.B7** for (91 m) man for handling, installing and temporary restraining recomendaciones de manejo, instalacidn, restficciôn and bracing of trusses. Refer to BCSI - Guide to yamostre temporal de los trusses. Vea at folleto BCSI Good Practice for Handling, Installing. Restraining - Gula de Buena Practice el Manejo, lnatalaciOn, pars ® NEVER use banding to lift a bundle. bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). more . information. 1 7) Repeat process with groups of four trusses until all tru I resumen BCSI-8r re teral tempora russ Design Drawings may specify locations of top chord T Apply diagonal brace ru individual truss members. Refer to the BCSI.B3*** las localizaciones de restriccion lateral permanents o Use at least two lift points for bundles of top Is restiiccibn lateral temporal yarnostre diagonal pare Ia cuerda inferior Trusses for mo detailed information. Conectsdos con Placas de Metal 'para infomiacldn A single lift point may be used for bundles of mits detallada. re information. All other permanent bracing refue,zo an Its miembms individuales del truss. yea chord pitch trusses up to 60'(18.3 m) and parallel A WARNING Do not overload supporting procedimiento an grupos de cuatro trusses haste qua todos los trusses estdn instalados. bearing locati NUNCA use las aladuras pare levantar un paquete sses are set. Vase & Bracing of Metal Plate Connected Wood Restriccibn y Amostre de los Trusses de Madera 1) Instale los arriostres de tierra. 2) Instate elprimem tnissy ate seguramente al arnostre de tie,ra. par mite informacion. I 3) Instale los prdximos 4 trusses con restricciOn la pitch trusses up to 45(13.7 m) and l de miembro corto (yea abaio). 4) 5 2' oc, typ. permanent lateral restraint or reinforcement for Los dibujo.a de disefio de los trusses pueden espedficar parallel chord t responsibility of the building designer. Is hoJe resumen BCS1-B3 para mile inforniacion. El chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. Refer to BCSI-B2 for more inform sses up to 30(9.1 m). pianos de los miembros secundarios pare estabilice iospnmems cinco trusses (yea abalo). 6) instate webs at end of cantlever and Instale ci arriostre diagonal de Is cuerda superior (yea abajo). 5) lnstale arriostre diagonal pare los (yea abaJo). 7) iepita dale to vertical for mo to three lift points for bundles of top chord pitch Top chord temporary lateral restraint spacing shall be 10' (3m) cc ons. All lateral restrainls design is the resto de los diseflos de arrioslres permanentes son flador del edificlo. trusses >60' (18.3 m) and parallel chord trusses IAOVERTENCIAI No sobrecargue Is Vest el resUmen BCSI-B2*** _ ation lapped at least two trusses. max. for 3x2 chords mds informacion. and 15' (4.6 m) on for 4a2 chords. responsabilidad del dise - >45(133 ml. estruclura apoyada con el paquete de RestraintABracin for All DI..r . Trumes f - r Out-Of-Plane DANGER The consequences of improper . trusses Rest"cor6tailAmesire Para sI;;;;e Trusses Installing - InstaIación Puede user un solo luger de levantar pare handling, erecting, installing, restraining and bracing can result in a collapse of the haste 45'y trusses de cuerdas parelelas de Puse paquetes de trusses an una paquetes de trusses de Is cuerda superior Ji Place truss bundles in stable position. L? Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber. Attach : Tolerances for Out-of-Plane. structure, or worse, serious personal injury 30' o menos. Use par lo menos dos puntos to each truss with at least 2-1Od (0.12803"). 2-12 (0.128x3.25") or 2-16d (0.131x3.5) nails. , Tolerancles pare Fuera-de-Plano. or death. de levanter con grupos de trusses de cuerda posicion eatable. La madera 2x4 clasilicada poreatrés as Is madera minima utilizada pars restuiccidn lateral yamoatramiento di Max. Bow - superior inclinada haste 60'y trusses de cuerdas agonal. Ata,las a coda braguero con a1m1nimo2 davos lOd (0. 128x3), 12d (0. l28x3.25 0 16d (0. 131x3.5). ngth -e- IPELIGROl El resultado de un manejo, levanta- miento, instelaciOn, restriccidn y errisotre incorrecto MAX. paralelas haste 45 Use par lo menos dos puntos de levantar con grupos de trusses de cuerda This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses t'i ow puede ser Ia colds de Ia estructura 0 eiiti peor, superior inclinada mas de 60'y trusses de cuerdas parelelas mas de , (PCTs). See top of next column for temporary restraint and bracing of PCTs. miss. Bm heridos 0 muertos. (PCTs) 3x2y4x2. Vee Is parts superior Ia columns pare Is resteccidn yandos temporal de PCT;. ...• fl) Este método de restnccion y arnostre es pare todo trusses excepto trusses de cuerdas paralelas __________________________ GEWlilfll8O Exercise care when remov- ma banding and handling trusses to avoid ___ ,,,_ 1) TOP CHORD PLANE - CUERDA SUPERIOR - .. ------- Ill Plumb Mechanical Hoisting Recommendations for Single Trusses ______ 'is :Ill ,,./line personal protective equipment for the eyes, ____________________ nvuesesvaneseswanv wes eswwIw, iresmm .ijwvwiw.cre A damaging trusses and prevent injury. Wear NL'ttf8I Using a single pick-point at the peak can damage the truss feet, hands and heed when working with trusses. hacer cia/to a! truss. El uso de un solo luger an el pica pare levanterpuede ,,,,, 8I3/I31W)JW Utilice cautela at guitar las atedures 60* or less o los pedazos de metal de sujetar pare eviler dm10 a los trusses y prevenir to heride personal. Lleve at equipo proteclivo personal pare ojos, ______________________________ Approx. 1/2 special care in Utilios cuidado pies, manos y cabeze cuando trebaja con 1l1J1J11(8 Use &YlP77(iW Tagiine trusses. truss length windy weather or especial an The contractor 'e reinforcementinformation. .= Spreader bar 2/3 1. Based an truss live load of 40 psf or is responsible for Hold each truss in position with the erection 314 truss length to Para informiscl6r; sabre restncd6nl TCTLR greater. For other conditions. contact properly receiving, gline equipment until top chord temporary lateral Th arriastrelrefuerzo pars Armazones R labored Design Professional. unloading and storing 0 n P TO AND OVER 6 ) _0 2. on slacks of materials as quickly the trus as at the restraint is installed and the trusi Hastiales; vea a/ rLsumen BCSI-BY*' as is jobsite. Unload trusses . to the bearing points. Note: Ground bracing not shown for clarity. 10 or >iQ1 Q NEVER stack materials near a peak, at mid-span, on cantilevers or overhangs. to smooth surface to prevent damage. L.J Use proper dg- Use equipo apropiado Sostenga cede truss an posiciOn con equipo de gri3a haste qua is restriccidn lateral temporal de Truss attachment NUNCA spite los mateneles cerca de un pica, a cents de IS luz, an W El contratista tiene Is responsabifidad de recibir, ging and hoisting pare levantar e Is cuerda superior este instelado y at truss café eseguredo an /as sopotes Repeat diagonal braces for each set of 4 trusses, required at support a) -.1i-. cantilevers o aleros descargary almacener edecuedamente /as equipment. improviser. Reptile /as arrisetres diagonales pare cada grupo do 4 trusses. Section A-A r trusses an Is obre. Descargue los trusses en Ia , Installation of Single Trusses by Hand DO NOT overload small groups or single trusses. . I , berm liso pare prevenirel dm10. Recommendacciones do Levantamiento de Trusses LATERAL RESTRAINT & DIAGONAL BRACING ARE . NO sobrecargue pequefios grupos o trusses individuales Par La Mane VERY IMPORTANT IJ Place loads over as many trusses as possible. Trus (6 1 m) or (9 1 m) or less, 20' - - - "f' - Trusses 30' - - ILA RESTRICCIÔN LATERAL V El. ARRIOSTRE DIAGONAL SON sea las cergas sabre tentos trusses coma sea posible. - - - " L_. - MUV IMPORTANTES' Position loads over load bearing walls less, support support at Continuous Lateral Restraint Coloque IRS cargos sabre las parades sop near peak. quarter points 2) WEB MEMBER PLANE - Diagonal ICLR) splice relloolorcement Saporta Saporta de SECUNDARIOS Refer to BCSl.B5.*** corcs at pica los trusses Trusses up to 20' .-tie'.j detramolos Trusses upto30' '*1 Web members -.. ... Veael resumen BCSl-55""" Tissnbradnglroislrcenfadonig. Trusses may be unloaded directly on the ground at G DO NOT store NO aftnacene 1 (6.1 m) trusses de 30 DO NOT cut, after, or drill any structural member of a t :unIess the time of delivery or stored temporarily Itact uncraceso oundles verficalmente las menos. Trusses haste 20 pies pies a menas. Trusses haste 30 pies specifically permitted by the truss design drawing. ru b - with the ground after delivery. if trusses are tobe upright, trusses sueltos Is stored for in re than one week, place blocking of Temporary Restraint & Bracing A NO sufficient height beneath the stack of trusses at 8' Restriccion y Arriostre Temporal . .- Metmum72x Scab block rente d so am del truss. (2.4 in) to 10'(3 IT) on-center (cc). chords over CLR splice. Allach Los trusses pueden ser descargados directa- NL'LIItLiIR BCSI B2"°° f f Diagonal braces every to cut stir minimum 8-1611 \ 0ffI1 Trusses that have been overloaded during construction or altered without the Truss Man- mente an ci suelo an equal momenta de entrega Refer to BCSI- or more information. . Top Chord Temporary ic truss spaces 20' (0.1354.5") eats each side 7 ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. I - - yea at resumen BCSI-82""" pare mds informacion. ,,_ Lateral Restraint 10' (3 m) -15" (4.6 m) max. (6.1 m) max.Building Designer. by the/ Trusses qua as hen sobrecargado durente la construccidn o hen sido alteredos sin Is autor- • guardados pare rods de una semane, ponge 4 Locate ground braces directly in line with all rows I ., 2.4 min. Same spacing as bottom chord Note: Some chord and web members SECTION A-A izecion prey/a del Fabricante de Trusses, pueden hacernulo y sin efecto Ia garantla limitede del bloqueando de allure suficiente detrds de Is pile - of top chord temporary lateral restraint (see table , )¼.' lateral restraint not shown for clarity. Fabnicante de Trusses. de los trusses a 8 haste 10 pies an cents (oc). .. °-, in the next column). - -Comect the component Manufacturer for mom Information or comes a Registered Design Professional for mrsistance. S2, oc tylp. 3) BOTTOM CHORD PLANE If trusses are to be stored for more than Coloque has amastres de fterna para at printer CUERDA WFERIOR Truss one week, cover bundles to protect m truss directemente an lines con cede una de las Lateral Restraints - 2x4x12 t 4S_.'_ . Member NOTE: The truss manufacturer and truss designer rely an the presumption that the contractor and crane operator (it applicable) am the environment. NO almacene an items 0. Brace first 0 DO NOT store on filasole restinjecidn lateral temporal do la cuefda I professionals uAth Me capability to undertake the mrk they have agreed to do an any given project. If the wtractw believes it needs Pare trusses guardados par mile cia una semane, uneven ground. esigue. supenor (yea IS table an IS proxrma columna). r CLR I reinforcement. -. -.. ._,- Note Some chord assistance in some aspect of the construction project, it should seek 000stance 1mm a competent party. The methods and procedures cobra los pequetes pare protegeilos delambiente secure, .•_..'-Z'- and web members sunmeri in the document are intended to ensure sran the overall construction techniques employed we put the trusses into ace SAFELY. - ( DO NOT walk on unbraced trusses befom Bo Personnel involved vulth trums design, manufacture and installation. but must, due to the nature Of responsibilities involved, be presented ttom ."- '- .-.'. .' not shown for Theme data Sforhafldflng notalina restraining and bracing truss arc based ups the collective experience of lead Refer to BCSF. for more detailed information per- i . ,.,. erection of chords - "S Z" clarity. only ass ouios for use byaquaised building designer or contractor. Ills not Intended that these recommendations be interpreted a, taming to handling and jobsite storage of trusses. camine an trusses u . additional ...__,,. 'upsior to the building designer's design specification for handling, installing. restraining and bracing trusses and it does not preclude the -- • - - . a ,, use of other equivalent methods for restraink,gibrscine and providing stability nor the walls. column. theme,roots and all the interrelated Vea elfollefo SCSI— pars informacidn más detal- - • DO NOT stand on truss overhangs until trusses. • 'i', • ..___ structural building canrporrents as determined by the contractor. Thos. SBCA espreasiy disdains any responsibility for damages arising lade lada some el manejo y almacenado de los trusses Structural Sheathing has been applied to ___________ - -... fromere use, application. or reliance on the recommendations and Information contained herein. an area de trabajo. - ' .-..... the truss and overhangs. 11111 '" Diagonal braces every 10 - - - NO as pars an voladizos cerchas haste ' truss spaces 20'(6.1 m) max. SBCA - Revestim,ento estructurel he sido aplicedo ale armadure y voledizos. 10' 13 mt ' 15'(4.6 mt max 6300 Enterprise Lane- Madison, wi 53719 608-2744849 'sbonduotry.cam ;o NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con Is consfrucción haste que todas las restnc- near power lines dlas ventosos 0 ConTRUSSES HASTA 30 sult a Registered Design Professional for trusses longer than 60' (18.3 m). clones IafereIas y los arrioslres estén colocedos an forma meader bar 'Consiifle a us P,ofessionai Reglsirado de Diseflo pare trusses mao de 60 pies epropiada y segura. I i eldctricos ode DO NOT exceed maximum stack heights in table at right. 10(3m A cc max. ) L'fI1I(I! Avoid lateral bar eeropuertos. bar 1/2 io ''" Locate Spreader bar I/2acli See BCSI-B2" for TCTLR options Handling - Manejo and airports. ce,ca de cables above Refer to BCSI-B4""" for more information. yea el BCSl-82" pare las opciones d bending. Tagtne k-.-.-- 1RU5565 u io as' (ln.3 ml [ for Gable End Frame restraint/bracing/ j) I•"_" 213 truss ieegth __________ NO exceda las allures mâximas de montón. yea el resumen der Spreader __________ _____________ Evils Ia flexión lateral. ______ ________ pt) N&fI)ttIIRf to BCSI-B3"" I TRUSSES HASTA so E. mid N'- '.".".. s2 on p BCSI-54""" pare mds infonnecidn. A .