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Home My WebLink About1647 BRADY CIR; ; PC2019-0043; PermitCity of PERMIT REPORT Carlsbad Print Date: 10/13/2020 Permit No: PC2019-0043 Job Address: 1647 BRADY CUR, Permit Type: BLDG-Plan Check Parcel #: 2052210300 Valuation: $0.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: CARLSBAD, CA 92008 Work Class: Residential Track #: CT2018-0003. Lot #: 3 Project #: DEV2018-0010 Plan #: Construction Type:VB Orig. Plan Check #: Plan Check #: Status: Closed - Finaled Applied: 05/20/2019 Issued: 11/04/2019 Finaled Close Out: 10/13/2020 Inspector: Final Inspection: Project Title: MAGNOLIA-BRADY Description: MAGNOLIA-BRADY: (LOT 3) 2,836 SF MAIN DWELLING W/525 SF ADU *ADU satisfies affordable housing requirement. Applicant: TIM SEAMAN 14428 SPRINGVALE ST POWAY, CA 92064-5147 (619) 993-8846 • • FEE • • • AMOUNT MANUAL BUILDING PLAN CHECK FEE • • • $1,000.00 Total Fees: $ 1,000.00 Total Payments To Date: $ 1,000.00 Balance Due: $0.00 Building Division • • Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Cc1tv 0 iyo Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check 2 4 Est. Value 4..Q\1 lt\t. 4131 PC Deposit 1 1cco Date Job Address I (9"&°\. Y)C - Suite: APN: cr/Project #: CT 20 ô-. 0003 Lot #: Fire Sprinklers('cj)/ no Air Conditioning)/ no BRIEF DESCRIPTION OF WORK: r \j.J J\ C)AQ cccsurT 9 Addition/New: '-6-?3'bIQ Living SF, _______k SF, 60 Patio SF, lR1 Garage SF Is this to create an Accessory Dwelling Unit? Wfi No New Fireplace Yes 'jf yes how many? L----q sa- I'j- 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? o Solar: KW, ______ Modules, Mounted: Roof / Ground, Tilt: Yes I No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes / No 0 Reroof: 0 Plumbing/Mechanical/Electrical Only: D Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name:T --" Name: Address: c'tsc Address:______________________________ City: &\tWsC _J" State: Zip: °\\\% a, City: L&0 State: LP) _Zip:._`° Phone: t\° °' (0 - Phone:- __ Email: _c\'Y.% S o c'L, C..c)"' Email: DESIGN PROFESSIONAL Name: *aA Address: -SO JNt. City: fre-c% State: Zip: °1u Phone: q,O — -.50 - Oo1 CONTRACTOR BUSINESS I Name: (9"c1 rCNd\ j eQvk (ru4 ' Address: City: th,vkc ))' State:CM zip: t5b Phone: (Q c\'5S - 0 Email: Email: Architect State License: State License: 'b '' Bus. License: %1-0 \ 01 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingccarlsbadCa.ov B-I Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Jave and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the the work for which this permit is rviorkers' compensation insurance çrrier and policy number are: Insurance Company Name: Policy No. \, ctk ') ' o I Expiration Date: I O Certificate of Exemption: I certify that in the performance of the work for which this subject to the workers' compensation Laws of California. WARNIW. Failure to secuj criminal penalties and civil fines up to $100,000.00, in additiori4ie to the cost o interest and attorney's fees. CONTRACTOR SIGNATURE: is issued, I shall not employ any person in any manner soas to be come compensation coverage is unlawful, and shall subject an employer to on, damages as provided for in Section 3706 of the Labor Code, ,ENT DATE: (OPTION B ): OWNER-BUILDER DECLARATION:" I hereby affirm that! am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes Cl No Is the applicant or future building occupant required to obtain a permit fiom the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 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, COST,AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINSTSAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for EXPIRATION: Every permit issued by the Building Officia))(der the pros by such permit is not commenced within 180 days ~Vection }ie date of syc after the work is commenced for a period of 180 d 1044 APPLICANT SIGNATURE: over 5'O' deep and demolition or construction of structures over 3 stories in height. of this Code shall expire by limitation and become null and void if the building or work authorized lit or if the building or work authorized by such permit is suspended or abandoned at any time Building Code). DATE: St 90 1 ( ~ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build ingcarIsbadca.gov B-I Page 2 of 2 Rev. 06/18 rnaffo(I'L ?wwLj PAD CERTIFICATION. FOR BUILDING PERMIT PROJECT INSPECTOR: Lk..e.. . DATE: _Loja 1.1,19 RECEIVED .(CitYITy Carisbaci OCT .3 1 2019 CMi DIVISION PROJECT ID C-TioB - o3 —GRADING PERMIT No..004 1 LOT(S)REQUESTED FOR RELEASE:!!. . N/A = NOT APPLICABLE i 0MPLETE •.O = Incomplete or unacceptable 1. As-Built (RedIins) are up to date and available onsite for reference. All dailygeotechnical observation reports,.corhpactiqnreportsand lettersfromgeotechnical engineer subrnitted,including: pads, retaining walls, utility-trenches, slopes, paved access roads and parkinglots. Site security and fencing installed for separation of construction activity from. public. 'Letter from EOWdocumenting that-the-finished pad elevations *match the plan elevations for specific lot(s). ' S. Letter from the project QSDcertifying that all construction related BMPsare installed in accordance with City of Carlsbad Storm Water-Standards. Site access:to requested lot(4) adequate and .lqgiclly:grOuped, including a designated staging area for building:phase of work. All onsite undergrotrnd utilities, ihstalled and ready for service. :Identificatiqn and protection of city sewer infrastructure is implemented, including manhole protection,. false bottoms and sediment traps. P.ermahenTemprary Fire Access Plan approved by Fire Department representative, and implemented on site Letter from Owner/Dev requesting pad certification of the specific lot(s) .with 834'x 11" site plan. Pad certification: for the above stated lotsis approved fOrthe purpose of building permit issuane. Issuance of building pernits is still subject to all city requirements. The aboves ated lots are. conditionally approved for a building permit to:install retaining walls required for pad ceitification only. The above stated lots are conditionally approved for a building permit to install foundations only.. 41- t4i it°i Project Inspector Date Municipal oje ? Date Public Works construction Management & Inspection 1635 Faraday.Aveniie I Carlsbad, CA 92008 1 760-602-2790 1 760-438-4178 fax C it of SPECIAL INSPECTION Services Carlsbad Development AGREEMENT Building Division 1635 Faraday Avenue B-45 760-602-2719 RECEIVED In accordance with Chapter 17 of the California Building Code the folloftq .lju5t %9,mpIeted when work being performed requires special inspection, structural observation and construction material testing. CITY OF CPIRLSBAD Project/Permit: Project Address:1 5gKOlAl, Carlsbad, CA 92008 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Taylor D Ashton (First) (MI.) (Last) Mailing Address: 30 Via Latigo, Rancho Santa Margarita, CA 92688 Email: Taylor@ashton3.com Phone: 949-584-2041 I am: (Property 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 op th2 approved plans and, as required by the California Building Code. Date: 10/11/2019 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder I 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 provide a final report / letter in compliance with CBC Section 1704.1.2 prior to requesting final Signatui Date: OCT 2— Z(D1 8-45 Page 1 of I Rev. 08/11 HE Field Report 19H SCSI, 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 Cit, 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: CBR2019- Architect: WHA Engineer: Swanson & Associates Contractor: JD Reinforcing, Four Corners, BSA. Start Time 07:00 End Time: 15:30 Time (Hours): 8.00 Location Details: Lots #1 thru V. Service Being Performed: Special Inspection Type of Inspection: Prestressed Concrete I 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 I Anchor Bolts Fastener Type: Nail Components Identified Were Installed in Accordance With the Contract Documents: Yes Details: Lot #5: . - Inspected the stressing of (1) PT cable (a replacing cable #12 from a previously broken cable). Cable is 35' long, Stressed to 5,600 psi of gauge pressure. The elongation was measured 2 3/4". Stressing was performed by JD Reinforcing. The jack and ram is 2008-023, with calibration date of 11/18/2019. Lots #1 thru #7: . - Inspected the installation of 5/8' diameter anchor bolts of sill plates of shear walls at the building foundations. Work was done by Jorge of Four Corners. Holes were pre-drilled. Ensured holes were of adequate depths. Holes were compressed air-blown to ensure for cleanliness and good bond. Simpson Set-3G was used as adhesives with expiration date of 07/11/21. (100) anchor bolts were installed including approximately 20 percent on non-shear walls: Work was in compliance with the cut-sheet CS-01 (from Post-Tension Engineering of Record - Typical retrofit detail for hold-downs and anchor bolts). Note: numerous anchor bolts and hold-downs were still missing. Notified Superintendent Rick Rizek of the matter. I - 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); Field Report SCST, LLC - San Diego LEA: 47, Exp: 04/25/2021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 280-4321 Fax: (619) 280-4717 Client: Pebble Creek Companies 301 West 28th Street, Suite A National City, CA 91950 Project: 190318N Magnolia-Brady CMT - Pebble Creek Companies Brady Circle Carlsbad, CA 92008 Caption: Stressed (1) replacing PT cable. Caption: Ensuring holes were cleaned. Caption: Added/installed 5/8 anchor bolt, typical. Caption: 1• - - '- Missing anchor bolt on end of shear wall. Also, marked in orange shall be square washer. er. i. •4 ' .. .. - .. , •.L). £ - - - . - .- 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: Pebble Creek Companies 301 West 28th Street, Suite A National City, CA 91950 Project: 190318N Magnolia-Brady CMT - Pebble Creek Companies Brady Circle Carlsbad, CA 92008 Caption: Showing exterior shear walls of the 2-story building, typical. Status of Work Element: Work Element Inspected Pending Completion. Discrepancy: No cc: Project Architect; Page 3 of 3 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); DATE: 10/22/2019 JURlSDlCT ION :-Cibd EsGil A SAFEbultfCornpany c/C APPLICANT /Q JURIS. PLAN CHECK#.: PC2019-0043 SET: IV PROJECT ADDRESS: 1647 & 1649 Brady Circle PROJECT NAME: Custom SFR with Attached Garage and Attached ADU for Magnolia A3, LIC 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. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: Tim Seaman EsGil staff did not advise the applicant that the plan check has been completed. 11 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993-8846 Date contacted: 10 (6( (by9) ) Email: tim©bhpsonline.com Mail Telephone Fax In Person REMARKS: pdsetIVi. By: Ryan Murphy (for T.F.) Enclosures: EsGil 10/17/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuIltcpnipany DATE: 9/27/19 JURISDICTION: Carlsbad PLAN CHECK #.: E0i970043 LSFjI PROJECT ADDRESS: 1647 & 1649 Brady Circle APPLICANT U JURIS. PROJECT NAME: Custom SFR with Attached Garage and Attached ADU for Magnolia A3, LLC J 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. LI 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 t-i° (by:",) Email: tim@bhpsonline.com 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 PC20 19-0043 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 PC20 19-0043 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 httrx//www.carlsbadca.gov/civicx/filebanklblobdload.aspx?Blobl D=25107 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 GFCI). NEC 210.12(A). I see the note referencing the code section, but these rooms need to be specifically called out or the information added to the legend (as it is for rooms without GFCI). 9/27/19: 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 httDs://www.carlsbadca.qov/civicax/filebanklblobdload .aspx?BIoblD=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 PC20 19-0043 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 EsGil. Thank you. EsGil A SAFEbulitCompany DATE: 8/26/19 JURISDICTION: Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: [9j0043) PROJECT ADDRESS: 1647 & 1649 Brady Circle PROJECT NAME: Custom SFR with Attached Garage and Attached ADU for Magnolia A3, LI4C El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. L 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. LII 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. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tim Seaman EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993-8846 Date contacted: (by: ) Email: tim@bhpsonline.com Mail Telephone Fax In Person LI REMARKS: By: Tamara Fischer Enclosures: EsGil 8/15/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC20 19-0043 8/26/19 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. GENERAL A. The sheet Index now lists sheets APDI-APD6. Sheet APD3 is not included in the set (Two copies of APD2 were included). APD5 is not readable. 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. Please provide a copy of the Post tensioned Slab calculations for review with the next submittal. CONTINUED Carlsbad PC20 19-0043 8/26/19 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). 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 http://www.carlsbadca.gov/civicx/filebank/blobdload.aspx?BloblD=251 07 The completed form was not received. 'i I 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. Response was "Addressed by electrical subcontractor." I did not receive any separate electrical responses. Please provide the requested information. Additionally, since the suite is a dwelling unit, please show the location of the panel for the Suite. The suite occupants must have access to the panel serving the suite. 24. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). I see the note referencing the code section, but these rooms need to be specifically called out or the information added to the legend (as it is for rooms without GFCI). CONTINUED Carlsbad PC20 19-0043 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. gov/civicax/filebank/blobd load .aspx?Blobl D=34404. The completed estimate portion of the form was not received. Please remove, cross out, or identify as N/A the CFI-Rs on Title 24 sheets which do not apply to this permit. Response was: "To be addressed by the Title 24 Engineer." I did not receive separate T24 responses and the requested change was not made. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. The gas design could not be located. Please provide it. 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 U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. Carlsbad PC20 19-0043 8/26/19 E.sGi.1 A SAFEbuitf Company DATE: 6/5/19 JURISDICTION: Carlsbad PLAN CHECK #.: 0.190043,. SEII PROJECT ADDRESS: 1647 & 1649 Brady Circle U APPLICANT U JURIS. PROJECT NAME: Custom SFR with Attached Garage and Guest Suite for Magnolia A3, LLC LI 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 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 PC20 19-0043 615/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: PC2019-0043 JURISDICTION: Carlsbad PROJECT ADDRESS: 1647 & 1649 Brady Circle FLOOR AREA: 2836 sq ft SFR 525 sq ft Guest Suite, 697 sq ft Gar 204 sq ft Coy 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 PC20 19-0043 6/5/19 [DO NOT PAY— THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PC2019-0043 PREPARED BY: Tamara Fischer DATE: 6/5/19 BUILDING ADDRESS: 1647 & 1649 Brady Circle BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFR 2836 141.76 402,031 Guest Suite 525 141.76 74,424 Gar 697 36.98 25,775 Coy Porch 204 12.33 2,515 Prefab FP 1 3,373.05 3,373 Air Conditioning 2836 5.31 $15,059 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 1cb IBY Ordinance 1997 UBC Building Permit Fee L' I 1997 UBC Plan Check Fee Type of Review: EI Complete Review 0 Structural Only Repetitive Fee Repeats 0 Other El Hourly Hr. @ * EsGil Fee I $1,321.421 Comments: Sheet 1 of 1 Carlsbad PC20 19-0043 6/5/19 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). 2. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses (if deferred), fire sprinklers, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 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 PC20 19-0043 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 PC20 19-0043 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/blobd load .aspx?Blobl D251 07 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 PC2019-0043 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. govlcivicax/filebank/blobd load .aspx?Blobl D34404. Per City Ordinance, the EVSE ready space shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. Please remove, cross out, or identify as N/A the CFI-Rs on Title 24 sheets which do not apply to this permit. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. All domestic hot water piping to have the following minimum insulation installed: %" pipe (1/2" insulation); 3/4' pipe (1" insulation); 1" to 1_h/2 pipe (.1_1/2" insulation). CPC 609.11 & ES 150.00). Additionally, the ½" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.06). 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 PC20 19-0043 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 No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. SSWA STRUCTURAL CALCULATIONS TEO 1ISSUE DATE 05/08/19 I PROJECT Description: 2 Single Family Client: Magnolia A3 LLC Name: LOT 3 PLAN 21311 R3-V8 bwellings 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 Grade40 A 60 reinforcing bars Codes: 2016 CBC & 2016 CRC ASCE 07-10,2015 NOS Concrete: 2500 psi at 28 days, U.N.O. Higher strength where noted Wood: Studs - Stud grade. Standard A btr. Posts - Standard ,& better Masonry: 1,500 psi grade N standard weight Beams - bF#2 or better Concrete Masonry Units > 31 Joists - I-Joists GLBs - 24F-1.8E Soils & bearing: Lk - laminated strand rims and beams . PIT slab design by others - I L.VL - laminated veneer microlam beams and joists PSL - parallel strand beams 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 26 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. A 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 Swanson & Associates 17055 Via bel Campo. Suite 100. San biego, CA 92127 (858) J8&L600 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 0. Lot 3 Lot 5 1 Lot 7 0 Section Properties & besign Loads 2026 CBCJGRC - - Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of U)F: 1.25 LDF = 100 (plf) Size Size Modulus rnertia Allowable Allowable Span in feet for beam or joist sizes (b) x (d) (A) (5) (Z) Shear Moment Shear Moment Normal duration, Laterally fully braced, repetitive member increase for 2x members. inches in' in3 in4 (lbs) (lb-ft) (Ibs) (lb-ft) 3ff. 4ft. 5ft. 6ft. 'ft. 8ff. ft. loft, lift. 12ff. Oft. 14ft. 15ff. 16ff. 17ff. 18ff. 19 ft. 2x4 1.5x3.5 5.25 3.06 5.36 788 211 630 169 8 7 5 4 3 3 2 2 63 48 37 29 23 19 15 13 11 9 2x8 1.5x7.25 25 B 10.88 13.14 9 47.63 3O6 1.631 1,700 1,305 1,360 1,094_ 53 43 35 30 2 21 RIM fl04 fil -''r - -- '9 44 - 2x12 1;5 x 11.25 16.88 'O 31.64 -MER M931 I 1ö 177.98 2,531 3,411 i7 2,025 2,729 1,094 820 656 547 6) 341- 60 L 094 820 656 547 469 11 1WRORIA I5ci3 i9óië 85L4b* 4x4 4x8 4x12 3.5 x 3.5 35 x 725 35 xli 25 12.25 J2 2538 3938 7.15 3066 i 7383 12.51 11115 41528 1,838 1,005 3,806 3,737 5,906 8,459 1,470 804 Q25 176 lii 74 52 38 29 22 17 14 11 9 8 7 6 5,ffO4Ji881 111 86 67 54 44 36 30 25 22 3,045 2,989 4,725 6,766 15 56648837 100 83 69 58 49 ,993 2Z4614 S1733 3* fiö 4375 81 846 375 3.281 2.625 4x16 r3.-,5 1J 35 x 1525 5338 13566 5j 103442 8,006 14,131 6,405 11,305 4,375 3.281 2.625 6x6 6x10 55 x 55 55 x 95 3025 5225 2773 8273 7626 39296 281 4,285 3,466 7,402 11,634 I 51 3&8JC 25 175 117 82 60 45 35 27 22 18 15 12 10 9 3,428 2,773 5,922 9.307 7 '46'5 I3 ,8 34 7 3222j 175 134 106 85 69 57 47 40 34 3,438 43 175 144 120 101 86 75 520Th3' 38O?331291 244 205 175 875 5,156 4 125103lN27O 70 5673 1 6x14 55 x 235 7425 16706 .24 1,12767 10,519 23,188 85633tag 8,415 18,550 Li.; 2z5iO 6,875 5,156 4,125 3438 2.946 3i9 58' ,875 5,156 4,125 3.438 2,946 2,578 2292 206 1? Timberstrand LSL rim board & 1*" Timberstrand LSL _________ - 1xi4 LSL 1*xll* LSL xl4j 1*x16 LSL 1.25 x 14.0 IM 1.75 x 11.88 1.75 x 16.0 17.50 20.78 28.00 40.83 41.13 1 74.67 07 6M4, 66 1035 777 621 518 444 388 345 311 2Z5 231 197 157 128 105 88 74 63 285.83 244.21 6.198 7,129 4,958 5.703 5 1.035 777 621 518 444 388 345 311 282 259 239 222 O3 173 144 121 103 1,035 777 621 518 444 388 345 311 282 259 239 222 207 194 183 173 154 5,368 9,971 4.295 7,977 1,838 1,378 1,103 919 788 689 613 551 501 404 318 254 207 170 142 120 102 1,838 1,378 1,103 919 788 689 613 551 501 459 424 394 339 279 233 196 167 1 597.33 17,233 17,611 5,787 14.089 11,838 1.378 1,103 919 788 689 613 551 501 459 424 394 368 345 324 293 249 3+" Timberstrand LSL 3fx4* LSL j.MAN gjr1 3+x7+ LSL 34'x94 LSL 35 x438 35 x 725 35 ,c 95 1531 25.311 6i9 3325 1117 !3 3066 5265 2442 11115 7.iT 25007 5,423 2,170 8,987 5,687 4,339 1,736 7,190 4,550 1 IR-186 484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 873!8 556 350 235 165 120 90 70 55 44 36 29 24 21 18 2,485 1,864 538 378 275 207 159 125 100 82 67 56 47 40 1485 1,864 1491 1243k'P35 i 463 348 268 211 169 137 213 94 79 68 8,590 13,027 6.872 10,422 6,300 4,725 714 537 413 325 260 212 174 145 123 104 300 4725 3780 3 150 891 687 540 432 352 290 242 203 173 3+xil* LSL 35 xli 88 IJ 4156 1! 8226 2 48841 10,737 19,941 j3j'4W3j 8,590 15,953 6.300 4,725,'3.780 3,150 j1,274 048 808 635 509 413 341 284 239 203 ,300 4725 3780 3150 2700 2,363ik41 i'813iQJ4 833 678 558 465 392 333 141ECI 3+x16 LSL 313'0 3.5 x 16.0 56.00 1jJ 8433 149.33 1,194.67 14,467 35,222 21,573 28,178 6,300 4,725 3,780 3,150 2.700 2.363 2,100 1,890 1,718 833 695 585 498 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 (Pb) governs. Shear governs to the left of the shading, and deflection governs to the right. a SectionProperites & Design Loads 2016 C8C/C Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LbF: 1.25 LbF = 1.00 . Allowable Allowable Span in feet for beam or joist sizes Size Size Modulus Inertia (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration. Laterally fully braced, repetitive member increase for 2x members. 0 inches in2 in' in4 (Ibs) (lb-ft) (Ibs) (lb-if) 110ft. lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20 ft. .21 ft. 22 ft. 23 ft 24 ft. 25 ft. 26 ft. " Parallam PSL - - X-9 iklsaffs,p 1 953 716 551 434 347 282 233 194 163 139 119 103 89 78 69 61 54 lxllf PSL I 3.5 x11.88 41.56 82.26 iZ 488.41 i' 10,044 24.878 8,035 19,902 1,077847678 551 454 379 319 271 233 201 175 153 135 119 106 xif f-Z27f6 1 96__1,28 id903744621523445381329286251221195173 3x16 PSL 3.5 x 16.0 56.00 149.33 ! 1,194.67 13,533 43.693 10.827 34,955 __2,i73 J 2.297 1.838 1.531 1.313 1,148 1,021 919 780 664 569 491 427 374 329 291 259 3.063 2,297 1.838 1,531 1,313 1,148 1,021 919 835 766 707 656 609 533 469 415 369 3TiIiFS'E J, 5ic"fBO - 'I1I'6 i -oc 1.i5äi Parallam PSL - - k?1P I 525,99 1.074 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 5,1rx11j PSL 1525 x 1188 6234 12339 73262 15.066 37.317 12,053 29.854 _1,429 88'4944 1.615 1,270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 94 ' 1355 1117 931 784 667 572 494 430 376 331 293 260 J 5'4 2db' 5*46 PSL I 525 x 160 8400 22400 179200 20300 65.540 16,240 52,432 1390 1,171 995 853 737 641 561 494 437 388 xi PL j _______ ' 255i156 288 r1 5 11 36 2 329' 2 3f61 1417 1215 1050 913 799 703 622 553 'PorallamPSL ___________________________________________________________________________________________ ZLi I 500j [ 905 1,431 1103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 1Z63153 1.694 1,356 1,103 909 757 638 543 465 402 349 306 269 238 212 1,807 1489 1.241 1046 889 762 658 573 501 441 390 347 7x111 PSL I 7.0 x 11.88 I ZPJ 83.13 164.52 I 976.83 20,089 49,756 16,071 39,805 Fz I I 298671238933 27,067 87,387 121653 69,909 53 1,561 1,327 1,138 983 855 748 658 583 518 7x16 PSL I 70 x 160 11200 iWpL L 4T0i j 357ãö "3 8 2,85 i 2~12~!%R2~~?~,4_17 tr3105IL2-i 1,869 1,620 1.399 1,217 1,065 938 829 737 lj" Glulam GLB (24F-1.8E or 24F-V4 with standard camber 3+x11* GLB 3.5 x 11.88 I 41.56 82.26 I 488.41 19,178 20,565 7,343 16.452 FI2 II °1 3x16 GLB 3.5 x 16.0 I 56.00 149.33 I 1,194.67 12,367 37,333 9.893 29,867 I i89 ÔIÔÔ WAT9i _______ Glulam GLB (24F-1.8E or 24F-V4 with standard camber)__________ 11 J I LA?Z&:11 IW725X9 54x14 GLB 5.5 x 14.0 77.00 179.67 1.257,67 17,004 43,715 13,603 34,972 "fl a64 LGOj 0j o '! Ti't 54x18 GLB 5.5 x 18.0 99.00 297.00 2,673.00 21.863 70.469 17.490 56.375 * Glu-lam Girders & Beams (24F-1.8E or 24F-V4 with standard camber) 6148 GLB I 6.75 x 18.01121.501364.50 I 3,280.50126,831 84.732 121.465 67,786 644 496 390 312 254 209 175 147 125 107 93 81 70 62 55 49 762 610 496 409 341 287 244 209 181 157 138 121 107 95 12 j 2 ô29j3j8T 670 559 471 400 343 296 258 226 198 176 156 4 LMW 98? 702 597 4822 085'-1 t1,532-413351,173109W92 8ii 512 729 442 630 385 548 337 479 296 422 262 373 233 332 959 780 642 536 451 384 329 284 247 216 190 168 150 23 1,053 878 739 629 539 466 405 354 312 276 245 1,104 938 805 695 604 529 466 412 366 990 861 753 663 587 521 935 814 712 627 554 493 1,214 1,056 924 814 720 640 use as neaaers et beams . . _ 251 2l17 180j1551__P119i__jo_9484756556_49433834 2.06*14.01 0.00 I 0.00 I Eti 11,256 5,613 I 1.005 4A90 I 5 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 (F'b) governs. Shear governs to the left of the shading, and deflection governito the right. Magnolia 4/4/2019 Typical Framing Elements Roof Framing Trusses @ 24" 0/c (bL: 18 psf, LL: 20 psf) Factory Manufacturer's design by others 2x Convetional Rafters & Fill Framing W = (24/12) (18 psf + 20 psf): 76 psf 2x4 @ 24" o/c spans to 4'4" 2x6 @ 24" o/c spans to 9'-10" 2x8 @ 24" o/c spans to 13'-0" 240 @ 24" o/c spans to 16'4" 242 @ 24" 0/c spans to 18'-11" Floor Framing I-Joist floor joists (TrusJoist or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-E5 ESR-1387 & ESR-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. W = (16/12) (12 + 40 psf): 69 psf w: (19.2/12)(12 psf + 40 psf): 83 psf Opening Headers & Misc. Beams Hi (wi 170 plf) Roof Floor 6x4 (Max. Span:) 71-5" 7-0" 6x6 118" 11,-i" 6x8 15'-11" 15'-1" 640 20'-2" 19'-2" 644 28'-8" 27'-2" 5*x9 PSL 21'-4" 20'4" H2 (w 1370 plf) Roof Floor 6x4 (Max. Span:) 5'-6" 4'-11" 6x6 8'-7" 7'-8" 6x8 111-9" 10'-6" 6x10 15'-6" 14'-2" 5*x94 PSL 16'-6" 15'-8" 5*xil* PSL 20-7" 19'-7" H3 (w i 570 plf) Roof Floor 6x4 (Max. Span:) 4'-5" 4'-O" 6x6 6,-11" 6'-2" 6x8 9-6" 8'-611 640 12'-9" 11'-S" 6x12 15'-5" 13'-10" 6x14 181-0" 161-1" 5-T1x9J PSL 14'-3" 13'-7" 5*x11 PSL 17'-10" 16'-11" H4 (w 1770 plf) Roof Floor 6x4 (Max. Span:) 3'-10" 3'-5" 6x6 61-0" 51-411 6x8 80-2" 71-3" 640 101-11" 9'-10" 6x12 13'-3" 11,-jO" 644 15'-6" 13'-10" 5*x9 I PSL 12'-11" 12'-3" 5*xiif PSL 161-2" 15'-4" H5 (w i 970 plf) Roof Floor 6x4 (Max. Span:) 30-51' 31-0`1 6x6 51-4" 4'-9" 6x8 7'-311 6' 6" 640 9'-9" 88-9" 642 11'-lO" 10'-711 6x14 131-9" 12'-4" 5ix9l PSL 11'-ll" 11'4" 5x11* PSL 14'-11" 14'-2" H6 (w 11170 plf) Roof Floor 640 (Max. Span:) 8'-11" 7'-11" 642 100-9" 91-7" 5*x94 PSL 11'-3" 101-8" 5*x1l* 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 CSC/CPC US 3*" Stud Wall Nominal Size Sill/Top Plate Max. Load 6 Ft. 7 Ft8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. 2x4 Standard 3,281 lbs 4 136 lbs 3 288 lbs N/A 2x4 Standard 6,563 lbs J8 272 lbs 6577 lbs N/A 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 5,781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9,844 lbs 10202 lbs 8 671 lbs 7,239 lbs 6,029 lbs 5,050 lbs N/A 2x4 bF#2 3,281 lbs 4666 lbs 3721 lbs 2,983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A 2x4 bF#2 6,563 lbs 9 331 lbs 7441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A 2x4 DF#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 0,651 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 lbs N/A (1) 4x6 bF#1 12,031 lbs 18 252 lbs 14565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 4x8 bF#1 15,859 lbs 23676 lbs 19005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 4x10 bF#1 20,234 lbs 29670 lbs 23972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 4x12 bF#1 24.609 lbs 36.085 1bi9,i5'ibs .23,550 lbs 19.221 lbs 15.900 lbs 11,318 lbs 8.429 lbs N/A 54" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8683 lbs 7,653 lbs 6 669 lbs 5.035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A 2x6 bF#2 10,313 lbs 17,367 lbs 15 306 lbs 13 338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26050 lbs 22959 lbs 20 007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12,031 lbs 22097 lbs 19 379 lbs 16 821 lbs 12,641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 18,906 lbs 14,'795.6 22 955 lbs 20918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs 33 812 lbs 31,303,lbs 28525 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 6x10 bF#1 32,656 lbs 40425 lbs 37734 lbs 34689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 642 bF#1 39,531 lbs I 48936 lbs !45,678:lb;:':::'-.1-41,992 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) 34x34 1.3E LSL 7.656 lbs 7,444 lbs 6.108 lbs 5.069 lbs 3,622 lbs N/A N/A N/A N/A (1) 3x41 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) 3fx54 1.3E LSL 12,031 lbs 11,697 lbs 9.598 lbs 7,966 lbs 5.691 lbs 2.609 lbs 2,122 lbs 1.759 lbs N/A (1) 3fx74 1.3E LSL 15.859 lbs 15,419 lbs 12,652 lbs 10.500 lbs 7,502 lbs 3.439 lbs 2.798 lbs 2.319 lbs N/A (1) 3jxSj 1.3E LSL 1 18,867 lbs 1 18,343 lbs 15.051 lbs 12,492 lbs 8,925 lbs 4,091 lbs 3,328 lbs 2,759 lbs N/A PSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3x34 1.8E PSL 7.656 lbs 10,730 !bs8;7O2.Ibè 7.169 lbs 5.081 lbs N/A N/A N/A N/A (1) 3x54 1.8E PSL 11,484 lbs 16 095 lbs 13052 lbs 10,754 lbs 7,622 lbs 3,466 lbs 2,816 lbs 2,333 lbs N/A (1) 34x7 1.8E PSL 15,313 lbs 21460 lbs 17403 lbs 14,339 lbs 10,262 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 51x5* 1.8E PSL 17,227 lbs 44 269 lbs 38,114 lbs 32 639 lbs 24 142 lbs 11432 lbs 9 336 lbs 7760 lbs N/A (1) 54x7 1 8E PSL 22,969 lbs 59 026 lbs 50818 lbs 43 519 lbs 32 189 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 30,625 lbs 1Oö,192 lbs ,77lbs ..84,376Ibè :67;757 lbs6 bi 28,678 lbs 23.982 lbs N/A Eh/1.4: 0.095W Ev/1.4: 0.113W Ev/1.4: 0.239W E/1.4: 0.113W Used 0.117W 0.113W Magnolia 4/4/2019 I SEISMIC ANALYSIS, Wood Framed Dwellings A5E 7-10 Section 12.14 Simplified Alternative Seismic Loads SS 1.130 le : 51 0.430 Design Category: 5M5: (1.05)(1.13): 1.184 Site Class: 5M1 (1.57)(0.43): 0.675 SDS: (2/3)(1.0)(1.13): 0.789 no (2/3)(0.68) = 0.450 Cd : 2016 CDC. Alternate Basic Load Combinatioi 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 E (0.2)(Sb5)(b): 0.158W Emh : (2.5)(QE) = 0.334W Component Interconnection (AScE section 12.14.71) Fp = 0.2(Sbs)W = 0.158W Distribution of Forces 1-Story Weight Roof 24.7 psf x 0.095 : 2.36 psf design at: 2.90 psf 2-Story Story Weight % Weight force (Fx) Roof 24.7 psf 43% 2.90 psf Floor 33.3 psf 57% 3.90 psf 58.0 psf 6.80 psf Vbase: 58.0 psf x 0.117 : 6.80 psf Magnolia 4/4/2019 WIND ANALYSIS, One Story Transverse section Wind Speed: 110 Vasd (not used): 85 2016 CBC, Basic Load Combinations Exposure: B Ki: 0.85 z9 1,200 a: 7.0 Enclosure: Enclosed K: 1.0 6: 0.85 Risk: Cat. II Al pg Wind Pressures Element Z K. & K, Oh & a, Lpf) pf) Windward Walls 10.0' 0.57 15.13 0.80 7.57 13.01 (not used) Eave Height: 10.0' (not used) Roof Height (h): 13.1 Leeward Wall 13.1' 0.57 15.13 -0.50 -9.15 -3.71 Width (B): 60.0' Roof to ridge (a) 13.1' 0.57 15.13 -0.40 -7.91 -2.46 Length(L): 40.0' Roof to ridge (b) 13.1' 0.57 15.13 -0.03 -3.12 2.33 Roof Angle (6): 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(plf) P1b(Dlfi P2a(plf) P2b(Dlfi P1a(nlf) P1b(plfl P2o(Dlf) P2b(plf) Left Overhang 1.1' -16.3 -11.3 -16.3 -11.3 -0.9 -0.9 -0.9 -0.9 Left Sloping 20.0' -158.4 -62.4 -49.3 46.7 -201.1 -201.1 -91.9 -91.9 Flat Section 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Sloping 20.0' -201.1 -201.1 -91.9 -91.9 -158.4 -62.4 -49.3 46.7 Right Overhang 1.1' -0.9 -0.9 -0.9 -0.9 -16.3 -11.3 -16.3 -11.3 Roof Totals Horiz. Vert. Vertical Elements Left to Right Right to Left P1 (Left to Rt) 8.6 -357.4 Length P1 (If) P2 (plf) P1 (DIf) P2 (plf) Pib (Left to Rt) 40.6 -261.5 Left Walls-Upr 4.5' 34.0 58.6 41.2 16.7 P2a (Left to Rt) 8.6 -150.4 (not used) P2b (Left to Rt) 40.6 -54.5 (not used) Pla (Rt to Left) 8.6 -357.4 Right Walls-Upr 4.5' 41.2 16.7 34.0 58.6 Pib (Rt to Left) 40.6 -261.5 (not used) P2a (Rt to Left) 8.6 -150.4 (not used) P2b (Rt to Left) 40.6 -54.5 (not used) (not used) Code Mm. Horizontal Forces From Roof 40.6 40.6 40.6 40.6 (45)(16 psf)+(6.2')(8 psf): 122 plf Total Woriz. Forces (W) = 116 116 116 116 0.6W: 73 plf 0.6W: 69 69 69 69 Wind Load besign Force: 0.6W: Left to Right: 73 DIf Right to Left: 73 DIf Seismic Force: 0.7E: (40.00) (2.90) : 116 plf Seism WINb ANALYSIS, Two Story Magnolia 4/4/2019 Wind Speed: 110 V0 d (not used): 85 2016 CBC, Basic Load Combinations Exposure: B Kd : 0.85 ;: 1,200 a: 7.0 Enclosure: Enclosed Kzt 1.0 G: 0.85 Risk: Cat. II 9-1 g2 Wind Pressures Element Z Kh & K, Qk & a, f.) pf) Windward Walls 19.2' 0.62 16.24 0.80 8.03 14.05 Floor Height: 10.2' Windward Walls 10.2' 0.57 15.13 0.80 7.28 13.30 Eave Height: 19.2' (not used) Roof Height (h): 21.3' Leeward Wall 21.3' 0.64 16.73 -0.50 -10.12 -4.10 Width (B): 36.0' Roof to ridge (a) 21.3' 0.64 16.73 -0.55 -10.81 -4.79 Length(L): 36.0' Roof to ridge (b) 21.3' 0.64 16.73 -0.21 -6.02 0.00 Roof Angle (0): 18.4° Roof-Leeward 21.3' 0.64 16.73 -0.63 -11.90 -5.88 q: 16.73 (not used) (not used) Windward overhang bottoms 19.2' 0.62 16.24 0.80 11.04 11.04 Note: (not used) P1 has internal pressure (not used) P2 has internal suction Interior Pressure 21.3' 0.64 16.73 ±0.18 (3.01) (-3.01) Wind Left to Right Wind Right to Left Roof Elements Length P1a(plf) P1b(plf) P20(Dlfi P2b(plf Pla(plf) P1b(Ilf) P2a(Dlf) P2b(Dlf) Left Overhang 1.1' -19.9 -14.8 -19.9 -14.8 -1.9 -1.9 -1.9 -1.9 Left Sloping 13.7' -148.2 -82.5 -65.7 0.0 -163.1 -163.1 -80.6 -80.6 Flat Section 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Sloping 13.7' -163.1 -163.1 -80.6 -80.6 -148.2 -82.5 -65.7 0.0 Right Overhang 1.1' -1.9 -1.9 -1.9 -1.9 -19.9 -14.8 -19.9 -14.8 Roof Totals Horiz. Vert. Vertical Elements Left to Right Right to Left Pla (Left to Rt) -1.0 -316.0 Length P1 (Dlf P2 (plf) EL( P2 (plf) P1b (Left to Rt) 21.4 -248.9 Left Walls-Upr 4.5' 36.1 63.2 45.5 18.4 P2o (Left to Rt) -1.0 -159.4 Left Walls-Lwr 10.2' 74.2 135.7 103.2 41.8 P2b (Left to Rt) 21.4 -92.4 (not used) Pla (Rt to Left) -1.0 -316.0 Right Walls-Upr 4.5' 45.5 18.4 36.1 63.2 P1b (Rt to Left) 21.4 -248.9 Right Walls-Lwr 10.2' 103.2 41.8 74.2 135.7 P2a (Rt to Left) -1.0 -159.4 (not used) P2b (Rt to Left) 21.4 -92.4 (not used) (not used) Code Mm. Horizontal Forces From Roof 21.4 21.4 21.4 21.4 (14.7')(16 psf)+(4.2')(8 psf): 269 plf Total Horiz. Forces (W) = 281 281 281 281 0.6W: 161 plf 0.6W: 168 168 168 168 Wind Load besign Force: 0.6W: Left to Right: 168 DIf Right to Left: 168 Rif Seismic Force: 0.7E: (6.80) (34.00) : 231 plf Seismic Governs did 09 did 34 did *9 dl(9 ä0/ä3JNI did 06 d 7119 -47d9-1 000,11 ä0Iä1LNI did 0*1 did 931 did 311 y0/ä3JX3 did 06 did 19 did 31 N Vd 99I7,YJ d00ä 01 .6 .9 —7 (At) 6J H93/.41 NO/J/J.v VI P 777 7V.41 44" äO t' 1/.5' 41 '-7Z 'O frVOäd Iii 7d17 = /7 I /19/244 d 73' 77 V*f JO C VO 7 I4/YOJ/Nfl = 9AI 34O' V äOo 7d JO C VOl frVäOd/Nfl = Ml 340V 77V41 JO 6VO7 I/äOd/Nfi = "'41 2409 V JOOä JO C Vol //YOJ/Nf7 = J44 RV y;g äO Y30 V.YH frvoYd C VO 7 = d / \ / \ / \ / 'I j) 9,YI7,270 3ä/MI "YOH ao frYQ 0.10ä0 9äI7.20 3ly3H41 id d0J '790 INOV 4144 944 / \ / \ / / / / / I'I It II flf:rIIi9:ij T •4yOH YO 'M V39 H9n 7-4 1-, 111-11011111 JTTTTTTTTTI ' 73N Vd a V31-1 I V IN3/4/O/4/ 34/i /'3ä JO J3/A/3 73 1 V.2/dAi ii ADAM 9I0 I0d J024 ID!dkL 6IOVi1'/i7 01IOU6OW Magnolia 4/4/2019 Shearwall Schedule 2016 CBC/CRC = 4.00 inches. 3.4 inches. = 1527 lbs. total 3 Screws 509.1 lbs Each Screw ISteel Base Plate and (6) 1/4" Screws Magnolia 4/2/2019 Guards and Railings Interior Ballustrade Base 2016 CRC/CRC i. Railing Design Forces Height of Railing (location of Horiz. Force) 42 inches Vertical (Newel) Post Spacing 60 inches Horizontal Force Along Railing 20 Of Concentrated Load at Top of Post 200 lbs. Design Rending Moment at Bose of Post Assembly 8400 lb.-in. Connection-- Lag Screw in Pullout CRC Load Duration Factor Cb (wood connectors) 1.60 Base Plate Size Moment Arm (x) of Lag Screws Lag Screw Pullout T = C = M/x/Cb Quantity of Lag Screws at Tension / Compression side of Base Plate Pullout Force Per Screw From NOS Table 11.2A for Specific Gravity of 0.50. Pullout is (Der inch of embedment) Screw bIA. I Embedment of Screw (inches) 11 21 2.51 31 3.51 4 1/4 225 450 56* 675 788 900 5/16 266 426 665 98 931 1064 3/8 305 407 635 915 1068 1220 7/16 342 391 611 879 1197 1368 1/2 1 3781 3781 5911 8511 1512 Z7 3" embedment required Connection-- Wall mounted Handrail 2001b any direction CRC Load Duration Factor C0 (wood connectors) 1.60 Total qty of connectors 2 no. 8 Wood Screws Lag Screw Pullout Required Capacity T = 200/2/C0 Design pullout strength per inch for no. 8 wood screw NOS Table 11.2B Minimum Embedment Capacity of Anchorage = embed x Table value (per inch) 62.50 lbs. total = 112.00 lb per inch = 1.50 inch 168.00 >. 62.50 Mm. (2) no. 8 wood screws into blocking Magnolia 04/18/18 Guards and Railings Interior Pony Wall 2016 CBCICRC Railing Design Forces Height of Roiling (location of Horiz. Force) 42 inches Vertical Support Post Spacing 60 inches Horizontal Force Along Railing 20 lbs. Concentrated Load at lop of Post 200 lbs. besign Bending Moment at Base of Post Assembly 8400 lb.-in. Sr:M/Fb(CfU)(Cp)Co 3.54 6x2* Flat OK Fb:900 C,:1.5 Cp:1.1 S4.64 Connection-- Lag Screw in Pullout CBC Load buration Factor Cb (wood connectors) 1.60 Pullout Force Prying action MICb 5,250 lb.