- _________ for tn,sa i? TrU5sSpan......TopcodTmLabe TcTR)$packtg Longltudd.;Trañso EspaciamiehtàdelAiilàedró Temporal dâ"IáCumgd1SüpãIär, Upto30' 10'(3 m) oc max. (9.1 m) (9.1 m-13.7 m) 8' (2.4 m) oc max. (13.7m: 18.3 m) 6' (1.8 m) cc max. (18.3 m-24.4 m)" 4(1.2 m) cc max. Tolerances for Out-of-Plumb. Tolerancias pare D150 m5x1-a..1 Fivers-de-Plomada. Construction Leading 'Out-Of-P!u,mb Max. Bow Truss Length 3/4" 12.5' 0150 D () (19 mm) (3.8 m) 114" 1' 718" 14.6' (6 mm) 12121 (22 mm) (4.5 m) 1/2' 2' 1" 18.7' (13 mm (25 mm) (5.1 m) 3/4" 3' 1-1/8" 18.8' 19mm (29 mm) (5.7 m) 4' 1-1/4" 20.8' (25 MI (32 mm) (6.3 in)- 1-1/4" 5' 1-3/8" 22.9' (32 mm (35 mm) (7.0 m) 1-1/2" 6' 1-112" 25.0' (38 mm (38 mm) (7.8 m) 1-314" 7' 1-3/4" 29.2' (44 mm ai (44 mm) (8.9 m) 28' 2" s33.3' (51 mm' (51 mm) (10.1 ml Maximum Height for Material on.Trseses' Material Height Gypsum Board 12' (305 mm) Plywood or 088 16' (408 mm) Asphalt Shingles 2 bundles Concrete Black 8' (203 mm) Clay ilie 3-4 tiles high Tmise. we spaced as shown on layouts. Extra tressess am not provided for flush cac fights or air regiatsis. Pleam c.ordlnaft special tome placement with Job superintendent p.ior to stacblisg tauaaee. Adjust truss spacing to clear can lights and air register as needed, DO NOT CUT OR MOWFV TRUDSE IConfon'ns to the Structural Design requirements- $ Shown. No exceptions taken Mark Swanson, FE C44594 4Øa,tA HANGER UST DESCRIPTION OTY LIJS24 10 LUS26 5 HLJS2S 0 HHUS26-2 1 I THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET CTPICalifornia TrusFrame. "People, Drive, Honor... OurFcmiidafor Succsssr 23665 CAJALCO ROAD PERRIS, CA 02570 TEL 951-857-7491 FAX 951440.5176 www.CalTrusFrame.com ONLY. These trusses are designed as individual buidlng onisponents to be Incorporated into the building design at tie specification of the braidlig designer. See Individual design sheets hr each tfls design identified on the placement draft. The bidding designer Is responsible for permanent bradng of the roof and floor system and for the overall drudure. The design of the truss support sttucture including headna, beaus, walls, and columns is the responsibility of the building designer. Framer Is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24 oc unless noted otherwise. NO. 0 (D z II —J - bO ft (9— W 'X -J —''->- I—Wo<— z = W o wi—. Ca co 0 C4 <U) Z C) 9 CM F- 0 Wc.Z CO'uj Z U)Z...J 0 Oj " i— w< I—Q..Cl) ocS i-' PROJECT No: M30575 ESIGNER: PETE N. REV. BY I REV. DATE 'Truss" are spaced as shown on layouts. Extra busses are not provided for flush can lights or air registers. Please eoetaate special bias, placement with job superintendent prior to stacking tnasaes. Adjust tna, spacing to d.ar can lights and air register no needed, DO NOT CUT OR MODIFY TRUSSES" Confonm.to the StnJctural Design requirements- As Shown. No exceptions taken IMark Swanson, PE C44594 N1,11, m, F& ~- VA HANGER LIST DESCRIPTION ow LUS24 10 LUS26 S HUS26 0 HHUS2O-2 I THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET California CTFE I TrusFrame. I 1Pe* Drive, Honor.,. OurFormulafor Succsf 23665 CMALCO ROAD I PERRIS, CA 92570 I TEL 951-657-7491 FAX 951.640-5176 wsw.CaiTruaFrame.cam I ONLY. These trusses are designed as Individual building ooncnenls b be Incorporated into the building design at Its specification of the building designer. See Individual design sheets for each buss design Identified on the placement damming. The building designer Is responsible for pelmanent bracing of the roof and floor system and for the overall structure. The design of Us buss support structure Including heads, beams, sails, and colenvis is the ,esponsbfly of the building designer. Framer Is responsible for accurate spacing of fruesca as designed and railed out on placement plan. All busses spaced at W cc unless noted othelwlae. 0: 1 129 z II in W .111 -J _c>O a,. I— — Z a w o III Iarcsj .<4C(.,) II - Z LIJQ- cOw U) z i < 0 L iii = aJO "LLJ I—DC1) CL -J PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE P.N. 9-3-19 P.N. 1 9-6-19 irsees -e spaced as ahown on layout.. Extra busses we not provided for flush can lights or air registees. Pleas* coordhrate special town placement taftib job sup.ilntandent pets, to stacking trusses. Adjust truss spacing to dear can lights sad air register as needed, DO NOT CUT OR MODIFY TRUSSES onIbrms to the Stncturai Design requliements- s.Shown. No exceptions taken MarIe Swanson, PE C44594 -4AI HANGER UST DESCRIPTION OilY LUS24 7 MUS26 3 HHU826-2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET CTFI California I TrusFrame I 'PeopIeDr1ve, Honor- OurFomwIaforSurzf I 23665 CAJALCO ROAD PERRIS, CA 92570 I TEL 951857-7491 FAX 951-940-5176 www.CalTrusFrame.com I ONLY. These trusses are designed as individual building components to be Incorporated into the building design at the specifiestion of the building designer. See individual design sheets tsr eadi Inns design Identified on the placement drawing. The building designer Is responsible for permanent bracing of the roof and floor system and for the overaft strudite. Th. design Of the truss support structure including headers, beams. watts, and columns is the responsibility of the building designer. as designed and ratted out on placement plan. AN trusses spaced at 2C oc unless noted otherwise. Exp. NO.' "C) Win LL z-. L3 w 00 - I— QO<O w #1 mxjZ.ui w# JI Cl)z5 Qw" (OZ —J 0 —w< I— OCI) 0. —j PROJECT No: M30575 DESIGNER: PETE N. REV. BY I REV. DATE Tnssem are spaced as aboven on lsyouta Extra b'uases we net provided for hush can fights or air registers. Plea.. coo,dlnate .p..IsI tm., placement with job superintendent peter to stactoleg tome... Adjust buss spacing to clear con llØits and air r.glst.r as needed, DO NOT CUT OR MODIFY TRUUE C Conftm to Me Structural Design mWim"wift- s Shown. No exceptions taken Mark Swanson, PE C44594 HANGER LIST DESCRIPTION OW WS24 8 MUSI6 3 HHUS26.2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET TFICalifornia TrusFrame ?eopIaDrtv Honor... Our FormulaforSucLessr 23685 CAJALCO ROAD FERRIS, CA 92570 TEL 951457.7491 FAX 951-940-5176 wwa.CalTrusFrame.com THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as Individual building components to be Incorporated Into the building design at the speciltration 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. walls, and columns is the responsibility of the building designer. Framer Is responsible for aceurate spacing of busses as designed and rated out on placement plan. All trusses spaced at 24 oc unless noted otherwise. EXP. NO. 0 z II s—i ..Q 4; z— IL U- 11- zUJ 11' QII >00 azc I— I— aOO w = 9 <u)Q: < < C1 Dj Oil C4 0 CSI z cnüj C0 —J (9 i— w< .. I— OU) — - a 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 csRziq i2S 7=0 J100 D PROJECT DESTCTN 1NFORMATTON DTJ 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 PERIMETER 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 PTI METHOD (3 EDITION) DESIGN PARAMETERS CATEGORY (EXPANSION INDEX) CENTER LIFT (INCHES) EDGE LIFT (FEET) IA (<20) 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 L4%v;m, 1,4 a 1:,w E SLAB & FOOTING CAPACITIES Input Pc 2500 concrete strength in psi W = soil bearing pressure in psf t = C2000 slab thickness in inches d = overall footing depth in inches 5= 50 Fa = 360.00 M= 1.50 .65*w= 1300 Leff = 1.22 ISOLATED PAD FOOTING CAPACITIES Capacity 18" pad 4500 lbs 24" pad 8000 lbs 30" pad 12500 lbs 36" pad 18000 lbs 42" pad 24500 lbs 48" pad 32000 lbs 54" pad 40500 lbs 60" pad 50000 lbs 66" pad 60500 lbs 72" pad 72000 lbs 78" pad 84500 lbs 84" pad 98000 lbs 90" pad 112500 lbs PAD FOOTING CAPACITIES W/ SLAB Capacity X1 1.5 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 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 edge Slab Edge !Pad ! xi jjTi""i *)(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 "L "action - not "1" action. *SLAB CAPACITY = 6.3 Kips M. 0.625 L'= 1.118 Leff = 1.264 ft AREA = 6.39 ftA2 width = 2.53 ft I •I width or2xLeff *NOTE There must be the width noted above (or Leff on all 4 sides) available and centered on the point load in both orthoganal directions. lf.not input the width that is available below to get the reduced capacity: Available Width = 2.25 ft REDUCED SLAB CAPACITY = [I 506J Kips I POINT LOAD CAPACITY OF CONTINUOUS FO G .34 KIPS* Input d= 15 in. b= in Area = 5.56 sq. ft. *Note: There must be at least 2x the overall footing depth (d) of footing length available (cannot be at a corner). If not, reduce the capacity as follows: Available length = 24 in. Area = 4.45 ft. sq. Reduced Capacity = 6$1 Kips Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel 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 : G2192-5201 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 28.00 FT 83.00 FT 5.00 Inches Material Properties Concrete Strength, : 2500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 52.7 Cubic Yards Prestressing Tendon: 1,545 Linear Feet Number of End Anchorages: 70 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 . I Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Incheà 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 14.00 Feet 0. C. Number of Slab Tendons: 6 Slab Tendon Spacing: 4.80 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 7 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.38 Feet 0. C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.94 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7. Z:ICAD Files3100-31993127 - Magnolia SFD%CALCSPlan I -AI.pti 2:56:56 PM PTISIab 32 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area I Build 100712 Senal 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 299,303 LB Bearing Area 2,026 FT2 Applied Pressure on Soil 148 PSF Soil Pressure Safety Factor 13.54 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PS!) 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 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 4.98 -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. 1.125 1.125 Actual Stress -0.25$ . -0.200 Actual Stress 1.141 0.910 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch:) 80,763 34,406 Required Moment of Inertia (Inch) 39,687 19,299 Required Moment of Inertia controlled by Width 6*B eta ShearAnalysis - Center Lift Mode Maximum Shear, Short Direction. 2.45 K/FT Maximum Shear, Long Direction 2.35 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 135 Actual Shear Stress (PS!) 119 107 Page 20f7 ZCAD Files13100-31993127 - Magnolia SFDCALCSlPlan I -AI.pti 2:66:56 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 I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode 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 -0.242 -0.206 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 (PS!) Actual Shear Stress (PSI) Cracked Section Analysis - EdGe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 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 22,074 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 3 of 7 Z:CAD Filest3100-319913127 - Magnolia SFDlCALCSPlen I -Al.ptl 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 6,147 2117 Moment of Inertia (Inch4): 80,763 34,406 Section Modulus, Top (Inch3): 20,190 8,055 Section Modulus, Bottom (Inch3): 6,842 2,671 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 4 of 7 Z.IGAD F71e43100-319913127 - Magnolia SFDCALCS%Plan I -Al.pfi 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320.075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f: 2500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fp: 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 28.00 FT 83.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 17 6 Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 7 2 1 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 50f7 Z% CAD Files3100-319913127 -Magnolia SFDCALCStP1en I -A l.pd 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 F?roject 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 Prooerties 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 PTI Manual Prestress Loss: 15.0 KSI Sub grade Friction Coefficient: 0.75 Page 6 of 7 Z:ICAD Files13100-319913127 - Magnolia SFDtCALCSPlan I -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM - Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 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 Files3100-31993127 - Magnolia SFD%CALCSlPlan 1 -AI.ptl 2:56:56 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 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, fc: 2,500 PS! Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 22.9 Cubic Yards Prestressing Tendon: 723 Linear Feet Number of End Anchorages: 46 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.25 Feet 0. C. Number of Slab Tendons: 5 Slab Tendon Spacing:* 4.13 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.54 Feet 0. C. Number of Slab Tendons: 10 Slab Tendon Spacing: 4.69 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:CAD Files13100-319913127 - Magnolia SFDlCALCSPIan I -A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Geotechnical Report: Geocon, Inc. Build 100712 Sedal Number: 100-320-075 Project Number: 3127 Project Date: April 8, 2019 Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 127,420 LB Bearing Area 852 FT2 Applied Pressure on Soil 150 PSF Soil Pressure Safety Factor 13.38 Prestress Summav Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 10 5 Number of Beam Tendons 5 3 Spacing of Slab Tendons (Feet) 4.69 4.13 Center of Gravity of Concrete (from top of slab) (Inch) 4.12 4.75 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 6.78 Eccentricity of Prestressing (Inch) -1.92 -2.03 Minimum Effective Prestress Force (K) 365.7 179.4 Beta Distance Effective Prestress Force (K) 373.9 202.9 Minimum Effective Prestress (PSI) 106 108 Beta Distance Effective Prestress (PSI) 108 122 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.35 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.10 FT-K/FT Tension in Top Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.197 -0.135 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (inch ) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by ShearAnalysis - Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PS!) Compression in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 1.008 0.740 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 Page 2of7 ZCAD FiIesl3100-319913127 - Magnoile SFDlCALCStPIan I -A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area 2 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 continued Cracked Section Analysis - Center Lift Mode 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 -0.200 -0.053 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 - Eclae Lift Mode Cracked Section Capacity (FT-K). 0.5 Moment (FT-K) Short Long Direction Direction 284.7 152.9 123.5 52.2 3.52 FT-K/FT 3.14 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.209 0.169 Short Long Direction Direction 49,874 31,706 19,185 15,411 Width 6*Beta 1.41 K/FT 1.52 K/FT Short Long Direction Direction 141 142 66 50 Short Long Direction Direction 145.0 92.0 81.2 32.2 Page 3of7 Z:tCAD Files13100-319913127 - Magnolia SFDCALCS%Plan I -A2.ptl 2:58:22 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 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 - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2) 3,453 1,668 Moment of Inertia (inch 4) 49,874 31,706 Section Modulus, Top (Inch3): 12107 6,673 Section Modulus, Bottom (Inch3): 4,068 2556 Center of Gravity of Concrete - from top (Inch): 4.12 4.75 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 6.78 Eccentricity of Prestress (Inch): -1.92 -2.03 Beta Distance (Feet): 7.75 6.92 Equivalent Beam Depth (Inches): 16.38 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS 4 of 7 ZfICAD Fi1e813100-3199t3127 - Magnolia SFD1CALCS1Plan I -A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc.. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 2 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 Material Properties Concrete Strength, f's: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KS! 1/2 Inch 20.50 FT x 46.17 FT x 5. 00 Inches Short Direction Long Direction 10 5 Long Direction Type I Type I! 2 1 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Short Direction Type! Type II Quantity: 2 3 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis Page 5 of 7 Z:ICAD Files13100-31993127 -Magnolia SFD0ALCSlP18n I -A2.pti 2:58:22 PM PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Geotechnica! Report: Geocon, Inc. Build 100712 Senal Number: 100-320-075 Project Number.: 3127 Project Date: Apr!! 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 PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:CAD FiIes3100-319913127 - Magnolia SFD%CALCS%Plan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited 9edei Number: 100.320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7 of 7 Z:IDAD Files3100-3199I3127 - Magnolia SFDtCALCSlPlen 1 -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's: 2,500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 15.7 Cubic Yards Prestressing Tendon: 480 Linear Feet Number of End Anchorages: 40 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: 13.00 Feet O.C. Number of Slab Tendons: 3 Slab Tendon Spacing: 4.50 Feet 0. C. Slab Tendon Centroid 2.50 Inches from top of slab In the SHORT direction. Type I Beam Tve II Beam Quantity of Beams: 2 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 12.25 Feet 0. C. Number of Slab Tendons: 10. Slab Tendon Spacing: . 5.00 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z%CAD Files13100-31993127 - Magnoila SFDlCALCSPlan I -A3.pti 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 F7-2 Applied Pressure on Soil 166 PSF Soil Pressure Safety Factor 12.03 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 10 3 Number of Beam Tendons 5 2 Spacing of Slab Tendons (Feet) 5.00 4.50 Center of Gravity of Concrete (from top of slab) (Inch) 4.04 5.07 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 7.40 Eccentricity of Prestressing (Inch) -2.00 -2.33 Minimum Effective Prestress Force (K) 376.3 110.1 Beta Distance Effective Prestress Force. (K) 371.8 127.0 Minimum Effective Prestress (PSI) 104 101 Beta Distance Effective Prestress (PSI) 103 116 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.95 FT-KJFT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.67 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KSI) 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 ShearAnalysis -Center Lift Mode Maximum Shear, Short Direction. . 2.30 K/FT Maximum Shear, Long Direction . 2.17 K/FT Short Long Direction Direction Allowable Shear Stress (PS!) 141 140 Actual Shear Stress (PSI) 114 65 Page 20f7 Z:CAD Files3100-31993127 - Magnolia SFDtCALCSlPIan I -A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 (3eostructural 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 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION-RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.248 -0.041 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 contmlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 284.7 97.9 145.8 36.8 3.74 FT-K/FT 3.34 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.219 0.157 Short Long Direction Direction 50,642 24,070 13,721 9,694 Width 6*B eta 1.36 K/FT 1.55 K/FT Short Long Direction Direction 141 140 68 47 Short Long Direction Direction 145.0 65.1 91.6 21.7 3 of 7 Z:%CAD Flies13100-319913127 - Magnolia SFDCALCS%Plan I -A3.ptl 2:58:45 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 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 21CAD Files13100-319913127 - Magnolia SFDCALCSPIan I - A3.pti 2:58:45 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 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: 2,500.0 PSI Concrete Creep Modulus, E0 : 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: 13.00 FT 49.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 10 3 Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 3 2 0 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 5 of 7 Z:CAD Files13100-319913127 - Magnolia SFDlCALCSlPlan 1 -A3.pti 2:58:45 PM PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area 3 Project Engineer: REM Geotechnica/ 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 Pronerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:%CAD Files3100-3199t3127 - Magnolia SFDtCALCSlPlan I -A3.pli 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sesial 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 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:CAD Files13100-3199%3127 - Magnolia SFDICALCS%Plan 1 -A3.ptl 2:58:45 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 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 18.00 FT 41.50 FT 5.00 Inches Material Properties Concrete Strength, rc. 2,500 PS! Tendon Strength, Fp: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 18.4 Cubic Yards Prestressing Tendon: 565 Linear Feet Number of End Anchorages: 40 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: 9.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 4.67 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 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: 13.83 Feet 0. C. Number of Slab Tendons: 9 Slab Tendon Spacing: 4.69 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 Z:ICAD Filest3100-319913127 - Magnolia SFDlCALCSlPlan I -A4.ptl 2:59:09 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 4 Build 100712 SeñeJ Number: 100420-075 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 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 Direction Long Direction 9 4 4 3 4.69 4.67 4.03 4.97 5.86 7.39 -1.83 -2.42 319.1 159.4 323.7 177.4 105 105 106 117 5.13 FT-K/FT 4.89 FT-K/FT Tension in Top Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.187 -0.129 Compression in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 1.020 0.679 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (lnch) 43,373 30,573 Required Moment of Inertia (Inch) 11,047 10,431 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.59 K/FT Maximum Shear, Long Direction 1.61 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 141 Actual Shear Stress (PSI) 134 47 Page 2 of 7 Z:%CAD Filest3100-31993127 . Magnolia SFD%CALCSlPIan I - A4.ptl 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 - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode. Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.233 -0.009 Stiffness Analysis - EciQe Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (inch 2 Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edqe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 259.6 123.9 106.6 44.0 3.50 FT-K/FT 3.11 FT-K/FT Compression in Top Fiber (KSl) Short Long Direction Direction 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 Page 3 of 7 ZfICA.D Filest3100-31993127 - Magnolia SFDICALCS%Plan 1 -A4.ptl 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (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 2509 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 Ei Page 4of7 Z:tCAD Filest3100-3199t3127 - Magnolia SFDlCALCSlPIan 1 -A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f: Concrete Creep Modulus, Ec Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties Short Direction Type I Type II Quantity: 2 2 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 PSI 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 I Type II 2 1. 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5 of 7 Z:ICAD Files3100-319913127 - Magnolia SFDCALCSPlan 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 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: 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 0.61.0 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 KS! Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:ICAD Filesl3100-319913127 - Magnolia SFD%CALCSiPlan 1 -A4.pti 2:59:09 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 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 7of7 Z%GAD Filesl3100-319913127 - Magnolia SFDtCALCS%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 - DESIGN SUMMARY Slab Dimensions: 12.75 FT 20.17 FT 5.00 Inches Material Properties Concrete Strength, f: 2500 PS! Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 6.8 Cubic Yards Prestressing Tendon: 229 Linear Feet Number of End Anchorages: 26 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 12.75 Feet 0. C. Number of Slab Tendons: 3 Slab Tendon Spacing: 4.38 Feet 0.C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.09 Feet 0.C. Number of Slab Tendons: 5 Slab Tendon Spacing: 4.04 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 ZtCAD Files3100-31993127 - Magnolia SFD%CALCS%Plan I -A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 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 F7-2 Applied Pressure on Soil 164 PSF Soil Pressure Safety Factor 12.22 Prestress Summa Subgrade Friction calculated by method prescribed in PTI 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 (PSI) 123 114 Beta Distance Effective Prestress (PSI) 123 118 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em5.0 per PT! 4.3.2) 5.85 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.57 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 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 Stiffness Coefficient of 360 .a 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 2 of 7 Z:%CAD Files13100-319913127 - Magnolia SFDtCALCSPlan I -A5.pti 2:5927 PM PTISIab 3.2 Geostructura! 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 Cracked Section Analysis -Center Lift Mode 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 (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 -0.080 -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 (PSI) 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 Z:tCAD FiIes3100-3199%3127 - Magnolia SFDlCALCSPIan I -A5.pli 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-076 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 (Inch2): 1,648 Moment of Inertia (Inch4): 31,565 Section Modulus, Top (Inch3): 6,606 Section Modulus, Bottom (Inch3): 2,550 Center of Gravity of Concrete - from top (Inch): 4.78 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 Eccentricity of Prestress (Inch): -2.00 Beta Distance (Feet): 6.91 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. 1,077 23,939 4,687 1,857 5.11 7.40 -2.29 6.45 Jacking Force: 33.05 KIPS Page 4 of 7 Z:CAD Flles13100-31993127 - Magnolia SFDICALCS%Plan I -A5.ptl 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f0 : 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 I! 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 2500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KS! 1/2 Inch 12.75 FT 20.17 FT 5.00 Inches Short Direction Long Direction 5 .3 Long Direction Type I Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches 5 of 7 ZICAD Files13100-319913127 - Magnolia SFD%CALCS1Plan 1 -A5.ptl 2:59:27 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 I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subrade 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 KSI Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z.%CAD Files3100-3199I3127 -Magnolia SFDlCALCSPlan 1 -A5.ptl 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 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?ICAD Flles13100-319913127 - Magnolia SFDlCALCSPlan 1 -A5.pti 2:69:27 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 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 35.50 FT 66.00 FT 5.00 Inches Material Properties Concrete Strength, tc 2500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantifies 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 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 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 1 of 7 Z:%CAD Files%3100-319913127 - Magnolia SFDCALCSPlan 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: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 301,887 LB Bearing Area 2071 F7-2 Applied Pressure on Soil 146 PSF Soil Pressure Safety Factor 13.72 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 14 8 Number of Beam Tendons 7 4 Spacing of Slab Tendons (Feet) 4.77 4.50 Center of Gravity of Concrete (from top of slab) (Inch) 4.02 4.24 Center of Gravity of Tendons (from top of slab) (Inch) 5.92 6.14 Eccentricity of Prestressing (Inch) -1.91 -1.91 Minimum Effective Prestress Force (K) 481.0 241.4 Beta Distance Effective Prestress Force (K) 522.5 301.9 Minimum Effective Prestress (PS!) .98 90 Beta Distance Effective Prestress (PSI) 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 Em=5.0 per PT! 4.3.2) 5.25 FT-K/FT Tension in Top Fiber (KSI) 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 ShearAnalvsis - 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:%CAD Fllest3loo-319913127 - Magnolia SFDCALCSP1an 2 -AI.pti 2:59:51 PM 1.125 1.125 0.21 0.178 Short Long Direction Direction 65,704 41,686 46,657 28,295 Width 6*Beta 1.45 K/FT 1.54 K/FT Short Long Direction Direction 140 138 71 68 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area I Build 100712 Selial Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 387.4 233.1 0.5 Moment (FT-K) 181.8 93.1 Moment Analysis - Edipe Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction 3.46 FT-K/FT 3.11 FT-K/FT Compression in Top Fiber (KSl) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.234 -0.169 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Ede Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Direction 197.4 114.1 Long Direction 118.7 55.2 Page 3 of 7 ZICAD Files13100-31993127 - Magnolia SFDCALCSPlan 2 -AI.pfl 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 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross SectionalArea (inch 2) 4,885 2691 Moment of Inertia (Inch 4): 65,704 41,686 Section Modulus, Top (Inch3): 16,358 9,837 Section Modulus, Bottom (Inch3): 5,476 3,350 Center of Gravity of Concrete - from top (Inch): 4.02 4.24 Center of Gravity of Prestressing Tendons - from top (Inch): 5.92 6.14 Eccentricity of Prestress (Inch): -1.91 -1.91 Beta Distance (Feet): 8.30 7.41 Equivalent Beam Depth (Inches): 16.02 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4 of 7 Z:%CAD Files%3100-3199%3127 - Magnolia SFDCALCS%Plen 2 -AI.ptl 2:59:51 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 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 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 2500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch 35.50 FT 66.00 FT 5.00 Inches Short Direction Long Direction 14 8 Long Direction Type I Type II 2 2 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Short Direction Type I Type II Quantity: 2 5 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis Page 5of7 Z:CAD Files3100-3199t3127 - Magnolia SFDCALCSPlan 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: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Proøerties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 4000 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 6 of 7 1CAD Files3100-3199%3127 - Magnolia SFDCALCSiP1an 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: G2192-52-01 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 Files13100-319913127 - Magnolia SFDICALCS%Plen 2 -AI.pti 2:59:51 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 - DESIGN SUMMARY Slab Dimensions: 36.00 FT 48.83 FT 5.00 Inches Material Pronerties Concrete Strength, f1 : 2500 PSI Tendon Strength, Fpu: 270 KS! 