-in. Moment Arm (x) of Lag Screws 12.0 inches. Lag Screw Pullout I = C = M/x/Cb 438 lbs. total Quantity of Lag Screws at Tension / Compression side of Base Plate 3 Screws Pullout Force Per Screw 145.8 lbs Each Screw I (6) 1/4" Screws I From NbS Table 11.2A for Specific Gravity of 0.50. embed 1.25" into rim Pullout is fiber inch of embedment IFRI Screw bIA. - Embedment of Screw (inches) 21 2.51 31 3.51 4 1/4 4 225 4501 5631 6751 7881 900 Magnolia PLAN 2 only 04/04/18 Calculation page 10 through page 14 intentionally removed from the set L_1 1 - i-r ROOF FRAMING PLAN 'B' (R) CD W W MW WMJtL- Dlt1 VL gz 017"L MR lt I OI002 FLOOR FRAMING PLAN 'B' (A) WAD W 0:0 Magnolia 4/2/2019 _______ ROOF FRAMING, P1cm 2 15 ] Typical Roof Framing: Factory Trusses @ 24° 0/c 2016 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see caics pg. 4 TYPICAL BEAMS & HEAbERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (misc.) Gable Ends (3/2)(38) +10 67 plf Hi Hip Ends (9/2)(38) +10 181 plf H2 R8-20 Span = 11.5' Upper Roof grid 4 above loft (roof) (wall) (floor) (misc.) wi (29/2)(38) +10 561 plf lllllllIIIllllIllIlIllll tRi 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 LbF = 7,419#ft) Moment (max.) = 9,274#ft 34x94 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 (xi4): (29/2)(38) +10 561 plf w2(x4)= (9/2)(38) +10 181 plf .,,.,...'iiiiiililiii P (x=4.0): (26/2x9/2)(38) [Girder Truss] 2,223 lbs IRi IR2 j.x, Ri (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+ PSL beflection: (ALL: L/611) 109/I: 0.44' : L/316 Magnolia 4/2/2019 Lower Roof Framing RB-22 16.2' boor Header (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 LOP: 1,335 lbs) R2 (max.) : 1,669 lbs Moment (Critical M / 1.25 LOP: 5,406#ft) Moment (max.): 6,758#ft 3fxl 1* LSL beflection (óLL: L/1,021) 213/I: 0.44" : L/446 RB-23 Span: 12.0' Breakfast Nook Sliding boor (roof) (wall) (floor) (misc.) wi (9/2)(38) +35 : 206 plf IlIllIlIllIll IllIllIllIll TR1 ?R2 Ri: (Critical RI / 1.25 LbF: 989 lbs) RI (max.): 1,236 lbs (Critical R2 / 1.25 LOF: 989 lbs) R2 (max.): 1,236 lbs Moment: (Critical M / 1.25 LOP: 2,966#ft) Moment (max.): 3,708#ft 5*X9j PSL beflection: (ALL: L/2,573) 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 , 19 IRl 1R2 Ri: (Critical Ri / 1.25 LbF: 1,080 lbs) RI (max.): 1,350 lbs R2: (Critical R2 / 1.25 LOP: 1,080 lbs) R2 (max.): 1,350 lbs Moment: (Critical M / 1.25 LOF: 3,240#ft) Moment (max.): 4,050#ft 5jX9T1 PSL beflection: (ALL = L/2,315) 52/I: 0.14" : L/1,029 RB-25 Span: 14.2' Outdoor Room (roof) (wall) (floor) (misc.) wl : (7/2)(38) +40 : 173 plf IIIlIIllIllIIIIlIIIIIlIl! IRl 1R2 Ri: (Critical RI / 1.25 LOP: 983 lbs) RI (max.): 1,228 lbs R2: (Critical R2 / 1.25 LOF: 983 lbs) R2 (max.): 1,228 lbs Moment: (Critical M / 1.25 LOP: 3,488#ft) Moment (max.) : 4,360#ft 640 Oeflection: (ALL: L/1,673) 99/I: 0.25" : L/677 Magnolia 04/02/19 FLOOR FRAMING, Plan 2 Typical Floor Framing: I-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 plf 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 IP , 11111111111111111111M 1111 P (x:0.7) 6971.93 [RB-20/21 Reaction Above] : 6,972 lbs TR1 IR2 J,x ) (Critical Ri / 1.00 LbF = 8,992 lbs) RI (max.): 11,082 lbs P2 (Critical P2 / 1.00 LbF = 6,006 lbs) P2 (max.): 6,006 lbs Moment: (Critical M / 1.00 LbF: 19,376#ft) Moment (max.): 19,376#ft 5*xl 1 J PSL Deflection: (&L: L/777) 275/I 0.38" = L/399 FB-21 Sun ='13.0 Above Master Closet (roof) (floor) (misc.) wi (xL5) (26/2)(38) +(9)(12) +(7/2)(52) +20 804 plf w2 (x5): (9)(38) +(9)(12) +(3.5)(52) +20 652 plf llllllllllllllllllllllllO P (x:5.0)= (9/2x26/2)(38) [Hip Girder Truss Above] : 2,223 lbs TR1 x 1R2 J , (Critical RI / 1.25 LbF: 4,351 lbs) RI (max.): 5,439 lbs P2= Moment: (Critical P2 / 1.25 LbF: 3,670 lbs) (Critical M / 1.25 LbF: 14,716#ft) P2 (max.): Moment (max.): 41587 lbs 18,395#ft 3x14 PSL Deflection: (ALL: L/1,081) 268/I: 0.34" : L/465 ii. I &FORTEEM MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 14" TM® 230 @ 16" OC Overall Length: 22' 7.40' 19'2.40' Eli All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. D IMCn,Réülts........ Member Reaction (ibs) 654 @22' 2.90" 1485 (3.50") Passed (44%) 1.00 1.0 0 + 1.OL(At Spans) Shear (lbs) 683 @2' 11.50° 1945 Passed (35%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Et-Ibs) 2906 @13' 1.03" 4990 Passed (58%) 1.00 1.0 0 + 1.01 (Alt Spans) Live Load Deft (In) 0.323 @ 12' 5.82' 0.488 Passed (L/725) - 1.0 D + 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) TJ-ProT" Rating 47 1 Any Passed - -- Deflection oltarla: U. (11480) and It. (L/240). Overhang deflection alterla: U. (211480) and lt(2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 6.00" 0/c unless ddaiied otherwise. .A , Edge Bracing (Lu): Bottom compression edge must bebraced at 88.00° 0/C unless detailed otherwise. A structural analysis of the deds has not been paformed. Deflection analysis 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 Include: 5/8" Gypsum ceiling. Pemlanentbradrsg at third prints in the beet span or a dbectappled ceiling overthe entire back span length Is required at the left end of the member. Seeliterature detail (P81) For darificadon. gQ iPie' RAulrd4 iiIhe4 *ccpssorles4 3 suir lo'te lTotl 1 . Stud well - OF 5.50 5.50" 3.50" 517 676 131 1330 Bloating 2-Stud well - OF 5.5(" 4.25° 1.75' 120 540/-S -17 660/-22 111/4' RIm Board Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Bloddng Panels are assumed to carry no loads applied directly above therm and the full load Is applied to the member being designed. 1 10 ticoad Tcrn'? 0 91 non-snow.25) commts Lcjn (SJe)? Uniform (PSF) 0 to 2Z 7.40" 16 12.0 40.0 - Default Load Roof D(81) Wail D Point (PLF) 0 16 207.0 - 90.0 (126) and Roof Lr (90) System: Floor Member Type: Joist Building Use: Reeldentlel Building Code: IBC 2015 Design Methoddogy : ASO ...... ...'. Weye rhaeuserjlotes Weyerhaeuserwanants that the sizing of Its products will be In accordance wIth Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disdains 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 Boats) 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 ESR 1387 and/or tested In accordance with applicable ASTII standards. For current code evaluation reports, Weyerhaeuserproduct literature and Installation details refer to w.weyerhaaiser-.conwocdprcxJuds/doaiment-tbrary. The product application, Input design loads, dimensions and suppet Information have been provided by ForteWEB Software Operator £SUSWNABLE FORESTRY INITIATIVE \Veyerhaeuser Fi,taWEB Software Operator lob Notes Mark Swanson Swanson & Assodates Engineermg (858) 487-7600 ms@swanson-engr.con 8/12/2019 9:22:12 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: W.2.0.2 File Name: 2019-0602 Magnolia Page 1 / 1 Magoriolia 08/12/19 LATERAL bI5TRIBUTION-5EI5MIC, 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 3 499 1,446 - 4 474 1,375 * Lower A -- -. 513 1,378 2,867 -B -- 447 392 2,881 C -- 152 191 1,444 2,590 D -- --__- 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 -- -- 711 2,062 6 -- -- 167 484 SHEARWALL ANALYSIS-SEISMIC - Grid Shear Wall Net Wall Wall Wall Pier WALL O.T. Resisting Elements (plf)J End (0.9-0.11)x Uplift Holdown I Line Force Lengths Length Shear Height H/B H/B TYPE Moment Self Roof Walls Floor Loads Resisting from Uplift Uplift Hardware m (Ibs) (feet) (feet) (plf) (feet) Ratio Ratio - (#-FT) Wt. Above Above Above (Ibs) Moment Above (pif) (Ibs) (Simpson or Eq.) Upper Roof A 1,378 11.8 1.1 5.8 238 9 0.8 3,2 4 12,401 143 81 280 14,846 (207) no C 1,444 10.6 10.6 136 9 0.8 4 12,995 143 81 480 13,886 . (84) none 3 1,446 10.6 23 8 15.2 95 9 1.1 2.3 4 1 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 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 9 2,881 8 14.8 22,8 126 9 1.1 4 9,098 120 135 - 280 8.185 43 Sill Anchorage j., 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 8 200 106 9 1.1 4 7,608 - 135 108 280 7,883 (34) none I-I F 1,327 1 12 2 9,0 147 9 0.8 1.8 4 11,944 135 162 280 19,474 (627) none CA 1 641 23 8 3.7 172 9 1.1 3.2 4 5,771 135 72 280 6,976 .(151) none 21,500 6 6.0 250 9 1.5 5 13,502 105 36 200 2,942 1,760 HTT4 3 3,979 16.3 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 52,062 3.5 3 4 3 6.3 1 328 9 2.6 1 5 10,511 135 72 280 2,185 2,082 L5THb8/HTT4 F9, 6 -4-84 -3 3 2.0 1 242 9 3.0 4 4,357 135 45 280 1,299 1,019 LSTHb8 I I I I I I I Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwall (3) Net Length reduced-H/B between 2:1 and 3*:1 Comments: E; PERFORATED SHEAR WALLS CA rn V I- -PIER H/B BASED ON FULL HEIGHT • WI D ( ri/c i i I IOPENINGI I Li WIDTH L2 L2 a. , 1 L 1 Wall Total Wall Opening Total SDPW Net Uplift End Shear Ht. & Ht. & 1 Max. Percent Max H/B Factored Table Length Shear Shear OTM W 01M-8M Point Net Holdown (V) Width Width Opening Full Ht. Pier Factor Full-Ht. 4.3.3.5 C0ZL V/C0114 Wall (V)(H) 0.8 DL PM C0Z11 Load Uplift Hardware (lbs) Lx H Lx H Heiqht Sheathina H/B 2L/H XLI (ft) Cn (ifi I (olfl Tvbe I (lb-ft) (alf (Ib-ft) (lbe) (lbe) (Ibe (cimnii 1.378 11.8x9.0 2.5x4.0 0.44H 79% 3.2 0.62 5.79 1.00 5.8 238 4 12,401 179 12,448 -4 224 -228 none 684 10.6x9.0 2.5x4.0 0.44H 76% 2.3 0.89 7.20 1.00 7.2 95 4 6,156 173 9.708 -335 224 -559 none 1,327 12.04.0 2.0x5.0 0.56H 83% 1.8 1.00 10.00 0.90 9.0 147 4 11,944 238 17,107 -430 224 -654 none 641 8.0x9.0 2.00.0 0.56H 75% 3.2 0.62 3.73 1.00 3.7 172 4 5,771 166 5,299 126 224 -98 none Plan 2 Upper A 3 Plan 2 Lower F . . M011111011110 CTF1 -..a Cal'iforn'ia 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 Roa PC2019-0043 1647 BRADY CIR (951) 657-7491 phon MAGNOLIA-BRADY: (LOT 3) 2,836 SF MAIN DWELLING W/ 525 SF ADU 0 ESR#1311. PRINT DATE *ADU satisfies affordable housing requirement DEV201 8-0010 2052210300 10/15/2019 PC2019-0043 I I . I California CT F I TrusFrame= "People, Drive, Honor... Our Formula for Success!" 23665 Cajalco Road, Perils, 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 0 My license renewal date for the state of California is June 30, 2021. NOTES: Truss Engineer's responsibility is solely for the design of individual trusses based upon the design parameters as shown on 40 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/FPI-1 Chapter 2. The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and approved by the truss design engineer as indicated by the Engineer's seal and wet signature on this cover page. This review and approval apply solely to the attached truss design drawing pages that are bound together. Job ITIUSs ITruss Type lutyPlyI Ma1clIalA I G01 GBLE 1 ii IJob Reference (colional) caiea 1nis1-game u.c.. tenis, r.% vxn,u Kill: 524U $ USC S atib Ircc 524U a usc e ails MuSS ullusmes, IflC. mu u j iz4u:4 his ra 1 lDZFI3c9viodxEMVfP7?S5SJz7f4q-a5s7w7gstitYPN2p2oBW?mDXK43AKuRJmJl9RyX5L3 6-1-4 10-5-4 15-2-0 19-10-12 24-2-12 30-4-0 6-1-4 ' 4-40 4-8-12 4-8-12 4.40 6-1.4 Scale = 1:485 M= 3x4=so 255924602361226221 63 20 64 196518 SM 16 15 68 14 69 13 70 1211111210739740 75 3*10= 3*4= 3*10= 10-54 19-10-12 304-0 1111-5-A MM 1S4 Plate Offsets (CX)- %O0-0.0-0-0l. 130-0-O.O-0-OL 1130-2-0.0-1-81, I200-2-0.0-1481 LOADING (psf) SPACING- 2411-0 CSI. DEFL. in (icc) Vdell Lid PLATES GRIP TCLL 200 Plate Gap DOL 125 IC 0.15 Vest(LL) nfa - Wa 999 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 0.18 Veit(CT) Wa - nla 999 BCLL 0.0 * Rep Stress Inor YES WE 0.41 Horz(CT) 0.01 7 Wa nfa BCOL 10.0 Code 18C2015/1P12014 Matiix-SH Weight 213 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc putlins. SOT CHORD 2X4 OF No2 G BOT CHORD Rigid calling directly applied or 6-0-0 cc bracing, Except WEBS 2X4 OF StudlStd G 10-0-0cc bracing: 20-21.12-13. OTHERS 2X4 OF StudfStd G Milek recommends that Stabilizers and required cross bracing be installed dining buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All beatings 304-0. (Ib)- Max Horzl62(LC43) Max Uplift All uplift 100 lb or less atjoilt(s) 17,18,21,22,15, 12,11 except 1-191(LC 21), 7-200(LC 38), 13=-382(LC 30), 20=-392(LC 35), 24=-101(LC 55), 9=-101(LC 72) Max Gray All reactions 250 lb or less at joint(s) 24,9 except 1=311(LC 73), 7=371(LC 91), 13=815(LC I), 20=815(LC 1), 17218(LC 82), 18=213(LC 81), 19=285(LC 80), 21=283(LC 78), 22=273(LC 77), 23=265(LC 76), 25=334(LC 74), 15=213(LC 83), 14=285(LC 84), I2=283(LC 85), 11=213(LC 87), 10=285(LC 88), 8=334(LC 90) FORCES. (!b) - Max CcnJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 144=4541531.2-5 4=478(383, 2-3=-2941351, 4-554-2281311, 4-56=-1951311, 56=-2621351, 6-57=4781409,7-51=6541545 801 CHORD 1-58=-526(559, 25-58=403/510,25-584-313/431,24-584-349/408. 24460=-3181369, 23-60=-262/345, 23-61=-2561314, 22-61=-2251277, 22-62=-1951252, 2044=-214/299, 13-69=-214/299, 11-71=-166i'253, 11-72=191277, 10-72=2281314, 10-73=-234/345, 9-73=-289/359, 9-74=-320/406. 8-74=344/431, 8-75=-3151510, 7-75=4971559 WEBS 4-13=4831354, 5-13=-3371101, 6-13=-526/164, 4-20=483/352, 3-20=4136/102, 2-20=5251164 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mpfr TCDL&0psf BCDL=80psl h=20ft Cat II; Etq, S. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-6, lnteiiot1) 3.0-6 to 15-2-0. Extemior(2) 15-2.0 to 18-2-6, Interior(l) 18-2-6 to 304-0 zone; cantilever left and tight exposed; end vertical left and light exposedC-C for members and forces & MWFRS for reactions shown; Lumber 00L1 60 plate grip OOL=tE0 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 buidlog designer as per ANSIITPI 1. Gable requires continuous bottom choni beating. Gable studs spaced at 14-0 cc. This buss has been designed for a 10.0 psf bottom chord live load nonconoisrent 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 tag 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 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, nonooncuwent with any other live loads. Continued on page 2 IJob ITniss TrussType IQty IPty MagncIfa1A GO1 GABLE I jJob 1 i Reference (optional) I Iun: 524U S USC S AnD PflflC 5245 S USC S Zia sijiex ,rausses, Inc. Tflu oa 3 1245:42 2019 Pane z ID2Fl3c9vocb1EMVfP7?S5SJz7f4q-a5s7w7gstitYPN2p2oBW?mDXK43AKuR_lmJI9RyX5L3 NOTES- 11) This miss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) 30.40 for 46.2 pIt. LOAD CASE(S) Standard fl caiionua iwsame u.c., ren1s up.. aiu Connect tnJss to resist drag loads along bottom chord from 044 to CSI. OEFL in (foe) Well Lid TC 0.45 Vert(LL) -0.43 8-17 "561 240 BC 0.85 Veit(CT) -078 8-11 "308 180 WS 0.41 Horz(CT) 0.02 7 Na nla Matsix-MSH PLATES GRIP MT20 2201195 Weight 1291b FT20% Structural wood sheathing directly applied or 4-7-i cc purlins. Rigid ceiling directly applied or 644cc bracing. l Raw atmidpt 4-10 MiTek recommends that Stabilizer; and required aces bracing be Installed during truss erection. in accordance with Stabilizer Installation guide. BRACING. TOP CHORD SOT CHORD WEBS Job ITiuss I 002 ITruss Type 1QtyIPlyI MagnalialA C0MM0N 1 I 110 IJob Reference (optional) 10111T50 1lUsfldlfl5 LL., POHIS, lt V=fu lun; 0'W 5 L= 0 £1110 I1I1L 0.SW 5 U0 041110 0111011 II1UU5U1, II1. I .3 1401r.qo £1115 I050 1 ID:ZFI3c9EMVtP7?S5SJz7f4q-WT_tLoh7PSbGehCB9DD_4BIo4uaAoo0HI4orEJyX5L1 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 =1:492 4*6 = 3*4= 2%4 11 4*8= 4*5= 4*5 LOA0INGsf) SPACING- 2-0.0 TCLL 200 Plate Grip DOL 1.25 TCOL 14.0 Lumber DOL 1.25 BCLL 0.0 . Rep Stress lncr NO SCOL 10.0 Code I3C20151TPI2014 LUMBER- TOP CHORD 2X4 OF No.2 G O SOT CHORD 2X4 OF No2 G WEBS 2X4 OF SwdlStd G WEDGE Left 2*4 OF StudlStd -0, Right 2*4 OF Stud/Sal -G fl REACTIONS. (lb/size) 10=1619/0.6-8 (mm. 0-143), 1=317/0-5-8 (mm 0-14). 7=773/0-3-8 (min. 0-1-8) Max Hoiz180(LC 16) Max Upllftl0=-16(LC 8), 1.14(LC 12), 7-25(LC 9) Max Grav10=1679(LC 1). 1428(LC33), 7=773(LC 1) FORCES. (lii).- Max. CompJMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 1-18=390121, 2-18=-361159, 2-3=-131558, 3-19=0/499,4-19=01564, 4-20=-1024/87, 5-20=-1076/T1, 5-6=-101W39, 6211499I91, 7.21=1528175 BOT CHORD 1-22=491311, 1-23=-521350, 11-23=521350, 11-24=-52/350. 24-25=-52/350, 10-25=-521350, 10.264/308.2621=01306,927=0/308,928=0!308,828=W308, 8.29=4211424.729=4211424, 7.-30=-251683 WEBS 443=27/1002, 54-31007,64-50M. 4-10--1188143.3-10--311190.2-10--757176. 2.I10I376 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 1-10; Vultllomph (34econd gust) Vasd87mph; TCDL8.0ps1 BCDL5.0p51 h201t Cat. II; Emip B; Enclosed; MWFRS (envelope) gable end zone and C-C Extesiol(2) 0-0-0 to 3". lnteslor(l) 344 to 15-2-0, Exteiior2) 15-2-0 to 18-24, lntedol(1) 18-2-6 to 304-0 zone; cantilever left and right e,,osed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL--1.W This truss has been designed for a 10.0 pet bottom dioni live load nonconcunent with any other live loads. • This truss has been designed for a live load of 20 0psf on the bottom drord in all areas where a rectangle 340 tall by 24-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opal A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/TPI L This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as font (F) or back (S). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber 1norease125, Plate Increase--125 Uniform Loads (pit) Vert 1-4-68, 4-7-68, 12-26=-30(F=-10), 15-25--20 U U JOb I TnJSS Type IQ1y I MaBIntIa1A I 003 L PASS liyl Job MMON 1 I - Reference (0t11ona1) I caecna tnra-lame u.s., reins, IR. w.Olu Nun: 524U $ USC S aiis rnnc u.zeu S USC S aiis VU 15$ ISCUSm5$, IflC. mu ua S 124u:44 zois rage 1 lD2Fl3c9vxiEMVfP7?S5z7f4q-WT_toh7PSbGehC89DD4BlpfubXooBHWorEJyX5L1 6-1.4 10-54 15-2-0 19-10-12 24-1-8 30-1-0 6-1-4 4-4-0 4-8-12 44-12 4-2-12 5-11-8 Scale = 1:48.8 4x4 II 54 2x411 4x5 = 4X3 456= 5x6= 330 II 3at II 6-1-4 10-54 19-10-12 30-1-0 6-1-4 440 - 9-5-8 10-2-4 Plate Offsets 0(Y)— 10-2-3.0ee1, 11:0-".0-141.[40-2-OA -1421, T0-3-3,Edge1. (70-O-O,0-2-11. 18:0-2-8,0-2-OL 1100-2-O.0 -2-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (Inc) Ildd Lid PLATES GRIP TCU. 20.0 Plate Gilp DOL 125 IC 0A2 Vert(LL) -0A2 8-10 -Al' 240 MT20 2201195 TCOL 14.0 Lumber DOL 125 BC 0.03 Vert(CT) -0.70 8-17 .339 ISO BCLL 0.0 • Rep Stress mu NO WS 0.40 l-lorz(CT) 0.02 7 nfa nfa BCDL 100 Code 18C20151TP12014 Matrix -MS" Weight 125 lb FT = 20% BRACING- TOP CHORD Stnistural wood sheathing directly applied or 4-10-9 cc puitins. SOT CHORD Rigid 0e91ng directly applied or 6-0-0cc bracing. WEBS l Row, atmidpl 4-10 MiTek recommends that 5ablhzems and required cress biasing be installed dimming truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblslze) 1041661I0-54 (mm. 0-1-12), 132210-5-8 (mie. 0-1.8), 7764IMechaniad Max Homz1e62(LC 12) Max UpllftI04.20(LC 8), 1-11(LC 12). 7-23(LC 9) Max Grav1041661(LC I). 1432(LC 33), 7764(LC 1) FORCES. (Ib) - Max. CoiopJMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-404116, 2-104-375145, 2-3=-211541, 3-19=01481,4-19=01546, 4-20=-1004183, 5-204-1057196, 5-6=-10534, 6-21=-1434185, 7-21=-1479169 SOT CHORD 122=.471315, 1-28=461363, 11-23=-461353, 11-24=-46!363. 24-25=-46!363, 10-25=461363,10-26=01304, 26-27=01304.9-27=01304.9-28=01304,8-28=01304, 8-29=-38!1360, 7--3W1360. 7-304-25(554 WEBS 4-8=-261977, 5-80-322197, 6-8=455195, 4-10-1160/47.3-10=-311190.2-10--753f77. 2-11=01375 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-1& Vultll0mph (3-second gust) Vasd87nph; TCDL5.0psf BCDL=6.0ps1 h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and CC Extelioi(2) 04.0 to 34.6, Intelior(l) 344 to 15-2-0, Exterior(2) 15-2-0 to 18-24. Intedom(l) 18-2-6 to 30-1-0 zone; cantilever left and might exposed; end vertical left and light e,q,osedC-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOLI.60 This buss has been designed for a 100 pat bottom shard live load nonconcunentwilh any other live loads. This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6411 tall by 24-0 wide will fit between the bottom shred 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 buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0th rive located at all mid panels and at all panel points along the Bottom Chord. nonconcuirent 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 (8). LOAD CASE(S) Standard I) Dead. Roof Live (balanced): Lumber lnarease125, Plate lnoease125 Uniform Loads (pit) Vest 14-68, 4-7--68, 12-25=-30(F-10). 15-204-20 LUMBER- TOP CHORD 294 OF NO2 0 0 SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G WEDGE Left 2x4 OF StudlStd -0, Right 2x4 OF StudlStd -G IJob ITniss ITIUSs Type lily MaerclblA GIN GASLE IQ" 1 i I Job Reference (optional) careomia Hue-lame UC, vems, uR. WAOIU Nun: 24U S uec S IflS rnm 52455 L7 U a,15 allies IlalUSU155, Il. mu uo j 1Z4540 u1a p5951 ID2Fl3c9veMVfP7?S5z7f4q-qXFY8il9mj7GmOjw1cOdOiO5HyuXFSQ_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 48-12 4-8-12 4-242 1 5-114 Scale = 1:49.1 4x4 II 44 4x6 24 25 II 28 10 4*8= 518= 4*8= 3*811 10-54 19-10-12 30-1-0 1A..S.A QA.5 1fl-.4 Plate Offsets (XY)- 0-04.0-1-l3l. 1206-7.0-2-4L 140,0-1-1Z. 170.0.0.021. 17:0-3-3.Edgei. 180-2-8.0-2-01.110:0-2-8.0-2-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (Icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.31 Veit(LL) .0.44 8-10 '530 240 MT21) 220/195 TCDL 14.0 Lumber OOL 1.25 BC 0.15 Vert(CT) -0.10 8-19 '335 150 BCU. 0.0 • Rep Stress Inr YES WO 0.40 Horz(CT) 0.01 7 Na Na BCDL 10.0 Code 13C20151TP12014 Malrix-MSH Weight 134 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 4-10-I1 oc purtins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0°c bracing. WEBS 2X4 OF StudfStd 0 WEBS I Row at midpt 4-10 OTHERS 2X4 OF StudfStd G I MiTek recommends that Stabilizers and required erase biasing be WEDGE I installed during buss erection, in accordance with abllrzer Right 254 OF Stud/SW -G I Installation guide. REACTIONS. Ni bearings 104-0 except (jtlength) 7MethanicaI. (Ib)- Max Horz182(LC 12) Max Uplift NI uplift 100 lborIessatjoint(s) I. 10.7 Max 0mev All reactions 250 lb or less atjomt(s) 1 except 1=322(LC 33), 19=1564(LC I), 7762(LC 1). 11377(LC 35) FORCES. (lb) - Max. CompJMax. Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391551. 3-21=01457.4-21=01549.4-22=-998179. 5-22=-1050/63, 5-6=-1046411, 6-23=-1428182. 7-234-1473166 BOT CHORD 10-27=01298,27-28=01298,9-28=0t298, 9-29401298.8-2941298. 8-30=41511354, 7-30=-35!1354, 7-31=-241552 WEBS 4.8=281974, 5-8=-323197, 6-8=-455195, 4-1O=-1157/55, 3-l9=-335193. 2-l9=-472Il26 NOTES- Unbalanced roof live loads have been considered for this dedgn. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd81mph; TCDL=5.0psf BCDL=8.0psl h--M% Cat. II; EN, B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedo42) 04.0 to 3.04. lnteliol(1) 3-0-6 to 15-2-0. Exteiior(2) 15-2-0 to 18-2-6. Interior(1) 18-2-6 to 30-1-0 zone; cantilever left and right exposed; end vertical left and nghtexposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0LL60 plate grip OOL=1.60 Truss designed for wind leads 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 ANSIITP1 I. Gable studs spaced at 144 oc. This truss has been designed for a 10.0 psf bottom chord live load noncenormn-ent with any other live leads. 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 2411-0 wide will fit between the boltomdiord and any other members, with BCDL = 100psf. A plate rating reduction of 20% has been applied for the green lumber members. 81 Refer to girder(s) for buss to truss connections. This truss is designed in accordance with the 2015-international Building Code section 23051 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and stall panel points along the Bottom Chord, nonconconent with any other live loads. LOAD CASE(S) Standard fl LI Job Iruss truss Type - Qty Ply Magnolia IA G05 COMMON 3 Job Reference (optional) ialmsnla urusrrame LU... rams, LoA. scscu ,wJ: o.au a usc o wJD P-MM o.0 a usc o Ann sales laguawsa, Inc. 11W V 4 1544515 rags lD2FI3EMVtP1?S5SJz7f4q-gXFY8iI9mjTGmOjwkOdO,y_HyrX7EQkXPmmyX5L0 7-34 12-0-0 16-8-12 20-11-8 26-11-0 I ' 4-8-12 4-8-12 4-2-12 5-11-8 Scale = 1:440 4*4 = 3X4 11 458 = 21MWD 4x8 = 5*6= 3*8 II 7-34 168-12 26-11-0 1 7-34 1 8-S I 10-2-4 Plate Offsets (XY)— 110-3.0,0-1-81, 160-0-O,0-2-11, [60-3 lEdgel I70-2-8.0-2-01. 1100-2-O00-121 LOADING (ps9 SPACING. 24-0 CSI. DEFL. in (Icc) Vdell Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 IC 0.51 Veit(LL) -0A4 7-9 '533 240 M120 220I195 TCDL 140 Lumber DOL 1.25 BC 0.76 Ved(CT) -0.71 7-13 '331 180 BCLL 0.0 • Rep Stress (nor YES WE 0.92 Horz(C1) 0.02 6 nla nla BCDL 10.0 Code 13C201511P12014 Mabix-MSH WeIght 122 lb FT = 20% LUMBER- BRACING- TOP'CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 2X4 OF N0.2 G WEBS 2@ OF StudlStd G SOT CHORD OTHERS 2x4 OF Stud/SID G(2) WEDGE Right 2*4 OF StudlStd -G REACTIONS. (lb/size) 10=7010-3-8 (mm. 0-1-8), 9=1517I0-5-8 (mm. 0-1-10), 9=763/Medianical Max Horzl0=.60(LC 17) Max upriftl0=-50(Lc 24). 9=-8(LC 8), 6=-20(LC 9) Max Gravl0=293(LC 31), 9=1517(LC 1), 0=168(LC 1) FORCES. (lb) - Max. CcmpJMax. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 144-39/381, 2-14-271463.2-154136% 3-15=&427. 3-l9=-1016176, 4-16=-1011159, 4-5=-1064127, 5-17=-1444178, 6-17=-1489161 SOT CHORD 9-19=01314,8-19=01314,&20==14,7-20==14.7-21=-3111370.6-21=-3111370. 6-22=-23/557 WEBS 3-7=321974,4-7=-32&98 5-7=-458J95. 3-9=-1030154, 2-9=4771132,1-9=493155 Structural wood sheathing directly applied or 4-10-4 cc puffins end verticals. Rigid ceiling directly applied or 9-7-14 cc 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; Vultll0mph (3-second gust) Vasd87mph; TCDL6.0psf BCDLS.0psi h2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exteaoi(2) 3-3-12 to 64-2, Interim(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 exposedC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL'1.80 This buss has been designed fora 10.0 psf bottom chord live load nonconculTent with any other live loads. 1 This buss has been designed for a live load o120.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 BCOL = 10.0psL A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer togndei(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01h lIve located at all mid panels and at all panel points along the Bottom Chord, nonconeinrent with any other live loads. LOAD CASE(S) Standard 0 4x4 = Job Truss Trtes Type Qty Magnolia IA COG COMMON I 1"y Job Reference (optional) aIlTen1aTRzsHame u.c., Penis, . viiu Nun: 524U S uec S 2515 Pnnt 5.245 S uec S 2515 MIJeX ,nausmes, inc. [flu Oct a 12:4045 2519 sage 1 ID:ZFI3c9v,othrEMVfP7?SSS.Iz7f4q.Ss5emUjNw4,zu?MaHeFS9cO5_hl3GaUaDOHylCyX5L7 7-3-4 12-0-0 16-8-12 20-11-8 26-11-0 I 7-3-4 4-8-12 4-8-12 4-2-12 5-11-8 Scale = 1:43.9 3*611 4*6 = 555W5 4*6 = 4*611 7-3-4 1641-12 28-11-0 7-3-4 9-5-8 10-2.4 PlateOffsets p,(y).. '1_-3-00-1-81.1640-5.0-7-151. I6' 3.0-0.81. 160-2-8.0-0-11, 17:0-2-8.0-2-01. 1100-3-0.04-121 LOADING (psI) SPACING- 2-0-0 CSI. DEFL In (Icc) lldefl Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 0.62 Vert(LL) -0.44 7-9 '533 240 MT20 2201195 TCDL 14.0 Lumber DCI. 125 BC 0.76 Vej1(CT) -0.71 7-13 '331 180 BCLL 0.0 • Rep Stress lncr YES WB 0.92 Hor4CT) 003 6 War nla BCOL 10.0 Code 1BC201511P12014 Mat,Ix-MSH Weight 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF NO2 TOP CHORD SOT CHORD 2X4 OF No.20 WEBS 2X4 OF Stud/Std 0 601 CHORD OTHERS 2x4 OF Stud/STO 0(2) WEBS WEDGE Right 2*4 OF StudlStd -G REACTIONS. (lb/54z0) 10=701044 (min. 0-1-8), 9=151710-5-8 (min. 0-140), 9=768IMechanical Max Hoizl0=.60(LC 46) Max upllftl0=.451(LC 35), 9=-92(LC 28). 9=.463(LC 30) Max 0av10507(LC 46), 9=1517(LC 1), 9=866(LC 47) FORCES. (lb) - Max. CompfMax. Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 1-14=-929/1104, 2-14=-6711860. 2-15=-281!471. 3-15=-135/427, 3-16=-1016!231, 4-16=-11651474. 4-5=-14771763, 5-17.180811021. 6-17=-210711192, 1-10=-4441482 BOT CHORD 10-l9=-2861316, 9-18=4091685, 9-19=-2901526, 8-19=0/314,8-20=01314, - 7-20=-3761612, 7-21=-71211564, 6-21=-1014/1958, 6-22=-397/740 WEBS 3-7=-791974, 4-7=-3261124, 5-7=4561195, 3-9=-1038/163, 2-9=-4771137, 1-9=-11791905 Structural wood sheathing directly applied or 4.1-11 oc pwluis, except end verticals. Rigid celfmg directly applied or 644 oc bracing. l Raw atmidpt 1-9 Milek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. I NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10 Vultll0mph (3-second gust) Vasdshnlph; TCOL8.0psI BCDLt0psI h20ft Cat. II; E,q, B; Enclosed; MWFRS (envelope) gable end zone and C-C E*tedor(2) 34-12 to 64-2. Interior(l) 64-2 to 15-2-0, Exterior(2) 15-2-0 to 18-24. Inteiloi(l) 18-24 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right eiq,osedC-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLI 60 This buss has been designed for a 100 pelf bottom dwnl live load nonconcunisnt with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSllTPl I. This buss has been designed fora moving concentrated load of 250 Gb live located at all mid panels and at all panel points along the Bottom Chord. noncozusnrent with any other live loads. This buss has been designed fora total drag load of 2200 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect buss to resist drag Ic along bottom chord from o-0-01o26-11.0 for 81.7plL - LOAD CASE(S) Standard . ITniss Truss Type Q1y My 1job Magnctta1A 1007 COMMON i I I 1 1JbReftence(ofi6rial) I 1a5rm55 IlUSN51fl8 u.., reins, ck w31u mm: 524U a usc s w1u rnnc 524U a usc s e115 uvuiex Inausunes, Inc. mu oa J 124U4D uia rage i lD2F13c9v,o(biEMVfP7?S5SJz7f4q-Ss5emUjNw4szu7MaHeFS9cO5PhHKGcZaDOHylCyX5L? 4-11-8 0-84 13-11-0 19-10-8 4-11-8 4-8-12 4-2-12 5-11-8 400r11 4x8 = Scale = 1:33.9 0-2-12 94-4 19-10-8 fl.L1 a_c_a Plate Offsets (X,Y)— [5:0-7-15,0-0-51. 150-0-8.0-0-31, 160-2-8.0-2-01, 17:0-1-8.0-1421 LOADING(psf) SPACING- 2.0-0 CSI. DEFL in (bc) Well Lid PLATES GRIP TCLL 200 Plate Gslp OOL 125 IC 065 Veit(LL) -0.53 6-7 '444 240 M120 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.50 Vest(CT) .091 6-7 '259 180 ECU. 0.0 Rep Stress mu YES WS 0.79 Hoff(CT) 0.03 5 Na ala BCDL 10.0 Code IBC20151lP12014 Matsix-MSH Weight 90 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD . 901 CHORD 2X4 OF No2 G WEBS 2X4 OF SbidlStd G 601 CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (Iblsize) 7-90810-5.8 (min. 0-1-8), 5=905/1dechanical Max Hosz7-93(LC 10) Max upllfrl-7(LC 9), 5=-24(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1368/81, 3-13=-1424165, 3-4=-1418/33, 4-14=-1798/85, 5-14=-1849169 601 CHORD 7-15=8/626,15-I6=01628, 16.17=W626,6I7=0I626,6.18=39/1704, 5-18=-3911704, 5-19=-251673 WEBS 2-6=-19/1019, 3-6=-348195, 4-6=455/98, 2-7=-874163 Structural wood sheathing directly applied or 4-4-10cc pisllins, except end verticals. Rigid ceiling directly applied or 80-1 oc bracing. MiTek recommends that Stabilizers and required mess bracing be Installed dining buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL"6.0psf BCOL'S.Opsf; h205; Cat. II; Exp B; Enclosed, MWFRS . (envelope) gable end zone and C-C Exterior(2) 1044 to 134-10, Interior(l) 13-4-10 to 15-2-0. Extesiol(2) 15-2-0 to 18-2-6. Interior(1) 18-2-6 to 30-1-0 zone; cantilever left and light exposed; end veflical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1 .60 plate gap 00L160 This buss has been designed for a 10.0 psi bottom chord live load nonoonurentwlth any other live loads. • This buss has been designed for a We load of 20.0psf 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, with BCOL = loOpsf. 5)A plate rating reduction of 20% has been applied for the green lumber members. Refer to glides(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb We located at all mid panels and at all panel points along the Bottom Chord, nonooncu irent with any other live loads. LOAD CASE(S) Standard . Job I tIvss ITniss Type I I Mas"011a 1A I GO8 CALHJP imy1 ii rp I IJob Reference (optional) I '..dlllUd uiusrianie LI.,..., r'u0_ l% VZOM nun: o.tnu 5 USC C £1110 fliOL 0.S115 USC C £1110 CU ICC Inuunu1e5, ISC. i flu LILI .0 1CW1 gui, rage i ID1bJOp_sdiZJTlvFKMI.nuz6QGW-w210zqk?hNzqV8xmitnhipwEh5dg?6SjS20VqeyX5L_ 3-48 7-1-8 2-9.8 3.4-3, 668 6413 134-11 , 19-10-8 2-9.8 0.6-1I 3-2-8 0.6-5 l 6-3-3 6-5-13 046 84-11 Scale = I 4.00ii2— 538 4x8 I I I I I 2x4 555 = 2-9-8 7-1-8 14-9-6 19-10-8 L&2 A.A41 7_7..IA Plate 011bets 0(Y)— '04-O.0-1-81, 1404-2.0-2-0I. [51l-",04)-31,(5,0-7-15,&", 170-2.00-24n LOAOING(psf) SPACING- 2-0-0 CSL DEFL in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate G1lp DOL 125 IC 0.81 Veil(LL) -027 6-7 '366 240 MT20 2201195 TCDL 160 Lumber DCL 1.25 BC 0.30 Veit(CT) -0.59 6-7 '420 180 BCLL 0.0' Rep Stress Inor NO WS 0.62 Horz(CT) 0.06 5 nla nla BCDL 100 Code 18C20151TP12014 Matnx-MSH Weight 99 lb FT = 20% WMBER- BRACING- TOP CHORD 2X4 OF llo2 G TOP CHORD SOT CHORD 2X4 OF 14*2 G WEBS 294 OF StudlStd 0 SOT CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lWsize) 10=1 V.110-5-B (mm. 0-1-8), 510021Methanical Max Katz l0=-100(LC 24) Max Uphlft10-323(LC 21). 5=-586(LC 22) Max Gravl0=l221(LC 1), 51039(LC 39) FORCES (Ib) - Max. CompJMax. Ten. -Al forces 250 (Ib) or less except when shovei. TOP CHORD 1-2-7250239,244-12521`177, I4-15=-12441291. 15-16=4244/293, 3-16=42351425. 3-4=-170411078. 4-5=-253611426, 1-10=-11871346 SOT CHORD 9-17-23293. 8-0=-1881111, 8-10=-244I711 7-18=482(938.7-19=-62011952, 6-19=-1043h1952, 6-20=46212165, 5-20=-132212370, 5-21=4761359 WEBS 2-9---837l297, 2-7=-2551788, 4-7=-7631240. 1-9-3411111146,44=4M Structural wood sheathing directly applied cr3-i-Soc puititis, except end verticals. and 044cc puffins (4-ID-S max.)- 2-3. Rigid ceiling directly applied or 5-1-2cc btaang. &M& recommends that Siabilizern and required cross bracing be installed dining 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=87n4ft TCOL"5.0pst BCDL=S.0p51 hz= Cal. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1 60 plate gnp DOL=1.60 Provide adequate drainage to prevent water pondlig. This buss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 5)' This buss has been designed fora live bad of 200psf on the bottom chord in all areas where a rectangle 344 tall by 24-0 wide will III between the bottom chord and any other members 6) A plate rating reduction of 20% has been applied for the green lumber members. 1) Refer to ginlei(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed fora moving concentrated load of 250.01b On located at all add panels and at all panel points along the Bottom Chord, nonconounsnt with any other live loads. This buss has been designed fora total drag load of 1800 lb. Lumber DOL=(1.33) Plate grip DOL=(133) Connect buss to resist drag loads along bottom chord from 0-0-0 to 1940-8 for 9116 pIt. 11j% carnes tie-li spans of 3-0-0 from front girder and 4-0-0 from basIc girder. Graphical pudin representation does not depict the size or the orientation of the purtin along the top andfor bottom chord. Hangeis) or other connection device(s) shall be provided suffioient to suppoit concentrated load(s) lfl lb dowii and 39 lb up at 16-9- and 177 lb down and 39 lb up at 13-7-0 on top chord. The designfselection of such connection device(s) is the responsibility of olhem LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lncrease125. Plate lnorease11i5 Continued on page 2 Job I niss TnJSS type Qty Magnolia IA GOB CAL HIP I Job Reference (optional) IdIHUId I iurtajn rIII, IU LOAD CASE(S) Standard Uniform Loads (pit) Veit 1-2-72, 2-14-72. 3-16=-72, 3-5-72. 10-11-20 Concentrated Loads (lb) Vert 14-15016-150 Trapezoidal Loads (pit) Veit 14=-904o-IS---126,15--1264o-16=-90 Iw1: 24U S USC S Ann rrum D.0 sum U U1U MI ICIIIIWIISU1SS, InC. mU U J 1Z4U4f U1S ISSS ID:lbJOp_sdnLJTivFKMLnuz6QGW-w210zqk?hNzqV8xmithhipwEh5dg?6SjS2OVqeyX5L S S I I S S 0 2x4 4x4 42011 Scaler 1:335 ob TrU G09 SS T s Type Ply IA Qty MBWWU CALMIP I i IJb Reference (optional) I I iusrinie I.W., rgmo, 14-. 111.0lu Iufl; LS'IU 0 LMC 0 £1110 MrIL 0.'iU 0IJ11 U £1110 01111101110115111115,111g. IflU U15 .1 1.4uq0 £1110 raqo 1 ID:1bJOp_sdzrnZJTIvFKMLnuz6QGW-PFDOBAkdSh5h7lWzO3lwF1TRbV?lkbmsgim3M4yX5Kz 2-7-3 4-11-8 7-3-13 9-8-8 I44-4 19-10-8 £ 2-7-3 l 2-4-5 2-4-5 2.4-11 4-9-11 ' 544 4-11-8 9-841 144.4 16-4-15 19-10-8 £.II-R 4_4fl I 4-5-Il i-in-il 3-s-a Plate Offsets MY)- '1:0-4-8.Edgel. I40-3-12,0-0-8L 17:04 -3.Edael. I7:0 -0-11.0-1-l21. 19:0-1-12.O-1-81.I100 -4-O.0-1-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (Icc) IIdetl L/d PLATES GRIP TCLL 200 Plate GrIp DOL 125 IC 0.61 Veit(LL) -0.19 8-9 '999 240 MT20 2201195 TCOL 16.0 Lumber DOL 125 BC 067 Vezt(CT) -0A3 8-9 '547 180 BCLL 00 * Rep Stress lncr NO WO 0.49 Horz(CT) 005 7 nla nla BCOL 1O0 Code 13C20151TP12014 Matrlx-MSH Weight 101 lb FT -20% LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF StudlStd -G BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 or. pwlins, except end verticals, and 0-0-0cc puffins (5-104 max.): 1-4. Except 5-10.0 cc bracing: 1-4 Rigid ceiling directly applied or 10.04cc bracing.. - MiTek recommends that Stabilizers and required ersiss bracing be Installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIsize) 12=100110-5-8 (mm. 0-I-8), 79430elthanical Max Horzl2-85(LCIO) Max upliftl2.88(LC 9), 7=.46(LC 9) FORCES. (to) - Max. CompfMax. Ten. - All forces 250 (sb) or less except when shown. TOP CHORD 1-16=-10511265, 16-17=-1051126S, 3-17=-1051/268, 3-18=-10511266. 18-19=-1051!266, 4-19=-1051/268, 4-20=-1460!280, 6-20=-15531273. 6-21=-1955!163. 721=20l01155, 1-12=-9541233 301 CHORD 10-23=-21111431, 923=.21II1431, 9-24=-16711814, 8-24=-167I1814. 8-25=-11511855. 7-25---11511855,7-2 8=-621711 WEBS 1-10=-229/1201, 3-10-3601120,4-10--4961143,4-9=01444,6-9--403f75, 6411=01380 NOTES- Wind: ASCE 7-10; VultllOrnph (3-second gust) Vasd87mph; TCDL60psf BCDLB.Opsf tw201t Cat II; Erq B; Endosed; MWFRS (envelope) interim zone and C-C Exterlor(2) 10-6-12 to 14-9-11, Interior(1) 14-9-11 to 1944, Exterior(2) 174-5 to 2144, Intedor(1) 2144 to 30-1-0 zone; cantilever left and ilght exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=i 60 plate grip 00L1.60 Pavide adequate drainage to prevent water pondbig. This truss has been designed for a 10.0 psf bottom chord We load nonconcwrent 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 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 buss connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard At4SlITPl 1. This truss has been designed for a moving concentrated load of 2500111 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical puffin representation does not depict the size or the orientation of the puffin along the top andlor bottom chord. I. LOAD CASE(S) Standard IJob ITruss 1Truss Type IQty I Ply Mb0to1a G10 1 1 J.Job Reference (optional) caiiromia T,ue-rame u.c., Penis, A. 92310 Iwil: 52408 Pec S a,iu 1'nec 5240 a uec S 2023 iviiiex mnsemes Inc. mu u m 1zqu:4e 2015 rage 1 lD:lbJOp_sdczmZmvFKMLnuz6QGW.PFDO8AkdSh5h7lWzó3lwFlTNbV_FkYCsgim3M4yX5Kz 0-94 944 ,093 4414 9-14 9-1r13 1444 19-108 4-2.0 4-2-0 01-5 4-9-11 54.4 400111 00-5 04-11 Scale 133.4 5x8 = 2x411 5x8 2K4 11 5x5 = 4-11-8 9-8-8 1444 164-15 19-10-8 4-11-6 440 4-9-11 1-10-11 1 3-5-9 Plate Offsets (XY)— I10-4-8,Edgel, 13:04-0,0-1-81,15:0-7-15.0-0-SI. [5-.O.".0.0-31,172-1-12.0-149,'M;0-"2.0-1421.