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 Quantity of Beams: Type I Beam 2 Type II Beam 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 Quantity of Beams: Type I Beam 2 Type II Beam 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 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 Z:%CAD Files3100-31993127 - Magnolia SFD%CALCSiPIan 2 -A2.pti 3:00:10 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 2 Build 100712 Soils! Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis - Total Applied Load 226,085 LB Bearing Area 1,501 FT2 Applied Pressure on Soil 151 PSF Soil Pressure Safety Factor 13.27 Prestress Summa Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 10 8 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet) 4.98 4.57 Center of Gravity of Concrete (from top of slab) (Inch) 4.05 4.22 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 6.14 Eccentricity of Prestressing (Inch) -2.00 -1.92 Minimum Effective Prestress Force (K) 340.9 261.1 Beta Distance Effective Prestress Force (K) 374.1 301.7 Minimum Effective Prestress (PS!) 94 96 Beta Distance Effective Prestress (PSI) 104 111 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.51 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.25 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.218 -0.183 Actual Stress 1.047 0.921 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4 50,597 41,836 Required Moment of Inertia (Inch) 27,900 24,217 Required Moment of Inertia controlledby Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.78 K/FT Maximum Shear, Long Direction 1.99 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 139 139 Actual Shear Stress (PSI) 138 89 Page 2 of 7 ZfiCAD FiIest3100-3199%3127 - Magnolia SFDtCALCSPIan 2 -A2.pti 3:00:10 PM 1.46 K/FT 1.50 K/FT Short Long Direction Direction 139 139 73 68 Short Long Direction Direction 145.0 118.7 85.4 56.2 Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - EdQe Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Short Long Direction Direction 284.7 233.1 134.6 94.5 3.50 FT-K/FT 3.12 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 Actual Stress -0.239 -0.156 Actual Stress 0.204 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Direction 1.125 0.181 Long Direction Available Moment of Inertia (Inch) 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 Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 3of7 Z:CAD Files1310063199%3127 - Magnolia SFDlCALCSPlan 2 -A2.pti 3:00:10 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 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): Moment of Inertia (Inch4): Section Modulus, Top (Inch3): Section Modulus, Bottom (Inch3): Center of Gravity of Concrete - from top (Inch): Center of Gravity of Prestressing Tendons - from top (Inch) Eccentricity of Prestress (Inch): 3,612 2,721 50,597 41,836 12,501 9,917 4,103 3,357 4.05 4.22 6.04 6.14 -2.00 -1.92 Beta Distance (Feet): 7.78 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 4 of 7 Z:%CAD FilesA3100-31993127 - Magnolia SFDtCALCSiPlan 2 -A2.pti 3:00:10 PM PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 2 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 Material Properties Concrete Strength, f: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 270.0 KS! 1/2 Inch 36.00 FT 48.83 FT 5.00 Inches Short Direction Long Direction 10 8 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 Long Direction Type I Type II 2 2 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5of7 Z.CAD Files3100-3199%3127 - Magnolia SFDCALCSPlan 2 -A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Seilsi Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Pronerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6of7 Z:CAD Fi!es3100-319913127 - Magnolia SFDICALCS%Plen 2 -A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedei 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 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 7 of 7 Z:%CAD Flles3100-31993127 - Magnolia SFDlCALCSIPlan 2 -A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320.075 Project Title: Magnolia- Plan 2-Area 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 FTx 5.00 Inches Material Properties Concrete Strength, f,: 2,500 PSI Tendon Strength, Fp: 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 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: 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 18 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: 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 ZtCAD Files3100-319913127 - Magnolia SFDtCALCSPlan 2 -A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unilmited 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 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 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) -1.8 -2.20 Minimum Effective Prestress Force (K) 617.3 138.1 Beta Distance Effective Prestress Force (K) 613.7 178.3 Minimum Effective Prestress (PS!) 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 Em5.0 per PT! 4.3.2) 4.76 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 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 (lnch) 75,037 29,539 Required Moment of Inertia (Inch) 18,826 8,947 Required Moment of Inertia controlled by Width 6*Beta ShearAnalysis -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 2 of 7 Z:%CAD Files1310o-319913127 - Magnolia SFD%CALCSPIan 2 -A3.pii 3:00.29 PM 75,037 29,539 25,506 11,488 Width 6*Beta 1.36 K/FT 1.59 K/FT Short Long Direction Direction 141 140 73 41 Short Long Direction Direction 223.5 91.9 138.4 24.4 PTISIab 32 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-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 continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 463.4 123.9 0.5 Moment (FT-K) 204.3 38.1 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.39 FT-K/FT Maximum Moment, Long Direction 3.06 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 -0.245 -0.016 Actual Stress 0.217 0.148 Stiffness Analysis - Edqe Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of inertia (inch ) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 3 of 7 LICAD Files3100-31993127 - Magnolia SFD%CALCSPlan 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 - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 5,951 1,398 Moment of Inertia (Inch4): 75,037 29,539 Section Modulus, Top (Inch3): 19,254 5,694 Section Modulus, Bottom (Inch3): 6,253 2467 Center of Gravity of Concrete - from top (Inch): 3.90 5.19 Center of Gravity of Prestressing Tendons - from top (Inch): 5.75 7.39 Eccentricity of Prestress (Inch): -1.85 -2.20 Beta Distance (Feet): 8.58 6.80 Equivalent Beam Depth (Inches): 15.90 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4 of 7 Z.CAD Fllest3loo-319913127 - Magnolia SFDCALCSPlan 2 -M.ptl 3:00:29 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-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 SUMMARY OF INPUT DATA Material Properties Concrete Strength, 1"c: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 270.0 KS! 1/2 Inch 16.00 FT 81.75 FT 5.00 Inches Short Direction Long Direction 17 4 Long Direction Type I Type II 2 1 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches - Short Direction Type 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 5 of 7 ZfiCAD Files3100-3199l3127 - Magnolia SFDCALCS1P1en 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 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: 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 Subrade 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 PTl Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:CAD Filesl3loo-319913127 - Magnolia SFDCALCSPlan 2 .A3.ptl 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 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 7of7 Z:CAD Files3100-319913127 - Magnolia SFDtCALCSPlan 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, Ic: 2,500 PS! Tendon Strength, Fpu. 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 26.9 Cubic Yards Prestressing Tendon: 887 Linear Feet Number of End Anchorages: 62 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: 1 0 Beam Tendon Centroid: 3.25 Inches 0.00 Inches Beam Spacing: 15.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 3.67 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 6 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.71 Feet 0.C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.44 Feet 0.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:IDAD Files3100.3199%3127 - Magnolia SFDC4LCStP1an 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 Build 100712 Sedai 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 COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING:. ALL VALUES WITHIN ALLOWABLE LIMITS. CENTER LIFT MODE: BENDING STRESS IN SHORT DIRECTION (COMPRESSION): 6.9% EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 20f7 ZfiCAD FiIes3100-3199l3127 - Magnolia SFDCALCSPlan 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 Geotechnica! 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 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 150,226 LB Bearing Area 949 FT2 Applied Pressure on Soil 158 PSF Soil Pressure Safety Factor 12.63 Prestress Summary Sub grade Friction calculated by method prescribed in PTl 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 (PSI) 113 99 Beta Distance Effective Prestress (PSI) 112 126 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 6.25 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.95 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.254 -0.148 Actual Stress 1.203 0.776 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch) 73,363 25,035 Required Moment of Inertia (Inch) 20,258 10,069 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.21 K/FT Maximum Shear, Long Direction 2.50 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 143 140 Actual Shear Stress (PSI) 108 87 Page 3 of 7 Z:%CAD Files3100-31993127 - Megnolle SFD%CALCSPIen 2 -A4.pti 3:45:14 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-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 Cracked Section Analysis -Center Lift Mode hrwt Inn,, Allowable Shear Stress (PS!) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Direction I 1V Direction 463.5 128.3 234.5 44.7 3.74 FT-K/FT 3.38 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.237 0.175 Short Long Direction Direction 73,363 25,035 24,260 11,427 Width 6*Beta 1.36 K/FT 1.59 K/FT Short Long Direction Direction 143 140 67 55 Short Long Direction Direction 223.5 65.1 140.4 25.3 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Ede 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 -0.256 -0.109 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 - Ediae Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 4 of 7 Z:GAD Filesl3100-31993127 - Magnolia SFDCALCSPIan 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 5,546 1,212 Moment of Inertia (Inch4).: 73,363 25,035 Section Modulus, Top (inch 3) 18,343 5,197 Section Modulus, Bottom (Inch 3) 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 Files3100-319913127 - Magnolia SFDCALCSlPlan 2 -A4.pti 3:45:14 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2- 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 Material Properties Concrete Strength, fo: 2,500.0 PSI Concrete Creep Modulus, E0: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 270.0 KS! 1/2 Inch 15.00 FT 75.00 FT 5.00 Inches Short Direction Long Direction 17 4 Long Direction Type I Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches 1 - 0 3.00 3.00 Inches Short Direction Type I Type II 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 60f7 Z:CAD Files13100-31993127 - Magnolia SFDICALCS%Pian 2 -A4.pli 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 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 7 of 7 Z:%CAD Files13100.319913127 - Magnolia SFD%CALCSPlan 2 -A4.ptl 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 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, 'c 2,500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 8.0 Cubic Yards Prestressing Tendon: 274 Linear Feet Number of End Anchorages: 28 In the LONG direction Type I Beam 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: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 15.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 3.67 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 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 Page lof7 Z:CA.D Files%3100-3199t3127 - Magnolia SFDtCALCS%Plan 2 -A5.ptl 3:01:11 PM PTISIab 3.2 Geostructural Too/ Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 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 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 43,957 LB Bearing Area 264 F7-2 Applied Pressure on Soil 166 PSF Soil Pressure Safety Factor 12.03 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 5 4 Number of Beam Tendons 3 2 Spacing of Slab Tendons (Feet) 4.25 3.67 Center of Gravity of Concrete (from top of slab) (Inch) 4.71 4.82 Center of Gravity of Tendons (from top of slab) (Inch) 6.78 6.58 Eccentricity of Prestressing (Inch) -2.07 -1.77 Minimum Effective Prestress Force (K) 201.2 148.0 Beta Distance Effective Prestress Force (K) 202.1 152.4 Minimum Effective Prestress (PSI) 119 122 Beta Distance Effective Prestress (PSI) 119 126 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 6.15 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 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 (lnch) 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 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:%CAD Flles13100-319913127 - Magnolia SFD%CALCSlPlan 2 -A5.pti 3:01:11 PM 3.88 FT-K/FT 3.41 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.201 0.19 Short Direction Long 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 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 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 Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 152.9 128.3 0.5 Moment (FT-K) 64.6 43.9 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.100 -0.063 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch:) Required Moment of Inertia (Inch) Required Moment of Inertia contmlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 3 of 7 Z%CAD Flles3100-319913127 - Magnolia SFD%CALCS%Plan 2 -A5.ptl 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (inch 2): . 1,698 Moment of Inertia (inch 4): 31,915 Section Modulus, Top (Inch3): 6,774 Section Modulus, Bottom (Inch3): 2,565 Center of Gravity of Concrete - from top (Inch): 4.71 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 Eccentricity of Prestress (Inch): -2.07 Beta Distance (Feet): 6.93 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. 1,212 25,035 5,197 1,899 4.82 6.58 -1.77 6.52 Jacking Force: 33.05 KIPS Page 4 of 7 Z:CAD Files3100-3199I3127. Magnolia SFDCALCSPIan 2 -A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA 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 I! 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 2500.0 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 Direction 5 4 Long Direction Type! Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5 of 7 ZfiCAD Files13100-319913127 - Megnoila SFDCALCSlPlen 2 -A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6of7 ZfiCAD Files13I00-319913127 - Magnolia SFDtCALCSPIan 2 -A5.pti - aol:n 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 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-OnGround 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7 of 7 Z%CAD Files3100-319913127 - Magnolia SFDICALCS%Pian 2 -A5pti 3:01:11 PM GEOCON INCORPORATED GEOTECHNICAL . ENVIRONMENTAL. MATERIALS Project No. G2192-52-01 October 2, 2019 Ashton 3, LLC 5 Hoya Street Rancho Mission Viejo, California 92694 RECEIVED OCT 15 2019 CITY OF CARLSBAD BUILDING DIVISION Attention: Mr. Taylor Ashton 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 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 FE 84154 MRL: SFW:dmc (e-mail) Addressee A-,- a-, awn oy Weedon GE 2714 6960 Flanders Drive U Son Diego, California 92121.2974 0 Telephone 858.558.6900 U Fax 858.558.6159 .vi?oi9.. ,?co GEOCON INCORPORATED GEOTECHNICAL . ENVIRONMENTAL U MATERIALS (10)~' Project No. G2192-52-01 September 10, 2019 Revised October 2, 2019 RECEIVED OCT 15 zO9 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 References: 1. Geotechnical Investigation, 1534 Magnolia Avenue, Carlsbad, California, prepared by Geocon Incorporated, dated January 17, 2017 (Project No. 62192-52-01). 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 Flanders Drive S San Diego, California 92121.2974 5 Telephone 858.558.6900 5 Fax 858.558.6159 C . çC Matt PE 84154 MRL:SFW:dmc (e-mail) Addressee A0 -, -vu--.7ny Weedon GE 271A 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 Geocon Project No. G1966-52-01 - 2 - September 10, 2019 Revised October 2, 2019 (-fi '' ro, a --, - ~ ?-. ~b HETHERINGTON ENGINEERING, INC. SOIl. & FOUNDATION r:NGINEERING • ENGINEERING GEOLOGY • HYI)ROGEOL.OGY City of Carlsbad Community & Economic Development 1635 Faraday Avenue Carlsbad, California 92008 April 18, 2019 ProjectNo. 8769.1 Log No. 20412 R LE Attention: Ms. Jennifer Horodyski, T. E. MAY 2 1 2019 Subject: THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) CITY OF C r. Proposed 7-Lot Residential Development BUILDING 1534 Magnolia Avenue Carlsbad, California Project ID: CT 2018-0003, GR2018-0047, 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. priorcomments and 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, HEThE, ENGINEERING, INC. ; V FES 9ET1'1- / I A. Bogseth c%tEERj Civil Engineer 30488 No 397 rofessional Geologist 3772 BOQQQ Geotechnical Enginee !p. Date R ertified Engineering Geologist (expires 3/31/20) citified Hydrogeologist (expires 3/31/20) Exp. Cn 591 E.G. 1153 Distribution: 1-via e-mail (J'_ . orodyski®carlsbadca.gov 5305 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 Fax (760) 931-0545 www hetheringtonengineering.corn REFERENCES "Geotechnical Investigation. 1534 Magnolia Avenue, Carlsbad, California", by Geocon, Inc., dated January 17, 2018. "Grading Plans for Magnolia - Brady", by Civil Landworks, plot date November 17, 2018. (3-Sheets). "Improvement Plans For Brady Circle and Magnolia Avenue", by Civil Landworks, undated (3-Sheets) "Third-Party Geotechnical Review (First), Proposed 7-Lot Residential Development, 1534 Magnolia Avenue, Carlsbad, California, Project ID CT 2018-003, OR 2018-0047, ROW 2018-0828", by Hethermgton Engmeering, Inc., dated December 19, 2018. "Response to city Comments - Grading Plahs, 1534 Magnolia Avenue, California, California", by Geocon, Inc • dated February 6 20I9 ProjccNo. 8769.1 Log No. 20412 HETHERUGTOIk E5GIIIEER1IG, INC. GEOCON INCORPORATED d/nIft GEOTECHNICAL • ENVIRONMENTAL. 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 . ee~ RCE 84154 - 4I oWeedo—n'hawn Foy GE 2714 64e 00 EG 1524 JOHN HOOBS No. 15241 C1 AL CERTIFIED * ENGINEERING * GEOLOGIST MRL:SFW:JH:dmc (e-mail) Addressee (3) Mr. Robert C. Ladwig 6960 Flanders Drive 0 San Diego, California 92121.2974 U Telephone 858.558.6900 0 Fax 858.558.6159 TABLE OF CONTENTS PURPOSE AND SCOPE.................................................................................................................1 SITE AND PROJECT DESCRIPTION ........................................................................................... 1 GEOLOGIC SETTING .................................................................................................................... 2 SOIL AND GEOLOGIC CONDITIONS ........................................................................................2 4.1 Undocumented Fill (Qudf) ....................................................................................................2 4.2 Old Paralic Deposits (Qop)....................................................................................................2 GROUNDWATER..........................................................................................................................3 GEOLOGIC HAZARDS .................................................................................................................3 6.1 Faulting and Seismicity.........................................................................................................3 6.2 Ground Rupture.....................................................................................................................5 6.3 Liquefaction...........................................................................................................................5 6.4 Seiches and Tsunamis............................................................................................................6 6.5 Landslides..............................................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS...........................................................................7 7.1 General...................................................................................................................................7 7.2 Excavation and Soil Characteristics ......................................................................................8 7.3 Grading..................................................................................................................................9 7.4 Temporary Excavations.......................................................................................................10 7.5 Seismic Design Criteria.......................................................................................................10 7.6 Shallow Foundations...........................................................................................................12 7.7 Concrete Slabs-on-Grade ..................................................................................................... 13 7.8 Post-Tensioned Foundation System Recommendations......................................................14 7.9 Concrete Flatwork...............................................................................................................16 7.10 Retaining Walls...................................................................................................................17 7.11 Lateral Loading....................................................................................................................18 7.12 Preliminary Pavement Recommendations...........................................................................19 7.13 Site Drainage and Moisture Protection................................................................................22 7.14 Grading, Improvement and Foundation Plan Review..........................................................22 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figure 3, Wall/Column Footing Dimension Detail Figure 4, Typical Retaining Wall Drain Detail APPENDIX A FIELD INVESTIGATION Figures A-i - A-9, Exploratory Trench Logs TABLE OF CONTENTS (Concluded) APPENDIX B LABORATORY TESTING Table B-I, Summary of Laboratory Maximum Density and Optimum Moisture Content Results Table B-H, Summary of Laboratory Direct Shear Results Table B-Ill, Summary of Laboratory Expansion index Test Results Table B-IV, Summary of Laboratory Water-Soluble Sulfate Test Results Table B-V, Summary of Laboratory Resistance Value (R-Value) Test Results Figure B-i, Gradation Curves APPENDIX C STORM WATER MANAGEMENT INVESTIGATION APPENDIX D RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of our geotechnical investigation for the proposed residential development located at 1534 Magnolia Avenue in the City of Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this geotechnical investigation is to evaluate the surface and subsurface soil conditions, general site geology, and to identify geotechnical constraints that may impact the planned improvements to the property. In addition, this report provides recommendations for the 2016 CBC seismic design criteria, grading, pavement, shallow foundations, concrete slabs-on-grade, concrete flatwork, retaining walls, lateral loads, and storm water best management practices (BMP) recommendations; and discussions regarding the local geologic hazards including faulting and seismic shaking. This report is limited to the area proposed for the construction of the new development and associated improvements as shown on the Geologic Map, Figure 2. We used the preliminary grading plan prepared by Civil Landworks (2018) as the base for the Geologic Map. The scope of this investigation included reviewing readily available published and unpublished geologic literature (see List of References); performing engineering analyses; and preparing of this report. We also advanced 9 exploratory trenches to a maximum depth of about 12 feet, performed percolation/infiltration testing, sampled soil and performed laboratory testing. Appendix A presents the exploratory trench logs and details of the field investigation. The details of the laboratory tests and a summary of the test results are shown in Appendix B and on the trench logs in Appendix A. Appendix C presents a summary of our storm water management investigation. 2. SITE AND PROJECT DESCRIPTION The site is located at the northeast corner of Magnolia Avenue and Brady Circle and can be accessed from both streets. A residential structure exists in the northeast corner of the site. The remainder of property is covered with seasonal grasses and shrubs and appears to have remained undeveloped for at least the last 50 years. The property is relatively flat and gently descends to the southwest at elevations of about 150 to 160 feet above mean sea level (MSL). We understand the planned development includes constructing 7 residential lots with associated utilities, driveways, storm water basins and landscaping. Access to the lots will be from Brady Circle. Maximum cut and fill depths are on the order of 2 feet across the site and up to 5 feet for the proposed biofiltration basins. We expect the proposed structures would likely be supported on conventional shallow or post-tensioned foundation systems founded in properly compacted fill. Project No. G2192-52-01 - 1 - January 17, 2018 Individual lot storm water management devices will be constructed on the property and will likely be extended into the Old Paralic Deposits materials. 3. GEOLOGIC SETTING The site is located in the western portion of the coastal plain within the southern portion of the Peninsular Ranges Geomorphic Province of southern California. The Peninsular Ranges is a geologic and geomorphic province that extends from the Imperial Valley to the Pacific Ocean and from the Transverse Ranges to the north and into Baja California to the south. The coastal plain of San Diego County is underlain by a thick sequence of relatively undisturbed and non-conformable sedimentary rocks that thicken to the west and range in age from Upper Cretaceous through the Pleistocene with intermittent deposition. The sedimentary units are deposited on bedrock Cretaceous to Jurassic age igneous and metavolcamc 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 1/2 and 3 feet. The fill generally consists of loose, dry to damp, light brown to reddish brown, silty sand and possess a "very low" to "low" expansion potential (expansion index of 50 or less). These materials are unsuitable in their present condition, and will require remedial grading in the areas of the proposed improvements. 4.2 Old Paralic Deposits (Qop) The Quaternary-age Old Paralic Deposits exist below the undocumented fill across the site. These deposits generally consist of medium dense to dense, light to dark reddish brown and olive brown, silty to clayey, fine to medium sand and stiff, olive brown, sandy clay. The Old Paralic Deposits typically possess a "very low" to "medium" expansion potential (expansion index of 90 or less) and a Project No. G2192-52-01 -2 - January 17,2018 "SO" sulfate class. The Old Paralic Deposits are considered acceptable to support the planned fill and foundation loads for the development. 5. GROUNDWATER We did not encountered groundwater during our field investigation to the maximum depth explored of 12 feet. We expect groundwater is present at depths of greater than 50 feet. We do not expect groundwater to significantly impact project development as presently proposed. It is not uncommon for groundwater or seepage conditions to develop where none previously existed. Groundwater and seepage is dependent on seasonal precipitation, irrigation, land use, among other factors, and varies as a result. Proper surface drainage will be important to future performance of the project. 