[10;0-2-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) lfdefl Lid PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 IC 093 Vext(LL) -021 6-7 '999 20 MT20 2201195 TCDL 16.0 Lumber DCL 125 BC 0.71 Veit(CT) -047 6-7 '907 180 BCLL 0.0 • Rep Stress bar NO WB 065 Hoiz(C1) 0.05 5 Na Na BCDL 10.0 Code IBC2015lTPl2O14 Matnx-MSH Weight 95 lb FT2O% LUMBER- TOP CHORD 2X4 OF 1102 G SOT CHORD 2X4 OF No.20 WEBS 2X4 OF StudlStd 0 WEDGE Right 2x4 OF Stud/SM -G REACTIONS. (hblwe) 10=135110-5-8 (min. 0-1-8), 0=1055!Mechanical Max llotzl0=-94(LC 6) Max Upliftl0=-140(LC 5), 0=414C 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-1 cc pumlins, except end verticals, and 0-0-Ooc pusfuns (4-10-14 max.): 1-3. Except 4-11-0 cc bracing: 1-3 601 CHORD Rigid ceiling directly applied or 104-0cc bracing. Mifek recommends that Stabilizers and requited arose bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (Iii) - Max. CcmpJMax. Ten. -M forces 250 ((i,) or less except when shown. TOP CHORD 1-14=-1374/155, 2-14=-13741155, 2-15=-13741155. 3-15=-1374!155, 3.4-18741168, I 4-5--22911128.1-10--13031165 BOT CHORD 8-17=-83/1733. 7-17=-8311733, 7-IB=-149/2111, 6-18=-149)2111, 6-19=46/2122. 5-10=418/2122. 5-20=-461800 WEBS 1-8=-l5311604, 2-8=-6251141, 3-8=-495I41, 3-7=0/436. 4-7=-393176. 4-6=-81344 NOTES- Weld: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL=6.0p5f BCDL=&0p8f h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) interior zone; cantilever left and tight exposed; end vertical left and right exposed; Lumber OOL=i 60 plate grip D0L160 Provide adequate drainage to prevent water ponmfung. 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 3-641 tall by 241.0 wide will fit between the bottom chord and any other memlium. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 international Building Code section 2308.1 and referenced standard ANSUTPI 4 This buss has been designed fore moving concentrated load of 250.olb On located at all mid panels and at all panel points along Bottom Chord, nonsencunent with any other live loads. Girder carnes tie-in spans of 344 from front girder and 4" born back girder. Graphical puilln representation does not depict the size or the orientation of the purlun along the top and(ar 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 1144 on top chord. The design/selection of such connection device(s) is the responsibility of LOAD CASE(S) Standard Continued on page 2 . S . Job Truss Truss Type Qty ITy MagnalialA GIO CAL MP I Job Reference (optional) L.1URNMa I FUBrrdUM LI.I... r11, ... WAVIU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber 1ncrease1.25, Plate 1naease125 Uniform Loads (pit) Vest 144-72, 3-15-72, 34-72, 10-11-20 Concentrated Loads (Ib) Vest 14-150 15-ISO Trapezoidal Loads (pit) Vest 14--90-to-2=-128,2--127-to-15=-90 nuij o.cqu S UW U LIPID rum. U.CW S UDG U LIPID ITUIDJI Ilmusulo II. IllS 0 IL#lUflO -• m d5S £ sd ID:lbiOp_czmZJTlvFKMLnuz6QGW-PFDO8AJcdSh5h7lWzO3lwFlTNbV_FkYCsgim3M4yX5Kz • I L] IJob ITniss Tniss Type lQ1y IPly Ma91cfla1A Gil CM.HIP I 1 lJob i Reference (optional) I %aEraTua I ,usl-Iama uj., rams. I.sl. sceu - lam: a.qu S USC S MID rUnE a.rnu S USC U Apia muss wssamsa, ws. mu v , iaucs ,iu race i ID1bJOp_sdczmZJTlvFKMLnuz5QGW4RnmOWIFD?DVlS59ymp9nE0dqvLs1270vMVcuXyX5Ky 6-5-2 10-1-13 12-84 19-10-8 I 6-5-2 3.8-11 2-6-11 7-2-0 Soda = 133.3 L LJ 4*4 = 4*4 = 420 11 6-5-2 1248 19-10-8 7.24) Plate Offsets (XX)— . "0-2-80-1411. 150-0-0O-1-51 150-3 Edeel 190-1-1ZO-2-M LOADING(psf) SPACING- 24-0 CSL DEFL. in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Chip DCL 125 TIC 058 Vert(LL) -0.19 6-7 '999 240 M120 2301195 TCOL 16.0 Lumber DCL 125 BC 0.62 Veit(CT) -0.39 6-7 '603 180 BCLL 0.0 • Rep Stress Inor NO WS 0A8 Hoiz(CT) 0.08 5 nla nla BCDL 10.0 Code I3C2015lTPI2014 Matnx-MSH Weight 85 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Shuctural wood sheathing direally applied or 4-2-12 cc pwllns. except SOT CHORD 2X4 OF No2 G and veillcals. and 0-00cc puillns (444 ma 1-3. Except WEBS 294 OF StudlStd G 4-3-Coo bracing: 1-3 WEDGE 801 CHORD Rigid ceiling directly applied or 10-04cc bracing. Right 2x4 OF StudlStd -G WEBS I Row at midpt 2-9 Mifek recommends that 5tab81zers and required aces bracing be installed dinIng buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIsize) 6=940-5-8 (nun. 0-I-8). S=9541Meciianical Max Hoiz6=-95" 8) Max Upllfi954(LC 9), 6=48(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 2.14=.18131490. l4-15=-1809I49O 3-15=-1809/491. 316=1844I403. l6l1.I9D1i401. 5-11=-19721392 801 CHORD 918=.l88I1728, 8-18=-18811728. 7-8=-18811728. 7-19=-18811728. 619=.18311728. 6-20=-347/1809, S-20-34711809,6-21=-1101718 WEBS 2-9=-18051325, 2-7=01380, 2.6=-1721274, 346=01251 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vidtll0mph (34mend gust) Vasd61nh; TCDL=SApst BCOL6.0psl h20ft Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone and CC Exteiiol(2) 10-4-4 to 134-10, Interior(l) 13-4-10 to 23-11-0. Extedoi(2) 20-44 to 24-7-13, lntedoi(l) 24-7-13 to 30-1-0 zone; cantilever left and tight exposed; end vertical left and tight exposedC-C for membere and fames & MWFRS for reactions shown; Lumber D0LIS0 plate gnp D0L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed fora 10.0 pal bottom chord live load nonconcuirent with any other On loads. 1 This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 344 tall by 24)4 wide will fit between the bottom diced and any other membere. 6)A plate rating reduction of 20% has been applied for the green luinbermembeis. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Gb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuizent with any other live loads. Graphical puilin representation does not depict the size or the orientation of the purlin along the tap aridlor bottom chard. LOAD CASE(S) Standard • 10 EI Job Truss Type utyPly MaioIla 1A G12 IP 7CAL - 2 ljoRgerengemmml, - - - (algwTua iiusrtame Uu., rums. (M. VADIU Nun; *hqU s uuc u nu rMle euw S usc o LU10 Vu ISS msusinun, .,. ins ., iiius uis rags i ID:1bJOp_sdczniZJ11vFQGW-tRnmOiMFD?DYlS59ymp9nE0aevJFTzo0vMVcuXyX5Ky -2-2-8 6-5-2 12-1-13 12-8-8 19-10-8 2-2-8 ' 6-5-2 5-8-11 0-6-11 7-2-0 Scale = 1i3.2 3*4 II 4*8 = 4*8 ann 112 : 4X4 = 4111 5*8= 6-5-2 • 12-8-8 19-10-8 n-n-a I 7-2-0 Plate Offsets MY)— -3-00-1-81, 130-2-120-24L 40-"80-0-3L l40-7-150-O-l. 180-1-12.0-2-01 LOADING ('sf) SPACING- 2-0.0 CSL DEFt. in (be) Udell Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 0.78 Veit(LL) -0.16 54 '939 240 MT20 2201195 TCDL ItO Lumber DCL 125 BC 0.73 Vert(CT) .0A2 5.6 '557 180 BCLL 0.0 Rep Stress bier NO WO 0.82 Horz(CT) 0.09 4 Na nJa BCOI. 100 Code 13C201511'P12014 Matrix-MSH Weight 165 lb F= 20% LUMBER- TOP CHORD 2X4 OF No2 G . 901 CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G WEDGE Right 2*4 OF StudlStd -G BRACING- TOP CHORD Sbuictural weod sheathing directly applied or 5-10-9cc pinhins, except end veihicals. and 0-0-Coo puihlns (54-13 niax.) 1-3. Except 544 cc bracing: 1-3 EDT CHORD Rigid ceiling directly applied or 1004 cc bracing. REACTIONS. (lWsize) 8=238610-5-8 (mu. 0-1-9), 41977Medianical Max Horz8=-76(!.0 6) Max Upl1l15=-245(LC 5), 444(LC 5) Max Grav8=2310(LC 17), 41917(LC 1) FORCES. (lb)- Max. CompJMax. Ten. -All form 250 (Ib) or less except when shown. TOP CHORD 2-3=42541250, 34=455250, 1-8=-11560234 GOT CHORD 813=.181I4188, 7-13=-18114188, 7-14=-181I4188, 6-14=-18114188, 6-15=-181I4188, 15-l6=-18114188, 516=.18lI4183, 5-17=-18514243. 4-17=-18514243, 4-18=-67i1680 WEBS 2-8=43841238,2.6=01576.2-54-1521276,3-5=01385 NOTES- 1)2-ply buss to be connected together with ltld (0.131'x3 nails as follows: Top chords connected as follows: 2*4 -1 row at 040 cc. Bottom chords connected as (ollows: 2*4-1 row at 0-9-0cc. Webs connected as follows: 2*8-1 'ow at 0-9.0 or. NI loads are considered equally applied to all plies, except if noted as I)ont (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 otheiwlse indicated. Unbalanced roof live loads have been considered for this design. Wand: ASCE 7-10; VuiL=llOinph (3-second gust) Vasd87mph; TCDLS.0psl BCOL=5.0psf h20ft Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone; cantilever tell and tight exposed; end vertical Wand tight exposed; Lumber 00L1.60 plate gap OOL1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pelf bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.0psf on the bomorn chord in all areas where a rectangle 3-6-0 tall by 241.0 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 girders) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This buss has been designed fora moving concentrated load of 250.01b live located at all mid panels and at all panel points atoti Bottom Chord, nonconcunent with any other live loads. Glider carries hip end with 8411-0 end setback. Graphical puihin representation does not depict the size orthe 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) 717 lb down and 135 lb up a and llllb down and 136lbupat 8-0.00n top chord. Thedesigrifselectionofsuchconnecdondevice(s)istheresponslbllityof LOAD CASE(S) Standard Continued on page 2 I Is . . Job Ilniss IIrussType Magnolia IA I G12 f CAL HIP IQ" IF" 2 IJob Reference (optional) canrnoua misname u.c. rams, CA. aoiu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.26, Plate Increase--1.26 Uniform Loads (p19 Veit 1-3-172, 3-@-72 Concentrated Loads (Ib) Veit 1=-624 3-624 1cm: u.Z4u S USC 0 miiu hint 0.Z40 sues o U10 MIIeIC IflaUSgies, IflC. mu U J 1z4u:45 ZU1S rages lD:lbjOp_sdczmZmvFKMLnuz6QGW-tRnmOWlFD?DYlS59ymp9nEOaevJFTzoOvMVcuXyX5Ky Ll S . S I • U -4 I* . IJob ITrUSS Type iy lAy I MaeuaulalA H01 7CALP 1 i I L Reference (optional) I vasrisa inns-revile u.v.., reins, r. sisiu tern: vi.L4U vi Inc vi AJIU MUM vi2qu 51.1eV vi uivi iVil levi IflUIleIflns. Ule. mu ua .1 1Z4045 zu15 race 1 ID2Fl3c9vxxbrEMVfP7?S5SJz7f4q4RnmOWlFD?DYlS59ymp9nEOYmvlST_wi)vMVcuXyX5Ky 2.14 13-10-0 1-40 240-11 7-8-0 1313-0 13--6 21-10-0 1-6.0 0.6.11 5-7-0 5-7-0 0-66 800 0.04 0-6-11 scaIe18.a 4.0011 5x8 = 2x411 5x8 = • 20 II tslO= 2x4 II 1-8.0 7-84 13-10-0 2140-0 1&fl 8.-4I 0 a-s-n i 8-041 Plate Offsets 0(Y)— f20-4-0.0-1-81. 140-4-0.0-1-81. 0-24.0-341 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (be) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 090 Vevt(LL) -024 6-12 '999 240 MT2O 2201195 ICOL 14.0 Lumber OOL 125 BC 0.78 Veil(C1) -0.51 6.12 '507 180 ECU. 0.0 .Rep Stress mar NO WE 0.75 Hoiz(CT) 0.06 5 nfa n/a BCDL 10.0 Code 13C2015/TP12014 Matiix-MSH Weight 95 lb FT=20% LUMBER- BRACING- TOP CHORD 2@ OF No.2 G Excepr - TOP CHORD Structural wood sheathing directly applied, except end veilicels, and 13: 2X4 OF Nol&BtrG 0-0-0cc pisllins (34-9 max.): 2.4. Except SOT CHORD 2X4 OF No2 G 3-54cc bracing: 2-4 WEBS 2X4 OF StudlSld G 801 CHORD Rigid ceiling directly applied or 10-0-0cc bracing, Except 6-0-0cc bracing: 8-9. MiTch recommends that Stabllizeis and requIred cross bracing be Installed dwing buss erection, in accordance with Stabilizer Installation inside. REACTIONS. (IbIsrze) 9=110910-3.8 (mm. 0-1-8), 9=1247i0-3-8 (mm. 0-1-8) Max Horz9=-67(LC 6) Max Upll95.80(LC 5), 9=.111(LC 4) FORCES. (lb) - Max. CoiepJMax. Ten -M forces 250 (lb) or less except when shown. TOP CHORD 1-2=655172, 2-13=-23901259, 13.14=.23901259, 3-14=-23904259, 3-15=-23411247, 15-16=-23411247, 4-16=-23411247, 4-5=-25201221, 14-1273193 EDT CHORD 8-18=-13(710. 7-18=-131710, 7-19=-16212314, 6-19=-16212314, 6-20=-15812322. 5-20=-158f2322 WEBS 2-8=-10261164. 2-7=-19111841, 3.7=.6711164, 4.7=.1531285, 4-9=01378, 14-102/1318 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10 Vult=llomph (3-second gust) Vasd=87nqft TCDL=SApst BCDL5.Ops1 h2011 Cat II; Exp S. Enclosed; MWFRS (envelope) gable end zone; oanlilever left and right exposed; end vertical left and tight exposed; Lumber 00L1.60 plate gap DOL1.60 ProvIde adequate drainage to prevent water pending. This buss has been designed fora 100 psf bottom chord live load nonconm-entwth 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 re1ttang1e3-6.0 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 ANSVTPI I. This buss has been designed for a mowing concentrated load of 250M live boated at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. Girder carries tie-in spans 012.0-0 from bunt girder and 4-0-0 from back glider. Graphical pistOn representation does not depict the size or the orientation of the pistOn along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to suppoit concentrated load(s) 122 lb down and 28 lb up at 19-9-i' and 122 lb down and 28 lb up at 8.7-0 on top chord. The designlseleittion 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 I) Dead . Roof Live (balanced): Lumber bnorease=125, Plate Inarease125 Unhlbnn Loads (pit) Veit l-2-68, 2-13--68, 14-19=-102(9=-34), 4-16=-68, 4-9=-68, 9-19=-20 Continued on page Ll • • Ll Job ITnjss I HOI ITniss Type joyIPlI Magnofla1A CALHIP I 1 IIJobRefessnce (clionaI) I CnireiUaTlUsHane LLC. P5fl1S. CR. W5iO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 13-10216-102 Trapezoidal Loads (pif) Veit 13=.684o-14--102.16--1024o-16=-68 Nun: 52405 USc S 2015 Pflhit 5240S USC S 2015 MuIX liEjoales. liE. Thu aa 3 1Z40.49 2019 P3S 2 ID2R3c9viothEMVfP7?S5SJz7f4q4RnmOiMFD70'1S59ymp9nEOYmvIST_w1JvMVcuXyX5Ky S rl fl fl S fl • Job TnjSs ITrussType MagnoIia1A I H02 CALHIP IQ"IF"Lb 1 1 Reference (optional) I ,.,duilulvi liuiifldifllv LL.. ISX115, Lot SCSIU NUll; D.4U 5 USC lv I1D rflm O.LviU is USC lv ll1S lvii lviii 11U5U155, sic. i flu v i 1'i4i.i U1S rags 1 ID2FI3c9vxxbrEMVfP7?S5SJz7t4q-LdL8bsmujLPMcfLWUKOKSYjJ2CTn980FAQzyX5Kx 14-0 40-11 7-8.0 11-3-5 13-10.0 21-10.0 18-0 2-6-11 3-7-5 3-7-5 ' 2.6-11 8-0-0 Scele130.8 = 11 Zgol II 5x6 = 5x10= 2,c4 II 3= 1 • 7- 13-10-0 4 21-10-0 1-641 -6-0 6-6 -0 2-0 6.2-0 64141 Plate Offsets (XX)- "20-3-1ZO-08L 150-4-0.0-1481, I70-' O00-91. (95-3-4.0-30 LOADING(PSI) SPACING- 2.0-0 CSI. DEFL. in (Icc) lldell Lid PLATES GRIP TCU. 20.0 Plate Grip 001. 125 IC 0.94 Veit(LL) -02$ 8-14 2,999 240 MT20 2201195 TCOL 14.0 Lumber DCI. 125 BC 0.75 Ve,t(CT) -0.50 8-14 '517 180 ECU. 0.0 • Rep Stress mar NO WE 058 Horz(CT) 0.05 7 nla nfa BCOL 10.0 Code I8C2015lTPI2014 Matiix-MSH Weight 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 34-14 oc pwlins. except 801 CHORD 2X4 OF No2 G end verticals, and 0-0-0cc putties (4-1-9 maxj 2-5. Except WEBS 2X4 OF StudlStd 0 4-2-0 or. bracing: 2-5 801 CHORD Rigid ceiling directly applied or 10-0-0cc biasing, Except 6-0-0 cc bracmg: 10-11. MiTek recommends that Stablhzers and required crass bracing be Installed dining buss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ibleize) 71001I0.3.8 (min. 0-1-8), 111042(044 (nun. 0-1-8) Max Harz ll-70(LC 8) Max Uptift7ic60(LC 9), 11=-87(LC 9) FORCES. (lb) - Max. CompiMax. Ten. - *8 farces 250 (lb) or less except when sham. TOP CHORD 1-2=5791133,2-IS-1942405, 15-16=-19491405, 4-16=-19491405, 4-17=-1918I398, 17-18=-191W398, 5-18=-1918130, 5-19=20551426, 19-20=-21491420, 7-20=-22281401, 1-11=-10691190 801 CHORD 10-22=-2051640, 9-fl=-2051640, 9-23=-38812043, 8-23=36812043.8-24=36212051, 7-24=-36212051 WEBS 2-10=-9261418, 2-9=-283Il431, 4-94-4251120, 5-9=-2851143, 5-8=01381, . 1-10=38511202 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultviulomph (3-secend gust) Vasd87mph; TCDL6.0pSt 8CDL&0psf h20ft Cat. II; Erg, 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 10-6-11. Exterior(2) 8-142 to 124-11 lnterior(l) 124-11 to 20-2-4, Extesioi(2) 17-9-5 to 22.04, Interior(l) 224)4 to 28-4-0 zone; cantilever left and right exposed ; end vertical left and right erg,osed;C-C for members and forces & MWFRS for reactions showii; Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 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 in all areas where a rectangle 3-641 tall by 24-0 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 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. . LOAD CASE(S) Standard 0 [IJ 5x8 = 4x6 LI ob Truss Truss Type IA 1103 Q1y Piy rMIma CALHIP I IJob Reference (cotional) I lun; vi24U 5 uec o Ana rnnv e.qu vi Uvic vi 9910 lvii Ivivi unviuvigie, lr. mu U 4 i'WU 4iilvi raqe 1 ID2Fl3c9vxxbiEMVfP7?S5SJz7f4q-LdL8bsmuJLPMctLWth(OkSYiKlgECUa980FAQzyX5Kx 54-8 10-10.8 4-5-8 5-0-3 10-3.8 104-13, 15-7-5 i 2140.0 4-5-8 04-11 5-3.0 0" 1 4-8-12 6-2-11 04-5 04-11 Scate = . 2x4I1 4,4= 44 = 3x6 4-5-8 10-10-8 17-3-0 21-10-0 R4)41 5.4-a 4-7-0 Plate Offsets (XX)- 12.0.40.0181. 130-2-12.0-2-0t I50-"O.0-0-91. (7.0-2-8.0-2-4" LOADING (ps SPACING- 24-0 CSI. DEFL in (be) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOt 125 IC 0.92 Vert(LL) -0.20 6-7 '099 240 MT20 220/195 TCDL 14.0 Lumber DOt 125 BC 068 Veit(CT) -0A4 6-7 '595 ISO BCLL 0.0 • Rep Stress bier NO WE 0.53 Holz(CT) 0.08 5 nla nla BCOL 10.0 Code 1BC201511P12014 Matnx-MSH Weight 100 lb FT = 20% LaIIima ,,uv,-Ivime u., rem,. UA. W4WU L4 I L LUMBER- TOP CHORD 2@ OF No.2 G Excepr . T22X4DFNo.l&Btr0 601 CHORD 2X4 OF No2 G WEBS 2X4 OF StudfStd G REACTIONS. (IWsize) 5=1050/6-3-8 (mai. 0-1-8), 10=1 1460" (mm 6-1-8) Max Horzl5=-58(LC 6) Max Uplift5=.61(LC 5). 10-70(LC 4) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-15 cc puilmns, except end verticals, and 0-0-0cc pwuins (34.4 max.): 2-3. Except 3-8-0or. bracIng: 2-3 GOT CHORD No ceiling directly applied or 10-0-0cc bracing. MiTch recommends that Stabilizems and required eross braiang be instailed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (in) - Max. CompJMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12S2(114,2-14-17051164,14-15=-17021164.15-16--1699116S, 3-16=-1693(164. 34--18=161.4-6--24171138,140-1108M 601 CHORD 8-9=-34/1186, 7-8=-34i 11 W. 7-18=-13712170, 6-18=-13712170, 6-164-91/2226. 5-164-91/2226 WEBS 249=-53W110. 2-7=-49!641, 4-7-525/92 1.9=801305, 4-6=0/387 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL6.0psf; BCOLB.opsf; h201t; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and right exposed; Lumber 00L1.00 plate grip 00L1.60 Provide adequate drainage to prevent water pondlng. This buss has been designed for a 10.0 psf bottom chord live load nonconculTent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other menibeis. 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 ANSlfTPI I. 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, nonconcurrent with any other live loads. Girder carries tie-in spans of 24-0 from front girder and 4-0-0 from back girder. Graphical puilin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 16-9-8. and 122 lb down and 28 lb up at 114-8 on top chord. The design(selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balance4 Lumber lnarease=125, Plate lnaea5e125 Uniform Loads (p11) Vert 1-2-0,244=1311, 3-16=48.3-5=-OS.10-11-20 Concentrated Loads (in) Veit 1-12164-102 Continued on page 2 I* . . JOD ITniss ITrUSS Type lUty I 1103 i ty I MagnollalA CALHIP 1 1I IJob Reføen (optional) caSTaThaTniSlralne LLG.. Pains, CA. 52510 LOAD CASE(S) Standard Trapezoidal Loads (pit) Veit: 14-68-to-15=-102, t5--1024D-16=-68 Nun: 5240$ USC s MID FIM 5.2405 uec S MID inijex Inaussles In 12 c. mu ua S 411502015 Page 2 IDiFI3coEMVtP7?S5SJz7t4q-I4L8bsmuJLPMLW'UKOKSYjI(lgECUa980FAQzyX5Kx . Ll fl ul lJob I Miss I miss Type IQly IPly I MagnallalA COMMON 1 ii I IJob Reference (optional) I Ld1HIU3 I FU5rFWM U., rem5, LM. VA2fU I,wI; O.W 3 Mc 0 £U10 rflflL L4U S USC 0 II10 WJ ISA II1UU5W, InC. 11W V 3 14U1 41115 rare 1 lD2Fl3MVfP7?S5SJz7f4q.ppvXpCnWIcTG_mEX48rdsavpJMgjyPyX5Kw 03-14 5-0.4 7-8-0 10-3-12 15-0-7 21-10-0 0-3-14 4-8-8 2-7-12 2-7-12 441-11 6-9-9 Scale =1:35.9 3x4 = 4.0O[ii 4x4 4,14 162 17 IG 19 21 im ,.,& II V 2x411 430 = 3x6 0-3-14 5.2.-0 10-2-0 10 ,1,12 16-7-13 21-10.0 fl--14 44)4) 0-JI2 54)0 O-1-'12 6-4-1 5-2-3 Plate Offsets 0(V)— [10-2-OA-142I J311-2-0.15020L 150 2.0-1-81. (80-1-12.0-1 12L110:O-1-12.0-1-121 LOADING(psl) SPACING- 243-12 CSL DEFL in (los) Udell lid PLATES GRIP TCLL 20.0 Plate Gmip DOL 125 IC 0.83 Velt(LL) 0.21 7-8 '099 240 MT20 2201195 ICOL 16.0 Lumber DCL 125 BC 0.91 Vejt(CT) -8.72 7-8 "360 180 BCLL 0.0 • Rep Stress bier NO WB 0.65 Horz(CT) 0.03 6 pla nla BCOL 10.0 Code 13C20151TP12014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 2X4 OF No2 G-Except' 91:23(6 OF No2 G. 93:23(6 OF 55 G SOT CHORD WEBS 23(4 OF StudbStd G REACTIONS. (lisze) 6=1138034 (min. 0-1-8), 111219I0-3-8 (mni 0-14) Max Horzll-70(LC Il) Max Uplift8=-28" 9). 11-2(l..0 8) FORCES. (lb)- Max. CixnpiMax. Ten. -Al forces 250 (Ib) or less except when shown. . TOP CHORD 145=-159W41, 15l6=1474I52, 2-16=-1462154, 2-3=318149, 3-4=-258155, 4-17-1516150. 5-17-1631149, 5-18=-2800182, 6-18=-2871146, 1-11=-1329154 BOT CHORD 9-1l465, 8.8=011466, 8-20=-4112399, 7-20=41I2399, 7-21=-612651, 6-21=-612657, 6-22=811100 WEBS 5-8=-10851130, 4-8=01316, 2-4=-1232!40, 1-10=-811624, 5-7=01621 2-0-0 cc pudlns (34-11 max.), except end vemthmls (Switched from sheeted: Spacing m, 24.0). Rigid ceiling directly applied or 10-0-0cc bracing, Except 64400braeiiag: 10-11. NOTES- Unbalanced roof live loads have been considered for Ibis design. Wind: ABCS 7-10; Vi8=llomph (3-second gust) Vasd8lmpll TCOLS.Opsf BCDL=5.opst h=200; Cat. II; Exp S. Enclosed; MWFRS . (envelope) gable end zone and CC Exterior(2) 6-7-12 to 9-7-12, lnteiiom(1) 9-7-12 to 14-2-0. Exteiloz(2) 14-2-0 to 17-2-0, Interior(1) 17-2-0 to 284-0 zone; cenhlever left and dghtesposed ; end veitical left and dobtesposedC-C for members and forces & MWFRS for reactions shcem Lumber DOL1.60 plate grip DOL1.00 TIhis tiuss has been designed fore 10.0 psf bottom chord live load nonconcorrent with any other live loads. 1 This miss has been designed for a On 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. 5)A plate ratitig reduction of 20% has been applied for the green lumber members., This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0th live located at all mid panels and at all panel points along the Bottom Chord, nonconianrent with any other live loads. 8) Graphical pis,Iln representation does not depict the size or the orientation of the pwlui along the top andbor bottom chord. 9) Hangej(s) or other connection device(s) shall be provided suflldent 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 designlselection of such connection device(s) is the responsibility of others. 0 LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lnerease125, Plate lnaease=1.25 Uniform Loads (pit) Veit 1-3=-83,346---83,1142--23 Concentrated Loads (lb) Veit 8=-50 10=-50 Job TrUSS liuss Type Qty Ply Magnolia IA 1105 COMMON I 1.11b Reference (optional) I.aiuwiva Inj5IIaITIO u., rem,, LWL Ofu ,w1: oqu a uec a U1D rnn oqu a uec a uio uvuuax emuainea Ir. mu ., 1u1 uia rage 1 ID2Fc9v,mbMVfP7?S5SJz7f4qppvXpCnWlcTG_móC4Brdsf5u9lyFxwwJMgjyPyX5Kw 04-14 5-0.4 7-8-0 10.3-12 14-11-7 21-10-0 0-t3-i4 448-6 2-7-12 2-7-12 4-7-11 ' 6-10-9 Scale = 1:38.2 fl 3*4 = 4.00 iii 4 17 15 V. Is 2*4 II A.,A . _ 2x4 II - Plate Offsets (X,Y)- '0-l-I2,0-1-12113.0-2-0 EdqeL 15:()-2,0-1-121, [6:0-0-0,04' 9118.0-1-12.0-2-01 110:0-142.0-2-01 LOAOING(psf) SPACING- 2411-0 CSI. OEFL. in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.91 Vert(LL) -0.31 7-8 '699 240 M120 2201195 TCOL 16.0 Lumber 001. 125 BC 0.95 Veit(CT) 4.23 7-8 1212 180 BCU. 0.0 • Rep Stress Iner NO WB 0.59 Horz(CT) 0.04 6 Na nla BCOL 10.0 Code lBC2015fTPI2014 Matnx-MSH Weight 108 lb FT 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G 'Except' TOP CHORD Strectural wood sheathing directly applied or 2-11-15cc puilins, except 12 2X4 OF No.2 G end verticals. 601 CHORD 2X4 OF No.183b G 'Excepr 601 CHORD Rigid ceiling directly applied or 10-0-0cc bracing, Except 82:2X6DFNo2G 6.0.0oc bracing: 10-li WEBS 2X4 OF StiidlStd 0 IWTek recommends that Stabilizers and required aass biasing be Installed dining buss erection, in accordance with Stabilizer Installation reside. REACTIONS. ($blsrze) 6=10320-34 (mm. 0-1-8), 11=1053/044 (min. 0-1-8) Max Hoszll=.60(LC 17) Max Upll1t6=-24(LC 9), 11=-2(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD l-15=-1343134, 15-16=-125W46, 2-l6=-1243147, 2-3=-295145, 4-17=-1331/46, 5-17=-1429144, S-18=-2240152,6-18-2374130.141=-1123150 601 CHORD 9.10=0/1267, 8-9=0/1267, 8-20=-35/2067, 7-20=-35/2087, 7-21=-6/2181,6-21=-6/2181 WEBS 5-8=-948/112, 4-8=0/431, 2-4=-1074/34, l-10=-12(1448, 5-7=01473 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd'87mph; TCOLS.0p5f SCOL=6Apsf. tve2ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 6-7-12 to 9-7-12, lntetios(1) 9-7-12 to 14-2-0. Exte,10112) 14-2-0 to 17-2-0, Interim(l) 17-2-0 to 28-4-0 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconsxsrrent 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcujrent with any other live loads. 8) 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 16-841 on bottom chord. The designlselectlon of such connection device(s) is the responsthillty of others. LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber lnaease1.25, Plate Inaease1.25 Uniform Loads (p11) Vest 11-3-72,34-72,111142=-20 Concentrated Loads (lb) Vest 8=-60 10=-50 10 fl fl 4x8 = Ijob ruSs TrussType luty IM108 IPly MagnollalA I COMMON 1 1 I IJob Reference (optional) I Laumma I nisr,eme i.w., reins, LJL 531U Nun; mpw 5 1.1cc 5 W15 rnnc c.Lqu S IJ5V S U1D cii ucic inuuslnes, IflC. mu ua ii 1L4U5.L 11s ram 1 IDiFI3c9vthtEMVW7?S5SJz7Mq-H0Sv0Xo8b7cpkduMsPte7b6LLgPOSbKkGVsytt5Kv 6-10-9 11-6-4 14-2-0 16-9-12 21-5-7 2840 6-10-9 4-7-11 ' 2-7-12 ' 2-7-12 ' 4-7-11 6-10-9 Scale = 1:46.8 S 3x4 = 21 19 22 82 23 24 12 25 0 26 8 Is 4x0 = 2x4 II 4x4 = 4x8 = 4x4 = 294 II 4d = 5-6-14 11-6.4 11i8-0 16-8-0 16-9-12 22-9-2 28-40 se-ta 5-11.5 O.112 54141 5.11-5 5.5-14 Plate Offsets (XY)— '10-0-0.0-1-11. I30-2-O.0-1-81, 140-2 '.Edne1. 150-2-0.0-1-81, [70-0-0.0-141 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (icc) lldell Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 IC 0.61 Vert(LL) -0.34 8-9 24138 240 84120 2201195 TCDL 18.0 Lumber 001. 1.2$ BC 0.76 Verl(CT) .0.77 11-12 >443 180 BCLL 0.0 • Rep Stress hncr NO WB 0.46 Horz(CT) 0.17 7 nfa nla BCOL 10.0 Code 18C20151TP12014 matrix-MSH Weight 121 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF N0.20 TOP CHORD Structural wood sheathing directly applied or 3-0-3 cc puiluns. SOT CHORD 2X4 OF No.20-Except! 801 CHORD Rigid ceiling directly applied or 7-4-14 cc bracing. B2-.2X6 OF No.20 WEBS 1 Row at midpt 3-5 WEBS 2X4 OF StudlStd 0 Mflch recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsrze) 1=135310-5-8 (min. 0-1-8), 7-13$31044 (min. 0-1-8) Max Hoiz158(LC 38) Max Upliftl=-227(LC 21), 7-227(LC 30) * FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-3192/588, 2-19=-31101444, 2-20=-2571!333. 3-20=-2465I151, 3-4=-3181163. 4-5=-318I168, 5-21=-24651l$2, 6-2l-2$11I342, 6-22=-3110/435, 7_223l92I$81 GOT CHORD 1-23=-35r2950, 23-24=68012950,12-24=43012950.12-25=49712909,11-25=49712909, 10-11=-56lI2383, 910=43112383,9.26=43212909, 826=582429139. 827542!2950, 7-21=-542r2950 WEBS 6-9=-7261172, 2-11 =-726116S. 5-9=01504,3-11=01504, 3-5=-211117, 2-12=01381, 6-8=01381 S NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL$.0psf BCDL8.0psf tp= Cat II; Eiqi B; Endosed; MWFRS (envelope) gable end zone and C-C Extelior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 284-0 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOLc1.60 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 24114 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.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 1200 lb. Lumber OOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 2-0-0 for 600.0 plf Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 11-", and 50 lb down and 4 lb up at 1641-0 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 5 I) Dead + Roof Live (balanced): Lumber lnorease125, Plate Increase--l.25 Uniform Loads (pIt) Vert 11-4=-72,4-7=72,13-16=-20 Continued on page 2 fl S Job 'Truss lifliSs Type I MagnaIialA I l4Q8 COMMON IQ"lp" 1 lJob I Reference (optional) I calircella T(usflame Uc., Penis. CR. wzsfu LOAD CASE(S) Standard Concentrated Loads (lb) Vert 9=-60 11-SO Nun: 824U S ON s 2U15 Mini: 52409 Dec 5 2015 MJreX inaussies, Inc. Trill OCt 312:4022019 Pa0e 2 IDiFl3c9vxxbtEMVfP7?S5SJz7t4q-HOSvOXo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 0 0 n Ijob ITnjss lTnJssType ily Magnolia IA H07 COMMON 1i lQty I lJob Reference (optional) %awonua I nisname LLU., rem, UM. motu Null: 024U a usc e nile rnnr 52405 uec S niiu Miles IflOU5Ui55, Inc. Thu 00 5 1Z40 52 2015 rare 1 lD2FI3c9vxxbMVfP7?S5SIz7f4q-H0Sv0Xo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 6-10-9 11-6.4 14-2-0 16-9-12 21-5-7 28-4-0 6-10-9 4-7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale = 1:466 e 3M = 455 = - 2x4 II 4x5= 4M = 2x4 II 426 5-6-14 11-6-4 116-0 16-8-0 16-9-12 22-9-2 28-4-0 5.6-14 5-114 0-i.12 5-0-0 0-12 5-11-6 5-6-14 Plate Offsets (XY)— I1d)-0-00-141. 13:0-2-0.0-1-81 14:0-2 Edsel, 150-2-0.0-1-81. '70000411 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (lac) lldefi Lid PLATES GRIP TCLL 20.0 Plate Gzlp OOL 1.25 IC 067 Veil(LL) -034 8-9 p938 240 MT20 2201195 TCDL 160 Lumber DCL 1.25 BC 0.16 Veit(CT) -07711-12 "443 180 BCU. 00 • Rep Stress bier NO WB 0A6 Horz(CT) 0.11 7 nla We BCOL 100 Code 16C20151TP12014 Matsix-MSH Weight 121 lb FT = 20% LUMBER- TOP CHORD 2X4DFlllo.20 SOT CHORD 2X4 OF No.2 G-Except! 62.2X6 OF N0.20 WEBS 2X4 OF StudfStd 0 REACTIONS. (lblslze) 1136306-8 (nun. 0-1-8). 71353l03.8 (nun. 0.1-8) Max florz155(LC 12) Max Upllftl.19(LC 8), 7=-19(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 Os puifins. BOT CHORD RIgid ceiling dhectiy applied or 10-0-000 lancing. WEBS 1 Row at midpt 34 hffek recommends that Stabllizess and required aoss biasing be installed during truss erection, in accordance with Stabilizer Installation quids. FORCES. (lb) - Max. CcmpiMax. Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 1404-3192125, 2-19-3110140,2-20-2571M, 3-20=-2465136, 34=-318159, 4-5=-318159, 5-21=-2465I36, 6-21=-2571135. 6-fl=-3110!40, 7-22=-3192f25 601 CHORD 1-23=-3512950, 12-23=4512950. 12-24=43I2909, 11-244312909, 10-110/2383, 9-10=012383, 9-25=-2212909. 8-25=-221291)9, 8-26=012950,7-28=012950 WEBS 6-9=-7201121, 2-11=-728I127, 5-9=01504,3-11=01504, 3-5=-2111I7, 2-12=01381. 6-6=01381 NOTES- Unbalanoedrocf live loads have been considered for this design. Wind: ASCE 7-10; Vuit=Il0mpli(3-seircnd gust) Vasd81nh; TCOL80ps BCDL&0p5f h20ft Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone and C-C Extedm(2) 04-0 to 340-0, InteJiol(I) 3-0-0 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0; lntezicr(1) 17-2-0 to 28-4-0 zone; cantilever left and right exposed; end vertical left and right expcsed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 00L1.60 This buss has been designed bra 10.0 psf bottom chord live load nonconasn'entwilh any other live loads. This buss has been designed for a live load of 20 opsf on the bottom chord in all areas where a rectangle 344 taIl by 2-0-0 wide will fit between the bottom chord and any other membere. 5)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 N1Sl1TPI 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, nonconcuwent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to SUPP0It concentrated load(s) 50 lb down and 4 lb up at 1148-0. and 50 lb down and 4 lb up at 1644 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I) Dead. Roof Live (balanced): Lumber Increase=125, Plate lnerease125 Uniform Loads (pit) Vest 1-4-72,4-7-72,13-104-20 Concentrated Loads (lb) Veit 04-5011=-SO 4x8 II 6x8 = 4x4 = OslO MTI8HS WB= 424 = oat 0 IJob I I N Iruss 08 ITluss Type IQ"P l I MagnallalA COMMON 3 ii Job Reference (optional) caaTmiIaTIUsiIame LLc., pems• IA. 21O N1111 24II 5 USC S U1S Hilt 5.ZU S USC S i1S mites iiiausuies, IflC. mU ua J 1541t0J i1S rare 1 102 13c9v,othiEMVtP7?S5Sz7f4q.1C0HEtomHDLD3OwBcu5y4AKxWgoPu1bqjq1lyX5Ku 7-10-12 14-2-0 20-54 28-4-0 7-10-12 6-3-4 6-3-4 7-10-12 Scale = 1.45.1 9-5-12 18-104 284-0 I ec.i, e.4_a Plate Offsets MY)- 110-2-00.0-111. 1t0-1-0.0-2-13L 1400-0.0.0-OL 170-2-0,0-0-l1J. 17:0-1-0.0-2-13L 10:0-0-8.0-24L 110:0-0-0.0-2-01 LOADING(psf) SPACING- 24-0 CSL DEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.57 Veit(LL) -0.52 8-10 '641 240 MT2O 2201195 TCOL 160 Lumber DOL 125 BC 0.81 Veit(CT) 4.04 8-10 3323 180 MTI8HS 2201195 ECU. 00 • Rep Stress Incr YES WE 0.35 Horz(CT) 0.13 7 Na Na BCDL 10.0 Code 18C20151Wl2014 Matrix-MSH Weight 111 lb FT 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Sbuctural weed sheathing directly applied or 3-1-9 cc puffins. 801 CHORD 2)@ OF l4o2 G 801 CHORD Rigid ceiling directly applied or 10.04cc te'aeimg. WEBS 2X4 OF StudfStd G I Mffet recommends that Stabllizeis and requred woes bracing be I OTHERS 2" OF StudfSTD G(2) I instated dining buss erection, in accordance with Stabilizer SLIDER Left 294 OF SludlStd -G 11114, Right 254 OF StUdlStd -G 14144 I lnstaflalion guide. REACTIONS. (lWszza) 1128610-5.8 (mm. 0-14), 7=128810-3-8 (miii. 0-1.6) Max Hoizl55(LC 13) Max Upllftl=-17(LC 8), 7-17(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -M forces 250 (Ib) or less except when shovel. TOP CHORD 1-2-1695f0. 2-19=-2831136, 349-277253.3-20-26011311, 420=2524150. 4-21=-2543151, 5-21=-2622/39, 5-22-2793154, 6-22=-2828136, 6-7=-180810 801 CHORD 1-23=41/2629,1-24=4112629,10-24=4112629.9-100/1840,8-9=811840, 8-25=012654. 7-25=-0/2654, 7-29=0/2654 WEBS 44=-111864, 5.8=4981132.410=-I 1I841. 3-10=4841132 NOTES- Unbalanced roof five loads have been considered (or this design. Wind: ASCE 7-10; Vtdtllomph (3-second gust) Vasd87mph; TCDL=SApst BCDL'5.0psI h203 Cat. II; Exp B; End=ed; MWFRS S (envelope) gable end zone and C-C Exteñoz(2) 0-2-12 to 3-2-12, lnteiioi(l) 3-2-12 to 14-2.0. Estezioi(2) 14-2-0 to 17-2-0. Interior(l) 17-2.0 to 28-24 zone; cantilever left and might exposed; end vertical left and sight exposed;C-C for mentheis and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap OOL=1.60 AU plates are MT20 plates unless otherwise indicated. This buss has been designed for a 10.0 pat bottom chord live load nonconcenent with any other live loads. 5)This truss has been designed for a We load of 20 Cpsf on the bottom chord in all areas where a rectangle 3-60 tall by 24-0 wide wifi fit between the bottom chord and any other meinbeis. A plate rating reduction of 20% has been applied for the green lumber membeis. This buss is designed in accordance with the 2015 International building Code section 2308.1 and referenced standard ANSIITPI 1. 8) This buss has been designed fora moving concentrated load 01250.0th On located at all mid panels and at all panel points along the Bottom Chord, nonooncuirent with any other live loads. LOAD CASE(S) Standard . job miss miss Type Qty Hy Magnolia IA 1409 COMMON I Job Reference (optional) caemija misname Lw., reins, t. ai.wu Nun: D.Z4U a usc u wiu rmmc O.Z4U a usc u wiu vu,eim Insusmnes, me. mu u a 144u5 uia race 1 ID2Fl3c9voEMVP7?S5SJz7f4q-DOaRDp02XmOz6lJPKUljVOw2h8Jdl3eDNZlryX5Kt 7-10-12 14-20 20-54 284-0 I 7-10-12 6-3-4 6-3-4 7-10-12 Scale = 1:45.1 Ill 4x6 II 454= 454= 318 2223 8 7 6 356= 556 WB 5-0-0 9-5-1 16-104 28-4-0 5-0-0 2 2 4-5-1 9-4-8 9-5-12 Plate Offsets (X,Y)— '10-2-3,0-1-81.12.0-1-12.0-2-01. [30"A", 15:0-2-3.0-1481 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (icc) Ildell Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 IC 0.58 Veit(LL) -0A3 6-8 1261 240 MT20 2301195 TCOL 16.0 Lumber DCL 125 BC 0.64 Ve*(C1) -0.56 645 '199 180 BCLL 0.0 • Rep Stress bier YES WB 0.48 l-lorz(CI) 0.03 1 We eta SCOL 100 Code 13C20151TP12014 Matiix-MSH Weight 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 5-3-i cc puilbis. SOT CHORD 2X4 OF No2 G SOT CHORD Rigid ceiling directly applied or 644 cc brasing. OTHERS 2x4 OF StudISTD G(2) I instated during buss erection, in accordance with Stabilizer WEBS 2X4 OF StudfStd G 'MiTek recommends that Stabilizers and required erase bracing be SLIDER Left 2x4 OF StudlStd -G 71012. Right 2it4 OF StudiStd -G 74042 I Installation guide. REACTIONS. NI bearings 13-10-8 except (tIength) 10-5-8. 5=0-3-8. ([b)- Max Hoiz1-73(LC 38) Max Uplift NI uplift 100 lb or less at joint(s) except 1is.179(LC 27), 5=-155(LC 30). 5=-303(LC 30), 5=-278(LC 27) Ma Gray NI reactions 250 lb or less at joint(s) except 1480(LC 60), 5=475(LC 65), 5=903(LC 1), 8=862(LC 1) FORCES. (Ib) - Max. CcmpJMax. Ten. - NI forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-12531223, 2-l7=-1239I224, 3-1 8=-2571293, 3-19=-3204J80. 4-20=-12521253, 5-20=42651212 SOT CHORD 1-21=402l648, l-22=-5021648, 22-23=-502I848, 8-23=-347i812, 7-8=-231/388, 6-7=6481770, 624=.377I533, 5-24=-377533, 5-25=4=1533 WEBS 3-6=-556I436, 4-6=-572I143, 3-8=4841405, 2-8=-5571148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult:llomph (3-second gust) Vasd87mph; TCDLS.opsf; BCDL&0ps1 h=20ft Cat. II; E,q, B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiio(2) 0-2-12 to 3-2-12, Interior(l) 3-2-12 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, lnteriot(1) 17-2-0 to 28-2-4 zone; cantilever left and iighteiçosed ; end vertical left and might exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip OOL11.60 This buss has been designed for a 10.0 psi bottom chord We load nonconcwrent with any other rive loads. • This buss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6411 tall by 24-0 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 2305.1 and referenced standard ANSUTPI I. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncu,rent with any other live loads. This buss has been designed fora total drag load of 1400 lb. Lumber DOL(1.33) Plate grip DOL(I.33) Connect buss to resist drag toads along bottom chord from 5441 to 18-10-8 for 1009 pIt. 140 LOAD CASE(S) Standard IJob ITIi lTflJS5Type Magnolia IA Ff0 OMMON 17 JP'y T2Jb Reference (optional) LdBI1Ud I ivariiiia U., rams, L.% szs,u rwn: D.LU S usa o no rung o.qu S LMG S £U10 151155 IMSUSUiSS, ins. i flu u ,, 1;qu;US u1S rags 1 lDiFI3c9vxxEMVfP1?S5SJz7f4q4b81fZq0prziTNVJJ1wZ1VGgOJJvtjMuHIyx5ByX5Ks 5.6-13 9.4-11 14-2-0 20-2-8 23-11-1 28-4.0 5-6-13 3-9-14 4-9-5 6.0-8 3-8-9 4-4-15 Scale = I :45i fl 4*8 = 508 . 4*10 = 4*10 = 8*10 =SX8 = 4*8 = 6*8 = 3*8 6-7-13 1444 4 20-24 28-40 6-7-13 8-1-7 5-5-4 8-14 Plate Offsets 0(Y)— '10 -7-0O-1-14L 13:0-3-12.0-1-121.14:0-3-0.0-2-41.15:0-142.0-2.01. 