6. GEOLOGIC HAZARDS 6.1 Faulting and Seismicity Based on our site investigation and a review of published geologic maps and reports, the site is not located on known active, potentially active or inactive fault traces as defined by the California Geological Survey (CGS). The CGS considers a fault seismically active when evidence suggests seismic activity within roughly the last 11,000 years. According to the computer program EZ-FRISK (Version 7.65), 10 known active faults are located within a search radius of 50 miles from the property. We used the 2008 USGS fault database that provides several models and combinations of fault data to evaluate the fault information. The Rose Canyon Fault zone and the Newport-Inglewood Fault are the closest known active faults, located approximately 7 miles west of the site. Earthquakes that might occur on the Newport-Inglewood or Rose Canyon Fault Zones or other faults within the southern California and northern Baja California area are potential generators of significant ground motion at. the site. The estimated deterministic maximum earthquake magnitude and peak ground acceleration for the Newport-Inglewood Fault are 7.5 and 0.36g, respectively. Table 6.1.1 lists the estimated maximum earthquake magnitude and peak ground acceleration for the most dominant faults in relationship to the site location. We calculated peak ground acceleration (PGA) using Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 acceleration-attenuation relationships. Project No. G2192-52-01 -3- January 17,2018 TABLE 6.11 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 (I ASTM D 4829 Soil 2016 CBC Expansion Classification Expansion Classification 0-20 Very Low Non-Expansive 21-50 Low Expansive 51-90 Medium 91-130 High Very 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 ACI 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 Specfications (Appendix D). Where the recommendations of this section conflict with Appendix D, the recommendations of this section take precedence. We should observe and test earthwork for proper compaction and moisture content. 7.3.2 A pre-construction meeting with the city inspector, owner, general contractor, civil engineer and geotechnical engineer should be held at the site prior to the beginning of grading and excavation operations. Special soil handling requirements can be discussed at that time, if necessary. 7.3.3 We should observe the earthwork operations and test the compacted fill. 7.3.4 Grading of the site should commence with the demolition of existing structures, removal of existing improvements, vegetation, and deleterious debris. Deleterious debris should be exported from the site and should not be mixed with the fill. Existing underground improvements within the proposed structure area that extend below the planned grading limits should be removed and properly backfilled. 7.3.5 The undocumented fill within the site boundaries should be removed to expose the underlying Old Paralic Deposits. We should evaluate the actual extent of unsuitable soil removals during the grading operations. Prior to fill soil being placed, the existing ground surface should be scarified, moisture conditioned as necessary, and compacted to a depth of at least 12 inches. 7.3.6 To reduce the potential for differential settlement of the compacted fill, the residential building pads with cut-fill transitions should be undercut at least 3 feet and replaced with properly compacted fill. In addition, cut pads that expose the Old Paralic Deposits should also be undercut at least 3 feet to facilitate future trenching and provide a more uniform finish grade soil condition. 7.3.7 The site should then be brought to final subgrade elevations with fill compacted in layers. In general, soil native to the site is suitable for use from a geotechnical engineering standpoint as fill if relatively free from vegetation, debris and other deleterious material. Layers of fill should be about 6 to 8 inches in loose thickness and no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content in accordance with Project No. G2192-52-01 -9- January 17, 2018 ASTM Test Procedure D 1557. Fill materials placed below optimum moisture content may require additional moisture conditioning prior to placing additional fill. The upper 12 inches of subgrade soil underlying pavement should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content shortly before paving operations. 7.3.8 Import fill (if necessary) should consist of granular materials with a "very low" to "low" expansion potential (El of 50 or less) free of deleterious material or stones larger than 3 inches and should be compacted as recommended above. Geocon Incorporated should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to determine its suitability as fill material. 7.4 Temporary Excavations 7.4.1 The recommendations included herein are provided for stable excavations. It is the responsibility of the contractor to provide a safe excavation during the construction of the proposed project. 7.4.2 Temporary excavations should be made in conformance with OSHA requirements. Undocumented fill should be considered a Type C soil in accordance with OSHA requirements. The Old Paralic Deposits and compacted fill materials can be considered a Type B soil (Type C soil if seepage or groundwater is encountered). In general, special shoring requirements will not be necessary if temporary excavations will be less than 4 feet in height and raveling of the excavations does not occur. Temporary excavations greater than 4 feet in height, however, should be sloped back at an appropriate inclination. These excavations should not be allowed to become saturated or to dry out. Surcharge loads should not be permitted to a distance equal to the height of the excavation from the top of the excavation. The top of the excavation should be a minimum of 15 feet from the edge of existing improvements. Excavations steeper than those recommended or closer than 15 feet from an existing surface improvement should be shored in accordance with applicable OSHA codes and regulations. Geocon can provide temporary shoring recommendations, if necessary. 7.5 Seismic Design Criteria 7.5.1 We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 7.5.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 second. The building structures and improvements should be Project No. G2192-52-01 -10- January 17, 2018 designed using a Site Class C. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. The values presented in Table 7.5.1 are for the risk-targeted maximum considered earthquake (MCER). TABLE 7.5.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class C Section 1613.3.2 NICER Ground Motion Spectral 1. 127g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss NICER Ground Motion Spectral 0.433g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), 1 Site Coefficient, FA 1.000 Table 1613.3.3(1) Site Coefficient, Fv 1.367 Table 1613.3.3(2) Site Class Modified NICER Spectral 1.127g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified NICER Spectral 0.592g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SM! 5% Damped Design Spectral Response Acceleration (short), SDS 0.75 ig Section 1613.3.4 (Eqn 16-39) 5% Damped Design Spectral 0.395g Section 1613.3.4 (Eqn 16-40) Response Acceleration (1 sec), SDI 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 (MCEo). TABLE 7.5.2 2016 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCE0 Peak Ground Acceleration, PGA 0.443g Figure 22-7 Site Coefficient, FPGA 1.000 Table 11.8-1 Site Class Modified MCEG Peak Ground Acceleration, PGAM 0.443g Section 11.8.3 (Eqn 11.8-1) 7.5.3 Conformance to the criteria in Tables 7.5.1 and 7.5.2 for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. Project No. G2192-52-01 -11- January 17, 2018 7.6 Shallow Foundations 7.6.1 The foundation recommendations herein are for the proposed residential structures founded in compacted fill. Foundations for the structure should consist of continuous strip footings and/or isolated spread footings. Continuous footings should be at least 18 inches wide and extend at least 18 inches below lowest adjacent pad grade. Isolated spread footings should have a minimum width of 24 inches and should extend at least 18 inches below lowest adjacent pad grade. Figure 3 presents a footing dimension detail depicting the depth to lowest adjacent grade. 7.6.2 Steel reinforcement for continuous footings should consist of at least four No. 4 steel reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. The minimum reinforcement recommended herein is based on soil characteristics only (expansion index of 50 or less) and is not intended to replace reinforcement required for structural considerations. 7.6.3 The recommended allowable bearing capacity for foundations with minimum dimensions described herein and bearing in properly compacted fill is 2,000 pounds per square foot (psf). The values presented herein are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 7.6.4 Total and differential settlement of the building founded on compacted fill materials is expected to be less than 1A-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. 62192-52-01 -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 (ACI) present recommendations for proper concrete mix, construction, and curing practices, and should be incorporated into project construction. 7.8 Post-Tensioned Foundation System Recommendations 7.8.1 As an alternative to the conventional foundation recommendations, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post- Tensioning Institute (PT!) DC 10.5-12 Standard Requirements for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive Soils or WRJ/CRSI Design of Slab-on-Ground Foundations, as required by the 2016 California Building Code (CBC Section 1808.6.2). Although this procedure was developed for expansive soil conditions, it can also be used to reduce the potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented in Table 7.8. The parameters presented in Table 7.8 are based on the guidelines presented in the PT! DC 10.5 design manual. TABLE 7.8 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (P11) DC10.5 Design Parameters Value Thornthwaite Index -20 Equilibrium Suction 3.9 Edge Lift Moisture Variation Distance, CM (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 '/2 inch. 7.8.3 The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. 7.8.4 Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. 7.8.5 Consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. 7.8.6 If the structural engineer proposes a post-tensioned foundation design method other than PTI, DC 10.5: The deflection criteria presented in Table 7.8 are still applicable. The width of the perimeter foundations should be at least 12 inches. The perimeter footing embedment depths should be at least 18 inches. The embedment depths should be measured from the lowest adjacent pad grade. 7.8.7 Our experience indicates post-tensioned slabs may be susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. 7.8.8 During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints form between the Project No. G2192-52-01 -Is - 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. 02192-52-01 -16- January 17, 2018 7.10 Retaining Walls 7.10.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2H: IV, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an expansion index of 50 or less. 7.10.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals the height of the retaining portion of the wall) at the top of the wall. Where walls are restrained from movement at the top (at-rest condition), an additional uniform pressure of 7H psf should be added to the active soil pressure for walls 8 feet or less. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added. 7.10.3 The structural engineer should determine the seismic design category for the project. If the project possesses a seismic design category of D, E, or F, the proposed retaining walls should be designed with seismic lateral pressure. A seismic load of 16H psf should be used for design of walls that support more than 6 feet of backfill in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. We used the peak site acceleration, PGAM, of 0.443g calculated from ASCE 7-10 Section 11.8.3. 7.10.4 The retaining walls may be designed using either the active and restrained (at-rest) loading condition or the active and seismic loading condition as suggested by the structural engineer. Typically, it appears the design of the restrained condition for retaining wall loading may be adequate for the seismic design of the retaining walls. However, the active earth pressure combined with the seismic design load should be reviewed and also considered in the design of the retaining walls. 7.10.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The recommendations herein assume a properly compacted free- draining backfill material (El of 50 or less) with no hydrostatic forces or imposed surcharge load. Figure 4 presents a typical retaining wall drain detail. If conditions different than Project No. G2192-52-01 -17- January 17, 2018 those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.10.6 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time, Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 7.10.7 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, retaining wall foundations should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. 7.10.8 Unrestrained walls will move laterally when backfilled 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. G2192-52-01 -18- January 17, 2018 7.11.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of 0.35 should be used for design. The friction coefficient may be reduced to 0.2 to 0.25 depending on the vapor barrier or waterproofing material used for construction in accordance with the manufacturer's recommendations 7.11.3 The passive and frictional resistant loads can be combined for design purposes. The lateral passive pressures may be increased by one-third when considering transient loads due to wind or seismic forces. 7.12 Preliminary Pavement Recommendations 7.12.1 We calculated the flexible pavement sections in general conformance with the Caltrans Method of Flexible Pavement Design (Highway Design Manual, Section 608.4) using an estimated Traffic Index (TI) of 5.0 and 6.0 for local and collector streets, respectively. The project civil engineer and owner should review the pavement designations to determine appropriate locations for pavement thickness. The final pavement sections for the parking lot should be based on the R-Value of the subgrade soil encountered at fmal 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 The base thickness can be reduced if a reinforcement geogrid is used during the installation of the pavement. Geocon should be contact for additional recommendations, if requested. 