18:0-34.04-01. 110:0-4-0.0-241.111:0-34.0-4-41 LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (bc) bide! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.51 Vert(LL) -0.14 10-11 '999 240 MT20 220/195 TCOL 16.0 Lumber DCL 1.25 BC 0.90 Veit(CT) -CM 10-11 '424 180 ECU. 0.0 .Rep Stress bier NO WE 0.62 Hoff(CT) 0.02 10 nfa n/a BCDL 100 Code lBC2015ITP12014 Matsix-MSH Weight 303 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.20 601 CHORD 2X6 OF N0.20 WEBS 2X4 OF StudlStd 0 Except W2-.2X4 OF No2 0 SLIDER Left 2*6 OF No-2 -G 5-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 64-0oc pulluns. EDT CHORD Rigid ceiling directly applied or 6-0-Ooc bracing, Except 104-0 oc bracing: 141. REACTIONS. (liveize) 1=243310.5-8 (min. 0-1-8), 7=2841048 (min. 0-1.8), 10=925803-8 (req. 04-15) Max Horz1-64(LC 26) Max Up5ft1-229(LC 27), 7-247(LC 30) Max Grav12591(LC 53), 1339(LC 3), 10=9256(LC 1) FORCES. (Ib) - Max. CcmpJMax. Ten. - All tomes 250 (lii) or less except when shown. TOP CHORD 1-2=4139/548, 2-3=-4083!374, 3-4=37813311, 4-5-12113576, 5-6=-343/1165, 6-7-5241829 901 CHORD i-19=-53713913, 1-20=44813918, 11-20---5090998, 11-21=487/111113,10-21=M984, 9-10=-10811550, 9-22=-1087/550, 22-23=-10811550. 8-23=-10871550, 8-24=-874/542, 24-0-8741542.7-25=874154Z 7-26=-3481305 WEBS 3-11=0/5223,3-10=3709132.4-10-257115,5-10=3549/179, 54=-2512288, 6-8=421184 NOTES- 1)2-ply buss to be connected together with 10d (0.131'4 nails as follows: Top chords connected as follows: 2*4 -1 row at 0-40 ac. Bottom chords connected as follows: 2*6-2 rows staggered at 044 oc. Webs corm as follows: 2*4-1 row at 0-9.0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or bad (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 otheiwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0pst BCOL=S.Opsl h=208 Cat II; Euqi B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and 11911t exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gap 00L1.60 This buss has been designed for a 100 pet bottom chord live load nonconcuurent 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 24)-0 wide will fit between the bottom chord and any other members. 71 A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required beating size at joint(s) 10 greater than input beating size. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI This buss has been designed fora moving concentrated load of 25001b live located at all mid panels and at all panel points alor Bottom Chord. nonconcisirent with any other live loads. 11)This buss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate guip OOL(1.33) Connect buss to resisi loads along bottom chord from 04-0 to 24)4) for 700.0 p11. 12) Girder carries tie-in span(s): 3044 from 04-0 to 3-44),,27-2-0 from 344 to 10-104. 20-1-8 from 10-10-0 to 18-4-0; 6-0-0 from 28-44.20-2-0 from 0-0-0 to 18-44.2-8-0 from 4.0-0 to 28-44.2-6-0 from 22-4-0 to 2844) Continued on page 2 r r 0 . .3Db lInisS Magnolia IA I HIO lTrussType luty PlyI job COMMON F' I 2 Reference Run: 524U a usc e zyqu rnnc d.Z4U a uec 0 flD Ivhjuex Inaualnes, inc. mu u j 1z:4UDD ,ia race lD2Fl3c9€MV1P7?S5SJz7f4qhb81fZq0praTNYJJ1wZ1VGgOJJvtjMuHlyx59yX5Ks NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1895 lb down and 76 lb up at 20-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease11.25, Plate Increase--1.25 Uniform Loads (pit) Vert 1-4=-72, 4.-742. I2-23-431(F-411), 23-24-20, 16-24-25(F-5) Concentrated Loads (Ib) Vert: 8-1895(F) • I I ni rj cailTeflhla Tfljsname LLc., rents, cA hl1U fl=8flWt 34= 40 17 41 16 42 15 43 14 44 131245 ii 46 10 47 9 48 8 49 1 50 6 51 34= 4x4 = 3x4 = 454 Job Truss Truss Type Qty Fly Magiclta IA J01 GABLE 1 Job Reference (optional) 'elsa uwarrame w., reins, I. W.3iu nun: eeu $ usc s sole nnl: 5250 S usc o sois Iverex unousales Ire. mu oct a isoco sois Pace I ID2F3oEMVfP1?S5SJz7f4qAniQsvrea85Z4XiVskRoHjpcH2WiUedyX5Kr 5-1-11 10-11-0 1641-5 i 21-10-0 5-1-11 5-9-5 5-9-5 5-1-11 Scale = 134.7 7-9-10 14-0-6 2140.0 7-8-10 8-2-15 741-10 Plate Offsets (X,Y)— 130-3-6,0-2481 LOAOING(psf) SPACING- 2-0-0 CSL OEFL in (lc) tideS Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.18 Vext(LL) nla - nla 999 MT20 2201195 TCOL 14.0 Looter DCL 125 BC 0.15 Veit(CT) We - We 999 BCLL 0.0 .Rep Stress bier YES WS 016 Horz(CI) 0.01 5 Na Na BCOL 10.0 Code I3C2015tTPI2014 - Matsix-SH Weight: 128 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF NO2 G TOP CHORD Structural wood sheathing directly applied or 6414cc purfins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 644cc bracing. OTHERS 294 OF Stiadtd G installed dining buss erection, in accordance with Stabilizer I WEBS 2X4 OF StudlStd G MiTab recommends that Summers and required am bracing be Installation guide. REACTIONS. Al bearings 2140.0. (lb) - Max Ho.z187(LC 44) Max Uplift Al uplift 100 Ii or less at joint(s) II, 13,16, 10,7 except 1-138(LC 27), 5-141(LC 38), 9=-180(LC 30). 14=-183(LC 35) Max Gray Al reactions 250 lb or less at Joint(s) excepll-351(LC 61), 5351(LC 79), 9587(LC I). 14581(LC 1). 11=215LC 73), 13=280LC 72). 15=292(LC 70), 16=255(LC 69), 17=316(LC 68), 10=280(LC 74), 8=292(LC 76), 7=255(LC 71), 6=316(LC 78) FORCES. (lb)- Max. CoiepiMax. Ten. -All fames 250 (Ii,) or less except when shown. TOP CHORD 1-36=4621379, 2-36=-2741255. 231=214l276. 3-37-981335, 3-36=-69/336, 4-38=-1781211, 439=252I235, 5.39=449/387 SOT CHORD 1-40=-3641373, 561=-3531383 WEBS 3-9=-3611175. 4-9=-5401152, 3-14=-3611177, 2-14=-5401153 NOTES- I) Unbalanced roof live leads have been considered for this design. Weld: ASCE 7-10; Vu9=lloroph (34econd gust) Vasd87niph; TCDL=SApbf BCDL50ps1 h20ft Cat, II; EN, 8 Enclosed; MWFRS (envelope) gable end zone and C-C Extedor2) 0-0-0 to 34141, Interior(l) 3-0-0 to 10-11-0. Exte,ior(2) 10-11-0 to 13-11-0, lntedor1) 13-11.0 to 2140-0 zone; cantilever left aid right exposed; end ventral left and right erposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLi 60 plate grip 0011.60 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 quallied building designer as per ANSlfTPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 14-0 cc. This buss has been designed *rca 1011 psf bottom chord live load nonconcurrent with any other five loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 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 2308i and referenced standard ANSItPI I. 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 thi Bottom Chord, nonconoinrent with any other live loads. This buss has been designed for a total drag load of 800 I,. Lumber 001:=(1.33) Plate grip OOL'(1,33) Connect buss to resist drag along bottom shod from 044 to 3-0-0, 18-10-0 to 21-10.0 for 133.3 pIt. LOAD CASE(S) Standard 0 I I IJob ITniSS ITruss Type y agnatalA C0MM0N IQ" 13 11'P lJob Reference (optional) I 1awu11a uiuriaiie u.l.., rem,,. Z3lU mum: S USC S WJS rnnl: e.zqu S USC S A116 vu lea lflSUSUlS5, IflC. mu ua 3 tcqug, uiu rage i lO2Fl3c9voEMVtP7?S5&z7fq-ezGo3F,HLSEQihthQSy16wt1O74sUwBIcR1A3yX5Kq 5-5-5 10-11.0 164.11 21.10-0 555 5-5-11 5-5-11 5-5-5 Seals = 1:35.1 . 4x4 = 456 = 4x4= 3x6 = - 7-3-3 144-13 21.10.0 7-23 7-340 73-3 Plate Offsets OCX)— 0-00.O-0-0l LOADING (psf) SPACING- 241-0 CSI DEFL in (icc) Well Lid PLATES GRIP TCLL 20.0 Plate GdpOOL 125 TC 0.41 Vezt(LL) .027 6-8 '959 240 MT2O 2201195 TCOL 14.0 LuntherDOL 125 BC 061 Veit(CT) -0.56 6-8 '470 180 BCLL 0.0 .Rep Stress liter YES WB 0.24 Horz(CI) 0.08 5 ole ole BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight 81 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF No2 G TOP CHORD O BOT CHORD 2X4 OF No2 0 SOT CHORD WEBS 2X4 OF SludfStd G REACTIONS. (lblsize) 1'951I0-5-8 (mic. 0-1-8). 8=95110-3.8 (rein. 0-1-8) Max Hoiz1'44(LC 35) Max Upllftl-259(LC 27), 5-259(LC 30) FORCES. (Ib)- Max. CcnJMax. Ten. - AS forces 250 (Ib) or less except when shown. TOP CHORD 1-15=2191Y767.2-15-209W510, 2-16-19171348. 3-16-11061166, 3-17=-18551178, 4-17-19171349, 4-18=-20931467, 5-18=-21901707 SOT CHORD 1-19=-34412023, 19-20=-95/2023, 8-20=-9512023, 7-8=0/1379,7-21=0/1379, 621=011379,622=44I2023,2223=6412023. 5-23=-31212023 WEBS 3-8=-371660, 4-6=390/137, 3.8=-371660, 2-8=-3951137 Structural wood sheathing directly applied or 3-11-8oc puilins. Rigid ceiling directly applied or 100-0cc bracing. FWrek recommends that Stabilizers and required cross bracing be installed dining buss erection, in accordance with Stabilizer NOTES- Unbalanced roof live loads have been considered for this design. Wind: ABCS 7-10; Vulti10mph (3-second gust) Vasd87nh; TCOL=6Apst BCOLS.opsf; h201t Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 30-0, 1ntei1041) 3.0.0 to 10-11.0. Exterior(2) 10-11.0 to 13-11-0, lnteiioi(1) 13-11.0 to 21-10-O zone; cantilever left and ilglitexposed; end vented left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOLvu160 plate gnp DOL=1 60 This buss has been designed for a 10.0 psI bottom chord live load nonconcunent with any other live loads. • This buss has been designed for a live load 0120.Opsf on the bottom chord In all areas where a rectangle 340 tall by 2-041 wide will fit between the bottom chord and any other membeis. A plate rating reduction of 20% has been applied for the green lumber members This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Gb live located at all mid panels and at all panel points along the Bottom Chord, nonconeinrent with any other live loads. 8) This buss has been designed bra total drag load of 1400 lb. Lumber DOL=(1.33) Plate gitp DOL=(133) Connect buss to resist drag loads along bottom chord from 0.0.0 to 2-00,19-10-0 to 21-10-0 for 350.0 p11. LOAD CASE(S) Standard 0 5*8 = [iT 4*4 = 2V4 11 4i8 = 2*411 . Job Truss Truss Type Qty Ply Magnolia IA KOI QUEENPOST 1 Job Reference (optional) L.dwaTua unnamnie LLL.., rents, Is.. ,z,,u nun; e.tqu C USC U LUIC flitS. Dau CUSS Casio IflhICSuIWSCUi, USC. inS U 0 L&#SL0C asiC rays i - ID2Fl3c9viothEMVtP7?S5SJz7AHbav8mMGlHu9TGe8tALX(C46Xl.zGBWVyX5Kp 5.041 8-11-8 12-10-5 i 17-11.0 5-0-11 3-10-13 3-10-13 5.0-11 Scale = 12.8.7 5.0-11 8-11-8 12-10-5 17-11-0 I 5.0-11 3-10-13 3-10-13 543-11 Plate 0(Y) r104,0 0I91, 150-0-0.0-1-91, [60-240-1-0I. 180-2-4.0-140] LOADING(pst) SPACING- 2.0-0 CSI DEFL. in (loG) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) -0.13 6-14 '999 240 MT20 2201185 TCDL 140 Lumber DOL 125 BC 0.99 Veit(CT) -0.36 6-14 1563 180 BCLL 0.0 Rep Stress Incr NO WO 0.47 Horz(CT) 0.05 5 Na n/a BCDL 10.0 Code 1BC20151TP12014 Matdx.MSH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF No.2 G TOP CHORD O BOT CHORD 2X4 OF No.1&8tr 0 BOT CHORD WEBS V@ OF StudlStd 0 - REACTIONS. (lb/size) 1=92610-34 (min. 0-1.8), 8=1711/0-3-8 (min. 0-1-13) Max Horz135(LC 28) Max Uplift1-I51(LC 19), 8=-141(LC 22) FORCES. (lb) - Max. CoropJMax. Ten. - NI forces 250 (Ib) or less except when shown. . TOP CHORD 1-2=20851376, 2-3=-1632(181, 3-4=-16381184, 4-5=2854/315 BOT CHORD 1-15=-379!1923, 3-15=-37911923, 8-16=-379/1923, 7-16=-31911923, 7-17=40612681, 6-17=-40542681,6-18=-405/2681, 18-19=-405!2681, 19-20=40512681, 5-20=-3112681 WEBS 27527188, 3-7=01792, 4-7=-1369/TT, 2-8=0/305.4-6=01839 Structural wood sheathing directly applied or 3-2-6oc pririhis Rigid ceiling directly applied or 10-0-Coo bracing. MiTch recommends that Stabilizers and required cross bracing be installed dining truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd$lmph; TCDL=6.0psI BCDL=6.0psl h203 Cat. II; Exp S. 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 .3) This truss has been designed fora 10.0 psf boSom chord live load nonconcunent 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 3.641 tall by 24W 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 2205.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250Gb five 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 00L(1.33) Plate grip DOL=(1.33) Connect truss to resist dreg loads along bottom chord from 15-11-0 to 17-11-0 for 400.0 pIt. Girder carries tie-inspan(s): 12-7-8 ham 13-3-0to17-11-0 10) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as bord (F) or back (0). Ll LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnorease125, Plate lncrease=1.25 Uniform Loads (p11) Vest 9-18-20,12-18--247(F=227),1-3-48,34=48 410 = 4x8 = 410 = 8-11-8 17-11-0 8-11.8 0 Ijob ITluss ITniss Type Monalla 1A K02 OUEENFOST 1 lilyI.Job 17. Reference (optional) I caliTenla Tnisname uc., rents, c. w575 lUn: 02" S uec 5 5515 tnn!: 52458 sec s ens MuSS unausmes, mc. mu sa j 124uas suls Page 1 ID:ZFI3c9viocbMVfP7?S5SJz7f4q-6AqAHbsv6mMGKrHu_9TGe8tFgXPq4AZLzGBbiVyX5Kp 4-5-11 8-11-8 I 13-5-5 I 17-11-0 4-5-11 4-5-13 4-5-13 4-5-11 Scale = 1:28.7 Plate Offsets (XX)— 'iO-O-O.O-l-IL F50-O-0.0-141 LOADING (psi) SPACING- 2-0-0 CSL OEFL in ((cc) Udell Lid PLATES GRIP TCLL 200 Plate Gsip DOL 125 TC 0.25 Ve,t(LL) -0.32 6-12 '675 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.54 6-12 2401 180 BCLL 0.0 * Rep Stress Ins' YES WS 0.21 Horz(CT) 0.05 5 nla nia BCDL 10.0 Code IBC2015ffPI2014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No2 G BOT CHORD WEBS 2X4 OF StudfStd 0 REACTIONS. (IbIsize) 1=7881044 (mm. 0-1-8), 5478610.3.8 (mm. 0-1-8) Max Hoiz136(LC 12) Max Upllftl-11(LC 8), 54-11(LC 9) FORCES. (Ib) - Max. CciapJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1726152,2-15=-1653166, 2-154-1285/7, 3-16=-1235I18. 3-17=-1235/18, 4-17=-1286/7, 4-18=-1653/65, 5-18=-1728152 BOT CHORD 1-13-57Il598, 6-13=-57I1598, 6-14=-31I1598, 5-14=-3111593 WEBS 2-6=4841116, 3.6=0/530.4-6=484/116 Structural wood sheathing directly applied or 444 cc pullins. Rigid ceiling directly applied or 10-0-0cc bracing. MlTek recommends that Stabuizeis and required aces 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; Vult0110mph (3-second gust) Vasd87mph; TCOL6.0psf BCOLS.Opsf h205 Cat. II; Eiq, B; Enclosed-. MWFRS (envelope) gable end zone and C-C Extedo42) 0.0-0 to 300, Interior(1) 3-0-0 to 6-114, Exterior(2) 8-11-8 to 11-11-8, Interim(l) 11-11-8 . to 17-11-0 zone; cantllever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL1 .50 This buss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads. • This buss has been designed far a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 241141 wide will fit between the bottom chcid and any oilier 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 ANSI/WI 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 Choni, noncomserent with any other live loads. LOAD CASE(S) Standard Li Job Truss Truss type QIy -1PIy Magnolia IA 1(03 OUEENPOST I Job Reference (ogtional) hum .flTT LL., rulum, 4'.. Lmf U ,un: D.4U S USC S WIS rflSC D24U S USC S ZUJU Mi iex IflOUSSiSS InC. IflU U J 1245SS niis Pace 1 lD2FI3c9v,cdsEMVfP7?S5SJz7f4q-aMOYUxO(s3Ulx_s4Vs_VBLOL1)l1pXGUCww8EyyX5Ko 4-1142 8-11-8 12-11-4 17-11-0 4-1142 3-11-12 3-11-12 4-11-12 Scale = 128.4 454 = lid = axe = 4-1142 8-11-8 12-114 17-11-8 á-11-12 1.1142 1.11-12 £11-1, Plate Oltbets 0(X)- tO-3.0.O-3-5I, 150-3.0.0-3-61. (60-3-12.0-1411. I70 -4-0.0-14I. (8:0-3-12.0-1-81 LOAOlNG(pst) SPACING- 2-00 CSI. DEFL. in (bc) Udell lid PLATES GRIP TCU. 20.0 Plate Cup DCL 125 IC 0.53 Veui(LL) -0.0$ 6-14 1,939 240 M120 220/195 TCDL 14.0 LuniberOOL 11.211 BC 0.70 Veit(CT) -021 6-14 '810 180 BCLL 0.0 Rep Stress lncr NO WS 0.63 Horz(C1) 0.04 5 n/a n/a BCOL 10.0 Code l3C20151TPl2014 Mabix-MSH Weight 82 lb FT = 20% BRACING- TOP CHORD Stiuctural wood sheathing directly applied or 2-10.8 oc pinlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mffek recommends that Stabilizers and required cross biasing be installed dining truss erection, in accordance with Stabilizer Installation inside. REACTIONS. (Ibterre) 1'99110-5.8 (rain. 0-1-8), 5=218410-3.8 (mm. 0-2-5) Max Houz136LLC 36) Max Upllftl-250(LC 19), 5=-235(LC 22) FORCES. (II,)- Max. CompJMax. Ten. -M forces 250 (lb) or less except v/lien shown. TOP CHORD 1-2-23501622, 2-3=-18931321. 3-4=-1895!322, 4-5=-35691632 SOT CHORD 1-15=-278I953, 1-16=46112187,8-16=45112181,8-17=461I2181, 7-17---66112181, 1-18=.69713358, 6-18=491l3358.6-19=49113358. 19-20=49113358.20-21=49113358. 5-21=-1871336$, 5-22=-29311788 WEBS 3-70/950, 4-7-1830160, 44=0/1135,2-7=438/Ill. 2-8=8/219 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vidtll0mph (3-second gust) vasd87mph; TCDL8.0pst BCDL&opsf; h20ft Cat. II; Exp B. Enclosed; MWFRS . (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip 00L1.60 This buss has been designed for a 10.0 pat bottom clioni live load noncenornrent with any other live loads. • This buss has been designed (era live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard A$ISItPl 1. This truss has been designed for a moving concentrated land of 250.0th lIve located at all mid panels and stag panel points along the Bottom Chord, nonconorsrrent with any other live loads. This buss has been designed fora total drag land of 1400 lb. Lumber OOL(1.33) Plate grip 00L(1.33) Connect buss to resist drag loads . along bottom chord from 15-11.0 to 17-11-0 for 700.0 p1t. Girder carries tie-inspan(s): 17-11-0 from 1344 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). [J LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnoease125, Plate 1norease125 Uniform Loads (pit) Vert 1-348,36-48, 9-18=-20, 12-18=-364(F-344) I. I. LUMBER- TOP CHORD 294 OF NO2 G SOT CHORD 2X6 OF SS G WEBS 2X4 OF StudfStd C Job 11uS$ TrUSS TYPE Qty MagnolIa IA 1(04 M HIP 1 Job Reference (optional) Kim: e.zqu a iec a suja rnm u.znu a usc a asia muse mausuies Inc. 11W ua a leair.ss iia rage i lD2Fl3c9v,oMV7?S5SJz7f4q-aMOYUxtXs3LJ7x_s4'/s_VBLQMPxjspdnUCww8EyyX5Ko 7-il-Il 4-96 760 7-612 9-11-5 104.0 13-1-11 17-11.0 I 4-9-5 2-7-11 0-1-42 1-11-10 04-it 2-7-11 4-94 04-I5 ScaIe129.5 8x6 4*10 = 3x10 = 3x10 = 7-5-0 10-6-0 17-11-0 7-54) 3-1-0 7-54) Plate Offsets (XX)— '10-3-12.Edgel. 1404541,0-141 LOADING (pst) SPACING- 2411-0 CSI. DEFL in (icc) Well Lid PLATES GRIP TCLL 20.0 Plate Gzip DOL 125 IC 0.51 Veit(LL) -0.12 7-8 '999 240 MT20 2201195 TCOL 14.0 LwnberDOL 1.25 BC 0.77 Veil(CT) -0.37 8 '673 160 BCLL 0.0 Rep Stress mc- NO WE 0.21-,•Hcz(CT) 009 6 nfa nla BCDL 10.0 Code I8C2015ITPI2014 Matnx-MSH Weight 84 lb FT =20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purubis, except 601 CHORD 2X6 OF 11o2 G 0-0-Coo puihns (2-10-1 max.) 3-4. Except WEBS 2X4 OF StudfStd C 2-10-0cc laacing: 34 801 CHORD Rigid ceiling directly applied or 10-0-Coo bracing. Mffel recommends that Stablizere and required c-ass brasing be installed dining buss erection, in accordance with Stabilizer hnstalation guide. REACTIONS. (lbisize) 1=177015-3-8 (miii. 0-1-14), 6=ll82lMechanical Max Ho,zl=33(LC 8) Max Uptlft1-64(LC 4). 6=-63(LC 5) FORCES. ((I,) - Max. CompJMax. Ten. -M forees 250 (Ib) or less except when shown. TOP CHORD 1-2=43401345,2-3=43351343, 3-15=-3331i331, 4-15=39741333, 4-50--42021342. 54=43741355 801 CHORD 1-16=-8911691.1-17-31714104.8-17=31714104, 8-18=30314188, I8-19=-30314186, 19-20=-30814188, 7-20=-30814186, 7-21=-30114114.6-21=-30114114, 6-22=-7711695 WEBS 3-8411380, 3-7=400I55, 4-7=01527 NOTES- Unbalanced roof live loads have been considered for this design. Wind: I4SCE 7-10; Vultllompti (3-second gust) Vasd=67mph; TCDL=6Apsf BCDL&0psf h20ft Cat. II; E16, B; Endosed; MWFRS (envelope) gable end zone; cantilever left and i hI exposed; end vertical left and light exposed; Lumber DOL1.60 plate gap 00L1.50 Provide adequate drainage to prevent water pondog. This buss has been designed fora 10.0 psI bottom chord live load nonconanrent with any other live loads. 1 This truss has been designed for a live load 0120.0psf on the bottom chord in all areas where a rectangle 3.60 tall by 24-0 wide will 62 between the bottom chord and any other mernbere. A plate rating reduction of 20% has been applied for the green lumber members. Refer to g1rde45) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 23051 and referenced standard ANSIITPI 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 the Bottom Chant noncencuirent with any other live loads. Girder carries hip end with 8-041 end selbadi. Ii) Graphical purlin representation does not depict the size or the orientation of the puilun along the top andfor bottom chord. Hangejls) or other connection device(s) shall be provided suffioient to support concentrated load(s) 703 lb down and 162 lb up at 10-f" and 703 lb down and 162 lb up at 7-6-12 on top chord. The designlselection of such connection device(s) is the responsibility clothe In the LOAD CASE(S) section, loads applied to the face of the truss are noted as Sent (F) or back (B). LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber hncrease125, Plate 1mxea5e125 Uniform Loads (p11) Veit 1-3---0.34--165.46=-68.9-12=49(F-29) Continued on page 2 . fl • . caliranla Hue-lame u.c.. rams, V.% vxa,u L Ll IJob 'miss ITrussType Uty MagnnlialA KO4 1 F" I lJob Reference(optional) I aijssnja Injs,-,ame I.L(. reins, IA. WLlU LOAD CASE(S) Standard Concentrated Loads (lb) Vert 3-589 4=-589 Nun: U.ZW S USC S ZWlU rnnl 525115 USC S zme MileS !flQUSU1Mi InC. InS U 1 14iT.3114U111 race ID:ZI3c9EMVfP7?S5SJz7f4q-aMOVUxOCs3U7xs4's_VBLQMPxjspdnUCww8EyyX5Ko Job miss miss Type .8y Ply Magnolia IA - 1(05 OUEENPOST 61 a .a . Job Reference (optional) a nn a Ifl4fl flSab ,. fl.. fl1 lA1flfl 1O I WCTUa In rrdmw.,, rnw. '' 4-5-11 8-11-8 12-8-12 13-7-13 17-11-0 I 4-5-11 I 4-5-13 I 0-11-1 4-3-3 Scale = 128.8 4x4 = 51 4x6 2x411 354= LOADING(p91) SPACING- 2-0-0 CSI. OEFL in (los) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 021 Veit(LL) -028 7-10 '552 240 M120 2201195 TCDL 14.0 Lumber DOL 125 BC 012 Vemt(CT) -0.51 1-10 "300 180 BCLL 0.0 • Rep Stress mar NO WE 024 Horz(CT) 0.02 6 nfa nfa BCDL 10.0 Code 18C20151TP12014 Mat,ix-MSH Weight 61 lb FT20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 5-1143cc pudtns. SOT CHORD 2X4 OF No.20 BOT CHORD Rigid ceiling directly applied or 6-0-0or. bracing. WEBS 2X4 OF Stiid(Std G Mifek recommends that Stabilizers and required arose braang be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIs,ze) 1=54610-3-8 (min. 0-1-8), 5=22010-3-8 (mm. 0-1-8). 5=8620-5.8 (min. 0-1-8) Max Hosz136(LC 12) Max Upllftl-8(LC 8), 5=.6(LC 13), 5=-13(LC 9) Max Gzav1554LC 21), 5=382(LC 31), 5=862(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - NI forces 250 Ob) or less except when shown. TOP CHORD 1-17=-1055141, 2-17=.888161, 2-18=-55210. 3-18=-51016, 3-19=-529112, 4-19=-54610 SOT CHORD 1-14-531918, 7-14=-531918 WEBS 2-7=-5451111, 4-7=-121531, 4-5=-721155 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vidt110mph (3-second gust) Vasd81mph, TCDL8.0psf BCDL&0ps h20ft Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone and C-C Exterio(2) 0.04 to 344, lnteiiorl) 3-0-0 to 8-11-8, Exterior(2) 8-11-8 to 11-11-8, lntreior(1) 11-11-8 to 17-11-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 pet bottom chord live load nanconculTent with any other live loads. This buss has been designed for a We load of 20.opsf on the bottom shoal in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom shoal and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in aomrdance with the 2015 International Building Code section 23051 and referenced standard ANSIITPI 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. nonconcunent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber 1nareaae125, Plate 1ncrease125 Uniform Loads (pit) Vest 64-20, 6-11-30(1`-10), 1-3=48,34=48 Job Truss Truss Type (ay Ply Magnolia 1A 1(06 OUEENPOST 1 Job Reference (optional) niueinia inia,ismo LL%.. reins, I. Yzatu ten: 024U S USC b W15 mm: 0250 S USC S 5515 MileS Ifl5US1flSS Inc. ins Uei S 141UU suis race i lDiFl3tviothrEMVfP7?S5SJz7f4q-2YxwiGu9dNcZSQC5aWIdcZzaIK4wY4fdRaginOyX5Kn I 4-5-11 8-11-8 1248-12 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 CA 4d = 2x411 354 = 8-11-8 124-12 17-11-0 5-18 1 5-2-4 Plate Offsets MY)- 170-2-8.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (Icc) lldetl Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 IC 0.31 Vert(LL) -028 7-10 .552 240 MT20 2201195 TCOL 140 Lumber DOL 125 BC 0.72 Vert(CT) -0.51 7-I0 '300 180 BCLL 0.0 * Rep Stress bier NO WB 0.24 Hotz(CT) 0.02 6 nla 'ba BCOL 10.0 Code 18C201511P12014 Matrix-MSH Weight 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF N0.2 G TOP CHORD . 801 CHORD 294 OF N0.2 G 601 CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=5461044 (min. 0-1-8), 5-22010-3.8 (mm. 0-1.8). 6862I0-6.8 (min. 0-1-8) Max Horz136(LC 36) Max Upliftl-163(1.0 27). 5-115(LC 38), 6-59(LC 30) Max Gcev1563(LC 55), 5332(LC 59). 6=8624LC 1) Structural wood sheathing directly applied or 5-11-9oc puilins. Rigid ceiling dtreclly applied or 6-0-0 cc bracing- Welt recommends that Stabllizeis and required ooss braang be installed dining buss erection, in accordance with Stabilizer Installation guide FORCES. (lb) - Max. ComplMaL Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1103!460. 2-17=-9881344, 2-18-6441223, 3-18-510/160, 3-19-529144, 4-19-5461138, 5-20-3521284 BOT CHORD 1-14=-44111025. 7-14=-2481918, 8-16-251!349 WEBS 2-7=-5451145. 4-7=-1051531, 4-60-7211105 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vidtllomph (3-second gust) Vasd87niph; TCDL8.0ps 8CDL=5.0psf, h208 Cat II; Exp B; Enclosed; MWFRS . (envelope) gable end zone and CC Extedol(2) 04-0 to 3-0-0, lnteiior(1) 3-0-0 to 8-11-8. Exteiio,(2) 8-11-8 to 11-11-8, Interior(l) 11-11-8 to 17-I1-Ozone; cantilever left and right eagiosed ; end vertical left and right exposed;C-C for members and forces & MINERS for reactions shown; Lumber DOLI.60 plate grip 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. This buss has been designed for a live load 0120.09sf Ori the bottom chord in all areas where a rectangle 3-64) tall by 24-0 wide will fit between the bottom diced 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 2206.1 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, nonconcuwent with any other live loads. 8) This buss has been designed fora total drag load of 800 W. Lumber DOL(1.33) Plate grip 00L(133) Conned buss to resist drag loads along bottom chord from 0.0.0 to 17-11-0 for 44.7 pIt 9) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or bach (B). LOAD CASE(S) Standard I) Dead + Roof Live (balance4 Lumber lncrease1.25, Plate Inerease125 UniIonn Loads (pIt) Veit 6-8-20, 6.11.30(F10). 1-3-68, 34-68 • IJob 1TnJss ITruss Type MaW1alIalA 1.01 GABLE iQ" ryTj,.b 1 Reference (optional) I calirmila T,usirame LLC.. penis, c. WISJU Nun: 524U S USC S ann pnn1 5240 $ usc e ans isi.ex uncusmes IflC. Ins ua j 1z41:ul 201$ raqe 1 ID2F3c9vxxbiEMVtPflS5SJz7f4q-WlVJvcunOhlclsl?SfI41zGmVnjkXMGZRngEPFJqyX5Km 4-9-14 844 1241-2 17-6-0 I 4-9-14 3-11-2 3-11-2 4-9-14 Scale = 121.6 5x8 II 996 14 = 29 14 30 - 13 31 12 32 11 33 10 34 9 35 8 38 7 31 6 38 3x4= 454 = 4x4 6-3-14 11-2-2 . 11-6-0 I A-a-ia 4-104 6-3-14 Plate Offsets 0(Y)— '30-16.0-2-81 LOADING (psI) SPACING- 24-0 CSI. DEFL. in (Icc) Well L/d PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 0.14 Vert(LL) ala - ala 999 11120 2201195 TCDL 140 LuinberDOL 125 BC 0.19 Veit(CT) ala - ala 999 BCLL 0.0 .Rep Stress bier NO WB 0.01 Hoi74CT) 000 5 ala ala BCDL. 10.0 Code l5C2015tlP12014 Matilx-SH Weight 97 lb FT=20% LUMBER- BRACING- TOP CHORD 23(6 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc pudins. 601 CHORD 23(4 OF No2 0 601 CHORD Rigid ceiling directly applied or 64-0cc bracing. WEBS 21(4 OF Studtd 0 MITsh recommends that Stabilizers and required eross bracing be OTHERS 23(4 OF StudlStd 0 installed during truss erection in accordance with Stabilizer lnsta!alion nulde. REACTIONS. NI bearings 1745-0. (lb)- Max Horz1-35(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11, 13.9.7 except 1-128(LC 27), 5-131(LC 38), 8-178(LC 30), 12-183(LC 35) Max Gray All reactions 250 lb or lass at joint(s) except 1344(LC 65), 5344(LC 75), 8464(LC I), 12464(LC I), 10=219(LC 70), 11=270(LC 69), 13=258(LC 61), 14=321(LC 65), 9=210(LC 71), 7258(LC 73), 6321(LC 14) FORCES. (lb) - Max. Co,spfMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-25-3851347, 5-28-385/356 601 CHORD 1-29=-3391359, 5-38=3221352 WEBS 3-8=-2551167, 4-8=-375/103, 3-12=-2551173, 2-12=-3751103 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vtdtll0mph (3-second gust) Vasdalisph; TCDL51)psf BCDL=SApA h20ft Cat II; Exp 8; Enclosed, MWFRS (envelope) gable end zone and CC Extedo42) 04-0 to 3414), lnterlar(l) 344 to 844, Exterior2) 8-9-0 toll-04), lnterioi(1) 11-941 to 1743-0 zone; cantilever left and right exposed; end vertical left and right exposedC-C for members and fames & MWFRS for reactions shown; Lumber OOL=l 60 plate gap OOL1.60 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 ASISIITPI 1. Gable requires continuous bottom shoal bearing. Gable studs spaced at 144cc. This buss has been designed for a 10.0 psf bottom chord live load nonconcunsntwilh any other live loads. 7)This buss has been designed for a live load of 200psf on the bottom chord in all areas v/nate a rectangle 344 tall by 24-0 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 2308.1 and referenced standard ANSI!1P1 1. This buss has been designed far a moving concentrated load of 251)0th live located at all mid panels and at all panel points along the Bottom Chord, noncencurreni with any other live loads. This buss has been designed bra total drag load of 800 lb. Lumber DOL(1.33) Plate gap DOL(1.33) Connect truss to resist drag Ic along bottom shard from 044 to 4-0-0,13-6-0 to 17-6-0 for 1000 pIt. LOAD CASE(S) Standard job Truss Truss Type Uly Ply Magnctia IA 1.02 COMMON GIRDER 8 Job Reference (optional) '.aIffwiva liusilame ILL,., reins, I, 54f U NUfl 924118 LJeC 02019Jflfl1 9240 $ usc 9 2010 eiuies Inaus1nes InC. Hiu 00 3 12:4122; Pace 1 ID:ZFI3c9viothiEMVfP7?S5SJz7f4q-_x3h7yvP9_sioSalo?YCp_2wt.8o9flWwut9o,HyX5I0 3-10.4 4-5-1 13.0-15 174-0 3-10-4 Q4-1 4-3-15 I 4-3-15 4-5-1 Sccte128i 4x6 II 2r4 II = cxv = 4x4 = 4x4 = 3-10.4 66.6 10-1140 17-60 3-104 241-2 4-54 6.64 Plate Offsets (X,Y)— I4 -0-0,0-0-0l LOADING (pat) SPACING. 2-0-0 CSI. DEFL in (loo) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.21 Vert(LL) -0.12 7-15 '999 240 M120 220/195 ICOL 14.0 Lumber DCI. 1.25 BC 0.54 Veit(CT) -0.23 7-15 .898 180 ECU. 0.0 Rep Stress bier NO WB 0.15 Horz(CT) 0.05 6 n(a nia ECOL 10.0 Code 13C2015/TP12014 Mabix44SH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.2 G 301 CHORD WEBS 2X4 OF StudfStd 0 REACTIONS. (lb/size) 1=770/0-5-8 (nun. 0-1-8), 6=770/0-5-8 (nun. 0-1-8) Max Ho,z135(LC 12) Max Upllft1-10(LC 8), 6=-10(LC 9) FORCES. (Ib) - Max. ConJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1689/25, 2-16=-1631132.2-3=4613f", 3-17=-1415122, 4-17=-1370!38, 4-18=-1369/27, 5-18=-1417115, 5-19=-1614/51, 6-19=-1690/38 EDT CHORD 1-20=-3111558, 9-20=-3111558, 9-21=-3111558, 8-21=-3111558, 8-22=011100, 7-22=011100, 7-23=-2011559, 6-23=-2011559 WEBS 4-7=01498,5-7=441197, 4-8=-11495, 34=-385168 Structural wood sheathing directly applied or 444 cc puffins. Rigid ceiling directly applied or 1044 cc bracing. MiTek recommends that Stabilizers and reipered cuss bracing be trurtalied dining buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind; ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL8.0pst ECOLS.0psf; h--M% Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extesloi(2) 0-0-0 to 3-0-0, lntezio4l) 3-0-0 to 8-9-0. Exte1ior2) 844 to 11-9-0, lnterior1) 11.6-0 to 17.6-0 zone; cantilever left and right exposed; end vertical left and tight erqosedC-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL1,60 This buss has been designed for a 10.0 pat bottom chord live load nonconram'ent with any other live loads. This buss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 344 tall by 241-0 wide will fit betusen the boltom diced and any other members. 5)A plate rating reduction of 20% has been applied for the green lumbar members. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI!TPI 1. This truss has been designed for a moving concentrated load of 250.0th five located at all mid panels and at all panel points along the Bottom Chord, nonconcuwent with any other live loads. LOAD CASE(S) Standard Job Truss Tnas Type aty Ply Magnolia IA 103 COMMON GIRDER I Job Reference (optional) calirerna -Husi-lame u.c.. Iems, cA. axo,u Mull: U.ZW S LISC D ZuTh mm: 02Ws usc o Zulu miuex Inguames, IflC. mu um j 141:ua uiu mane 1 lD2Fl3MVtP7?S5Sz7f4q-S7d3Klw1wlZQc9mi3RLBb55Y8UcSo47XuMOjyX5Kk 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 = 128.2 . 4x6 II D=1000# = 47A = 4x4 = 6.6.6 10-11-10 17-6-0 I _ AAA I Plate Offsets (X,Y)— 13:0-0-0.0-0-01 LOADING(psf) SPACING- 24-0 CSI. DEFL. in (lc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 027 Veii(LL) -012 7-10 '999 240 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 Sc 055 Veji(CT) -024 7-10 .890 180 ECU. 0.0 .Rep Stress trier NO WE 0_15 Hor4CT) 0.05 5 Na Na BCOL 10.0 Code IBC2015ITPl2014 Matrix-lASH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD . SOT CHORD 294 OF No.2 G SOT CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 177010-5-8 (min. 0.14). 1701O-5-8 (mm. 0-1-8) Max Horz135(LC 44) Max Upruft1-188(LC 27), 5=-188(LC 30) FORCES. (Ib) - Max. CompiMax. Ten. -M forces 250 (Ib) or less except when shown. . TOP CHORD 1-14=-16901511, 2-14=-16141353, 2-15=-1417t254, 3-15-13691127, 3-16=-1369/152, 4-16=-14171232, 4-17=-16141329, 5-17=-16901504 SOT CHORD 1-18=-5711559, 18-19=-582i1559, 7-19=-58211559. 7-20=-48011216.6-20=-48011216, 6-21=-47711559. 5-21=47711599 WEBS 3-6=-271496, 4-6=-342I122. 3-7--231496, 2-7=-3421117 Structural wood sheathing directly applied or 4-8-i cc puilins Rigid ceiling directly applied or 0-8-Coo bracing. MiTch recommends that Stabilizers and required aces bracing be installed dunng buss erection, in accordance with Stabilizer Installation reside. NOTES- Unbalanced roof live loads have been considered for this design. Word: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL'9.0psf ECDL'9 0p5f; h205 Cat. II; Eigr B; Enclosed; MINERS . (envelope) gable end zone and C-C Extedoi(2) 04-0 to 3-0-0, Interior(l) 3-0-0 to 84-0, Exterior(2) 8-9-0 to 11-941, Inteiio1(1) 11-8-0 to 17-6-0 zone; cantilever left and light exposed; end vertical left and right exposed-,C4 for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonoonixsurent with any other live loads. 1 This buss has been designed for a live hod of 20.0psf on the bottom chord mall 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 2308.1 and referenced standard ANSVTPI 1. This buss has been designed for a mcvmg concentrated load of 250.0W lIve located at all mid panels and at all panel points along the Boltoni Chord, nonconcuirent with any other live loads. 8) This buss has been designed for a total drag load of 1000 lb. Lumber OOL=(1.33) Plate grip DOL=(133) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 500.0 pit. LOAD CASE(S) Standard . Job Truss Truss type Uty ly Magnolia IA NOI GABLE I Job Reference (optional) caiirmiia Inrar-larne LW, reins, CR. vzatu MW1: 524U S USC 0 apis r,urt 024U S USC S apis rejiex ,nausrnes, mc. mu Va a 1Z4EUJ arms rage 1 ID:1bJOp_sdczmZ.mvFKMLnuz6QGW-S7d3KlwlwLZQc9mi3RLBb4VYCjcOW47XuMOjyX5Kk 6-2-4 110-0 6-2-4 4-9-12 Scale = 121.8 • C. • 5x6 = [.:IiIi'J fl 23 8 24 7 25 0 28 5 454= 3d= 3x611 6-2-4 11-0-0 I 5-2-4 4-5-12 Plate Offsets ((Y)— 11:0-0-6.0-2-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (bc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.37 Veit(LL) We - Na 999 MT20 2201195 TCDL 140 Lumber DOt 1.25 BC 0.31 Vert(CT) Na - Na 999 BCLL 00 Rep Stress trier NO WE 0.42 Horz(CT) -0.01 6 Na Na BCOL 10.0 Code IBC2015I11PI2014 Ultrix-MSH Weight 66 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0Roo pudins. except SOT CHORD 2X4 OF No2 G end verticals. WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 644cc bracing. OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x4 OF Stud/Slid -G 330 Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. NI bearings 1144. (lb)- Max Hoizl=34(LC 11) Max Uplift NI uplift 100 lb or less at joint(s) 8 except 0=-578(LC 46), 0=.616(LC 35), 7.265(LC 60) Max Gray NI reactions 250 lb or less at jomt(s) 7 except 0=565(LC 35). 0=1076(LC 48), 0=421(LC 57) FORCES. (Ib) -Max CompiMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-237/355, 2-19=-273I655, 3-19=498(761, 3-20=4201788. 20-21=-7411952, 4-21-857I1043, 4-5-5351813 BOT CHORD 1-22=465/62, 1-23=-5911109, 8-23=-591284, 8-24=-591i294, 724.591I381, 7-25=.5911401.6-29=.6491478,6-26=-31&0343 WEBS 3-6=-8471515, 4-6=-10151794 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VulL=llomph (3-second gust) Vasd87mph; TCDL'60p5f BCDLS.opsf; h=20ft Cat II; Exp S. 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 Exterlor(2) 64-12 to 9-3-12 Interior(l) 9-3-12 to 10-1142 zone; cantilever left and sight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumbar DOL=1.60 plate grip DOL160 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 ANSl1TPI 1. Gable requires continuous bottom chord beaming. Gable studs spaced at 144 oc. This truss has been designed for a 10.0 pat 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 3-641 tail by 24)-0 wide will fit between the bottom droni 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 I. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconairrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(133) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chord from 04-0 to 114-0 for 723 pU LOAD CASE(S) Standard 0 Ll • LI Job ITniss ITruss Type Uty I NO2 I M5 a1 COMMON GIRDER lily I.Job 1 I Reference (optional) I alJrauJa TIUsiame LLU, penis, UK 075 iun: 524U S USC S W10 PnnC 0.24U S uec u ane iniex lnousmes, Inc. ThU oa , 1x4104 aiie Paqe 1 ID:1bJOp_sdczmZJTIvFlCMLnuz6QGW-xK8RXexghiQ2mk1KQaguP7E1yWUTvqDMBevw9yX5Kj 6-2-4 11-0-0 6-2-4 4-9-12 4*4 Scale = 122.5 308 294 11 0.0-8 6-2-4 114).0 0.8.5 5.1-12 4-5-12 Plate Offsets 0(Y)— "LE02e.0.0-OL 1*0-14.0-1-81.150-2 0.0.0-8J. 1&o-1-12.o-1-e' LO*DING(pst) SPACING- 2-0-0 CSI. DEFL in (lac) Udell Lid PLATES GRIP TCLL 200 Plate Cup DOL 125 IC 0.39 Veit(LL) -0.09 6-9 '999 240 M120 220I195 ICOL 140 Lumber 001. 1.25 BC 0.42 Veut(CT) -016 6-9 '818 180 ECU. 0.0 • Rep Stress lncr NO WE 0.16 Horz(CT) 0.03 1 nIa nlá BCDL 100 Code IBC2015ITPI2014 matrix-MSH Weight 50 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing iredty applied or 644 cc puulins, except . SOT CHORD 2X4DFNo2G end vei*icals. WEBS 2X4 OF StudfStd C SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. SLIDER Left 245 OF No2 -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) 14781044 (mbu. 0-1-8). 547810-3-8 (mm. 0-1-8) Max Hoiz136(LC 11) Max Upllftl-2(LC 12) Max Gravl5ll(LC 30), 5511(LC 33) FORCES. (Ib) - Max. CompJMax. Ten. - All farces 250 (II,) or less except when shown. TOP CHORD 1-2=-748120. 2-11=-504148, 3-11-495163, 3-12=-481162, I2-13=-498149, 4-13=-558147, 4.5.449ffØ SOT CHORD 1-14=-1021395, l-15=-291451, 8-15-28/451 WEBS 3641272, 4.6=-71414 NOTES- I) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10 VultllOmph (34econd gust) Vasd87mph TCDL6.0psf BCDL=5.0ps1 h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteulou(2) 0-1-8 to 3-1-8. Inteuiou(l) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Inteulou(1) 9-3-12 to 10-1142 zone; cantilever left and right exposed; end vertical left and iight exposed;C-C for membeus and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate gulp DOL1.60 This buss has been designed for a 10.0 psf bottom client live load nonconcunent with any other live loads. This truss has been designed fora live load of 20.0psf on the bottom chord In all areas where a rectangle 3.64 tag by 24.0 wide will lit between the bottom diuni and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber member.. This buss is designed in accordance with the 2015 lntemalional Building Code section 2308.1 and referenced standard ANSIITPI I. This buss has been designed fora moving concentrated load of 250.01b live located at all mid panels and stall panel points along the Bottom Chord, nonooncuizent with any other live loads. LOAD CASE(S) Standard . 0 Job TnJSS Tiuss Type Ply MagnoliLIA GIRDERIN03 COMMON Ic"y 1 Job Reference (optional) uwi; oiqu 5 Uvi vi gins r715 o.gqu vi USC vi AU10 lvii 1551115555155 Inc. mu U 4 149;41 3A g015 rays 1 ID:1bJOp_sdimZ.fl1vFKMLnuz6QGW-xKBRXexghiQ2mk1KóaguP7EhyWATweDMBevw9yX5lq 6-2.4 12-64 6-2-4 6-3-12 I 4x4 = Scale = 122.8 3x6 3x911 6-2.4 • 12-84 Hi SL-1-111 9LAAIJ Plate Offsets (XX)— (10-2-1 Z0441, 130-2-0.0-2-41. I5:E&ie,0-0-0I LOADJNGsf) SPACING- 2-0-0 CSI DEFL. in (lea) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC MI Vert(LL) -010 6-13 1999 240 M120 2201195 TCOL 14.0 Lumber DCL 125 BC 0.44 Vejt(CT) -017 6-13 '691 180 BCLL 0.0 • Rep Sfress Ivor NO WB 0.11 Horz(C1) 0.02 1 ala ala BCDL 10.0 Code IBC20151TP12014 Matnx-MSH Weightt 54 lb FT = 20% LUMBER- TOP CHORD 21(4 OF No.20 SOT CHORD 2X4 OF No2 0 WEBS 21(4 OF StudlStd 0 SLIDER Left 21(6 OF No2 -G 3-3-11, Right 2x5 OF No2 -G 3-5-0 REACTIONS. (Ibleizo) 1=56010-3-8 (mat. 0-1-8), 8=55011-114 (spgn 6-14) Max Horz1-35(LC 13) BRACING- TOP CHORD Stnzatural wood sheathing directly applied or 644cc putlins. 601 CHORD Rigid ceiling directly applied or 1044cc bracing. ItilTeic recommends that Stabllizom and required arose bracing be Installed dining buss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. -M farces 280 (Ii,) or less except when shown. TOP CHORD 1-2=-767I14, 2-15=-674I51, 3-15=683165,3-16:663163. 4-16=-671I48. 4-5=-820127 BOT CHORD 1-17=611474.1-18=01603.6-18=01603.6-19=01603. 5-19=01603,5-20=OJ803 WEBS 34=01383 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuitllOmph (3-second gust) Vasd=87mpli; TCDL8.0psl BCDL8.0ps1 h20ft Cat II; Eiq, B. Enclosed; MWFRS (envelope) gable end zone and C-C Extetioi2) 0-14 to 3-14, lnteiio(l) 3-14 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(l) 9-3-12 to 12-74 zone; cantilever left and tight exposed; end vertical left and tight exposedC-C for members and forces & f4WFRS for reactions shown; Lumber 00L1.60 plate gap 00L1.60 This buss has been designed for 310.0 psI bottom shard On load.noncmusnrent with any other live leads This buss has been designed fora rem load of 20.0ps1 on the bottoni shard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom shred and any other inenbeis. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 lntemalional Building Code section 2205.1 and referenced standard /lt4SIlTPl I. This buss has been designed for a moving concentrated load of 250.011, in hoisted at all mid panels and at all panel points along the Bottom Chord, noncoinreñt with any other We loads. LOAD CASE(S) Standard Job Truss Truss Type uty Ply Magneto IA N04 COMMON GIRDER 5 Job Reference (optional) calirama -inaviame LW., ref's. (A. lvZIU Null: a.zau a uvic a AnD 1mm eLeu S Dec S AnD lvii ICy invii'suam, ir. flU U .1 141US ,ivi rage 1 lD:1bJOp_sdczrnlmvFlCMLmiz6QGW-PWylSvEHI,JEu75vRcgPWLsUCNuNarNSSbyX5Ki 6-2.4 12.8-0 I 6-2-4 6-3-12 Scale = 122J Sac 8-2.4 12-6-0 6-1-12 0-6-8 6-3-12 Plate Olfeets (X,Y)— 110-2-12.0-0-41. I30-2-0.0-2-41, 15:Edge,0-0-01 LOAOINGsf) SPACING- 24-0 CSI. OEFL. in (loo) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.41 Veit(LL) -0.10 6-13 '509 240 MT20 2201195 ICOL 14.0 Lumber DOL 1.25 BC 0.44 Veit(CT) -0.17 6-13 "905 180 BCLL 00 Rep Stress mar NO WB 0.11 Hoiz(CT) 002 1 ma ofa BCDL 100 Code I8C2015ITP12014 A&&k-MSH Weight 54 lb rr = 20% S LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD . 601 CHORD 2X4 OF No.20 501 CHORD WEBS 2X4 OF StudlStd 0 SLIDER Left 2x6 OF No.2 -G 3-3-I1, Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (Mize) 155010-3-8 (min. 0-1-8), 5455010-5-8 (mm. 0-1-8) Max Ho,zl=-35(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - M forces 250 (lb) or less except when shovel. TOP CHORD 1-2=-761113, 2-154-614151,3-15=453165,3-18=463164, 4-16=-671i48, 4-5=448/18 SOT CHORD 1-17=-81/474, 1-18=01803,6-18=01603,6-19=01603,5-19=0!603, 5-20=-771509 WEBS 3.6=01382 Structural wood sheathing directly applied or 6-0-00c puilins. Rigid ceiling directly applied or 1O-0-00c bracing. MiTch recommends that Stabilizers and required cross bracing be installed dining buss erection, in accordance with Stabilizer Installation gnddx. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vullllomph (3-second gust) Vasd87mph; TCDL8.0psl BCOLS.0psl h20ft Cat. II; Exp B; Endcsed; MWFRS (envelope) gable end zone and C-C Extelbj(2) 0-1-8 to 3-1-8, lntejlor(1) 3-1-8 to 6-3-12, Eateiiar(2) 6-3-12 to 9-3-12, lnlefiar(1) 9-3-12 to 12-7-8 zone; cantilever left and fight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate gap DOL=i.60 S 3) This buss has been designed for a 10.0 psf bottom chord live load nonconianrent with any other live loads. This truss has been designed for a live load of 200p5f on the bottom chord in all areas where a rectangle 344 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 ANSVTP1 I. This buss has been designed for a moving concentrated load of 250.01b five located at all mid panels and at all panel points along the Bottom Chord, noncencuirent with any other live loads. LOAD CASE(S) Standard S Job Truss Truss Type uty iy Magnolia IA N05 COMMON GIRDER 1 Job Reference (optional) Lamm= I,ul-ran1e LLL.. rein,, L.% wz2fu Null; D'W 11 L1C 11 u10 rnni; o.eu L111 11 £1110 IVUleA IflUUU1, nig. • flu u ., 1 ;qr.uu 2111 ran, i ID:1bJOp_sdczmZmvFKMthuz6QGW-PiMpllSvEHfvJEu75vRcgPdLsWCNsNaiNSSbyx5Ki 4x4 = Scale 3x8 1l 3d1l 8-3-12 12-74 6-342 6-3-12 Plate Offsets MY)— '1:Ede.0-0-01. 130-2-0.0-2-41. 15EdI1.00.01 LOADING(psf) SPACING- 2100 CSI. DEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip 001. 125 IC 0.40 Veit(LL) -0.10 6-9 1999 240 MT2O 220/195 TCDL 140 Lumber OOL 125 BC 0.44 Vert(CT) -0.16 6-9 '936 180 BCLL 0.0 • Rep Stress Ina NO WB 0.11 Horz(CT) 0.02 1 nla nla BCDL 100 Code IBC20151TPI2014 Matrix-MSH Weight 55 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF NO2 G TOP CHORD SOT CHORD 2X4 OF NO2 G SOT CHORD WEBS 2X4 OF StudlStd G SLIDER Left 2x6 OF No2 -G 3-5.0. Right 2x6 OF NO2 -G 3-5-0 REACTIONS. (lb/size) 1=55605-8 (min. 0-18), 8=55610-5-8 (nun. 0-1-8) Max Hoizl35(LC 12) FORCES (Tb) - Max. CcrnpJMax. Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 1-2=.847118, 2-19=687148, 3-15=479164, 3-16=-679I64, 4-16=487148, 4-5=-847Il8 BOT CHORD 1l7=.83/5l5, 1-18=0/617,6-18=0/617,6-19=01817, 5-19=0/617, 5-20=-76/5l5 WEBS 34=01388 Structural wood sheathing directly applied or 6.0.0 oc pwlhns. Rigid ceiling directly applied or 10.0-0oc bracing. MiTsh recommends that Stabilizers and required aces braeing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES- Unbalanced roof five loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TC0L8.Opsl BCDLS.opsf; h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 3.0.0, hntenoi(1) 3-0-0 to 6-3-12, Exterior(2) 6-3-12 to 94-12, lntelioi(l) 9-3-12 to 12-7-8 zone; cantilever left and light exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate gap OOL1.€0 0 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcuirent with any other rive loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 204 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 ANSIITP1 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, nonconciiirent with any other live loads. LOAD CASE(S) Standard is Job ITrtj5S inas Type I Maictla1A i(yIRy I ND8 1 ii 71 -Job Reference (op,tionafl CaliramlaTlUSwalne tiC.. Penis, CA, 92310 Run: 8.2408 Dec 62018 Punt 8.2409 Dec 62018 MITIC Inousmes, Iflc. 11IU 00 31241082019 P8981 ID:lbJOp_sdczrnLmvFKMLnuz6QGW-tiJCyKywODM8H3uQSrc8zqDd1lENxqSWpV70_2yX5xh 6-3-12 12-7-8 6-3-12 6-3-12 5x6 = Scale = 122.5 . D=800# 1i 17 10 18 9 19 8 20 7 21 62225 5 24 4 25 494 = 2K4 11 6-3-12 • 6-3-12 • LOAOING(psf) SPACING- 24-0 CSI. OEFL in (be) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Veit(LL) nia - nfa 999 MT20 220/195 ICOL 14.0 LismberDOL 125 BC 027 Veit(CT) nib - nfa 999 BCLL 0.0 Rep Sb'ess Inor NO WE 009 Hoiz(CT) 0.00 3 nib n/a BCDL 10,0 Code lSC201TPI2014 Mathx-SH . Weight 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.20 TOP CHORD Structural wood sheathing directly applied or 6-0-0cc puilins. 601 CHORD 2X4 OF No.2 G 601 CHORD . Rigid ceiling directly applied or 6-0-Coo bracing. • WEBS 2X4 OF StudfSld 0 MiTelc recommends that Stabilizers and required cress bracing be OTHERS 2X4 OF SIUd/Std 0 installed during buss erection. in accordance with Stabilizer Installation guide. REACTIONS. NI bearings 12-7-8. (ib) - Max Hotz1-38(LC 29) Max Uplift NI uplift 100 lb or less at joint(s) 7,9,10,5,4 except 1-250(LC 27), 3=-191(LC 30) Max Gray NI reactions 250 lb or less at joint(s) 9,5 except 1340(LC 55), 3340(LC 63), 7431(LC 59), a=285(LC 58), 10=339(LC 55), 6=285(LC 60), 4=339(LC 62) • FORCES. (Iii) - Max. CompiMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5891552, 2-3=438/383 601 CHORD 1-17=4671501.10-17=W2066, 1049P--23&271,7-21=-2171262,6-21-297= 6-22=-3111345, 22-23-3331368, 5-23=43331388, 5-24=-333/368, 4-24-333/358, 4-2544331368, 3-25=-3331368 WEBS 2-7=-3811114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOrnph (3-second gust) Vasd81mph; TCDL8,0psf BCDL8.opsf tveM% Cat. II; Ei B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified banding designer as per ANSllTP1 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. This buss has been designed for a 10.0 psf bottom chord live load nonconoinrent with any other live loads. 7)Thls truss has been designed fore live load of 20.opaf on the bottom chord in all areas where a rectangle 3-641 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 axordanoe with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This flues 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, nonoonoinYent with any other We loads. Ii) This flues has been designed fora total drag load of 800 lb. Lumber DOL=(1.33) Plate grip OOL=(133) Connect tress to resist drag loads along bottom chord from 0-0-0 to 84-0 for 100.0 pIt. 0 Job Truss Truss Type Qty Ply MAGNOUA lB GOI GABLE 1 Job Reference (optional) (optional)) rems, -- 31U M. 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 44-0 6-1-4 Scale = 1:485 5x8 = 58 25 59 24 60 23 61 fl 62 21 63 20 64 19 65 18 MWI 1615 68 14 69 13 70 12 71 11 12 10 73 9 14 8 75 3x10= 3x4 = 3x10 10-54 19-10-12 30-4-0 I 1ft4 9-54 1044 Plate Offsets 0(Y)— 120-0-00-0-0L 130-0-00-0-0L 11311 " 00-1-81. 1200-2-0.0-141 - LOAOING(pst) SPACING- 2-0-0 CSI. DEFL. in (icc) Wall Lid PLATES GRIP TCU. 200 Plate Clip DOL 125 TIC 0.15 Vei1(LL) nla - nla 999 MT20 2201195 TCOL 14.0 Lumber DCL 125 BC 0.18 Veit(CT) nfa - cia 999 BOLL 0.0 Rep Stress ma YES WE 0.41 Hciz(CT) 0.01 7 nla nla ECOL 10.0 Cede IBC2015ffPl2014 Mat,Ix-SH Weight 213 lb FT = 20% LUMBER- BRACING. TOP CHORD 20 OF No2 G TOP CHORD Structural wood stieathing directly applied or 6-0-0cc puffins. 801 CHORD 2X4 OF No2 G SOT CHORD Rigid ceiling dbactiy applied or 64-0cc biasing. Except WEBS 2X4 OF StudfStd C 104-0cc bracing: 20-21.12-13. OTHERS 2X4 OF Stiad15td G MTek recixmnends that Stabilizers and required cross bssthig be istaIled duling buss erection, in accordance with Stabilizer Installation gitide. REACTIONS. M beatings 30-4-0. (Ib)- Max Horz1-62(LC 46) Max Uplift Nl uplift loolborlessatjoint(s)17, 18,21,22,15,12,11 excep11-191(LC21),7-200(LC3S), 13=-382(LC 30), 20=-392(LC 35), 24=-101(LC 55), 9=-101(LC 72) Max Cmv All reactions 250 lb or less at joint(s) 24,9 except 1311(LC 73), 7371(LC 91), 13815(LC 1), 20=815(LC 1), 11278(LC 82), 18=273(LC 81), 19285(LC 80), 21=283(LC 78), 22=273(LC 71), 23-265(LC 76), 25=334(LC 74), 15=273(LC 83). 14=285(LC 84).12=2113&C 86), 11=273(LC 87), 10=285(LC 88), 8=334(LC 90) FORCES. (Ib) - Max. Ccn,JMax. Ten. - *1 forces 250 (Ib) or less except when shovei. TOP CHORD 1-54=6541531. 2-54=480r383. 2-8=-2941351, 4-584-2281311.4-584-1951311, S-6-2620351.6-67-4=411.7-57--65654S SOT CHORD 1-58=-5261599, 25-58=4031510,25-59=3731431, 24-59=-349406,24490-311842169, 23-60=-2821345, 23-61=-25B314, 22-61=-2261271, 22-62=-1951252, 20-64=-2740299, 13-69=-274M!01,11-711=-116&M, 11-72=4971217. 110-72-22134114,10-73-2341345, 9-73--269)369.9-74==406.6-74=-3441437, 8-15=-3751510, 7-75=491I569 WEBS 4-13=4831354, 5-13=-337I101, 6-13=-5261164, 4-20=4831362,3-20=3361102, 2-20-5251164 NOTES- I) Unbalanced rod live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCOL6.0psf 6COL8.0p8t h=M Cat II; Esp S. Endosed; MWFRS (envelope) gable end zone and C-C Extetior(2) 0-0.0 to 3-0-0, Interior(1) 3-"to 15-20. Exteiioi2) 15-2-0 to 18-2-0, Interior(l) 16-2-0 to 3044 zone; cantilever left and light exposed ; end vertical left and tight exposedCC for membeis and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap D01:1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (nomial 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 beating. Gable studs spaced at 1-4-0 cc. This buss has been designed for a 100 psI bottom chord live load nonocnanrent 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 tail 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 buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPl 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, nonoonoinrent With any other live loads. Continued on page 2 1JOb truss Truss Type uty Ply MAGNOLIA Is GOI GABLE I Job Reference (oglional) uaiuva urusj-,ame u.% rems IA. ui.wu Nun: 525115 USC S W15 rnim 525115 USC S W15 1111 ISA INu51lIlE5 ISC. 11W U J IS21 21115 raqe 2 lD2Fl3ocbiEMVfP7?S5SJz7f4q4Hipythdt86ZeVWa_il.Z1lv3UqPvkQNRRRcEoLiy15JO NOTES- 11) This buss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3044 for 46.2 plf. LOAD CASE(S) Standard S L] S 0 • 0 El LOADING (ps9 SPACING- 2-0-0 TCU. 20.0 Plate Grip DOL. 125 TCDL 14.0 Lumber DCL 125 BCLL 0.0 • Rep Stress bier NO BCDL 10.0 Code lBC20150TP12014 LUMBER- TOP CHORD 2X4 OF No2 G . SOT CHORD 2X4 OF Nd G WEBS 2X4 OF StudlStd G WEDGE Left 2x4 OF StudfStd -G, Right 2x4 OF Stud/Std -C i• Job Truss Truss Type My MAGNOLIA 16 G02 COMMON 1Qty 10 Job Reference (optional) S flflIdIU5 LW rslfls, l. SCJIU IWI D.0 5 USC S 411* MM *.0 S USC S 411* 1111155 IflUIlSUiSS Inc. i flu u ) 14* 4115 P'SiiU 1 lD2FI3c9vxxbrEMV1P7?S5SJz7f4q-TUGBAMyMvPhWg9F35MI6caqp4V9qmagG_Mliy5JP 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 = 1:49i 4x6 = 354= 2x411 4x8 = 456 = 4)8= 458= CSI. DEFL in (Icc) Udell L/d PLATES GRIP IC 0.45 Vert(LL) -0.43 8-17 -Al" 240 M120 220/195 BC 0.85 Veit(C1) -0.78 8-17 "305 180 WE 0.41 Horz(CT) 0.02 7 We nla Mablx-MSI-1 Weight 129 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied cr47-icc puifuis. EDT CHORD Rigid ceiling directly applied or 6-" cc bracing. WEBS 1 Row at midpt 4-10 MITeIc recommends that Stabilizers and required cross brsdng be Installed during trues erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIsrze) 19=167915-5-8 (mm. 0-1-13), 131715-5-8 (min. 0-14), 7=77310-3-8 (min. 0-I-8) Max Ho.z160(LC 18) Max Upllftl9=.18(LC 8), 1=-14(LC 12), 7-25(LC 9) Max Grav101679(LC 1). 1428(LC 33), 7173(LC I) FORCES. (lb) - Max. ConipJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-18=43911127,248=46259, 2-3=.131558. 3-19=0/500,4-19=01564. 4-20=-1024/87, 5-20=-1076/71, 54=-1076139, 6-21=-1500I91. 7-21=-1528175 BOT CHORD 1-22=491311, 1-23=-52l350, I 1-23=-52l350. 11-24=-52050. 24-25=-52/350, 10-28=-520S0, 10-26=01305,28-27=0/305,9-27/306,9-28=O/305,8-28=01305, 8-29=-42/1424. 7-29=42/1424. 7-30=-251583 WEBS 4-8=-2111002. 5.8=310191, 6-8=-508l98, 4-10=-1188143,3-10-311190.2-10=-757176. 2-11=01376 L NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llornph (3-second gust) Vasd87mph; TCOL50psI BCDLS0psf; h205 Cat. II; Erq, B. Enclosed; MWFRS (envelope) gable end zone and CC Extedor(2) 0.04 to 344, lnterlor(1) 3-0-0 to 15-2.0, Exterior(2) 15-2-0 to 18-2-0. hnterioi1) 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 shover; Lumber DOL1.60 plate grip OOL1.00 This buss has been designed for a 10.0 psf bottom dieni live load nonconcunentwth any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord mall areas where a rectangle 36-0 tall by 24-0 wide will fit between the bottom chord and any other members, with BCDL = 100pst 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 2205.1 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, noncencunent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fern! (F) or basic (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnaease1.25, Plate lnaea58125 Uniform Loads (p1t) Vest 1-4-68, 4-7--68, 12-25=-30(F=-10), 15-28=-20 Job Truss Truss Type uty Ply MAGNOLIA 10 003 COMMON 1 Job Reference (optional) I IU0l10J110 rem,. l. 001u IwJ; O.#W C 11CC 0 £1110 rflm osqu C 11CC 0 £1110 IyUIeJ1ICCU5UICC, InC. i flu ,j ., 1L:es, £1110 reqe 1 ID2FI3EMVP77S5SJz7f4q-xgqaNpMkqkNpmthsK9m9DR5uHBkvwjvPkyX5JO 6-1-4 10.5-4 15-2-0 19-10-12 24-1-8 30-1-0 6-14 44-0 l 4-8-12 4-8-12 4-2-12 5-11-8 Scale = 1:488 fl 454 II . 354= 2x411 4x8 430 418 5x6 316 11 358 II 6-1-4 10-54 19-10-12 • 30-1-0 a-i-a 444) 9-S-a 10-2-4 Plate Offsets (XX)— 0-2-3.09e1. 11:0-0-0.0-1-11.140-2 0.0-1-121. 170-341.Edgr' 17-0-0-0.0-2-11, 18:0-2-8.0-24CL 110:0-2-0.0-2-01 LOADING (PSI) SPACING- 2411-0 CSL • DEFL in (be) Udell L/d PLATES GRIP TCLL 200 Plate Grip OOL 125 IC 0:42 Veit(LL) -0.42 8-10 '561 240 MT20 2201195 TCOL 140 Lumber DOL 125 BC 0.83 Vert(CT) -070 8-17 2339 180 BCLL 0.0 Rep Stress Incir NO WS 040 Horz(CT) 0.02 7 n/a nia BCOL 10.0 Code 18C201511P12014 Matlix-MSH Weight 129 lb FT = 20% LUMBER- BRACING- . 601 CHORD 2X4 OF No2 G TOP CHORD 2X4 OF No2 G WEBS 2X4 OF StudfStd G .TOP CHORD Shuctural wood sheathing dsreedy applied or 4-10-9 cc puiluls. WEBS l Raw atmidpt 4-10 601 CHORD Rigid ceiling directly applied or 6.00or. bracing. WEDGE Milek recommends that Stabilizers and required cross bracing be Left 2x4 OF Stud/Std -G. Right 2x4 OF StudlStd -G installed dining buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1661/9-5.8 (mm. 0-142), 132(0-5.8 (mm. 0-1-6). 7764/Mechanieal Max HoJz162(LC 12) Max Upliftl0=-20(LC 8), 1-11(LC 12), 7-23(LC 9) Max Grav10=1661(LC 1), 1=432(LC 33), 7764(LC I) FORCES. (Ib) - Max. CompfMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-404116. 2-18=475/45. 2-3=-21i541. 3-19=0/482. 4-19=015t6, 4-204-1004/83. 5-20=4057166. S.6=-105304, 6-21=-1434/86. 7-21-1479169 601 CHORD 1-22-471315.1-23=461M. 11-23=.461353, 11-24-46/363. 24-28=-46!363, 10-29=46/363.10-264/304.28-27=0/304. 9.27=0/304.926=0/304.8-28=01304. 8-29=3811360, 7-29=-38i1360, 7-30=-25/554 WEBS 4-8=-261977. 5-8=-322/97, 6-8=455/96,4-104-1160/47, 3-10=-311190. 2-104-753177, 2-11=0/375 NOTES- Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; 1CDL6.0psl BCDL=8.0psl h=205 Cat. II; Emp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenoi(2) 0-00 to 3-0-0, lnte,lo4l) 3.0-0 to 15-2-0, Exterior(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 to 30-1-Ozone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip OOL=1.60 ThIs buss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. • This buss has been designed for a live load of 200p9f on the bottom chord in all areas where a rectangle 3-6-0 tag by 24-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0pat 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 23061 and referenced standard ANSI!PI 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. nonconcuirent with any other live loads. In (he LOAD CASE(S) section, loads applied to the face of the buss are noted as from: (F) or bade (B). LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber 1ncrease125, Plate Inorease125 Uniform Loads (pit) Vest 1-4---0.4-7=-68,12-25---30(F-10). 15-25=-20 . Job Truss Truss Type uty Ply MAGNOLIA 18 G04 I GABLE I 1 i l Job Reference (optional) caurema inisJ-,ame LLc.• rsins. u& wzotu NUfl S.241i s usc s xuis K= 524u S USC U xcis MuSS inausines ire. mu ou a izox xuis aqe 1 lZR3c9EMV7?S5z7f4q.xaNiz.gjpMkqkfipmthlK9oiOSDuHCkvwjvPkyX5JO 6-2-8 10-5-4 15-2-0 19 -8- -10-12 24-14 30-1-0 6-2-8 4-2-12 4-8-12 412 4-2-12 5-11-8 Scale = 1:49.1 4x4 II ; I 4x8 4x8 - 24 25 11 26 10 438 5x8= 4x6 = 10-5.4 19-10-12 30-1-0 10-54 9-5-4 10-24 Plate Offsets 0(Y)— 11044.0-1431,120-6-7.0-2-4L [4'0-2 -0,0-1421.(7:0 -O-0.0-2-j. 17:04-3,Edael. [8'&2-SA-2,0j,[1013.2-8. ,0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Gñp DOL 125 IC 031 Vert(LL) -0.44 8-10 '530 240 M120 2201195 TCOL 14.0 Lumber OOL 1.25 BC 0.75 Veit(CT) -070 8-19 "335 180 BCLL 0.0 • Rep Stress liter YES WB 040 Hoff(CI) 0.01 7 nfa nfa BCDL 10.0 Code I8C20l5ITP12014 Maluix-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-il ac pudins. SOT CHORD 2X4 OF No2 G BOT CHORD Rigid ceiling directly applied or 6-0-0or. bracing. WEBS 2X4 OF StudStd G WEBS 1 Row at midpt 4-10 OTHERS 2X4 OF StudlStd G IMiTak recommends that Stabilizers and required cross bracing be WEDGE I installed dining buss erection, in accordance with Stabilizer Right 2s4 OF Stud/Std -G I installation REACTIONS. NI bearings 104-0 except (It=length) 7--Mechanical. Øb)- Max Horz152(LC 12) Max Uplift Nlupliftioolbor less atjobit(s)l, 10,7 Max Gray NJ reactions 250 lb or less at joint(s) I except 1322(LC 33), 19=1564(LC 1), 7762(LC 1), 11377(LC 35) FORCES. (II,) - Max. CompJMax. Ten. -NI forces 250 (Ib) or less except when shown. TOP CHORD 2-34-391551,3-21=01451.4-21=01549. 4-22=-995119, 5-22=-1050163, 5-6=-1048131, 6-234-1428182.7-234-1473166 SOT CHORD 10-21=0l298,27-28=0!298,9-28=0l298,9-29=01298,8-29=01298, B-30=-3511354, 7-30=35113U,7-31-241M WEBS 44=-281974, 54=-323197, 6-6=456198, 4-10=-1151155, 3-10=-336193, 2-10=472(126 NOTES- Unbalanced roof live loads have been considered for this design. Ward: ASCE 7-10 Vrdtllomph (3-second gust) Vasd87mph; TCOL60pst 6CDL6.0p5f; h208, Cat II; Eiq, B; Enclosed; MINERS (envelope) gable end zone and CC Extedor(2) 00-0 to 30-0, lntenor(l) 3-0-0 to 15-2-0, Exterior(2) 15-2-0 to 18-2-0, lntedo41) 18-2-Ole 30-1-0 zone; cantilever left and right exposed; end vertical left and nghtexposedC-C for members and forces & MINERS for reactions shown; Lumber 00L1 60 plate gulp OOL1.60 Truss designed for wind loads in the plane of the buss only. For stride exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIIPl 1. Gable studs spaced at 1-4-0 oc. 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 20J)psf 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. 81 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 M4SIITPI 1. This truss has been designed for a moving ociroenbeted load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loath. LOAD CASE(S) Standard fl Job hiss Truss Type uiy Fly MAGNOLIA IS G05 COMMON 3 - Job Reference (optional) I .IurIdm LLt.., rnl,, . J1U ,%uJT; OU I= U £U1D milL O.4U U UUL U U1D IVUICil IJIUU5WC5, Inc. mu VUI 4 144U I1U IU 1 IDiFl3c9vxxhEMVtP7?S5SJz7f4qsNyb2zcRIxDM_JZNU7qNXhuUcoPdcEt7aTSxAylLN 7-3-4 12-0-0 164-12 20-11-8 26-11-0 7-34 4-8-12 44-12 4-2-12 5-11-8 Scale U 1:44.0 3x4 II 438 = sxs we- 458 = 558 = 31911 7-3.4 16.8-12 2641-0 7-1.4 a-a-a 10-24 Plate Offsets 0(Y)- fto-300-1481. 10:0.0-0.0-2-I1. 16:04 Edoel. I70-2-8.0-2-OL '10:0-2-0.0O-12l LOADING(p51) SPACING- 2-0-0 CSL DEFL in (Icc) Well Lid PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 057 Veit(LL) -0A4 7-9 "533 240 M120 2201195 TCDL 14.0 LwnberOOL 125 BC 0.76 Veit(CT) -071 7-13 '331 180 BCU. 0.0 • Rep Stress hncr YES WE 092 Hoiz(Cfl 0.02 6 nla nfa BCDL 10.0 Code 13C20151TP12014 Mabuir-MSH Weight 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF 8102 G TOP CHORD 901 CHORD 2X4 OF No2 G WEBS 2X4 OF SludlStd G EDT CHORD OTHERS 2X4 OF StudfStd G WEDGE Right 2vA OF StudlStd -G REACTIONS. (l1ssZe) 10=7010-3-8 (mu. 0-1-8), 9=151710-5-8 (miii. 0-1-10). 9=76WMedianhiral Max Korzl0=40(LC17) Max Uptlftl8=-50(LC 2). 9=41(LC 8), 6=-20(LC 9) Max Grav10=293(LC 31), 9=1517(LC 1) 5=76E(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -M forces 250 (Ib) or less except When shown. TOP CHORD 114=491381, 2.14=21i463, 215=W356,315=01421. 3-19=1010176,4-19=1071159, 4-5=4054121, 5.171444ff8, 6-17=-1489I61 BOT CHORD 9-19=01314,8-19=01314.8-20=01314,7-20=01314.7-21=3111310, 6-2131il310, 6-22=-231551 WEBS 3-7=-321914. 47=326I98, 5-7=450198, 39=1030154. 2-9=4171132. 1-9=-493155 Structure! wood Sheathing directly applied cr410.4 cc puituns and veillcals. Rigid ceiling directly applied or 9-7-14 o: bracing. MTek recommends that Stabhbzera and required cross bracing be installed dining truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind; ABCS 7-10; VnbllOmph (3-second gust) Vasd=87nh; TC0La8.0psl BCDL8.0p5f h200 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteaol(2) 3-3-12 to 8-3-12, Inteiloi(l) 6-3-12 to 15-2-0. Exteflor(2) 15-2-0 to 18-2-0. Interior(1) 18-2-0 1030-1-0 zone; cantilever left and fight exposed; end vertical left and I1Ø1It exposed;C-C for membais and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate gap OOL1.60 This buss has been designed for a 10.0 pelf bottom chord live load nonconcwzent with any other live loads. • This buss has been designed bra live load of 20.0pof on the bottom chord in all areas where a rectangle 34.0 tall by 2411-0 wide will fit between the bottom dieid and any other members, with BCOL = 10.0psL 5)A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSWTPI 1. This buss has been designed for a moving concentrated load of 250.0th live bested at all mid panels and at all panel points along the Bottom Chord, noncononrent with any other Five loads. LOAD CASE(S) Standard. Job Truss Truss Type Ply MAGNOLIA lB GOB JQW COMMON 1 Job Reference (optional) (aflTonhJaTIu5Irame LLc.. Peifla, CA. 92510 I(un: 82405 USC B W1U Pflflt 8240 S USC B ZMB Mifex IflSU5Tfle5 Inc. 11U Oct 3 124Z0 2019 POO 1 ID2FI3EMVtP1?S5SJz7t4q-PsNyb2zcR1xDM_JNU7qNXhlkcoPdcEt7aTSxAyX5JN 7-3-4 12-0-0 16-8-12 20-11-82-12 28-11-0 I 73.4 ' 4-8-12 4-8-12 4- 5-11-8 Scale = 1,43.9 4x4 = 3x5 If 430 = 4*8 = 4*8 If 7-3.4 164-12 26-11-0 7-24 4.s.a 18-24 Plate Offsets (X,Y)— 10-3-O.04-811 (60-0-5.0-7-151.16.0-" -3.0-0-81. lfto-2-8,0.O-12L 17.0-2-8,0-2-01.110.0-3.0,0-0-121 LOADING (psi) SPACING- 2411-0 CSI. DEFL. in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.62 Veit(LL) -0.44 7-9 "533 240 MT20 220/105 ICOL 14.0 Lumber DOL 125 BC 0.76 Veil(CT) -071 7-13 .331 180 BCLL 0.0 * Rep Stress Incr YES WB 092 Hoiz(CT) 0.03 6 nla n/a BCDL 10.0 Code 13C201511P12014 Matrix-MSH Weight 122 lb FT20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 294 OF No2 0 WEBS 2X4 OF StudfStd 0 SOT CHORD OTHERS 2X4 OF Stud/Sal G WEBS WEDGE Right 2x4 OF Stud/Sal -G REACTIONS. (I19size) 10=7010-3-8 (mm. 0-1-8), 9=1517/0-5-8 (min. 0-1-10), 8=768/Methanissl Max Hoizl0=-60(LC46) Max Upllftl0=-451(LC 35), 9=-92(LC 28), 8=-463(LC 30) Max Gravl0=507(LC 46), 9=1517(LC 1), 8=866(LC 47) FORCES. ((b) - Max. CompJMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 1-14=-929/1 104,2-14=674/860, 2-15=-287/471, 3-15=-1321427, 3-16=-10161231, 4-16--11651474,4-5--14771763, 5-17=-1808/1024. 6-17=-2107/1 192, i-10=-4441482 BOT CHORD 10-18=-2861316, 9-18=4591685, 9-19=-290/526, 8-19=01314,8-20=01314, 7-20=-3761612, 7-21-712i1564, 6-21=-1014/1953, 6-22=-397/740 WEBS 3-7--79)974.4-7-3261124, 5-7=4561195, 3-9-10311(163.2-9=477/137. 1-9=-1179/905 - Structural wood sheathing directly applied or 4-141 oc pwllns, except and veilicals. Rigid ceiling directly applied or 6-0-Coo bracing. l Raw atmidpt 1-9 161E6 recommends that Stabhzera and required aces bracing be installed dining buss erection, in accordance with Stabilizer lnatafon m. 0 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ItSCE 7-11k Vultll0mph (3-second gust) Va5487mph; TCOLt0psf SCDL=SApA h== Cat II; Emp B; Endosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 3-3-12 to 6-3-12, Interior(1) 6-3-12 to 15-2-0, Extellor(2) 15-2-0 to 18-2-0, Interior(1) 18-2-0 to 30-1-0 zone; cantilever left and iightexposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1 .00 plate grip DOL=1.60 This truss has been designed fore 10_0 psf 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 3-6411 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = lOOpsf. 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 25001b live located at all mid panels and at all panel points along the Bottom Chord. nonccncunent with any other live loads. This buss has been designed fora total drag load of 2200 lb. Lumber DOL(i 33) Plate grip 00L(1.33) Connect buss to resist drag Ic along bottom chord from 0.0-0 to 26-11-0 for SI 1 pIt LOAD CASE(S) Standard Job TrUSS Truss Type MAGNOLIA 18 G07 COMMON ItIty 1 11`11, Job Reference (optional) ialgomla TfljSllame LLC., Penis, cp.. 52510 MUll: 5240 $ um s sole Pnnl: 5.2405 uec S 2515 Ivurex uncusmes, ulC. TM oa a izz:,i 21119 Pane 1 102 l3c9vlodsMVfP1?S5SJz7f4qi3xKoO_ECK34JulxSe3is4E1v06vM5Y1MEC0Ucy)(5JM 4-11-8 94-4 13-11.0 19-10-8 4-11-8 448-12 4-2-12 5-11-8 is 400 11Y 4x8 = Scale = 133.9 4x4 = 420 = 5x8 0-2-12 9-84 19-104 0-2-12 5-5-8 I 10-2-4 Plate OffSets 0(Y)— 1507-1,0-0-51150-0-8,0-0-31. 16:0-2 -8,0-2-0L170 -1-8.O-1-121 LOADING(psf) SPACING- 2.0411 CSI. DEFL in (Icc) Ildeff lid PLATES GRIP TCU,. 20.0 Plate Grip DOL 125 IC 0.66 Veit(LL) -0.53 6-7 2444 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.215 BC 0.80 Vert(CT) -0.91 6-7 '259 180 BCLL 0.0 • Rep Stress liter YES WS 0.79 Hoiz(CT) 0.03 5 nla nla BCOL 10.0 Code IBC2015ITP12014 Matiix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF NO2 G TOP CHORD SOT CHORD 2X4 DFNo2G WEBS 2X4 OF SWdIStd G BOT CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (1b/size) 790W064 (min. 0-1-8), 5=906/Mechanical Max Horz7-93(LC 10) Max Upllft7-7(LC 9), 5=-24(LC 9) FORCES. (Ib) - Max. CompiMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 2-13-1368/81; 3-13-1424/65, 3.@-1418/33, 4-16=-l795I85, 5-14-1849169 BOT CHORD 7-15=0/628,15-16=0/626,16-17=81626,6-17=0/626, 6-18=-39/1704, 5-16=-39/1704, 5-19=-251673 WEBS 2-6=-19/1019, 3-6=-346195, 44=455/98, 2-7=-874/62 Structural wood sheathing directly applied or 4-4-10 cc puilins, except end verticals. Rigid ceiling directly applied or 84-1 or bracing. MiTek recommends that Stabilizers and required aoss 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; Vuit'llomph (3-second gust) Vasd87mph; TCDLSOpsf BCDLt0psf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiloi2) 1044 to 134-4, lntenox(1) 1344 to 15-2-0. Exterior(2) 16-2-0 to 18-2-0. lntexto4l) 18-2-0 W to 30-1-0 zone; cantilever left and light exposed; end vertical left and nghtexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=160 plate gap DOL=1.60 This buss has been designed for a 100 psi bottom chord live load nonconcuirent with any other live loads. • This buss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2411-0 wide will fit between the bottom shoed and any othei members, with BCDL = 10.0psf. 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 ANSVTPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located stall mid panels and at all panel points along the Bottom Chord, nonoancun-ent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Uty Ply MAGNOUAIB GOB CL HIP 1 Job Reference (ogtional) flUit 0'W 5 UUC U £1110 rniic 0_qUO 1100 0 £11101711100 IflUU5UI00 InC. i flU UUi 0 1L71tO1 tills rags i ID:lbJOp_sdczm1mvFKMLnuz6OGW.u3xKoO_ECK34JulxAe3w1E?SO60M8B1MEC0UcyX5JM 3.4-8 7-1-8 2-9-8 3-4-3 8-8-8 6--13 13-4-li I 19-10-8 2-9-8 0.6-11 3-2-0 045 813-3 6-5-13 06-5 0-6-11 4.00 f-12 5*5 - 4x6 2K4 11 2-9-8 7-14 1 1444 19-104 2-9-8 4-4-0 7-7-14 5-1-2 Plate Offsets 0(Y)— 120-4-00-1411 140-0-2.0-2-OL 15,0".O -0-31.[50-7-15,04)-51,[7Z -2-0.0-24)I LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (Icc) lldell Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 Ic 081 Veit(LL) -027 6-7 '865 240 11120 2201195 TCDL 16.0 LuinberDOL 125 BC 080 Veil(CT) -0.55 6-7 '420 180 BCLL 0.00 Rep Stress Ins NO WE 0.62 Horz(CT) 0.05 5 nfa nla BCDL 10.0 Code 13C20151TP12014 Malrtx-MSH Weight 99 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 294 OF No2 G WEBS 23(4 OF StudfStd G SOT CHORD WEDGE Right 2*4 OF StudlStd -G REACTIONS. (IWsize) 10=122110-5-8 (mar. 0-1-8), 510021Methanicet Max Horzl0=-100(LC 24) Max Upllltl0=-325(LC 21). 5-586(LC 22) Max Gravl0=1221(LC 1), 0=1089(LC 39) FORCES. (Ib) - Max. CompJMax. Ten. - Al farces 250 (Ib) or less except when shover. TOP CHORD 1-2=-7261233, 2-14=-1252!117. 14-15=-12441291, 15-16=-1244/293. 3-16=-1235/495, 3.4--1704(1078.4-S=-253611426,140=-1167" SOT CHORD 917=23293, 8-9=-18W711. 8-18=-2441711. 7-18=4821938,7-19=62011952, 6-19=-104311952, 6-20=49212185, 5-20=-132212370; 5-21=476I859 WEBS 2-9=-837f297, 2-7=-201786. 4-7=763)=, 19=341I1146, 4-6=-31385 Structural vead sheathing directly applied or 3-7-8 0C pullins, except end verticals, and 0-0-0°c palms (4-10.6 max.): 2-3. Rigid ceiling directly applied or 5-1-2 oc bracing. MiTch recommends that Stabilizers and required aces bracing be installed daring buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof rive loads have been considered for this design. Ward: ASCE 7-10; Vult=llOmph (34econd gust) Vasd=87mph; TCDL5.0pst BCOL&Opsf; h=20ft Cat. II; Exp S. Endosed; MWFRS (envelope) gable end zone; cantilever left and sight exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip D01.=l.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 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 2404 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 23051 and referenced standard ANSIITPI 1. This truss 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, noncencurrent 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(133) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-8 for 90.6 pIt. 111 Girder canies tie-in spans of 3-0-0 from bunt girder and 4-0-0 from bach girder. Graphical puilin representation does not depict the size or the orientation of the purtin along the top andlor bottom chord. Hanger(s) or other connection device(s) 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 designlselection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balance4 Lumber lnaease1.25, Plate lncrease1.25 Continued on page 2 1.awnIa InjOl-lalnO LL!.., remo, !.. ncoiu Job Truss truss Type Qty Ply MAGNOUA lB GOS mw I Job Reference (optional) - - aIJTm1ia Jiusi-lame u.s., reins, i. wu LOAD CASE(S) Standard Unifomi Loads (pit) Wit 1-2-.72, 2-14-72, 3-16-72, 3-5-72. 1O-11-20 Concentrated Loads ((b) Vert 1@-150 16=-150 Trapezoidal Loads (pit) Vert 14=-904c)-15=126,15--126-to-16=-90 Neil: D4U s uec o uie rinK eu e uec e LUiD gil .ee unaeeuiee ung mu uei ., i;e1 "iv rage ID:1bJOpfidczmlmvFKMthuz6QGW-u3xKoO_ECK34JubAe3w1E?SO6OM8B1MECOUcyX5JM 11 F"] L fl fl 2x4 4z4-- 4)8 11 Scale = 133.5 I Job Truss Truss Type aty Ry MAGNOUAIB G09 CAL HIP I Job Reference (optional) Ld5L150 unzsriams I.L1.. rem,, LM. SLSIU mm; O.'KI S LA= S £1110 rnnl D'W 5 115w U £1110 1111 Ie IJUSU15S, II1. UflU J J 1S £1115 rose 1 ID:lbJOp_sdczniZmvFKMLnuz8QGW-MFVi0eCxblfTyUv9ISynCMQUD5dVAbuyZ03yX5JL 2-7-3 4-11-8 7-3-13 9-8-8 14-8-4 19-10-8 2-7-3 24-5 2-4-5 24-11 4-9-11 5-4-4 4-11-8 9-8-8 144.4 164-15 19-104 4-11-8 4-9-0 4-9-11 1-10-11 1 3-5-9 Plate Offsets 0(Y)— 00-4-8Edqe1. I40-3-12.0-0-81. 17:0-3-3,Ede1. 110-0-11.0-1-121. 19:O-1-12.0-1-8L 1100-4-0.0-I-8I LOADING (psi) SPACING- 2-0-0 CS]. DEFL in (Icc) Vdell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 061 Ved(LL) -8.19 8-9 '999 240 M120 2201195 TCOL 160 Lumber 001. 125 BC 0.67 Veit(CT) -0A3 8-9 '547 180 BCU. 0.0 * Rep Stress Incr NO WO 0.49 Horz(CT) 0.05 7 Wa nla BCDL 10.0 Code 13C20151TP12014 Matnx-1ISH Weight 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2)@ OF NO2 G TOP CHORD Structural wood Sheathing directly applied or 4-3-10 cc pinlins, except 301 CHORD 2X4 OF No2 G end verticals, and 04-0cc puilhns (5-10-4 max 1-4. Except WEBS 2X4 OF StudlStd 0 5-10-0 cc bracing: 1-4 WEDGE 301 CHORD Rigid ce81ng (certify applied or 10-0-Coo bracing. Right: 21(4 OF SVJd!Std 0 LIFTek recommends that Stabilizers and required aess bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ibfsrze) 12=1001I0.5.8 (min. 0-1-8). 7943IMechanical Max Horz12.85(LC 10) Max Upllft1248(LC 9), 7.48(LC 9) FORCES. (Ib)- Max. CompJMax. Ten. - All forces 250 (Iii) or less except when shown. TOP CHORD 1-16=-1051I265, 16-11=-10511265. 3-17=-10511265, 3-18=-1051266, 18-19=-10511368. 4-19=-10511263, 4-20=-14601280, 6-29=-15531213, 6-21-19551163, 7-21=-2010!155, 1-12=4541233 301 CHORD 10-23=-21111431. 9-23=-211I1431, 9-24=-161I1814, 8-24=-l67I1814, 8-28=-1l1855, 7-25=-11511856, 7-28=-6217l1 WEBS 1-10=-22911201, 3-10=-3601120. 4-10=-495I143, 4-9=OI444, 6-9=403175,6-8=01380 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=Slmph; TCDL6.0psf BCDL&opsf; h209 Cat II; Erp B; Enclosed; MWFRS (envelope) interior zone and C-C Exterior(2) 10-6-12 to 14-9-11, Interior(1) 14-9-11 to 19-94, Exterior(2) 17434 to 21-9-4, lnterlo4l) 21-9-4 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposedC-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed fora 100 psf bottom chord live load nonccncurrent with any other live loads. This truss has been designed (era live load of 20.Opsf on the boltom chord in all areas where a rectangle 3-6-0 tall by 241-0 wide will lit between the bottom chord and any other members. 