7.12.5 A rigid Portland cement concrete (PCC) pavement section should be placed in driveway entrance aprons. We calculated the rigid pavement section in general conformance with the procedure recommended by the American Concrete Institute report ACI 330R-08 Guide for Design and Construction of Concrete Parking Lots using the parameters presented in Table 7.12.2. TABLE 7.12.2 RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus of subgrade reaction, k 100 pci Modulus of rupture for concrete, MR 500 psi Traffic Category, TC A and C Average daily truck traffic, ADTT 1 and 100 7.12.6 Based on the criteria presented herein, the PCC pavement sections should have a minimum thickness as presented in Table 7.12.3. TABLE 7.12.3 RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Driveways/Automobile Parking Areas (TCA) 5.0 Heavy Truck and Fire Lane Areas (TC=C) 7.0 7.12.7 The PCC pavement should be placed over subgrade soil that is compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. This pavement section is based on a minimum concrete compressive strength of approximately 3,000 psi (pounds per square inch). 7.12.8 A thickened edge or integral curb should be constructed on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a Project No. G2192-52-0I -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 '/ 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 '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 flatwork. 7.13 Site Drainage and Moisture Protection 7.13.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and 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 VICINITY MAP 1534 MAGNOLIA AVENUE CARSBAD, CALIFORNIA OIN 0' 60' 120' SCALE 7= 60' (On 71x17) w f ex; 17 71— GEOCON LEGEND , QUdf UNDOCUMENTEDFLL Qop OLD PARALIC DEPOSITS T-9 M APPROX. LOCATION OF TRENCH (p-2) APPROX LOCATION OF PERCOLATION TEST APPROX. THICKNESS OF UNDOCUMENTED FILL fl1EGEOGRPHCAL ,aOwIATCNMaAvnuatE FOR oBnAYwAspRoyDByaooaEE.Rnt BFCR IWT &Y RE OT SHALLICeWIWY,o€FENDA,1OHaDI4MMESSGEOcONFROMNWLPflITY .ICUDASAREmLT ELNflflBVCLEfl GE000N Am S INCORPORATED GEOTECHNEALU ENVRONMENTALU MATERIALS 6960R.SDRE-3ANDEG0,CALR9212I-2974 P4ONE858569OOFAX85855S'6t59 PROJECT NO. G2192-52-01 FIGURE 2 GEOLOGIC MAP 17-2018 CONCRETE SLAB q4 4 1 SAND AND VAPOR PAD GRADE RETARDER IN _1/ ACCORDANCE WITH ACI I . .. .... :• .c-;.•::.. I—a- LL I " WIDTH .................................................... t 1 4 44 44 • 4 444 q :4-. ....... II ..........4.4 . ..... •.... .. . . .. .... U.......;. . ....... 4. SAND AND VAPOR / ' • , 1 . 4 4 4 7 RETARDER IN ACCORDANCE WITH ACI II 4 444 4 on LL FOOTING WIDTH* ~l *SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON INCORPORATED I rlw~ GEOTECHNICAL• ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML! CW DSK/GTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01 -17-2018 PROJECT NO.G2192 -52-01 FIG. 3 Pk,tted:01/1612018 4:08PM I By:JONATKAN WILKNS I Fib LocatIon:Y:PROJECTSG2192-5201 1534 Magnolia AveDETAILSWaIICojmn Footing Diensbn Deta (COLPOOT2)4wg CONCRETE BROWDFICH GROUND SURFACE 1 PROPOSED RETAINING WALL I bMUIILL / —._TEMPORARYBACKCLJT WATER PROOFING .4 .S / PER OSHA PER ARCHITECT - . ----a 213 H MIRAFI 140N FILTER FABRIC (OR EQUIVALENT) OPEN GRADED - : 1" MAX. AGGREGATE GROUND SURFACE 5.. 'IM FOOTING 4 DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO I APPROVED OUTLET 12 PROPOSED CONCRETE BROWDITCH RETAINING WALL ' 2/3 H FOOTING SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL — (MIRADRAIN 6000 OR EQUIVALENT) 12"4 3/4 CRUSHED ROCK (1 CU.FTJFT.) j—FILTER FABRIC ENVELOPE MIRAFI 140N OR EQUIVALENT T 4" DIA. SCHEDULE 40 I PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET PROPOSED CONCRETE BROWDFCH 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 GE000N INCORPORATED (olw), 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 I PROJECT NO.G2192 -52-01 1 FIG. 4 Pbtted:01/16/2018 4:07PM I Br.JONATHAN WILKINS I File Locatlon:Y:PR0JECTSG2192-52-01 1534 Magnolia Ave\DETAILSTypal 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 IX i:! TRENCH DEPTH SAMPLE >- < SOIL o . Z C)Ir ZLL uJ:; IN FEET NO. ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 I- o z I- ' o (USCS) 0)9 >- .. EQUIPMENT BACKHOE W12' BUCKET BY: K HMSE 0 MATERIAL DESCRIPTION 0 SM UNDOCUMENTED FILL (Qudi) - ::.::.1:: Loose, dry Silty, fine to medium SAND: some roots - - SM OLD PARALIC DEPOSITS (Qop24) 2 - Medium dense, damp, light reddish brown, Silty, fine to medium SAND - Ti-i :j:• - _ 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;ironstaining - TI-2 / - _____ i•:• - -Becomes denser TRENCH TERMINATED AT 9 FEET No groundwater encountered Figure A-I, Log of Trench T 1, Page 1 of I U SAMPLE SYMBOLS SAMPJNG 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. GE000N PROJECT NO. G2192-52-01 Ir TRENCH T2 DEPTH SOIL Z IL LL IN NO. 13 CLASS M Z ELEV. (MSL.) DATE COMPLETED 09-27-2017 FEET WW C0 Ix 20 EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE MATERIAL DESCRIPTION 0 SM UNDOCUMENTED FILL (Qudf) • :..E:1:: Loose, dry, light brown, Silty, fine SAND - SM OLD PARALIC DEPOSITS (Qop24) 2 - 1. Medium dense, damp, brown, Silty, fine SAND CL -:i.•:. Dense, moist, olive brown, fine Sandy, CLAY SC - Dense, moist, reddish brown, Clayey, fine to medium SAND 49. TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-2, Log of Trench T 2, Page 1 of I SAMPLE SYMBOLS II ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... 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 > IX TRENCH T3 Z LU . >. DEPTH < SOIL QQI. Ir IN NO. .j CLASS SAMPLE SAMPLE ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 Cl) . i... Z FEET EQUIPMENT BACKHOE W12 BUCKET BY: K. HMSE CL MATERIAL DESCRIPTION - 0 SM UNDOCUMENTED FILL (Qudi) Loose, dry, brown, Silty, fine SAND SM OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, reddish to yellowish brown, Silty, fine to medium SAND - 2 - - - - - - - 171 SM Medium dense, moist, brown, Silty, fine to medium SAND J j. - 4 - T3-1 -. CL Dense, wet, dark reddish brown, fine Sandy, CLAY -6- _ 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 U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 >-W CK TRENCH T4 SOIL Oi_ ! I- IN DEPTHSAMPLE - CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 I- W0 w FEET 0 (USCS) o Ir EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE 0. 0 - MATERIAL DESCRIPTION ____ - SM UNDOCUMENTED FILL (Qudf) Loose, dry, light brown, Silty, fine SAND SM - - -: OLD PARALIC DEPOSITS (Qop24) - Medium dense, damp, light reddish brown, fine to coarse SAND -2- -. CL SC Dense, moist, olive brown to reddish brown, fme Sandy, CLAY -- - - T4-1 /••-•. - :•: ______________ _ TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-4, Log of Trench T 4, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U •.. DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. - GEOCON PROJECT NO. G2192-52-01 > TRENCH T5 Z . >- DEPTH < SOIL E Z U) UJ_ IN SAMPLE NO. -j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 <U) FEET o cc 20 EQUIPMENT BACKHOE W!2' BUCKET BY: K. HAASE 0. MATERIAL DESCRIPTION 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 4 . :-:: -Becomes brown - -6- -Becomes dense - 8 - 10 - Sc Dense, moist, olive gray to reddish brown, Clayey fine to coarse SAND; iron staining ': ..- -12- TRENCH TERMINATED AT 12 FEET No groundwater encountered Figure A-5, Log of Trench T 5, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL 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 PROJECT NO. G2192-52-01 TRENCH DEPTH SAMPLE SOIL U) Z LL z IN FEET NO. Lj CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 LLI (j III EQUIPMENT BACKJIOE W12 BUCKET BY: K. HAASE 0. MATERIAL DESCRIPTION - 0 - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND :4 .. -- -- SM Loose, damp, light reddish brown, Silty fine SAND; little gravel; deleterious 4. material -2 . - i..l. - - SM OLD PARALIC DEPOSITS (Qop24) I: Medium dense, moist, dark reddish brown, Silty, fine to medium SAND 4 - • :..::; 6 -Becomes dark brown - -Becomes denser, finer grained 8 - . . .j. •. :<: -- 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 U) SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... 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. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 TRENCH T7 Z Lu . >- DEPTH >- r < SOIL Q. F- Z U) SAMPLE NO. _j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 FEET EQUIPMENT BACKHOE W12' BUCKET BY: K. HMSE IL MATERIAL DESCRIPTION 0 - SM UNDOCUMENTED FILL (Qud!) Loose, dry, light brown, Silty, fine SAND; roots SM OLD PARALIC DEPOSITS (Qop24) 2 Medium dense, damp, light reddish brown, Silty, fine to medium SAND - - -Becomes dense TRENCH TERMINATED AT 5 FEET No groundwater encountered Figure A-7, G2192-52-01.GPJ Log of Trench T 7, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 Ir TRENCH . >- DEPTH > 11 o < SOIL Z I-. SAMPLE ClASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 FEET EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE MATERIAL DESCRIPTION - ::9 - SM UNDOCUMENTED FILL (Qudi) I•f. Loose, dry, brown, Silty, fine SAND; roots - - SM OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light yellowish brown, Silty, fine SAND 2 - :::....E:j:: - -Becomes dense, moist, light reddish brown ____ ____ _____________________________________ 4 - TRENCH TERMINATED AT 4 FEET No groundwater encountered Figure A-8, Log of Trench T 8, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 TRENCH >. DEPTH > < SOIL t ZLL Z U- SAMPLE CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 z ET EQUIPMENT BACKHOE WIT BUCKET BY: I( HAASE MATERIAL DESCRIPTION 0 SM UNDOCUMENTED FILL (Qudi) Loose, dry, brown, Silty, fine SAND; roots SM OLD PARALIC DEPOSITS (Qop2) Dense, damp, light reddish to yellowish brown, Silty fine to medium SAND 2 LLL________________ _ TRENCH TERMINATED AT 4 FEET No groundwater encountered Figure A-9, Log of Trench T 9, Page 1 of 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. if IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N 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.) T1-1 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 No. Dry Density (pci) Moisture Content (%) Peak [Ultimate'] Sample Peak [Ultimate'] Cohesion (psi) Angle of Shear Resistance (degrees) Initial 1 Final Ti-12 121.8 6.6 13.4 500 [400] 27 [26] T7-12 118.6 8.7 I 13.7 700 [550] 27 [24] 'Ultimate at end of test at 0.2-inch deflection. 2 Remolded to a dry density of about 90 percent of the laboratory maximum dry density. TABLE B-Ill SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Moisture Content (%) Dry Density (pci) Expansion I 2016 CRC Expansion Classification ASTM Soil Expansion Classification Before Test After Test T3-1 11.5 23.4 103.8 35 Expansive Low T4-1 8.7 17.2 115.6 18 Non-Expansive Very Low T7-1 7.8 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 (%) ACt 318-14 Sulfate Class TI-1 0.032 SO T7-1 0.009 50 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 1 Light reddish brown, Silty, fine to medium SAND (Qop) 44 Project No. G2192-52-01 - B-2 - January 17, 2018 PROJECT NO. G2192-52-01 I I 1iIIIIUIIi!iiI1IIIi1IUhI 11111111 • 111111_11111111_IIU!I1_11011111_11111111 111111 11111111 IIIIIii1 111111111 11111111 111111_11111111_11111111_IlUhlill_11111111 111111 11111111 IIIIIIlI! 111111111 11111111 111111_11111111_IIIIIIl1i1'NiIHIIIII_11111111 111111 11111111 11111111 linili!! 11111111 .111111 11111111 11111111 IIUIIIIiH!i!!I .111111 11111111 11111111 111111111 IIIIIiii .111111 11111111 11111111 I I 1111111 III GRADATION [sll 4Y4i 1534iMAGNOLIA V.VA El] :Y ,XCALIFORNIA I 2192-52-01.GPJ Figure B-I GEOCON GRAVEL SAND SILT OR CLAY COARSE FINE ICOARSE I l FINE MEDIUM SAMPLE DEPTH (ft) CLASSIFICATION NAT WC LL PL P1 TI-I 2.0 SC - Clayey SAND TI-2 6.0 SM - Silty SAND APPENDIX APPENDIX C STORM WATER MANAGEMENT INVESTIGATION FOR 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PROJECT NO. G2192-52-01 APPENDIX C STORM WATER MANAGEMENT INVESTIGATION We understand storm water management devices will be used in accordance with the BMP Design Manual currently used by the City of Carlsbad. If not properly constructed, there is a potential for distress to improvements and properties located hydrologically down gradient or adjacent to these devices. Factors such as the amount of water to be detained, its residence time, and soil permeability have an important effect on seepage transmission and the potential adverse impacts that may occur if the storm water management features are not properly designed and constructed. We have not performed a hydrogeological study at the site. If infiltration of storm water runoff occurs, downstream properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other undesirable impacts as a result of water infiltration. Hydrologic Soil Group The United States Department of Agriculture (USDA), Natural Resources Conservation Services, possesses general information regarding the existing soil conditions for areas within the United States. The USDA website also provides the Hydrologic Soil Group. Table C-I presents the descriptions of the hydrologic soil groups. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. In addition, the USDA website also provides an estimated saturated hydraulic conductivity for the existing soil. TABLE C-I HYDROLOGIC SOIL GROUP DEFINITIONS Soil Group Soil Group Definition Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist A mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of B moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a C layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These D consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. The property is underlain by natural materials consisting of undocumented fill and Old Paralic Deposits and should be classified as Soil Group D. Table C-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 percentslopes In-Situ Testing The infiltration rate, percolation rates and saturated hydraulic conductivity are different and have different meanings. Percolation rates tend to overestimate infiltration rates and saturated hydraulic conductivities by a factor of 10 or more. Table C-HI 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) k,t (inch/hour) ks., (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 simple texture analysis to or 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 - C-5 - Based on our geotechnical investigation and the previous table, Table C-VII presents the estimated factor values for the evaluation of the factor of safety. This table only presents 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 A1 Suitability Assessment Factor Category Weight (w) Factor Value (v) Product (p = w x v) Assessment Methods 0.25 2 0.50 Predominant Soil Texture 0.25 1 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 - W 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? Cnteria 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-2/P-1: 0.07 inches/hour (0.04 with a FOS of 2.0) T-3/P-2: 0.32 inches/hour (0.16 with a FOS of 2.0) This results in an average infiltration rate of 0.20 inches/hour (0.10 with an FOS of 2.0). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, 2 groundwater mounding, utilities, or other factors) that cannot x be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Undocumented fill and Old Paralic Deposits underlie the property. Water that would be allowed to infiltrate could migrate laterally outside of the property limits to the existing right-of-ways (located to the south and west) and toward existing and proposed structures (located to the north and east). However, we expect the basins would be setback a sufficient distance from the existing and proposed utilities and structures to help alleviate seepage and underground utility concerns. Additionally, the use of vertical cutoff walls or liners, as recommended herein, would prevent lateral migration of water. The bottom of the basins should expose Old Paralic Deposits. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. - C-7 - 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 I - 4 are "Yes" a full infiltration design is potentially feasible. Part I The feasibility screening category is Full Infiltration Result* 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 "10 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 - 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-1: 0.07 inches/hour (0.04 with a FOS of 2.0) T-3/P-2: 0.32 inches/hour (0.16 with a FOS of 2.0) This results in an average infiltration rate of 0.20 inches/hour (0.10 with an FOS of 2.0). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) x that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Undocumented fill and Old Paralic Deposits underlie the property. Water that would be allowed to infiltrate could migrate laterally outside of the property limits to the existing right-of-ways (located to the south and west) and toward existing and proposed structures (located to the north and east). However, we expect the basins would be setback a sufficient distance from the existing and proposed utilities and structures to help alleviate seepage and underground utility concerns. Additionally, the use of vertical cutoff walls or liners, as recommended herein, would prevent lateral migration of water. The bottom of the basins should expose Old Paralic Deposits. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. - C-9 - WWAMOUA ©40 Criteria Screening Question Yes No Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other X factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not encounter groundwater during the drilling operations on the property. We anticipate that groundwater is present at depths of greater than 50 feet. Therefore, infiltration due to groundwater elevations would be considered feasible. Additionally, we understand that contaminated soil or groundwater has not been documented or identified at the property. Therefore, infiltration due to groundwater concerns would be considered feasible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can infiltration be allowed without violating downstream 8 water rights? The response to this Screening Question shall be x based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not provide a study regarding water rights. However, these rights are not typical in the San Diego area. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. Part 2 Partial Result* If any answer from row 5-8 is no, then infiltration of any volume is considered to be Infiltration infeasible within the drainage area. The feasibility screening category is No Infiltration. "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-b- 'GEOCON Excavation Percolation Test Project Name: [1534Magnoi Project Number: J G2192-52-01 Open-Pit Location: T-2 (P-i) Test Hole Length (in.) I 14.0 Test Hole Width (in.) 12.0 or Test Hole Dia. (in.) I Test Hole Depth (in.) 10.5 Date: 11/27/2017 I By: JML Test Hole Area, A, (in. 2) 168.0 At ILD AV/At (01A)*60 Reading Time, t (mm) Depth of Water, D (in.) At (mm) Cumulative Time, t (mm) AD (In.) Wetted Area, A wet (in .2) Change in Volume, At' (in.) Percolation Rate (mm/in.) Flow Rate, Q (in.3/min) Infiltration Rate, I (in./hr) 1 0.0 8.25.. 15.00 15.00 0.06 595.38 8.19 10.50 240.00 0.70 0.07 15.0 2 0.0 8.50 15.00 30.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 3 0.0 8.50 15.00 45.00 0.25 603.50 42.00 60.00 2.80 0.28 15.0 8.25 4 0.0 8.50 15.00 60.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 5 0.0 8.50. 15.00 - 75.00 0.01 609.74 1.68 1500.00 0.11 0.01 15.0 8.49 6 0.0 8.50 15.00 90.00 0.06 608.38 8.44 10.50 240.00 0.70 0.07 15.0 7 0.0 9.00 15.00 105.00 0.01 635.74 8.99 1.68 1500.00 0.11 0.01 15.0 8 0.0 9.00 15.00 120.00 0.06 634.38 8.94 10.50 240.00 0.70 0.07 15.0 9 0.0 9.00 15.00 135.00 0.01 635.74 1.68 1500.00 0.11 0.01 15.0 8.99 - 10 0.0 9.00 15.00 150.00 0.07 634.18 8.93 11.76 214.29 0.78 0.07 15.0 11 0.0 9.00 15.00 165.00 0.08 633.92 8.92 13.44 187.50 0.90 0.08 15.0 12 0.0 9.25 15.00 180.00 0.05 647.70 9.20 8.40 300.00 0.56 0.05 15.0 13 14 2.00 ci I- 1.50 II:; 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 Mäjli Project Number: G2192-52-01 Open-Pit Location: T-3 (P-2) Test Hole Length (in.) 14.0 Test Hole Width (in.) 12.0 or Test Hole Dia. (in.) Test Hole Depth (in.) 11.0 Date: F 9/27/2017 1 By: I JML Test Hole Area, A, (in. 2) 168.0 At /AD A v/At (01A)*60 Reading Time, (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, I (in./hr) 1 0.0 8.50 15.00 15.00 0.50 597.00 8.00 84.00 30.00 5.60 0.56 15.0 2 0.0 8.50 15.00 30.00 0.06 608.38 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 31.50 80.00 2.10 0.21 15.0 8.00 - 7 0.0 8.50 15.00 105.00 8.06 0.44 598.63 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 52.50 48.00 3.50 0.34 15.0 8.44 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 10.50 240.00 0.70 0.07 15.0 8.19 12 13 14 2.00 (5 1.50 p1.00 0.50 I ::: 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) Soul Infiltration Rate (Inches/Hour) GEOCON (low), INCORPORATED GEOTECHNICAL• ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 ML! CW DSKIGTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01 - 17-2018 I PROJECT NO.G2192 - 52-01 I FIG. C-I \ I / 4 A \\ oft I- NO SCALE HYDROLOGIC SOIL SURVEY Pbtted:0111712018 8:10AM I ByJONATHAN W&KV'IS I F8e LacatIon:Y:PROJECTSG2192-5201 1534 MagnoI AveDETAILSG2192-52.01_I1ydrOIogiCSOUfVey.dWg APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PROJECT NO. G2192-52-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 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 Ground 2 Finish Slope Surface Remove All Unsuitable Material As Recommended By Slope To Be Such'That Consultant Sloughing Or Sliding Does Not Occur Varle!~T Bn See Note 1 - See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 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 r MII14CNC(EWfl isic :owtc iopp NO!CALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. .1 GI rev. 07/2015 TYPICAL STABILITY FILL DETAIL 1UNAWi1 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 subdxain 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 outlettiiig, 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 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 FRONT VIEW '110 6C1,LE SI ' NE MLIOUOUETAUNOOFM.ItOE NO NOLE RINTOc1TNOLLED 5*IEDWNG 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.61 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 - LIST OF REFERENCES 2016 California Building Code, California 'Code of Regulations, Title 24, Part 2, based on the 2015 International Building Code, prepared by California Building Standards Commission, dated July 1, 2016. A3 Development, Conceptual Plan, 6 Lots, 1534 Magnolia Avenue, Carlsbad, California, dated August 16, 2017. ASCE 7-10, Minimum Design Loads for Buildings and Other Structures, Second Printing, April 6, 2011. Boore, D. M., and G. M Atkinson (2008), Ground-Motion Prediction for the Average Horizontal Component of PGA, PGV, and 5Y&-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/waterdatalibrary. 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. htlp://redirect.conservation.ca.gov/cgs/rghm/pshamap/pshamain.html Campbell, K. W., and Y. Bozorgnia, NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Preprint of version submitted for publication in the NGA Special Volume of Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. Chiou, Brian S. J., and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthauake Spectra, Spring 2008. Civil Landworks, Magnolia-Brady Preliminary Tentative Map and Grading Plan, 1534 Magnolia Avenue, Carlsbad, California, dated January 5, 2018. Geocon Incorporated, Phase I Environmental Site Assessment Report, 1534 Magnolia Avenue, Carlsbad, California, dated October 10, 2017 (Project No. G2192-62-02). Historical Aerial Photos. http://www.historicaerials.com Kennedy, M. P., and S. S. Tan, Geologic .Map of the Oceanside 30'x60' Quadrangle, California, USGS Regional Map Series Map No. 3, Scale 1:100,000, 2002. Risk Engineering, EZ-FRISK, 2016. Unpublished reports and maps on file with Geocon Incorporated. United States Geological Survey computer program, US. Seismic Design Maps, httn://earthquake.usgs.gov/designmans/us/application.nhD. Project No. G2192-52-01 January 17, 2018 (ity of Carlsbad This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: DEV2018-0010, MAGNOLIA-BRADY Permit #: CBR2019-1250 Project Address: 1639 BRADY CIR Assessor's Parcel #: 2052210500 Project Applicant: MAGNOLIA A3 LLC (Owner Name) Residential Square Feet: New/Additions: 3,361 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/20/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury 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. 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 x1166 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 Marceija (By Appt.only) RN Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 RECE!VED SCHOOL DISTRICT SCHOOL FEE CERTIFICATION OCT 3 0 2019 (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS CITY OF CARLSBAD FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. BUILDING DIVISION The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: Date: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: i Irlb CARLSBAD, CA 92009 Community & Economic Development - Building Division 1635 Faraday Avenue I Carlsbad, CA 920081 760-602-27191 76060g58 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.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. A Details on CAP ordinance requirements are available on the city's website. Project Name/Building Permit No.: BP No.: teikaolle-law- Prlopeity Address!APN: J 7 \ - 0 Applicant Name/Co.: C i-.. Applicant Address: (Pr Contact Phone: (Ac\ Contact Email: -ç Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company nameladdress: Contact Email: Applicant Signature: Date: I 1 8-50 Page 1 of 3 Revised 04119 } Development Services (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 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. . 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 i'roject Narneibuming Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Contact Email: BP No.: 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 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ 0 Alterations: 0 exempt BPV ~: $60,000 1A Electrical service panel upgrade IA BPV ~! $200,000 1A 0 Nonresidential New construction 113 and 2 Alterations 2 1-2 family dwellings and townhouses with attached garages only Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1. Electric Vehicle T>KResidential New construction and major alterations (or electric panel upgrade)* -AeLasib refer to Carlsbad Ordinance CS-349 when completing this section. $ne and two-family residential dwelling or townhouse with attached garage: 0 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 ~! $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. D Nonresidential new construction (includes hotels!motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculthion: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces o-g 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 BEST MANAGEMENT PRACTICES (BMP.) SELECTION TABLE Erosion Contra Sediment e t Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs ' Control BMPs Management BMPs Pollution Control BMPs C .l- - g % Cn .0 C Best Management Practice* ' £ 0. 5C .0 (BMP) Description - .- . . g , . . in M c . L- ) Cl) t Cl) 0 E o N Cl) N q, a.- - 41 '- - 0. ' i 3 -- 0 -- C N C C 0 a) 0 o 2 0 . __ 2 C.) .; o 0 .2 2 .2 .2 o ..-. 2 > 0 C .. 0 . a) 0 0 - CL 0 0 0 C 0 0 W C/) (I) Cl) C) Li (D Cl)> Cl) Cl) 0.. Cl) ..E Cl) O 0.. 0 Q > C.) Cl) C/) Cfl C.) Cl) M = M C) CASQA Designation — N no o ..- N) -t Lo CO N CO rN N) CO T * I? to 90 JLLLIJLIJ J)J)Cj)J) Construction Activity I' W C/)CflV)&)&) Cl) Cl) Cfl . Grading/SoilDisturbance Trenching/Excavation Stockpiling Drilling/Boring — Concrete/Asphalt Sawcutting — — — -- — - - - - Concrete Flatwork Paving -- — Conduit/Pipe Installation . — — -- -- — — — — — — Stucco/Mortar Work — Waste Disposal — — - — — — — — — — — Staging/Lay Down Area — Equipment Maintenance and Fueling — — — - — — — — — — Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more 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. STORM WATER. COMPLIANCE FORM TIER I CONSTRUCTION SWPPP STORM WATER POLLUTION PREVENTION NOTES 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. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUC11ON SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. --V. /\ \',I c. . , 7jr 'kk(GENT,~AME~VRINT) 1--t kc~ OWNER(S)/O 'S 'TNA (SIGNATURE) DATE E-29 PROJECT INFORMATION Assessors Parcel Number: Emergency Contact: Name: Stc.i Prc -\Gi\ 24 Hour Phone: -. 0 5— .-'\b-- Construction Threat to Storm Water Quality (Check 0 LOW Page 1 of 1 REV 11/17 Ciuity of sbad CONSTRUCTION WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.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 proiects 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. Applicant Information 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 G 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): El El Brief Description New Construction of 7 Single Family Homes Project Size Estimated Cost of Project $ (square footage) Please check the appropriate box: Industrial U M, 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. This 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 'J(Y1Jj-1 Date iL 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: Ml[sJW Permit No. Project Title Magnolia Project Address 1657,1653,1649,1647,1639,1635,1631 Brady Circle, Carlsbad, CA APN Applicant Name Smith, Ten - Pebble Creek Companies Phone (619 ) 938-0312 Last First Complete the following table with estimated waste tonnage to be generated by your project. This is your plan for 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 Material ateria Type Estimated Place a (1') check Place a (s') check next Place a (1) check next 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 roll-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 N/A Stucco N/A Other: TOTAL = 142.3 7meetDiversion Requirement (estimate) 142 x 0.65 = 92.3 tons Total Estimated Waste from above Minimum Required Diversion Contractor/Owner Signature \_1JA_A_hIJ4.A._.Date — Page 2 of 4 Rev. 11/12/18