5)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 2309:1 and referenced standard ANSVTPI I. This truss has been designed bra 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 purlhn representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. LOAD CASE(S) Standard Job Tnsss miss Type Ply MAGNOUAIB 010 CAL HIP I'Xy 1 Job Reference (optional) aiinsnra unus.anre LLc.. reins. IA. vzaiu ,un: 524U S USC S zijis mm: 52458 uec U ZS1U lvii iex lncusmes, IflC. InS UU j 14x$j xuivi P398 i ID:1bJOp_sdczmZ.fllvFl(MLnuz6QGW-qR34D40UkyKoDR182cgX?AJJ5qpqq1BKqYh6WyX5JK 0-9-8 9-8-8 044, 4-11-8 9-14 9-1,-13 1444 19-104 0-9.3 4-2-0 l 4-20 0-6-5 4-9-11 5.44 400(11 04-5 04-11 Scale = 1354 5x8 = 2x411 5x8 2x4 586 = 4-114 d 9-6-8 .1441,4 16-4-15 10-104 4-11-8 4-9-0 4-6-11 1-10-11 3-5-9 Design Problems REVIEW REQUIRED #uiaixig WorillilO - aiece aesion Plate Offsets WY)- fto-4-8Edeel. 13:O-4-0.0-l-81. 150-7-15.0-O-51. 15Z".0 -0-31,F711-1-12.0-11411, 1&0-2-120-1421. 110:0-2-0.0-141 LOAOING(PS1) SPACING- 2-0-0 CSI DEFL in (Icc) Well L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 IC 093 Veit(LL) -021 6-7 3-999 240 MT20 2201195 TCOL 16.0 Lumber 001. 125 BC 0.71 Veit(CT) -047 6-7 2507 180 BCU. 0.0 Rep Stress lncr NO WB 0.6$ Hoiz(C1) 005 5 n/a n/a BCDL 10.0 Code lBC2015ffPI2014 Matiix-bISH Weight 95 lb FT = 20% I LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4 OF No2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 10=135110-54 (mm. 0-1-8), 5=l055lMechanical Max Horz10=.94(LC 6) Max UpliftlO=-140(LC 5).8=-63(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-I oc purlins, except end verticals, and 0-0-00c puilins (4-10-14 .nax4 1-3. Except 411-0 cc bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mi1ek recommends that Stabilizers and required aces bracing be installed during buss erection, in accordance with Stabilizer Installation quids. FORCES. (Iii) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14-13141155, 2-14=-1374/155, 2-15=-13741155. 3-15=-13741155. 3-4=-18741168, . 4-9=-2291I128. l-10=-13031165 901 CHORD 8-17=43/1733,7-1743/1733, 7-18=-14912111, 6-18=-149I2111, 6-19=45/2122, 5-19=-82122, 5-20=48/800 WEBS 1-8=-153/1604, 2-8=-6251141, 3-8=493141,3-7=0/435, 4-7-398/76. 4-6=4/344 NOTES- 1)Wmd: ASCE 7-10; Vult-010mph (3-second gust) Vasd87mph; TCDL=&0psf BCOLS0ps1 h20ft Cat. II; Exp S. Enclosed; MWFRS (envelope) interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=i 60 plate grip 00L160 Provide adequate drainage to prevent water ponditig. This buss has been designed for a 10.0 psf bottom chord live load nonooncuwent 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 341-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITP1 This buss has been designed for a moving concentrated load of 25001b live located at all arId panels and at al panel points alont Bottom Chord, nonconcunent with any other live loads. Girder carries tie-in spans of 344 from front girder and 4411-0 from back girder. Graphical pudin representation does not depict the size orthe orientation of the Pullin along the top andlor bottom chord. Ii) 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 11411-0 on top chord. The design/selection of such connection device(s) is the responsibility of LOAD CASE(S) Standard Continued on page 2 I 0 Job Truss Truss type uty Ply MAGNOLIA lB GIO CAL HIP Job Reference (optional) caliTcella misname LL,.;., reins. up. as,u LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate lncrease1.25 Uniform Loads (pit) Veit 1-14-72,3-15-72,34-72, 1011is20 Concentrated Loads (lb) Vert 14-15015-150 Trapezoidal Loads (pit) Veit 14-904o-2=428,2-12740-15=40 ibW J5Vqq1SKqVh6Wy)JK Job miss Truss Type uty Ply MAGNOLIA IS Gil CAL HIP 1 Job Relbrence (optional) L.aawma inca-lame u.., i-em,, LJL ewu nun; o.qu 5 'ieu U 7ID rum 02qu S L,UC 04110 Mi IUS IflauSulMi, inc. i flu uci ., 1;4J3 4115 rare 1 ID:1bJOp_sdczrnZJTIvFKMLnuz6QGW-qR34D40UkyKoDR182cgX?AJOaqrCq4lKqYh8YVy5JK 6-5-2 10-1-13 12-8-8 19-10-8 6-5-2 ' 3-8-I1 2-6-11 7-2-0 Scale = 1333 4x4 = • 454= 41911 6-5-2 124-8 19-10-8 7-24) 15:0-O-0.04-5L 150-3 EnoeL 190-1-1Z0-2- Plate Offsets 0(Y)— '-2-80-1-8). LOADING(psf) SPACING- 2.0-0 CSI. DEFL in (icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Giip DOL 125 TC 063 Ved(LL) -0.19 6-7 '999 240 MT20 2201195 TCOL 16.0 Lumber DOL 125 BC 0.62 Velt(CT) -0.39 6-7 '603 180 BCU. 0.0 .Rep Stress mis NO WE 0A8 Hcrz(CT) 0.08 5 nla nla BCDL 10.0 Code 15C20161TP12014 MSIIIX-MSH Weight 85 lb PT = 20% LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4 OF No2 C WEBS 294 OF StudlStd C WEDGE - Right 2x4 OF SludlStd -G REACTIONS. (IbIsize) 9940-5-8 (nn. 0-1-8), 59541Medianical Max Hoiz9-95(LC 3) Max Upll99-54(LC 9), 543(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 ocpuilins, except end verticals, and 0-0-0cc puillns (4-3-5 max.): 1-3. Except 4-3-0cc bracing; 1-3 BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS 1 Row at midpt 2-9 MITeIc recommends that Stabliizeis and required cross biathng be installed dining buss erection, in accordance with Stabilizer Installation inside. FORCES. (lb) - Max. ConJMax. Ten. - All forces 250 (Ib) or lass except when shown. TOP CHORD 2-14=-131489, 14-15=-13091490, 3-15=-1809!490. 3-16=-18441401, 16-17=-1901i401, 5-17=-19721391 BOT CHORD 9-18=-18811723, 8-I8=-18811729, 7-8=-I88I1728, 7-19=-18811728, 6-19=-18311728, 6-20=-34711809, 5-20-34711809, 5.21=1101718 WEBS 2-9=-18051325, 2-7=0(380, 2.6=172l274. 34=0(257 NOTES- I) Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (34econd gust) Vasd87mph, TCDL=SApst BCDL80psf; h=200; Cat. II; Eiip B; Enclosed; MWFRS (envelope) gable end zone and C-C Eztestor(2) 104-4 to 13.44, lntedor(1) 134-4 to 22-11-0. Exteiior(2) 204-5 to 24-7-4, Interim(l) 24-7-4 to 30-1.0 zone; ennblever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions showo; Lumber OOLt60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. 4)1his buss has been designed for a 10.0 pat bottom chord live load nonccncinrent with any other rive loads. 1 This buss has been designed for a We lead of 200psf on the bottom chord in all areas where a rectangle 341-0 tall by 240 wide will fit between the bottom chord and any other membeis. A plate rating reduction of 20% has been applied for the green lumber members. Refer to glider(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard N4SWTPI 1. This buss has been designed for a moving concentrated load of 2500lb lIve located at all mid panels and at all panel points along the Bottom Chord, nonconcunant with any other live loads. Graphical pullin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. LOAD CASE(S) Standard rj Job Tniss miss Type cy Ply MAMMA is G12 Mil IP I Job Reference (opbonal) L;aNBXM3 ,njsl-,umu LLU. runs. Left 5,.31U ruin; osqu 5 U5g U £1115 rnm o.'.0 S U £1115 Ivu ISil II7ãUSIfl iru. i 1111 ljui J 1'i £1115 raw 1 ID:1bJOp_sdczmLmvFKMLnuz6QGW-qR34D40UkyKoDR18cgX?AJLOqpbq?VKqYh6WyX5JK -2-2-8 6-5-2 12-1-13 12-8-s 19-10-8 2-2-8 6-5-2 5-8-11 6-6-11 7-2-0 . Scale = 1332 3x4 II 458 = 418 -- 400 112 . S 458 = 4x8 = is4 II 554 = . Sxs = B-5-2 1 12-84 19-10-8 Cr-2 S-34 7-2-0 Plate Oflsels 0(Y)- 120-34.0-1-81, 130-2-12.0-2-01. 14:0" 80-0-31. (4:0-7-15.0-09.180-1-12.0-2-01 I.OAOING(pst) SPACING- 2-0-0 CSI. DEFt.. in (100) Udell Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 0.78 Veit(LL) -0.16 54 999 240 MT20 2301195 TCDL 160 Lumber DCL 125 BC 073 Veit(C1) -0.42 5-6 s567 180 BCLL 0.0 Rep Stress her NO WS 0.82 llorz(CT) 0.09 4 nla nla BCOL 10.0 Coda IBC20151TP12014 MatZIX-MSN Weight 166 lb FT = 20% LUMBER- TOP CHORD 2X4 OF 1402 G . SOT CHORD 2l8DFNo2G WEBS 23(4 OF StudfStd G WEDGE Right 2x4 OF StudlStd -G BRACING- TOP CHORD Structural wand sheathing direitily applied or 5-10-9 cc pullins, except end verticals, and 0-0-0cc puitlns (5-3-13 max) 1-3. Except 544cc bralting; 1-3 SOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing. REACTIONS. (IWsize) 8=288610-6-8 (mu. 0-1-9), 4=l9lllMethanical Max Hojz8=-76(LC 6) Max IJpll1-245(LC 5), 444(LC 5) Max Grav8=2910(LC 17), 41917(LC 1) S FORCES. (Ib) - Max. CcnlpiMax. Ten. - Al fates 259 (Ib) or less except When shown. TOP CHORD 2-3=42541250,34=45551250, l4=-11551234 SOT CHORD 8-l3=-161I4188, 7-13=-18114188, 7-14=-18l14188, 6-14=-18114188, 6-15=-181I4188, 15-16=-181I4183, 5-18=-18114188, 5-17=-188!4243. #17-l8814243, 4-18=-6711680 WEBS 2-8=4384f236, 24=01516, 2-6=-1521276. 3-541385 NOTES- I) 2-0y buss to be connected together with lod (0.131x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 04-0cc. Bottom chords connected as follows; 2x4 -1 row at 0-9-0or- Webs connected as follows: 258- I row at 0-9-0cc. All loads are considered equally applied to all plies, except if noted as Cent (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=87mpli; TCOL=SApst BCDL8.0psf h20* Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1 .60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psI bottom chord live load nonooncuirent with any other live loads. 7) This buss has been designed for a live load of 20.0p51 on the bottom chant in all areas Where a rectangle 346-0 tall by 2411-0 wide will fit between the boltorn chord and any other members. 8)Aplate rating reduction o120% has been applied lathe green lumber members. 9) Refer to girder(s) for truss to truss connections. l0) This truss Is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSlfTPl I. 11)This buss has been designed for 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. Glider carries hip end with 84-0 end setback. Graphical purlin representation does not depict the size or the orientation of the Pullin along the top andlorboltorn chord. . 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 717 lb down and 135 lb up at 224 and 717 lb down and 136 lb up at 844 on top chord. The desigrtfselection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard Continued on page 2 NO. 0536211 U -4 . Job Truss Truss Type uty Ply MAGNOLIA lB G12 CAL HIP Job Reference (oionaI) auramJa iiusriame u.c., rems, uA. WAVIU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inerease1.25, Plate lncrease=1.25 Uniform Loads (pit) Veit 1-3-172, 3-4-72, Concentrated Loads (Ib) Veit l-624 3424 ,un; zqu S USC S Alin IflflC 535U S USC S ZU1S WJiiSi( IflQUSIflS5 USC. mU U 3q iU1S rage ID:lbjOp_sdczm1mvFKMLnuz6QGW-1edTQQl7VFSftbcICciBmYNsW8E9qZSoT2CRg4xyX5JJ • S • 11 S S S 0 Job truss Truss Type Qty Ply MAGNOLIA 19 H06 - a a.. .,S... Job Reference (optional) a -inca an.... ........e.. I.... n. fl..e t4.A.2A fllQ Dana I Laaxlua unDr,amew.. I-H1, 8-10-9 11-6-4 14-2-0 16-9-12 21-5-7 28-40 6-10-9 4-7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale a 1:46.8 3x4 = 7 4xS = 2x411 4x6 = 4364 = 2,(411 436 LOADING (pal) TCLL 20.0 TCDL 16.0 BCLL 0.0 BCOL 10.0 SPACING- 24-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress liter NO Code IBC2015/1P12014 CSI. IC 0.61 BC 0.76 WB 0.46 Matiix-MSH DEFL. In (bc) Vdell Lid Vert(LL) -0.34 8-9 2,938 240 Vert(CT) -07711-12 3,443 180 Hcrz(CT) 0.17 7 nla n/a PLATES GRIP V 2201195 Weight 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 23(4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 3.0-3 oc pisdhis. 801 CHORD 23(4 OF No2 G Except' BOT CHORD Rigid ce11mg directly applied or 7-4-14 cc bracing. 62.2X6 OF No.2 G WEBS 1 Row at misipt 3-5 WEBS 23(4 OF StudfStd G FMTeI recommends that Stabilizers and reliI(aed oross bracing be Installed dining buss erection. in accordance with Stabilizer Installation inside. REACTIONS. (lb/size) 1=13531044 (mm. 0-1-8). 71353/048 (nun. 0-14) Max Horzl58(LC 36) Max Upliftl-227(LC 21). 7-221(LC 30) FORCES. (Ib) - Max. CompJMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-104-31921588, 2-19=-3110/444. 2-204-25711333.3-204-2465/151, 34=-318(163. 4.5=318I168. 5-21=-2485/152, 6-21=-2511/342, 6-22=-3110/435. 7-22=-31921581 801 CHORD 1-23=-35/2950.23-24-68012950. 12-24=480/2950.12-204491/2909.11-25=491/2909, 10-11=-561/2383, 9-104-55112383,9-26=482/2909, 8-26=458212909, 8-21=542/2950, 7-27=-54212950 WEBS 6-9=-726/172, 2-11=-7261165. 5.9=0/504,311O/504. 3-5=-2111/1, 2-12=0/381, 6-8=01381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-1Q Vult=llomph (3-second gust) Vasd81mph; TCDL8.0psf BCDL60ps1 h=20ft Cat. It. Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiioi(2) 04.0 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 2840 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 bra 10.0 psf bottom chord live load nonconissirent with any other live loads. This truss has been designed for a live load of 20.0psf on the boltom chord in all areas where a rectangle 3411.0 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 2308.1 and referenced standard ANSllTPl 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, nonconcuirent with any other live loads. This truss has been designed for a total drag load of 1200 lb. Lumber DOL(1.33) Plate grip OOL(133) Connect truss to resist drag loads along bottom chord from 0-041 to 240.0 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 164.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lnerease1.25, Plate Increase-M.25 Unifoim Loads (plf) Vest 1-4-72,4-7--72,13-16--20 Continued on page 2 Job TnJss miss Type Uly Ply MAGNOUA lB H06 COMMON 1 l Job Reference (optional) ainnia I IUSIdJfl reIns, I LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9-50 11-5O Job miss Truss Type MAGNOLIA 1B H07 COMMON ['44 JF'ly 1 lJobRece(optionat) - - - - .aIJrenIa u,u5.-,ame w... rema. V3IU I%un: o.qu, ug o wio riuw O.ZW, ug o AUIV wiutji wuu,m,, un. mu u ., ui id5 1 10213 EMV1P7?S5SJz7MQQ17VFStoJBmVNsYrE9DZKTT2CRg4xyX5JJ 6-10-9 11-64 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 = 1:460 3x4 = 3 521 I. 2 a 22 1 AA 83 23 12 24 44 10 25 a 26 4= 2st II 4x5 = 420 2x4 II 4z6 5-6-14 11-6-4 lli6-0 16-80 16--12 Z2-9-2 25-40 5-6-14 5-11-6 5-0-0 04-12 $11-6 5-6-14 Plate OliSets 0(Y)- 10-00.0-I41. @gIA&I-SI. (40-2 Edgel. 15-0-2-0.0-1-SI. I70-0-0.O-1-11 LOADING (ps SPACING. 2-0-0 CSI. DEFL. in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Gap 001. 125 IC 0.67 VemI(LL) -0.34 8-6 '938 240 M120 220/195 TCDL 160 Lumber 001. 125 BC 0.76. Vezt(CT) -0.77 11-12 2443 180 BCLL 0.0 Rep Stress lncr 140 WE 0.46 Horz(C1) 0.17 7 Wa Wa BCDL 10.0 Code 13C2015/TP12014 Matzix-MSH Weight 121 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4 OF 14o2 G Excep? B2: 2X6 OF ttioi G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1135305-8 (urn. 0-1-8),7-1353034 (min-0-1-8) Max Ho3z156(LC 12) Max Upliftl-191LC 8), 7=-19(LC 9) BRACING- TOP CHORD Structural wood shealhbig directly applied or 34-3oc pwllns. SOT CHORD RIgid ceiling directly applied or 10-0-0cc bracing. WEBS 1 Row at midpt 3-S Mfab recommends that Stabilizem and required oross biasing be Installed dining truss erection, in accordance with Stabilizer Installation reside. FORCES. (lb) - Max. CcmpJMax. Ten. - M fomm 250 (lb) or less except when shown. TOP CHORD 1-19=-3192125. 2-18=-3l10I40, 2-20=-2511135, 3-20=-2465135. 34=-318159, 4-5=-313159, 5-21=-2465/35, 6-21=-2511/35, 6-22=-3110140, 7-22=-3192125 SOT CHORD 1-234415/2950. 12-23=-3512950. 12-24-63/2909, 11-24=413r2909, 10-11=0/2383. 9-10=0/2383. 9-25=-22l2909. 8-25=-2212509. 8-26=0/2550,7-26-1)/2950 WEBS 6-9--7261127.2-1 1=-726l121, 5-9=01504,3-11=01504.3-S=-211117,2-12=0/381. 6-8=0/281 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10 Vs8=ll0mph (3-second gust) Vasd81aph; TCDL=SApst SCDL=8.0ps1 h206 Cat II; Esp S. Enclosed; MWFRS (envelope) gable end zone and C-C Extemicm(2) 0-0-0 to 344, Interior(1) 34-0 to 14-2.0. Exterior(2) 14-2.0 to 17-2.0, Intedor(1) 17-2-0 to 26441 zone; cantilever left and light exposed, end vertical left and sight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OW-1.60 plate gap 00L1.60 This buss has been designed bra 10.0 psI bottom chord live load nonooncunent with any other live leads. • This buss has been designed More live load of 20.0ps1 on the bottom chord in all areas v/here a rectangle 344 tall by 2460 wide will lit between the bottom shred and any other membeis. 5)A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in adance with the 2015 International Building Code section 2306.1 and referenced standard MlSVrPl 1. This buss has been designed bra moving concentrated load o1250 Gb live located at all mid panels and at all panel points along the Bottom Chord, nenooncuirent with any other On loads. Hanger(s) or other connection device(s) slid be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 114-0, and 50 II, down and 4 lb up at 16-841 on bottom chord. The designlselection of such connection device(s) is the responsIbilIty of others. LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber lnerease125. Plate 1norease125 Unifosm Loads (pIt) Vest 1-4-72, 4-7-72; 13-16=-20 Concentrated Loads (II,) Vest: 9=-50 11=-SO 4x4 = 6xI0MTI8MSW8= 4a4 Job TIIISS truss type MAGNOUA1B 1403 COMMON JQW3 JFW Job Reference (optional) canronua tnjsrrane i.u. rem5. uA. WL31U Nun: 24U S USC S aiie rium 52455 USC S UiS voleS livousulun. um. mu U 4 1Z4J4 SliS raO5 1 ID2FI3oEMVtP1?S5SJz7f4q-mqBrel1IGZaWSlBXA1j?4bPlBdUgl0NcHsADdOyX5Jl 7-10-12 14-2-0 20-54 2844 I 7-10-12 6-34 6-34 7-10-12 Scale = 1:45.1 9-5-12 18-104 284.0 • Plate Offsets (XX)— 00-2-0.0-0-111. 110-1-0:0-2-13L f4t'-0-00.0-0J. 170.2.0.0.0111,170.1.0.02131 18048.0-2-01.110:0-0-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEA.. in (Icc) Well L/d PLATES GRIP TCLL 201) Plate Grip DOL 1.25 TC 057 Veit(LL) -0.52 8-10 '641 240 M120 220/195 TCOL 160 Lumber DOL 125 BC 0.81 Veit(CT)4114 8-10 '323 180 MTI8HS 220/195 BCLL 0.0 • Rep threes bier YES WE 0.35 Hmz(C1) 0.13 7 nla nla BCDL 10.0 Code IBC20151TP12014 Matiix-MSH Weight Ill lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-9 cc putihis. 601 CHORD 2X4 OF No.20 601 CHORD Rigid selling directly applied or 1000cc bracing. OTHERS 2X4 OF Stud/Std G I installed dining buss erection, in accordance with Stabilizer WEBS 2X4 OF StisdfStd 0 Welt recommends that Stablltzexs and required aces bracing be SLIDER Left 214 OF StudlStd -G 1-1144, Rigid 2x4 OF StudlStd -G 14144 Installation guide. REACTIONS. (lblsize) 1=128610-5-8 (mitt 0-1-8), 7=1285/0-34 (mm. 0-1-8) Max Horzl-55(LC 13) Max Upliftl=-17(LC 8), 7-17(LC 9) .FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-169510. 2-10=-2831/35. 3-19=-2772153, 3-20=-2601/36, 4-20=-2524/50, 4-21=-2543I51, 5-21=-2622139, S-22-2791164,6-22--2828M. 6-7=-1808/0 BOT CHORD 1-23=4112629,1-24=41/2629.10-24=4112629,9-10=0/1840,84=011840, 8-25=-O/2654. 7-25=4/2654, 7-26=.0/2654 WEBS 4-8=-11/854. 5-8=4961132,4-10-111841.3-10=4841132 NOTES- Unbalanced mat live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd81nh; TCDL=6.opst BCDL=8.opst h=20ft Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteilor(2) 0-2-12 to 3-2-12, Interior(l) 3-2-12 to 14-2.0. Extedoi(2) 14-2-0 to 17-2-0, lntetio4l) 17-2-0 to 28-24 zone; cantilever left and might exposed; end vertical left and light exposedCC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap OOL1.60 3)M plates are MT20 plates unless otherwise indicated. This buss has been designed for a 10.0 psi bottom chant live load nonconanrent with any other live loads. • This buss has been designed for a We load of 26.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom shoot and any other membeis. A plate rating reduction of 20% has been applied for the green lumber members. 1) This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSVP1 1. 8) This buss has been designed for a moving concentrated load 01250.01b live located stall mid panels and at all panel points along the Bottom Chant, nonconcwrenl with any other live loads. LOAD CASE(S) Standard 0 0 Job Truss Truss Type utyFly MAGNOUA lB JH09 COMMON 1 Job Reference (optional) LdWflId uniriame LLL., rem,, Lk WAVIU rein; o.'w S ijeg 0 £1110 rnnr; 0.',u 511ev 0 £1110 IWJUA InousInes. 111g. mu U .3 14L.,0 £U1S ra 1 ID2Fl3c9vxxbrEMVfP7?S5SJz7t4qE0IDr52N0bMvmjjkEEdoxw31sZ1RtrnWVwn9qyJH 7-10-12 14-2-0 20-54 2840 7-10-12 6-34 6-34 7-10-12 Scale = 1:45.1 4x6 II 4x4= 454 IS 8 7 0 IS 50 WB= 5-0-0 9-5-12 18-10.4 284-0 5-0-0 4-5-12 l 94-8 9-5-12 Plate Offsets (J(Y)- Flit -2-3.0-114", I20-14ZO-2-01, (30-0-0.0-0-41L I40-142.0-2-OL 15:0-2-3.0-1-81 LOADING (PSI) SPACING. 2-0-0 CSI. OEFL. in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 IC 0.58 Veit(LL) .0.43 6.8 3261 240 MT20 2201195 TCOL 160 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.58 6-15 '199 180 BCLL 0.0 • Rep Stress lncr YES WS 0.46 Horz(CT) 0.03 1 nla nla BCOL 10.0 Code 13C201517P12014 Matrlx-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 pullirs. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. OTHERS 2X4 OF StudlStd 0 I installed during buss erection, in accordance with Stabilizer WEBS 2X4 OF Stiid!Std 0 I Mifelc recommends that Stabilizers and required cross bracing be SLIDER Left 2x4 OF Stud/Std -G 7-10-12, Right 2" OF Stud/Std -G 7-10-12 I Installation guida REACTIONS. All bearings 13-104 except (jtlength) 10-5-8. 0-3-8. (Ib) - Max ltorzl-73(LC 38) Max Uplift All uplift 100 lb or less at joint(s) except 1-179(LC 27), 5-158(LC 30), 6.303(LC 30), 8-278(IC 27) Max Gray All reactions 250 lb or less at joint(s) except 1480(LC 60), 5475(LC 65), 6903(LC I), 8862(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1253!223. 2-17=-12391224, 3-18=-2511293, 319320I330, 4-20=-12521253, 5-20.12651212 SOT CHORD 1-21=-502/648, l-22--502/648. 22-23=-5021648, 8-23=347/612, 7-8=-231/388, 6-7=448/770, 6-24=.3771533, 5-24=4=1533. 5-25=-3771533 WEBS 34=4561435, 4.6=.5721143, 3-8=4841405, 241=-587I148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllornph (3-second gust) Vasd87mph; TCOL8.0psI BCDL8.0psI h20ft Cat. II; Eap 5; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, lnteziot(1) 3-2-12 to 14-2-0, Exterior(2) 14-2-0 to 17-2.0, lntexlol(1) 17-2-0 to 28-24 zone; cantilever left and tight exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOLI.60 This buss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 1 This buss has been designed for a On 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 ANSlffPl 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, noncencurrent 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(133) Connect truss to resist drag loads along bottom chard from 5-0-0 to 16-10-8 for 100.9 pIL LOAD CASE(S) Standard 5x8 = 5*8 = 4.00112 4*6 = 2*4 II W2 = 5*6 = 2*4 II Job TrUSS Truss Type uty Ply MAGNOLIA Is HI1 CAL HIP 1 1 IJb'Rd,,nm Wonal) 5 lA'52 lfllfl Dana I " 8-7-0 204.0 80-0 8-6-11 14-2-0 i 1940 19t5 I 21-10-0 8-0.0 641 5-7-0 5-7-0 045 1-6-0 045 04-11 Scale = 1:38. 8-0-0 14-2-0 20-40 4 21-10-0 6-2-0 1-6-0 Plate Offsets 0(Y)- 20-4-0.0181,14.0-4-00-1-81.15.0-2-0.0-1-121, 18.0.4-4.0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) Ildefi Lid PLATES GRIP TCU. 200 Plate Clip DOL 125 IC 0.89 Veit(LL) -024 9-12 2,999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.79 Vert(CT) .0.52 9-12 '505 180 ECU. 0.0 • Rep Stress mar NO WE 0.81 Hoiz(CT) -0.07 1 nla nla BCDL 10.0 Code 13C20151TP12014 Matrix-MSH Weight 95 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 C-Except' Ti: 2X4 OF No.i&8trG 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd C REACTIONS. (lb/size) 11191I044 (mm. 0-1-8), 6=13991044 (mm. 0-1-8) Max Ho,z6'97(LC 1) Max Upllfti-102(LC 4),6=-153(!.0 5) BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 0-04cc purllns (2-1142 max.): 2-4. Except 3-0-0 cc bracing: 2-4 801 CHORD Rigid ceiling directly applied or 10414cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during bliss erection, in accordance with Stabilizer Installation guide. FORCES. ((b) - Max. CompJMax. Ten. - AN forces 250 (lb) or loss except when shown. TOP CHORD 4-5=-747/95. 2-13=-25711310, 1344=-25711310, 3-1@-25711310, 3-15=-2624/324, 1S-16=-2624/324. 4-16=-2624/324, i-2=-2770/290, 5-6=-1423/134 BOT CHORD 11-17=-22412561. 9.17=.224/2551, 9-16=-22812553, 8-18=-228/2553, 8-16=381802. 7-19=4381802 WEBS 4.7=.1117t205, 4-6=-234/1998. 3-B=-7271180, 2-6=163/255,2-6=0/370, 5.7=148I1487 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultiiomph (3-second gust) Vasd87mph; TCDL'90pSi BCDL-SOpsf; h20ft Cat. II; Esp B; Enclosed, MWFRS (envelope) gable end zone; cantilever left and right eiqmosed ; end vertical belt and right exposed; Lumbar DOL-1.60 plate grip OOLi AD Ponride adequate drainage to prevent water ponding. This buss has been designed for a 100 pet bottom chord live load nonconcejrent with any other live loads. This truss has been designed for a live load o120.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 ANSIITPI I. This buss has been designed fora 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. Girder carries tie-in spans of 4.04 from front girder and 24-0 from back girder. Graphical puilin representation does not depict the size or the orientation oldie puilin along the top andlor bottom chord. ii) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 19-94, and i62bb down and 3llbupat 8-7-0on top chord. The designtselection of such connection device(s) is the responsibuity Of Others. .12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanoe4 Lumber 1narease125, Plate Increase--I .25 Uniform Loads (ph) Veit 4-q=48,2-W-102,14-15--102(F=-34).4-15--102.1-2=48. 0-1020 Continued on page 2 10 0 Job Truss Truss Type Qty iy MAGNOLIA le Hil CAL HIP I- Job Reference (opbonal) L'munuo uniwim reIns, M. mwfu null; flail 5 USC C tillS flUlL O.LW S USC SW IC liii 151% IJIUUDUl5S1 thu. IllU L&flC..7O Lit IS r = LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13-136 16-136 I. I* I. UpTue ODUO CALCULATIONS FOR POST-TENSION SLAB ON GRADE FOUNDATION DESIGN Project Name: Magnolia SFD PTDU #3127 Date: April 08, 2019 11 422 Cribbage Ln. San Marcos, CA 92078 PH: 760-591-3236 J000'D . PT PROJECT DFSTCTN INFORMATTON I)U 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 & FOOTINGINFORMATION CONCRETE STRENGTH 2500 psi SLAB TYPE 5" Ribbed CATEGORY IA I U III 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 PT! METHOD (3W EDITION) DESIGN PARAMETERS CATEGORY (EXPANSION INDEX) CENTER LIFT (INCHES) EDGE LIFT (FEET) IA (<20) em ym __________ _____________________ *1 (050) em 9' 5.3' ym .3" .61" II (50-90) em ym ifi (90-130) em ym *DIFFERENTIAL SETTLEMENT SETTLEMENT DISTANCE SLAB & FOOTING CAPACITIES Input 'c= 2500 fLi 20 15 S= 50 Fa = 360.00 M= 1.50 .65*w= 1300 Leff= 1.22 concrete strength in psi soil bearing pressure in psf slab thickness in inches overall footing depth in inches ISOLATED PAD FOOTING CAPACITIES Capacity 18" pad 4500 lbs 24" pad 8000 lbs 30" pad 12500 lbs 36" pad 18000 lbs 42" pad 24500 lbs 48" pad 32000 lbs 54" pad 40500 lbs 60" pad 50000 lbs 66" pad 60500 lbs 72" pad 72000 lbs 78" pad 84500 lbs 84" pad 98000 lbs 90" pad 112500 lbs PAD FOOTING CAPACITIES WI SLAB Capacity X1t 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 h 7.5 90 PAD 98958 lbs 8 96 PAD 110625 lbs 8.5 102 PAD 122942 lbs 9 108 PAD 135909 lbs slab edge 14.70 inches 14.70 inches 14.70 inches 14.70 inches Slab Edge Pad ; Xl ' SX1 Denotes the mm. distance required to nearest flab edge in at least 2 adjacent direction (it can't be 2 opposite directions) in order 40 for this chart to apply - otherwise use the isolated footing chart. The capacities are based on "L "action - not "T" action. *SLAB CAPACITY = 6.39] Kips M = 0.625 L' = 1.118 Leff = 1.264 ft AREA = 6.39 ftA2 width 2.53 ft width or 2xLeff *NOTE There must be the width noted above (or Leff on all 4 sides) available and centered on the point load in both orthoganal directions. If not input the width that is available below to get the reduced capacity: Available Width = ft 2.25 REDUCED SLAB CAPACITY = 5.061 Kips POINT LOAD CAPACITY OF CONTINUOUS FOOTING Input KIPS* 2x ftg. Depth M Ed - - 15 in. 121 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 = 6r6] Kips Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 28.00 FT 83.00 FT 5.00 Inches Material Properties Concrete Strength, f'c: 2,500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 52.7 Cubic Yards Prestressing Tendon: 1,545 Linear Feet Number of End Anchorages: 70 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 14.00 Feet O.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:%CAD Files3100.31993127. Magnolia SFD%CALCSiPlen I -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - 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 Summa Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 17 6 Number of Beam Tendons 9 3 Spacing of Slab Tendons (Feet) 4.94 4.80 Center of Gravity of Concrete (from top of slab) (Inch) 4.00 4.27 Center of Gravity of Tendons (from top of slab) (Inch) 5.98 6.30 Eccentricity of Prestressing (Inch) -1.98 -2.03 Minimum Effective Prestress Force (K) 614.8 162.2 Beta Distance Effective Prestress Force (K) 643.9 226.4 Minimum Effective Prestress (PSI) 100 77 Beta Distance Effective Prestress (PSI) 105 107 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.93 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.65 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.253 -0.200 Actual Stress 1.141 0.910 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Ihch) 80,763 34,406 Required Moment of Inertia (Inch) 39,687 19,299 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.45 K/FT Maximum Shear, Long Direction 2.35 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 135 Actual Shear Stress (PSI) 119 107 Page 2 of 7 Z:%CAD FiIes%3100-31993127-Magnolia SFD%CALCSlPlan I - AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geosfructural Tool 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 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 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 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 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edige 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 Page 3 of 7 Z:tCAD Fites13100-319913127 - Magnolia SFDCALCStPlen 1 - AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan I - Area 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 Moment of Inertia (Inch4): 80,763 Section Modulus, Top (Inch3): 20,190 Section Modulus, Bottom (Inch3): 6,842 Center of Gravity of Concrete - from top (Inch): 4.00 Center of Gravity of Prestressing Tendons - from top (Inch): 5.98 Eccentricity of Prestress (Inch): -1.98 Beta Distance (Feet): 8.74 Equivalent Beam Depth (Inches): 15.80 Note: Al! Calculations above and other reported values which depend on depths use the equivalent depths as shown above. 2,117 34,406 8,055 Z671 4.27 6.30 -2.03 7.06 17.15 Jacking Force: 33.05 KIPS Page 4 of 7 Z:CAD Filesl3100-319913127 - Magnolia SFD%CALCStPIen I -AI.pti 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 I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: 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 7 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KS! 1/2 Inch 28.00 FT 83.00 FT 5.00 Inches Short Direction Long Direction 17 6 Long Direction Type I Type II 2 1 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5 of 7 Z:%CAD Files3100-319913127 - Magnolia SFDtCALCStPlan I -AI.pti 2:56:56 PM PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolla - Plan I -Area I Build 100712 Serial Number: 100.320.075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil ProDerties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, yin : 0.300 Inches 0.610 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KSl Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:tCAD Files3100-319913127 - Magnolia SFD%CALCS%Plan I -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320075 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 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 Flles3100-319913127 -Magnolia SFD%CALCSlPlan I - AI.pti 2:56:56 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 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 20.50 FTx 46.17 FTx 5.00 Inches Material Properties Concrete Strength, 'c 2,500 PSI Tendon Strength, Fpu: 270 KSI 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: 1 1 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 Be óm 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 O.C. Slab Tendon Centroid: - 2.50 Inches from top of slab Page 1 of 7 Z:CAD Files3100..319913127 - Magnolia SFDtCALCSPIan I -A2.pti 2:58:22 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 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 127,420 LB Bearing Area 852 F7'2 Applied Pressure on Soil 150 PSF Soil Pressure Safety Factor 13.38 Prestress Summary Sub grade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 10 5 Number of Beam Tendons 5 3 Spacing of Slab Tendons (Feet) 4.69 4.13 Center of Gravity of Concrete (from top of slab) (Inch) 4.12 4.75 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 6.78 Eccentricity of Prestressing (Inch) -1.92 -2.03 Minimum Effective Prestress Force (K) 365.7 179.4 Beta Distance Effective Prestress Force (K) 3739 202.9 Minimum Effective Prestress (PS!) 106 108 Beta Distance Effective Prestress (PSI) 108 122 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.35 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.10 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.197 -0.135 Available Moment of Inertia (lnch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by 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 179 K/FT Short Long Direction Direction 141 142 114 59 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2 of 7 Z:%CAD Flles13100-319913127 -Magnolia SPD%CALCSlPlan 1 -A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area 2 Build 100712 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 Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 284.7 152.9 123.5 52.2 3.52 FT-K/FT 3.14 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction 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 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 -0.200 -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 - Edqe Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 3 of 7 Z:CAD Files13100-319913127 - Magnolia SFDCALCSlPlan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,ial Number: 100-320-075 Project Title: Magnolla - 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 (Inch2): 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 Page 4 of 7 Z:%CAD FiIes3100-31993127 - Magnolia SFDCALCStPlan 1 -A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 2 Build 100712 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 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc: 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 20.50 FTx 46.17 FTx 5.00 Inches Short Direction Long Direction 10 5 Short Direction Type I Type II Quantity: 2 3 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis Long Direction Type I Type II 2 1 18.0 15.0 Inches 12.0 12.0 Inches I I 300 3.00 Inches Page 5 of 7 Z:tCAD Files3100-3199l3127-Magnolia SFDlCALCSPIan 1 - A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sails! Number: 100-320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil 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 Z:%CAD Flles3100-3199l3127 - Magnolia SFD%CALCS%Plan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan I -Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 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:tCAD Files3100-319913127 -Magnolia SFD%CALCStPlan 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: Magnolla - Plan I -Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 13.00 FTx 49.00 FTx 5.00 Inches Material Properties Concrete Strength, fc: 2,500 PS! Tendon Strength, Fpu: 270 KS! 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 0. C. Number of Slab Tendons: 3 Slab Tendon Spacing: 4.50 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction 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: 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 Filesl3100-319913127 - Magnolia SFDtCALCSPlan I -A3.pti 2:68:45 PM PTISIab 3.2 Geostructural 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 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 86,921 LB Bearing Area 523 FT2 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-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.67 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.236 -0.140 Actual Stress 1.140 0.713 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch ) 50,642 24,070 Required Moment of Inertia (Inch) 10,919 8,225 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.30 K/FT Maximum Shear, Long Direction 2.17 K/FT Short Long Direction Direction Allowable Shear Stress (PS!) 141 140 Actual Shear Stress (PSI) 114 65 Page 2 of 7 Z:tCAD Files13100-319913127 - Magnolia SFDlCALCSPlan 1 . A3.pti 2:58:45 PM Short Direction 50,642 13,721 Width Long Direction 24,070 9,694 6*Beta 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 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 continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction 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 -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.248 -0.041 Actual Stress 0.219 0.157 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Ede Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - EdQe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 3 of 7 Z:tCAD Flles3100-3199t3127 - Magnolia SFDCALCS%Plen I - A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolla - Plan I - Area 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 4 of 7 Z:CAD FiIes13100-31993127 - Magnolia SFDCALCSPIan I -A3.pti 2:58:45 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 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 13.00 FTx 49.00 FTx 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: 12.0 120 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 5 of 7 Z:tCAO Fi1es3100-31993127 -Magnolia SFDlCALCSPlan 1 -A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I - Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 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 Prooerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:%CAD Files3100-31993127 - Magnolia SFDCALCSPlan 1 - A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320.075 Project Title: Magnolia - Plan I -Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report 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 SFDtCALCStPlan 1 - A3.pti 2:58:45 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 Geotechnica! 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, f: 2,500 PS! Tendon Strength, Fpu: 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 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 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 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:tCAD Files13100-319913127 - Magnolia SFD%Ci4LCSlPlan I -A4.pti 2:59:09 PM PTISIab 3,2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia -Plan I -Area 4 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 101,770 LB Bearing Area 683 FT2 Applied Pressure on Soil 149 PSF Soil Pressure Safety Factor 13.42 Prestress Summaty Sub grade Friction calculated by method prescribed in PTI Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PS!) 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!) Compression in Bottom Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.187 -0.129 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 (Inch) 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 FiIe43100-3199t3127 - Magnolia SFDCALCS%Plan 1 - A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edige Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction 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 (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.233 -0.009 Actual Stress 0.212 0.152 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch) 43,373 30,573 Required Moment of Inertia (Inch) 15,053 13,247 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edae Lift Mode Maximum Shear, Short Direction 1.40 K/FT Maximum Shear, Long Direction 1.51 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 141 Actual Shear Stress (PSI) 73 44 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 118.7 92.0 0.5 Moment (FT-K) 72.6 27.9 Page 3 of 7 Z:CAD F11e43100-31993127 - Magnolia SFDlCALCSPlan 1 - A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 3,051 1,518 Moment of Inertia (Inch4): 43,373 30,573 Section Modulus, Top (Inch3): 10,757 6,146 Section Modulus, Bottom (inch 3) 3,430 2,509 Center of Gravity of Concrete - from top (Inch): 4.03 4.97 Center of Gravity of Prestressing Tendons - from top (Inch): 5.86 7.39 Eccentricity of Prestress (Inch): -1.83 -2.42 Beta Distance (Feet): 7.48 6.86 Equivalent Beam Depth (Inches): 16.68 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4 of 7 Z:%CAD Flles%3100-319913127 - Magnolia SFDCALCSiPlan I -A4.pti 2:59:09 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia -Plan I -Area 4 Build 100712 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'c: 2500.0 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 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 Short Direction Type! Type I! 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 Page 5 of 7 Z:%CAD Files3100-3199I3127 - Magnolia SFD%CALCSPlan I . A4.pti 2:59:09 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 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 Egge 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 Proøerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 6 of 7 Z:tCAD Filest3100-310913127 - Magnolia SFDCALCStPlen 1 - A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 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 Files13100-31993127 - Magnolia SFD%CALCSPlan I -A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 12.75 FT x 20.17 FT x 5.00 Inches Material Properties Concrete Strength, f'c: 2500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 6.8 Cubic Yards Prestressing Tendon: 229 Linear Feet Number of End Anchorages: 26 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 12.75 Feet 0. C. Number of Slab Tendons: 3 Slab Tendon Spacing: 4.38 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Tve 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 O.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:lCi4D Files3100-319913127 - Magnolia SFD%CALCStPlan 1 - A5.pti 2:59:27 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 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 36,898 LB Bearing Area 226 FT2 Applied Pressure on Soil 164 PSF Soil Pressure Safety Factor 12.22 Prestress Summaty 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 Em5.0 per PT! 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) Short Direction Long Direction 5 3 3 2 4.04 4.38 4.78 5.11 6.78 7.40 -2.00 -2.29 203.0 123.1 202.2 126.7 123 114 123 118 5.85 FT-K/FT 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 a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch) 31,565 23,939 Required Moment of Inertia (Inch) 4,332 4,125 Required Moment of Inertia controlled by Width Length Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.11 K/FT Maximum Shear, Long Direction 1.98 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 145 143 Actual Shear Stress (PSI) 69 58 Page 2of7 Z:%CAD FiIes%3100.31993127.Magnolia SFDCALCSPlan 1 - A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,ial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode 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 Long Direction Direction 152.9 97.9 59.0 35.5 3.82 FT-K/FT 3.35 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.202 0.164 Short Long Direction Direction 31,565 23,939 5,652 4,967 Width Length 1.39 K/FT 1.46 K/FT Short Long Direction Direction 145 143 45 43 Short Long Direction Direction 92.0 65.1 38.5 21.4 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.080 -0.010 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch ) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edige Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 3 of 7 Z:%CAD Files3100-3199l3127 - Magnolia SFD%CALCSlPlan 1 - A5.pti 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 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 1,648 1,077 Moment of Inertia (Inch4): 31,565 23,939 Section Modulus, Top (Inch3): 6,606 4,687 Section Modulus, Bottom (Inch3): 2,550 1,857 Center of Gravity of Concrete - from top (Inch): 4.78 5.11 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 7.40 Eccentricity of Prestress (Inch): -2.00 -2.29 Beta Distance (Feet): 6.91 6.45 Equivalent Beam Depth (Inches): 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 40f7 Z:UCAD Files%3100-319913127 - Magnolia SFD%CALCSUPlan 1 - A5.pti 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: Apr!! 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties Short Direction Type I Type!! Quantity: 2 1 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis 2,500.0 PSI 1,500,000.0 PS! 145.0 PCF 270.0 KS! 1/2 Inch 12.75 FTx 20.17 FTx 5.00 Inches Short Direction Long Direction 3 Long Direction Type! Type !l 2 0 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5of7 Z:%CAD Flles13100-319913127 - Magnolia SFDCALCSPIan 1 - A5.pti - 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 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 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 KS! Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:%CAD FiIes3100-319913127 - Magnolia SFDlCALCSPIan 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 Geolechnical 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 Filesl3100-31993127 - Magnolia SFDlCALCSPlan 1 - A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 35.50 FT 66.00 FT 5.00 Inches Material Properties Concrete Strength, f1 : 2500 PS! Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 53.2 Cubic Yards Prestressing Tendon: - 1,604 Linear Feet Number of End Anchorages: 66 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 2 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.83 Feet 0. C. Number of Slab Tendons: 8 Slab Tendon Spacing: 4.50 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 5 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: 1 1 Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.00 Feet O.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 Files13100.319913127 - Magnolia SFDCALCSPIan 2- AI.pti - 2:59:51 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area I Project Engineer: REM 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 301,887 LB Bearing Area 2071 FT2 Applied Pressure on Soil 146 PSF Soil Pressure Safety Factor 13.72 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 14 8 Number of Beam Tendons 7 4 Spacing of Slab Tendons (Feet) 4.77 4.50 Center of Gravity of Concrete (from top of slab) (Inch) 4.02 4.24 Center of Gravity of Tendons (from top of slab) (Inch) 5.92 6.14 Eccentricity of Prestressing (Inch) -1.91 -1.91 Minimum Effective Prestress Force (K) 481.0 241.4 Beta Distance Effective Prestress Force (K) 522.5 301.9 Minimum Effective Prestress (PSI) 98 90 Beta Distance Effective Prestress (PSI) 107 112 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=50 per PTl 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 (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.224 -0.184 Actual Stress 1.063 0.894 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch ) 65,704 41,686 Required Moment of Inertia (Inch) 37,174 23,851 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.64 K/FT Maximum Shear, Long Direction 2.02 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 138 Actual Shear Stress (PSI) 129 90 Page 2 of 7 Z:ICAD Files13100-3199t3127 - Magnolia SFDCALCSIPlan 2- AI.pti 2:59:51 PM Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.234 -0.169 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (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 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area I Build 100712 Senal 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 Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 387.4 233.1 181.8 93.1 Allowable Stress 1.125 1.125 Actual Stress 0.21 0.178 Short Long Direction Direction 65,704 41,686 46,657 28,295 Width 6*Beta 1.45 k/FT 1.54 k/FT Short Long Direction Direction 140 138 71 68 Short Long Direction Direction 197.4 118.7 114.1 55.2 3.46 FT-k/FT 3.11 FT-K/FT Compression in Top Fiber (KSl) Short Long Direction Direction Page 3 of 7 Z:CAD Files3100-319913127 - Magnolia SFD1CALCSPlan 2-A l.pd 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 Sectional Area (Inch2): 4,885 2,691 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:ICAD Files13100-319913127 - Magnolia SFDCALCSlPlan 2- AI.pti 2:69:51 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Seilal Number: 100-320-075 Project Title: Magnolia - Plan 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 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 2,500.0 PSI 1,500,000.0 PS! 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 Page 5 of 7 Z:CAD Files3100-319913127- Magnolia SFDlCALCSPlan 2- AI.ptl 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited SodaS Number: 100-320-075 Project Title: Magnolia - Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - 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, yin : 0.300 Inches 0.610 Inches Load. Deflection and Subarade Pronerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:tCAD FiIes13100-31993127 - Magnolia SFD%CALCSPlan 2 -AI.ptl 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 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 FiIes13100-319913127 - Magnolia SFDlCALCSlPlan 2- Al.ptl 2:59:51 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 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: Material Properties Concrete Strength, f Tendon Strength, Fpu Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: In the LONG direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: In the SHORT direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: 36.00 FT 48.83 FT 5.00 Inches 2500 PSI 270 KSI 1/2 Inch 39.8 Cubic Yards 1,180 Linear Feet 54 Type I Beam Type II Beam 2 2 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I I 3.25 Inches 3.25 Inches 12.00 Feet 0. C. 8 4.57 Feet 0. C. 2.50 Inches from top of slab Type IBeam Type ilBeam 2 3 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I I 3.25 Inches 3.25 Inches 12.21 Feet O.C. 10 4.98 Feet 0. C. 2.50 Inches from top of slab Page 1 of 7 Z:%CAD Files3100-319913127. Magnolia SFDCALCSiPlan 2- A2.pti 3:00:10 PM Short Long Direction Direction 50,597 41,836 27,900 24,217 Width 6*Beta 2.78 K/FT 1.99 K/FT Short Long Direction Direction 139 139 138 89 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 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 226,085 LB Bearing Area 1,501 FT2 Applied Pressure on Soil 151 PSF Soil Pressure Safety Factor 13.27 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short I Long Direction Direction Number of Slab Tendons 10 8 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet) 4.98 4.57 Center of Gravity of Concrete (from top of slab) (Inch) 4.05 4.22 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 6.14 Eccentricity of Prestressing (Inch) -2.00 -1.92 Minimum Effective Prestress Force (K) 340.9 261.1 Beta Distance Effective Prestress Force (K) 374.1 301.7 Minimum Effective Prestress (PSI) 94 96 Beta Distance Effective Prestress (PS!) 104 111 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.51 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.25 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.218 -0.183 Actual Stress 1.047 0.921 Stiffness Analysis- Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2 of 7 Z:CAD Filesl3100-31993127 - Magnolia SF0 CALCSlPlan 2- A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode 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 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 1.125 Actual Stress -0.239 -0.156 Actual Stress 0.204 0.181 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (lnch2 50,597 41,836 Required Moment of Inertia (Inch) 35,398 28,816 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edoe Lift Mode Maximum Shear, Short Direction 1.46 K/FT Maximum Shear, Long Direction 1.50 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 139 139 Actual Shear Stress (PSI) 73 68 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 145.0 118.7 0.5 Moment (FT-K) 85.4 56.2 Page 3 of 7 Z:CAD Filest3loo-319913127.Magnolia SFDCALCSPlan 2 -A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sons! 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): 3,612 2,721 Moment of Inertia (Inch4): 50,597 41,836 Section Modulus, Top (Inch3): 12,501 9,917 Section Modulus, Bottom (Inch3): 4,103 3,357 Center of Gravity of Concrete - from top (Inch): 4.05 4.22 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 6.14 Eccentricity of Prestress (Inch): -2.00 -1.92 Beta Distance (Feet): 7.78 7.42 Equivalent Beam Depth (Inches): 16.38 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4 of 7 Z:tCAD Files3100-319913127 - Magnolia SFD%CALCS!Plan 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 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 SUMMARY OF INPUT DATA Material Properties Concrete Strength, t': Concrete Creep Modulus, Ec Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 2500.0 PS! 1,500,000.0 PSI 145.0 PCF 270.0 KSl 1/2 Inch 36.00 FT 48.83 FT 5.00 Inches Short Direction Long Direction 10 8 Long Direction Type I Type II 2 2 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Short Direction Type I Type II Quantity: 2 3 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis Page 5 of 7 Z:%CAD FilesI3100-319913127. Magnolia SFDlCALCSPlen 2- A2.pti 3:00:10PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - 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 Prooerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6 of 7 Z:%CAD FiIes3100-319913127 - Magnolia SFDCALCS%PIen 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 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7 of 7 Z:%CAD Fi1e83100-3199t3127 - Magnolia SFD%CALCSPlan 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, fc: 2,500 PSI Tendon Strength, Fpu: 270 KS! 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 O.C. Number of Slab Tendons: 4 Slab Tendon Spacing: 4.00 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Tve 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: 11.68 Feet O.C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.86 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:CAD FiIesW00-319913127 - Magnolia SFDtCALCSiPlan 2- A3pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 181,080 LB Bearing Area 1,265 FT2 Applied Pressure on Soil 143 PSF Soil Pressure Safety Factor 13.97 Prestress Summa Sub grade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 17 4 Number of Beam Tendons 8 3 Spacing of Slab Tendons (Feet) 4.86 4.00 Center of Gravity of Concrete (from top of slab) (Inch) 3.90 5.19 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 7.39 Eccentricity of Prestressing (Inch) -1.85 -2.20 Minimum Effective Prestress Force (K) 617.3 138.1 Beta Distance Effective Prestress Force (K) 613.7 178.3 Minimum Effective Prestress (PSI) 104 99 Beta Distance Effective Prestress (PSI) 103 128 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.00 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 4.76 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 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 Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.32 K/FT Maximum Shear, Long Direction 1.58 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 140 Actual Shear Stress (PSI) 124 41 Page 2 of 7 Z:%CAD FiIes3100-3199%3127-Magnolia SFD%Ci4LCSPlan 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 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 (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 -0.245 -0.016 Actual Stress 0.217 0.148• Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (InchI 75,037 29,539 Required Moment of Inertia (Inch) 25,506 11,488 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.36 K/FT Maximum Shear, Long Direction 1.59 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 140 Actual Shear Stress (PSI) 73 41 Cracked Section Analysis - Edqe Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 223.5 91.9 0.5 Moment (FT-K) 138.4 24.4 Page 3 of 7 Z:ICAD Files3100-31993127-Magnolia SF0 CALCSlPlan 2- A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2 - Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 5,951 Moment of Inertia (Inch4): 75,037 Section Modulus, Top (Inch 3) 19,254 Section Modulus, Bottom (Inch3): 6,253 Center of Gravity of Concrete - from top (Inch): 3.90 Center of Gravity of Prestressing Tendons - from top (Inch): 5.75 Eccentricity of Prestress (Inch): -1.85 Beta Distance (Feet): 8.58 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. 1,398 29,539 5,694 2,467 5.19 7.39 -2.20 6.80 17.16 Jacking Force: 33.05 KIPS Page 4of7 Z:%CAD Files3100-31993127. Magnolia SFDCALCSIPlan 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 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 SUMMARY OF INPUT DATA Material Properties Concrete Strength, t': 2500.0 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 FTx 81.75 FTx 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 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 5 of 7 Z:%CAD Filesl3l0o-319913127 - Magnolia SFDtCALCSlPlen 2- A3.pil 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 Geotechnica! 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 Differentia[ Sod 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 6of7 Z:tCAD Files3100-31993127 - Magnolia SFDCALCS%PIan 2- A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7 of 7 Z:CAD Flles13100-319913127 - Magnolia SFDlCALCSPlan 2- A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 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, f's: 2,500 PSI 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 O.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 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 O.C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.44 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:CAD FiIes%3100-31993127 - Magnolia SFD%CALCS%Plan 2- A4.pti 3:45:14 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registeied To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 4 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 - 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 2 of 7 Z:tCAD FiIes3100-319913127 - Magnolia SFDCALCS%Plen 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS 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 Summa Sub grade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 17 4 Number of Beam Tendons 8 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 (PS!) 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 (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.254 -0.148 Actual Stress 1.203 0.776 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch ) 73,363 25,035 Required Moment of Inertia (Inch) 20,258 10,069 Required Moment of Inertia controlled by Width 6*B eta 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 (PS!) 143 140 Actual Shear Stress (PSI) 108 87 Page 3 of 7 Z:tCAD Files3100-31993127 - Magnolia SFDCALCSPlan 2- A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,ial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - 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 (KSI) Short Long Direction Direction Short Long Direction Direction 463.5 128.3 234.5 44.7 3.74 FT-K/FT 3.38 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.256 -0.109 Actual Stress 0.237 0.175 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch) 73,363 25,035 Required Moment of Inertia (Inch) 24,260 11,427 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edae Lift Mode Maximum Shear, Short Direction 1.36 K/FT Maximum Shear, Long Direction 1.59 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 143 140 Actual Shear Stress (PSI) 67 55 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 223.5 65.1 0.5 Moment (FT-K) 140.4 25.3 Page 4 of 7 Z:%CAD FiIes3100-3199I3127. Magnolia SFDiCALCSPlan 2- A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Senel 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 (inch 4): 73,363 25,035 Section Modulus, Top (Inch3): 18,343 5,197 Section Modulus, Bottom (Inch3): 6,166 1,899 Center of Gravity of Concrete - from top (Inch): 4.00 4.82 Center of Gravity of Prestressing Tendons - from top (Inch): 5.75 6.58 Eccentricity of Prestress (Inch): -1.75 -1.77 Beta Distance (Feet): 8.54 6.52 Equivalent Beam Depth (Inches): 15.90 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 5 of 7 Z:tCAD Files13100-319913127 - Magnolia SFD%CALCS%Plan 2- A4.ptl 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolla - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties Short Direction Type 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 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 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 Page 6 of 7 Z:ICAD Files13100-319913127 - Magnolia SFDlCALCSlPlan 2 -A4.pti 3:45:14 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 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil 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 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 Sub grade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 7 of 7 Z:%CAD Files13100-319913127 - Magnolia SFDlCALCStPlan 2- A4.pti 3:45:14 PM .,' PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Posl-Tension Design Unlimited Project Title: Magnolla - Plan 2-Area 5 Build 100712 Senal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon; Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 15.00 FT 2 1. 00 FT 5.00 Inches Material Properties Concrete Strength, : 2,500 PSI Tendon Strength, Fpu: 270 KSl Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 8.0 Cubic Yards Prestressing Tendon: 274 Linear Feet Number of End Anchorages: 28 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 15.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 3.67 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.50 Feet 0. C. Number of Slab Tendons: 5 Slab Tendon Spacing: 4.25 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:CAD Files3100-319913127 -Magnolia SFDCALCS%Plen 2 .A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 43,957 LB Bearing Area 264 F7-2 Applied Pressure on Soil 166 PSF Soil Pressure Safety Factor 12.03 Prestress Summatv Sub grade 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 (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 -0.172 -0.131 Actual Stress 0.885 0.815 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (lnch) 31,915 25,035 Required Moment of Inertia (Inch) 5,579 5,314 Required Moment of Inertia controlled by Width Length Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.22 K/FT Maximum Shear, Long Direction 2.23 K/FT Short Long Direction Direction Allowable Shear Stress (PS!) 144 144 Actual Shear Stress (PSI) 76 77 Page 2 of 7 Z:ICAD Flles13100-319913127 - Magnolia SPDlCALCSiPlan 2 -A5pti 3:01:11 PM a PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 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 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 Long Direction Direction 152.9 128.3 64.6 43.9 3.88 FT-K/FT 3.41 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction 1.125 1.125 0.201 0.19 Short Long Direction Direction 31,915 25,035 7,034 6,182 Width Length 1.40 K/FT 1.46 K/FT Short Long Direction Direction 144 144 48 51 Short Long Direction Direction 92.1 65.1 40.7 25.6 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction - Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.100 -0.063 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 - Ed-de Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 3 of 7 Z:tCAD Files13100-3199t3127 - Magnolia SFDCALCSiPlan 2- A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 1,698 1,212 Moment of Inertia (Inch4): 31,915 25,035 Section Modulus, Top (Inch3): 6,774 5,197 Section Modulus, Bottom (Inch3): 2,565 1,899 Center of Gravity of Concrete - from top (Inch): 4.71 4.82 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 6.58 Eccentricity of Prestress (Inch): -2.07 -1.77 Beta Distance (Feet): 6.93 6.52 Equivalent Beam Depth (Inches): 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4 of 7 Z:tCAD Files13100-31993127 - Magnolia SFD1CALCSlP1an 2 -A5.pti 3:01:11 PM I + 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, 'c Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties Short Direction Type I Type II Quantity: 2 1 Depth: 18.0 1 15.0 Width: 12.0 12.0 Tendons: I I Cover: - 3.00 3.00 Average beam spacing used in analysis 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSl 1/2 Inch 15.00 FTx 21.00 FTx 5.00 Inches Short Direction Long Direction 5 4 Long Direction Type I Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Page 5 of 7 Z:%CAD Filesl3lo0-319913127 - Magnolia SFDlCALCStPlan 2 -A5.pti 3:01:11 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 Build 100712 Serial Number: 100-320-075 S 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 Procerties 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 6 of 7 Z:CAD F1Ie43100-31993127 - Magnolia SFD%CALCS%Plan 2 -A5.pti 3:01:11 PM PTISIab 3.2 Geostructural Tool Kit Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 5 Build 100712 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 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 Files3100-319913127 - Magnolia SFDtCALCSIPlan 2 -A5.pti 3:01:11 PM GEOCON INCORPORATED GEOTECHNICAL • ENVIR0NM:ENTA1 • MATERIALS Project No. G2192-52-01 October 2, 2019 aeciENED Ashton 3, LLC ocl 15 Z0I9 5 Hoya Street Rancho Mission Viejo, California 92694 Attention: Mr. Taylor Ashton BUtLO' Subject: ROUGH GRADING PLAN REVIEW MAGNOLIA-BRADY DEVELOPMENT 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA References: I. 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 geotechnicál 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 PE 84154 MRL: SFW:dmc (e-mail) Addressee A04 , _—hawn oy Weedon GE 2714 6960 Fiàndèrs Drive U Son DiO9b, COlifoiñiO 92121-29141 I Telephone 858.5586900 • FOx 858.558.6159 Pc-9blip- 00143 GE O. ON IN C OR PO RATED GEOtEi-(Ni.CAL • ENVLRONM:ENTAHL • MATERIALs 7 Project No. G2192-52-01 September 10, 2019 Revised October 2, 2019 RECEIVED OCT 15 2019 Ashton 3, LLC CITY OF CARLSBAD 5 Hoya Street BUILDING DIVISION 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. G2192-52-01). 2. Post-Tensioned Foundation Plans for: Magnolia SFD [Lots 1 Through 7], Carlsbad, California, prepared by PTDU, Inc., dated May 8, 2019, revised September 4, 2019 (Job No. 3127). Dear Mr. Ashton: In accordance with your request, we reviewed the referenced post-tensioned foundation plans for the proposed Magnolia-Brady residential development in the City of Carlsbad, California. Based on our review of the referenced plans and the information contained within the referenced geotechnical report, we opine the post-tensioned foundation plans and details have been prepared in substantial conformance with the recommendations presented in the referenced geotechnical report. The referenced plans should include a reference to our finalized report for the project, dated January 17, 2019. Additionally, we understand that the foundation engineer has opted not to use reinforcing steel at the bottom of perimeter footings or interior stiffener beams, as we provided as an option in our referenced report. We limited our review to geotechnical aspects of project development and the review did not include other details on the referenced plans. Geocon Incorporated has no opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of site development. M1 6960 HóAdeis Drive • ah DiCgo. CäI16niä 921 2i.274 • lelephohe 063666006 • Fax 858845 I Shawn Foy Weedon GE271 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 Matt*. PE 84154 çO1ESSi MRL:SFW:dmc (e-mail) Addressee (c84154 4 Geocon Project No. G1966-52-01 -2 - September 10, 2019 Revised October 2, 2019 HETHEPINGTON ENGINEERING, INC. SOIL. & FOUNDATION ENGINEERING a ENGINEERING GEOLOGY • HYDROGEOLOGY April 18, 2019 Project No. 8769.1 Log No. 20412 City of Carlsbad Community & Economic Development 1635 Faraday Avenue Carlsbad, California 92008 Attention: Ms. Jennifer Horodyski, T. E. Subject: THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) Proposed 7-Lot Residential Deve1omënt, 1534 Magnolia Avenue Carlsbad; California Project JD: CT 2018-00032 OR 2018-0047, ROW 20180828 References: Attached Dear Ms. Horodyski: t EIVED MAY 2 12019 _y OF , CITDWf,CARLSBAD BUILDING DIVISION In accordance with your request, Hetherington Engineering, Inc.has prthidedthird-party geotechmcal review of Reference 5 _ cpriorcomments,andwe1haWInO1additionaIornment* As noted by the Geotechmcal Consultant, the precise grading, structural and improvements plans should be reviewed by the Geotechnical Consultant when available. Obsórvation and testing by the Geotechnical Coñsutant 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, HETHEmNT,P ENGINEERING, INC. FE Civil Engineer' 88 (f'f o. 397 Geotechnical Enginee&p.Date (expires 3/31/20) Distribution: I -via e-mail ro g sl eitified Geologist 3772 ineering Geologist 800 drogeologist 591 E.G. 1153 (expires 3/31/20) U Exp. 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 (760) 931-1917 ° Fax (760) 931-0545 333 Third Street, Suite 2 ° Laguna Beach, CA 92651-2306 • (949) 715-5440 e Fax (760) 931-0545 www.hetheringtonengineering.com REF11UNCES "Geôtéchnical Investigation. 1534 Magnolia: Avenue,, Càitbad,. California", by Geocon, Jric.j dated January 17,2018 "Grading Plans for Magholiá - civilLandworks, plot date November 17; 2018, (31 "Sheet). " ëmiiit Plans For: Brady. Circle and Magnolia. Avenue", b .Ciiil Land-works, undated (3-Sheets) 4: "Third-Party Geotechnical RevieW (Fbst); 15j,bë4 7-Lot Residential Devloprnent, 1534 Magriàha Avenue, Catisbad, California, Pioject ID CT 2018-003, GR 2018-0047, ROW-2018--' 828!% bY Hethciingtoii Engineering, Inc., dated December A. 19, 2018 5.- "Response to Itients - a4ing P1âi.i, 1534 Magnolia Avenue, California, California", b Gëöcon, Inc , dated February 6 2O19 VC Project No. 8769.1 Log No. 2042 HETHERINGTOW ENGINEERING,,iffl-C. CL QC - ---d-v C ~ :ç ( , RECEIVED MAY 21 2019 CITY OF CARLSBAD BUILDING DIVISION GEOTECHNICAL INVESTIGATION 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PREPARED FOR ASTHON3,LLC RANCHO MISSION VIEJO, CALIFORNIA JANUARY 17, 2018 PROJECT NO. G2192-52-01 cflOCON INCORPORATED GOTECHN1CA.L. E, 'N V I R 0; N cENT.AL. MATERIALS IMP (00 Project No. G2192-52-01 January 17, 2018 Ashton 3, LLC 5 Hoya Street Rancho Mission Viejo, California 92694 Attention: Mr. Taylor Ashton Subject: GEOTECHNICAL INVESTIGATION 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA Dear Mr. Ashton: In accordance with your request, we performed this geotechnical investigation for the proposed 7-lot residential development in Carlsbad, California. The accompanying report presents the results of our study and our conclusions and recommendations regarding the geotechnical aspects of project development. The results of our study indicate that the site can be developed as planned, provided the recommendations of this report are followed. Should you have questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Matt e RCE 84154 - Ahawn Weedon GE 2714 e1524 Hoobs (4oALG HOOBS ( HOOBS No.1524 I CERTIFIED 1 * t ENGINEERING / k GEOLOGIST MRL:SFWJH:dmc (e-mail) Addressee (3) Mr. Robert C. Ladwig 6960 Flwidérs Drive U Son blégo, California 92I212974: • Telephone 858.558.6900 • 1= 858.358.61159, 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-II, 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. G2192-52-0I - 1 - January 17, 2018 Individual lot storm water management devices will be constructed on the property and will likely be extended into the Old Paralic Deposits materials. 3. GEOLOGIC SETTING The site is located in the western portion of the coastal plain within the southern portion of the Peninsular Ranges Geomorphic Province of southern California. The Peninsular Ranges is a geologic and geomorphic province that extends from the Imperial Valley to the Pacific Ocean and from the Transverse Ranges to the north and into Baja California to the south. The coastal plain of San Diego County is underlain by a thick sequence of relatively undisturbed and non-conformable sedimentary rocks that thicken to the west and range in age from Upper Cretaceous through the Pleistocene with intermittent deposition. The sedimentary units are deposited on bedrock Cretaceous to Jurassic age igneous and metavolcanic rocks. Geomorphically, the coastal plain is characterized by a series of twenty-one, stair-stepped marine terraces (younger to the west) that have been dissected by west flowing rivers. The coastal plain is a relatively stable block that is dissected by relatively few faults consisting of the potentially active La Nacion Fault Zone and the active Rose Canyon Fault Zone. The Peninsular Ranges Province is also dissected by the Elsinore Fault Zone that is associated with and sub-parallel to the San Andreas Fault Zone, which is the plate boundary between the Pacific and North American Plates. 4. SOIL AND GEOLOGIC CONDITIONS We encountered undocumented fill (Qudi) associated with the existing development overlying Old Paralic Deposits (Qop). The trench logs (Appendix A) and the Geologic Map (Figure 2), show the approximate occurrence, distribution, and description of each unit encountered during our field investigation. The surficial soil and geologic units are described herein in order of increasing age. 4.1 Undocumented Fill (Qudf) We encountered undocumented fill in all of our exploratory trenches that varied in thickness between '/2 and 3 feet. The fill generally consists of loose, dry to damp, light brown to reddish brown, silty sand and possess a "very low" to "low" expansion potential (expansion index of 50 or less). These materials are unsuitable in their present condition, and will require remedial grading in the areas of the proposed improvements. 4.2 Old Paralic Deposits (Qop) The Quaternary-age Old Paralic Deposits exist below the undocumented fill across the site. These deposits generally consist of medium dense to dense, light to dark reddish brown and olive brown, silty to clayey, fine to medium sand and stiff, olive brown, sandy clay. The Old Paralic Deposits typically possess a "very low" to "medium" expansion potential (expansion index of 90 or less) and a Project No. G2192-52-01 -2- January 17, 2018 "SO" sulfate class. The Old Paralic Deposits are considered acceptable to support the planned fill and foundation loads for the development. 5. GROUNDWATER We did not encountered groundwater during our field investigation to the maximum depth explored of 12 feet. We expect groundwater is present at depths of greater than 50 feet. We do not expect groundwater to significantly impact project development as presently proposed. It is not uncommon for groundwater or seepage conditions to develop where none previously existed. Groundwater and seepage is dependent on seasonal precipitation, irrigation, land use, among other factors, and varies as a result. Proper surface drainage will be important to future performance of the project. 6. GEOLOGIC HAZARDS 6.1 Faulting and Seismicity Based on our site investigation and a review of published geologic maps and reports, the site is not located on known active, potentially active or inactive fault traces as defined by the California Geological Survey (CGS). The CGS considers a fault seismically active when evidence suggests seismic activity within roughly the last 11,000 years. According to the computer program EZ-FRISK (Version 7.65), 10 known active faults are located within a search radius of 50 miles from the property. We used the 2008 USGS fault database that provides several models and combinations of fault data to evaluate the fault information. The Rose Canyon Fault zone and the Newport-Inglewood Fault are the closest known active faults, located approximately 7 miles west of the site. Earthquakes that might occur on the Newport-Inglewood or Rose Canyon Fault Zones or other faults within the southern California and northern Baja California area are potential generators of significant ground motion at the site. The estimated deterministic maximum earthquake magnitude and peak ground acceleration for the Newport-Inglewood Fault are 7.5 and 0.36g, respectively. Table 6.1.1 lists the estimated maximum earthquake magnitude and peak ground acceleration for the most dominant faults in relationship to the site location. We calculated peak ground acceleration (PGA) using Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 acceleration-attenuation relationships. Project No. G2192-52-01 -3 - January 17, 2018 TABLE 6.1.1 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Distance from Site (miles) Maximum Earthquake Magnitude (Mw) Peak Ground Acceleration Boore- Atkinson 2008 (g) Campbell- Bozorgnia 2008 (g) Chiou- Youngs 2007 (g) Newport-Inglewood 7 7.50 0.30 0.29 0.36 Rose Canyon 7 6.90 0.26 0.28 0.30 Coronado Bank 21 7.40 0.15 0.11 0.13 Palos Verdes Connected 21 7.70 0.17 0.12 0.15 Elsinore 22 7.85 0.17 0.12 0.16 Palos Verdes 35 7.30 0.10 0.07 0.07 San Joaquin Hills 35 7.10 0.09 0.09 0.07 Earthquake Valley 43 6.80 0.06 0.05 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. G21 92-52-01 -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 0.23 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. G2192-52-01 -7- January 17, 2018 7.2 Excavation and Soil Characteristics 7.2.1 Excavation of the undocumented fill and Old Paralic Deposits should be possible with light to moderate effort using conventional heavy-duty grading equipment. 7.2.2 The soil encountered in the field investigation is considered to be "non-expansive" to "expansive" (expansion index [El] of 20 or less or greater than 20, respectively) as defined by 2016 California Building Code (CBC) Section 1803.5.3 based on our test results. Table 7.2 presents soil classifications based on the expansion index. We expect the existing site materials possess a "very low" to "low" expansion potential (expansion index of 50 or less) in accordance with ASTM D 4829. TABLE 7.2 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index (El) ASTM D 4829 Soil Expansion Classification 2016 CBC Expansion Classification 0-20 Very Low Non-Expansive 21-50 Low Expansive Very High 51-90 Medium 91-130 High Greater Than 130 7.2.3 We performed laboratory tests on soil samples to evaluate the water-soluble sulfate content (California Test No. 417) to generally evaluate the corrosion potential to structures in contact with soil. Results from the laboratory water-soluble sulfate content tests indicate that the materials at the locations tested possesses "SO" sulfate exposure to concrete structures as defined by 2016 CBC Section 1904 and 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 Specifications (Appendix D). Where the recommendations of this section conflict with Appendix D, the recommendations of this section take precedence. We should observe and test earthwork for proper compaction and moisture content. 7.3.2 A pre-construction meeting with the city inspector, owner, general contractor, civil engineer and geotechnical engineer should be held at the site prior to the beginning of grading and excavation operations. Special soil handling requirements can be discussed at that time, if necessary. 7.3.3 We should observe the earthwork operations and test the compacted fill. 7.3.4 Grading of the site should commence with the demolition of existing structures, removal of existing improvements, vegetation, and deleterious debris. Deleterious debris should be exported from the site and should not be mixed with the fill. Existing underground improvements within the proposed structure area that extend below the planned grading limits should be removed and properly backfilled. 7.3.5 The undocumented fill within the site boundaries should be removed to expose the underlying Old Paralic Deposits. We should evaluate the actual extent of unsuitable soil removals during the grading operations. Prior to fill soil being placed, the existing ground surface should be scarified, moisture conditioned as necessary, and compacted to a depth of at least 12 inches. 7.3.6 To reduce the potential for differential settlement of the compacted fill, the residential building pads with cut-fill transitions should be undercut at least 3 feet and replaced with properly compacted fill. In addition, cut pads that expose the Old Paralic Deposits should also be undercut at least 3 feet to facilitate future trenching and provide a more uniform finish grade soil condition. 7.3.7 The site should then be brought to final subgrade elevations with fill compacted in layers. In general, soil native to the site is suitable for use from a geotechnical engineering standpoint as fill if relatively free from vegetation, debris and other deleterious material. Layers of fill should be about 6 to 8 inches in loose thickness and no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content in accordance with Project No. G2192-52-01 -9- January 17, 2018 ASTM Test Procedure D 1557. Fill materials placed below optimum moisture content may require additional moisture conditioning prior to placing additional fill. The upper 12 inches of subgrade soil underlying pavement should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content shortly before paving operations. 7.3.8 Import fill (if necessary) should consist of granular materials with a "very low" to "low" expansion potential (El of 50 or less) free of deleterious material or stones larger than 3 inches and should be compacted as recommended above. Geocon Incorporated should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to determine its suitability as fill material. 7.4 Temporary Excavations 7.4.1 The recommendations included herein are provided for stable excavations. It is the responsibility of the contractor to provide a safe excavation during the construction of the proposed project. 7.4.2 Temporary excavations should be made in conformance with OSHA requirements. Undocumented fill should be considered a Type C soil in accordance with OSHA requirements. The Old Paralic Deposits and compacted fill materials can be considered a Type B soil (Type C soil if seepage or groundwater is encountered). In general, special shoring requirements will not be necessary if temporary excavations will be less than 4 feet in height and raveling of the excavations does not occur. Temporary excavations greater than 4 feet in height, however, should be sloped back at an appropriate inclination. These excavations should not be allowed to become saturated or to dry out. Surcharge loads should not be permitted to a distance equal to the height of the excavation from the top of the excavation. The top of the excavation should be a minimum of 15 feet from the edge of existing improvements. Excavations steeper than those recommended or closer than 15 feet from an existing surface improvement should be shored in accordance with applicable OSHA codes and regulations. Geocon can provide temporary shoring recommendations, if necessary. 7.5 Seismic Design Criteria 7.5.1 We used the computer program US. Seismic Design Maps, provided by the USGS. Table 7.5.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 second. The building structures and improvements should be Project No. 02192-52-01 _10- January 17, 2018 designed using a Site Class C. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. The values presented in Table 7.5.1 are for the risk-targeted maximum considered earthquake (MCER). TABLE 7.5.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class C Section 1613.3.2 MCER Ground Motion Spectral 1. 127g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss MCER Ground Motion Spectral 0.433g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), 1 Site Coefficient, FA 1.000 Table 1613.3.3(1) Site Coefficient, Fv 1.367 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.127g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified MCER Spectral 0.592g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SMI 5% Damped Design Spectral 0.751 g Section 1613.3.4 (Eqn 16-39) Response Acceleration (short), SDS 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 (MCEG). TABLE 7.5.2 2016 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCEG Peak Ground Acceleration, PGA 0.443g Figure 22-7 Site Coefficient, FPGA 1.000 Table 11.8-1 Site Class Modified MCE0 Peak Ground Acceleration, PGAM 0.443g Section 11.8.3 (Eqn 11.8-I) 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 (psi). The values presented herein are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 7.6.4 Total and differential settlement of the building founded on compacted fill materials is expected to be less than 'A-inch for 6-foot footings. 7.6.5 Where buildings or other improvements are planned near the top of a slope 3:1 (horizontal to vertical) or steeper, special foundation and/or design considerations are recommended due to the tendency for lateral soil movement to occur. Footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. Although other improvements, which are relatively rigid or brittle, such as concrete fiatwork or masonry walls, may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. 7.6.6 We should observe the foundation excavations prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are similar to those expected and that Project No. G2192-52-01 -12- January 17, 2018 they have been extended to the appropriate bearing strata. Foundation modifications may be required if unexpected soil conditions are encountered. 7.6.7 •Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 7.7 Concrete Slabs-on-Grade 7.7.1 Concrete slabs-on-grade for the structures should be at least 4 inches thick and reinforced with No. 3 steel reinforcing bars at 24 inches on center in both horizontal directions. 7.7.2 Slabs that may receive moisture-sensitive floor coverings or may be used to store moisture- sensitive materials should be underlain 'by a vapor retarder. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (AC!) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (AC! 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer's recommendations and ASTM requirements and installed in a manner that prevents puncture. The vapor retarder used should be specified by the project architect or developer based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. 7.7.3 The bedding sand thickness should be determined by the project foundation engineer, architect, and/or developer. However, we should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. It is common to see 3 to 4 inches of sand below the concrete slab-on-grade for 5-inch thick slabs in the southern California area. The foundation design engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reduèing 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 (PTI) 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 (PTI) DC10.5 Design Parameters Value Thornthwaite Index . -20 Equilibrium Suction 3.9 Edge Lift Moisture Variation Distance, em (feet) 5.3 Edge Lift, YM (inches) 0.61 Center Lift Moisture Variation Distance, em (feet) 9.0 Center Lift, YM (inches) 0.30 Project No. G2192-52-01 -14- January 17, 2018 7.8.2 Post-tensioned foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. The estimated maximum total and differential settlement for the planned structures due to foundation loads is '/2 inch. 7.8.3 The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. 7.8.4 Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. 7.8.5 Consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. 7.8.6 If the structural engineer proposes a post-tensioned foundation design method other than PT!, DC 10.5: The deflection criteria presented in Table 7.8 are still applicable. The width of the perimeter foundations should be at least 12 inches. The perimeter footing embedment depths should be at least 18 inches. The embedment depths should be measured from the lowest adjacent pad grade. 7.8.7 Our experience indicates post-tensioned slabs may be susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. 7.8.8 During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints form between the Project No. 02192-52-01 -15- January 17, 2018 footings/grade beams and the slab during the construction of the post-tension foundation system unless designed by the structural engineer. 7.8.9 Special subgrade presaturation is not deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soil should be moisturized to maintain a moist condition as would be expected in any such concrete placement. The slab underlayment should be the same as previously discussed. 7.9 Concrete Flatwork 7.9.1 Exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance with the recommendations herein. Slab panels should be a minimum of 4 inches thick and, when in excess of 8 feet square, should be reinforced with 6 x 6 - W2.91W2.9 (6 x 6 - 6/6) welded wire mesh or No. 3 reinforcing bars spaced at least 18 inches center-to-center in both directions to reduce the potential for cracking. In addition, concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (AC!) should be taken into consideration when establishing crack control spacing. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading section prior to concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be checked prior to placing concrete. 7.9.2 Even with the incorporation of the recommendations within this report, the exterior concrete flatwork has a likelihood of experiencing some uplift due to expansive soil beneath grade; therefore, the steel reinforcement should overlap continuously in flatwork to reduce the potential for vertical offsets within flatwork. Additionally, flatwork should be structurally connected to the curbs, where possible, to reduce the potential for offsets between the curbs and the flatwork. 7.9.3 Where exterior flatwork abuts the structure at entrant or exit points, the exterior slab should be dowelled into the structure's foundation stemwall. This recommendation is intended to reduce the potential for differential elevations that could result from differential settlement or minor heave of the flatwork. Dowelling details should be designed by the project structural engineer. Project No. G2192-52-01 -16- January 17, 2018 7.10 Retaining Walls 7.10.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pef). 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. G2192-52-0I -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 final subgrade elevation. Based on the results of our R-Value testing of the subgrade soils, we assumed an R-Value of 44 and 78 for the subgrade soil and base materials, respectively, for the purposes of this preliminary analysis. Table 7.12.1 presents the preliminary flexible pavement sections. TABLE 7.12.1 PRELIMINARY FLEXIBLE PAVEMENT SECTION Assumed Asphalt Class 2 Location Assumed Subgrade Concrete* Aggregate Traffic Index R-Value (inches) Base* (inches) Local Street 5.0 44 4 4 Collector Street 6.0 44 4 6 *per City of Carlsbad Engineering Standards (2016) 7.12.2 The subgrade soils for pavement areas should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above the optimum moisture content. The depth of subgrade compaction should be approximately 12 inches. 7.12.3 Class 2 aggregate base should conform to Section 26-1-02B of the Standard Specifications for The State of California Department of Transportation (Caltrans) and should be compacted to a minimum of 95 percent of the maximum dry density at near optimum Project No. G2192-52-01 -19- January 17, 2018 moisture content. The asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). 7.12.4 7.12.5 7.12.6 7.12.7 7.12.8 The base thickness can be reduced if a reinforcement geogrid is used during the installation of the pavement. Geocon should be contact for additional recommendations, if requested. A rigid Portland cement concrete (PCC) pavement section should be placed in driveway entrance aprons. We calculated the rigid pavement section in general conformance with the procedure recommended by the American Concrete Institute report AC! 330R-08 Guide for Design and Construction of Concrete Parking Lots using the parameters presented in Table 7.12.2. TABLE 7.12.2 RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus of subgrade reaction, k 100 pci Modulus of rupture for concrete, MR 500 psi Traffic Category, TC A and C Average daily truck traffic, ADTT 1 and 100 Based on the criteria presented herein, the PCC pavement sections should have a minimum thickness as presented in Table 7.12.3. TABLE 7.12.3 RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Driveways/Automobile Parking Areas (TC=A) 5.0 Heavy Truck and Fire Lane Areas (TC=C) - 7.0 The PCC pavement should be placed over subgrade soil that is compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. This pavement section is based on a minimum concrete compressive strength of approximately 3,000 psi (pounds per square inch). A thickened edge or integral curb should be constructed on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a Project No. G2192-52-01 -20- January 17, 2018 minimum thickness of 2 inches, whichever results in a thicker edge, and taper back to the recommended slab thickness 4 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). Reinforcing steel will not be necessary within the concrete for geotechnical purposes with the possible exception of dowels at construction joints as discussed herein. 7.12.9 To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 12.5 feet for the 5-inch and 15 feet for 6-inch or thicker slabs and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced AC! report. The depth of the crack-control joints should be at least ¼ of the slab thickness when using a conventional saw, or at least 1 inch when using early-entry saws on slabs 9 inches or less in thickness, as determined by the referenced AC! report discussed in the pavement section herein. Cuts at least ¼ inch wide are required for sealed joints, and a /8 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 finn 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 II& ' -'+ •' '' A&A &Yrc V~v .7 --. -it#• '. . e... -r p. b h5 _ 4 d1 ' ' . •-•ç) Oft Irk" ir Si % ----*5 #a .'• -• i', _% •- ;iI iI•'S -. ' .- \. - 'i? ICA ,<••S ''! ."• .t. 'S • •I,•) • •00 • I •• 5- 4 S tv .... p, '. •.e' 'z k 5 5 _9. ;j-'. •' • :i' ''•.' . 'r •' • ç •4 •• .;• ) - - • - cro - - . 5-,' 5-- • •' .5 . I ' - r • '-' -. • '5 c ' . •- - - IV flu : --5 - *. ,. ,-1•__ - A- •$( - ', ':• . ' wYr .' .. • 5- S 1 ' - •.:#-- -. .. -' ' S ••.- '.-' - - • S •5. • 1. • ~•, '.5 ..••--- %ç•.' • W., .-•. .¼S5 • - - • . - . -- c) 5 *'ç • At • • FIG.1 1534 MAGNOLIA AVENUE CARSBAD, CALIFORNIA 'cu C' 60' 120' SCALE 7= 60' (On lix? 7) I.' OCON LEGEND - 8RD - • I Qudf.... . - Qop........OLD PARALIC DEPOSITS , I T9 .APPROX. LOCATION OF TRENCH " I *T (P-2) APPROX. LOCATION OF PERCOLATION TEST j ()........APPROX. THICKNESS OF UNDOCUMENTED FAJ. Th!OTOOTPHOTLNFOTNOTOTMNOTAVMEF0NOAYWN3OBVGOOOTEOTRTh. MCT1OALIGIlONGOTENONT.1l€ IMORMATON E I1NOThATNERM SESOTOT ITO NOT wTEIIOTopOToENrsImEOTRaR,RMMIcTxMJ.NOTREOTpRMnBYaxIa.ctENT &4"IRMIINPY.REFENDNIDIOTDRAOTILE300EOc1PI FROIINIY IMBLITY IOTNOE0ASNRESIR.T OT mm ORRELPJIcEByaENT. GEOCON INCORPORATED GEOTECHNEALU ENVI1ONMENTAL U MATERMIS 6960RSDtSANDCAtFCflNR9Z2I2974 FHOI.EBSB 558-6900-FAXBSR 5586159 PROJECT NO. G2192-52-01 FIGURE 2 GEOLOGIC MAP 17-2018 PtlIlWR1I 1:11PM IRYNOMATflANWLKIR IPeLNOTNOT RWtCt5lMZlRPMfl 1RMM MAIRMJWtIbMIMWflflI! MVUC!IC CONCRETE SLAB 44 4 7Q' SAND AND VAPOR _/ PAD GRADE RETARD-1,11. :4 ACCORDANCE WITH ACI I .l. c4......::..: > -. OW . ILL FOOTING WIDTH CONCRETE SLAB ..- db / 4. .. : SAND AND VAPOR H RETARDERIN a ACCORDANCE WITH Ad 5 IL 44 w 4 44 .4.4 a FOOTING WIDTH* *....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON INCORPORATED GEOTECHNICAL• ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE-SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML/CW DSK/GTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01-17-2018 PROJECT NO.G2192-52-01 FIG.3 Pbtted:01116!2018 4:08PM I BY-JONATHAN WILKINS I File Lacatlen:Y:PROJECTSlG2192-52.O1 1534 MagnolIa AvelDETAILSlWaWColemn Footleg Dlernnsbn Detail (COLFOOT2)awg CONCRETE BROWDITCH I PROPOSED RETAINING WALL GROUND SURFACE / _TEMPORARYBACKCUT WATER PROOFING - .. / PER OSHA PER ARCHITECT _j..._.. 213 H MIRAFI 140N FILTER FABRIC I - (OR EQUIVALENT) I :.'.. OPEN GRADED I - :".• V MAX. AGGREGATE GROUND SURFACE I 1" FOOTING 4" DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO I APPROVED OUTLET 12" CONCRETE CONCRETE BROWDITCH 1 ,, /—GROUND SURFACE RETAINING BROWDITCH WALL .1 WALL - GROUND SURFACE RETAINING WATER PROOFING WATER PROOFING - PERARCHECT - PER ARCHITECT DRAINAGE PANEL - _-" (MIRADRAIN 6000 - OR EQUIVALENT) 2/3 H 2/3 H DRAINAGE PANEL - - 12" .-I - (MIRADRAIN 6000 3/4" CRUSHED ROCK OR EQUIVALENT) (1 CU.FTJFT.) - - FILTER FABRIC 4" DIA. SCHEDULE 40 PROPOSED ENVELOPE PROPOSED - PERFORATED PVC PIPE GRADE~MIRAFI 140N OR GRADE\ OR TOTAL DRAIN - EQUIVALENT - EXTENDED TO I FOOTING N.. 4" DIA. SCHEDULE 40 I FOOTING APPROVED OUTLET PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE I I TYPICAL RETAINING WAIL DRAIN DETAIL I GEOCON (9) INCORPORATED GEOTECHNICAI• 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 I DATE 01 - 17- 2018 1 PROJECT NO.G2192 -52-01 1 FIG. 4 I Plotted:0111612018 4:07PM I Btr.JONATHAN WILKINS I File Locattan:Y:PROJECTSG2192-52-01 1534 Magnolia AvelDETAILSV1yptaat Retakikg Wall Dretaage Detail (RWDD7A).dwg APPENDIX APPENDIX A I oil kA*iIreJ.?iIr.] We performed our field investigation on September 27, 2017, that consisted of a visual site reconnaissance, excavating 9 exploratory trenches using a rubber-tire backhoe and conducting 2 infiltration tests. The approximate locations of the trenches and infiltration tests are shown on the Geologic Map, Figure 2. As trenching proceeded, we logged and sampled the soil and geologic conditions encountered. Trench logs and an explanation of the geologic units encountered are presented on figures following the text in this appendix. We located the trenches in the field using existing reference points. Therefore, actual exploration locations may deviate slightly. We visually classified and logged the soil encountered in the excavations in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual Manual Procedure D 2488). Project No. G2192-52-01 January 17, 2018 PROJECT NO. G2192-52-01 Ir TRENCH >.uj 'at DEPTH SAMPLE < SOIL Z Cl)Ir ZLI FEET NO. ..j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 EQUIPMENT BACKHOE W!2' BUCKET BY: K HAASE IL C' MATERIAL DESCRIPTION' - 0 SM UNDOCUMENTED FILL (Qudt) - . 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-1 ::• -. - 4 CL Dense, moist, olive-brown, fine Sandy, CLAY; iron staining : ,fl1. SC Medium dense, moist, reddish brown to olive brown, Clayey, fine to medium - 6 /:•.. SAND; iron staining TI-2 Y. -Becomes denser TRENCH TERMINATED AT 9 FEET No groundwater encountered Figure A-I, Log of Trench T 1, Page lofl SAMPLE SYMBOLS [) ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE 1@ ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 ac > WO. TRENCH T2 zju- DEPTH SAMPLE ..j i SOIL U) FEET NO. CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 0 W LU Q Ir EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE 0. MATERIAL DESCRIPTION 0 SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND - SM OLD PARALIC DEPOSITS (Qop24) 2 - . Medium dense, damp, brown, Silty, fine SAND - - CL Dense, moist, olive brown, fine Sandy, CLAY .4 . SC Dense, moist, reddish brown, Clayey, fine to medium SAND ,d: ... - ___ ____ __________________________________ TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-2, Log of Trench T 2, Page 1 of I [J ... 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 TRENCH T3 DEPTH > 0 < SOIL Oi.. I- Z U) IN SAMPLE NO. .j CLASS ELEV. (MSL)______ DATE COMPLETED 09-27-2017 CO Z LC FEET ZILU M 20 0 III EQUIPMENT BACKHOE W12' BUCKET BY: K HAASE 0 MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudf) P. Loose, dry, brown, Silty, fine SAND .:i.:: - SM OLD PARALIC DEPOSITS (Qop24) - - Medium dense, damp, reddish to yellowish brown, Silty, fine to medium 2 - - SM Medium dense, moist, brown, Silty, fine to medium SAND • ---- 4 - CL - ----------------------------------- Dense, wet, dark reddish brown, fine Sandy, CLAY TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-3, Log of Trench T 3, Page 1 of I [I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) - ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 IX TRENCH DEPTH SAMPLE 8 SOIL IN FEET CLASS NO. Uj ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 IX EQUIPMENT BACKHOE W121 BUCKET BY: K. HAASE 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 - Y ad CLAY SC Dense, moist, olive brown to reddish brown, fine Sandy, CLAY - T4-1 - _ :t.•.::: ______________ . TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-4, Log of Trench T 4, Page 1 of I [J ... 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 . >- DEPTH > < SOIL Qi- p: 07 o ! (I) ' " IN SAMPLE NOFEET. ..j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 g<j ZL'- 0 III 0 :i EQUIPMENT BACKHOE WIT BUCKET BY: K. HAA$E 0 0 0 _____ _____ MATERIAL DESCRIPTION - - :9 - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND • ••:' - SM OLD PARALIC DEPOSITS (Qop24) Medium dense, moist, dark brown, Silty fine to medium SAND . :j.-.: 2 - 4 I r I -Becomes brown - I:l -Becomes dense • 8 10 ::rl:: imi 4. - 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, G2192-52-1.GPJ Log of Trench T 5, Page 1 of I [] SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL 1] ... STANDARD PENETRATION TEST - ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2192-52-01 >- TRENCH DEPTH I— < SOIL Oi. I— Z L (I)it ILU IN FEET SAMPLE NO. .j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 cO W Vi wire • Ir EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE in L) - 0 MATERIAL DESCRIPTION - SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND :T -• ----- SM Loose, damp, light reddish brown, Silty fme SAND; little gravel; deleterious .4. . material -2- i.1...I. SM OLD PARALIC DEPOSITS (Qop24) Medium dense, moist, dark reddish brown, Silty, fine to medium SAND 4. :1:: 6 :1:1 -Becomes dark brown -Becomes denser, finer grained 8 -- - SC Dense, moist, reddish brown, Clayey, fine to medium SAND TRENCH TERMINATED AT 10 FEET No groundwater encountered Figure A-6, Log of Trench T 6, Page 1 of I III SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. if IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 UJI TRENCH DEPTH 1 SOIL U. IN SAMPLE NO. 09 0 CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 W 0 UJI FEET EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE IL 0 MATERIAL DESCRIPTION - 0 - SM UNDOCUMENTED FILL (Qudf) Loose, thy, light brown, Silty, fine SAND; roots SM OLD PARALIC DEPOSITS (Qop24) - 2 Medium dense, damp, light reddish brown, Silty, fine to medium SAND 4 :•;..• - -Becomes dense TRENCH TERMINATED AT 5 FEET No groundwater encountered Figure A-i, Log of Trench T 7, Page 1 of I [] ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST .. DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS . DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 IX UJI TRENCH UJI DEPTH SAMPLE SOIL NO. ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 FEET 20 EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE MATERIAL DESCRIPTION - 0 :9 - SM UNDOCUMENTED FILL (Qudf) Loose, dry, brown, Silty, fine SAND; roots - . SM OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light yellowish brown, Silty, fine SAND - 2 • ::.i:::::: ::•.t:: -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 1) ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 62192-52-01 >-W TRENCH T9 * uJ OR DEPTH < SOIL ow. I- Z U) SAMPLE NO. _j CLASS ELEV. (MSL.)______ DATE COMPLETED 09.27-2017 <(I) UJI FEET zw ea >W 20 EQUIPMENT BACKHOE W!2' BUCKET BY: K HMSE IL 0 0 MATERIAL DESCRIPTION - - 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 .4. TRENCH TERMINATED AT 4 FEET No groundwater encountered .Figure A-9, Log of Trench T 9, Page 1 of I [I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX APPENDIX B LABORATORY TESTING We performed laboratory tests in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. We selected samples to test for maximum density and optimum moisture content, direct shear, expansion potential, water-soluble sulfate content, R-Value and gradation. The results of our laboratory tests are summarized on Tables B-I through B-V, Figure B-i and on the trench logs in Appendix A. TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Sample No. Description (Geologic Unit) Maximum Dry Density (pci) Optimum Moisture Content (% dry wt.) TI-1 Light reddish brown, Silty, fine to medium SAND (Qop) 132.8 8.1 Ti-i I Light reddish brown, Silty, fine to medium SAND (Qop) 1 130.5 1 9.0 TABLE B-Il SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080 Sample No. Dry Density (Pct) Moisture Content (%) Peak [Ultimate'] Cohesion (psi) Peak [Ultimate'] Angle of Shear Resistance (degrees) Initial I Final Ti-12 121.8 6.6 13.4 500 [400] 27 [26] T7-12 118.6 8.7 I 13.7 700 [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 (pt) Expansion Index 2016 CBC Expansion Classification ASTM Soil Expansion Classification Before Test After Test T3-1 11.5 23.4 103.8 35 Expansive Low T4-1 8.7 17.2 115.6 18 Non-Expansive Very Low T7-1 7.8 14.1 117.2 0 Non-Expansive Very Low Project No. G2192-52-01 -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 (%) AC! 318-14 Sulfate Class TI-1 0.032 SO 17-1 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 17-1 2 -3 Light reddish brown, Silty, fine to medium SAND (Qop) 44 Project No. G2192-52-01 - B-2 - January 17, 2018 PROJECT NO. G2192-52-01 0 0 IN II_ 11111111 111111 11111111 lllIli1 111111111 11111111 111111_11111111_11111111_111111111_11111111 111111 1111011 IlIIllIL! IlUllill 11111111 111111_11111111_IllIlll1NiIHhlllI_11111111 0111111 11111111 11111111 Iiii!! 11111111 111111 1111011 11111111 IlAIllli!!!!!I 111111 11111111 11111111 111111111 IIIIIIii 0111111 11111111 11111111 , IllIllIll , 111111 I. GRADATIONi[slli AYA 1534 MAGNOLIA AVENUE I :Y.1 .XCALI FORNIA I 32192.52.O1.GPJ Figure B-i GEOCON GRAVEL SAND SILT OR CLAY COARSE FINE I Il COARSE MEDIUM FINE SAMPLE DEPTH (ft) CLASSIFICATION NAT WC LL PL P1 Ti-I 2.0 SC - Clayey SAND Ti-2 6.0 SM - Silty SAND APPENDIX APPENDIX C STORM WATER MANAGEMENT INVESTIGATION FOR 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PROJECT NO. G2192-52-01 APPENDIX C STORM WATER MANAGEMENT INVESTIGATION We understand storm water management devices will be used in accordance with the BMP Design Manual currently used by the City of Carlsbad. If not properly constructed, there is a potential for distress to improvements and properties located hydrologically down gradient or adjacent to these devices. Factors such as the amount of water to be detained, its residence time, and soil permeability have an important effect on seepage transmission and the potential adverse impacts that may occur if the storm water management features are not properly designed and constructed. We have not performed a hydrogeological study at the site. If infiltration of storm water runoff occurs, downstream properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other undesirable impacts as a result of water infiltration. Hydrologic Soil Group The United States Department of Agriculture (USDA), Natural Resources Conservation Services, possesses general information regarding the existing soil conditions for areas within the United States. The USDA website also provides the Hydrologic Soil Group. Table C-I presents the descriptions of the hydrologic soil groups. If a soil is assigned to a dual hydrologic group (AID, 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-I! 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 percent slopes Marina Loamy Coarse Sand, MLC 17 B 0.57 -1.42 2 to 9percentslopes 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-Ell 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 (ICSAT, 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) ksat (inch/hour) P-i (T-2) 6 Qop 187.5 0.07 0.04 P-2 (1-3) 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 <I0.5 No Infiltration (Infeasible) I <0.10 I < 0.05 ' Using a Factor of Safety of 2. Groundwater Elevations We did not encounter groundwater or seepage during the site investigation. We expect groundwater exists at depths greater than 50 feet below existing grades. - C-3 - New or Existing Utilities Utilities will be constructed within the site boundaries. Full or partial infiltration should not be allowed in the areas of the utilities to help prevent potential damage/distress to improvements. Mitigation measures to prevent water from infiltrating the utilities consist of setbacks, installing cutoff walls around the utilities and installing subdrains and/or installing liners. The horizontal and vertical setbacks for infiltration devices should be a minimum of 10 feet and a 1:1 plane of 1 foot below the closest edge of the deepest adjacent utility, respectively. Existing and Planned Structures Existing residential and roadway structures exist adjacent to the site. Water should not be allowed to infiltrate in areas where it could affect the neighboring properties and existing adjacent structures, improvements and roadway. Mitigation for existing structures consists of not allowing water infiltration within a lateral distance of at least 10 feet from the new or existing foundations. Slopes Hazards Slopes are not currently planned or exist on the property that would be affected by potential infiltration locations. Therefore, infiltration in regards to slope concerns would be considered feasible. Storm Water Evaluation Narrative As discussed herein, the property consists of existing undocumented fill overlying Old Paralic Deposits (Qop). Water should not be allowed to infiltrate into the undocumented or compacted fill within the basins as it will allow for lateral migration to adjacent residences. We evaluated the infiltration rates within the Old Paralic Deposits within the proposed basin areas to help evaluate if infiltration is feasible. We performed the infiltration tests at location where the basins would be practical based on the topography of the property and discussions with the Client. We performed the percolation tests at the lower elevations of the property and adjacent to the existing storm drain system. Our in-place infiltration tests indicate an average of 0.10 inches/hour (including a factor of safety of 2); therefore, the site is considered feasible for partial infiltration. We do not expect geologic hazards to exist on the property. Therefore, partial infiltration may be considered feasible within the Old Paralic Deposits. Storm Water Management Devices Liners and subdrains should be incorporated into the design and construction of the planned storm water devices. The liners should be impermeable (e.g. High-density polyethylene, HDPE, with a - C-4 - thickness of about 30 mil or equivalent Polyvinyl Chloride, PVC) to prevent water migration. The subdrains should be perforated within the liner area, installed at the base and above the liner, be at least 3 inches in diameter and consist of Schedule 40 PVC pipe. The subdrains outside of the liner should consist of solid pipe. The penetration of the liners at the subdrains should be properly waterproofed. The subdrains should be connected to a proper outlet. The devices should also be installed in accordance with the manufacturer's recommendations. Liners should be installed on the side walls of the proposed basins in accordance with a partial infiltration design. Storm Water Standard Worksheets The BMP Design Manual requests the geotechnical engineer complete the Categorization of Infiltration Feasibility Condition (Worksheet C.4-1 or 1-8) worksheet information to help evaluate the potential for infiltration on the property. The attached Worksheet C.4-1 presents the completed information for the submittal process. The regional storm water standards also have a worksheet (Worksheet D.5-1 or Form 1-9) that helps the project civil engineer estimate the factor of safety based on several factors. Table C-VI describes the suitability assessment input parameters related to the geotechnical engineering aspects for the factor of safety determination. TABLE C-VI SUITABILITY ASSESSMENT RELATED CONSIDERATIONS FOR INFILTRATION FACILITY SAFETY FACTORS Consideration High Medium Low Concern —3 Points Concern —2 Points Concern - I Point Use of soil survey maps or Use of well permeameter or simple texture analysis to borehole methods with . Direct measurement with estimate short-term accompanying continuous boring log, localized (i.e. small- infiltration rates. Use of Direct measurement of scale) infiltration testing Assessment Methods well permeameter or infiltration area with methods at relatively high borehole methods without localized infiltration resolution or use of accompanying continuous measurement methods extensive test pit boring log. Relatively (e.g., Infiltrometer). infiltration measurement sparse testing with direct Moderate spatial methods. infiltration methods resolution Predominant Soil Silty and clayey soils Loamy soils Granular to slightly Texture with significant fines loamy soils Highly variable soils Soil boring/test pits Soil boring/test pits Site Soil Variability indicated from site indicate moderately indicate relatively assessment or unknown homogenous soils homogenous soils variability Depth to Groundwater/ <5 feet below 5-15 feet below >15 feet below Impervious Layer facility bottom facility bottom facility bottom 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 Assigned Weight (w) Factor Value (v) Product (p = w x v) Assessment Methods 0.25 2 0.50 Predominant Soil Texture 0.25 2 0.50 Site Soil Variability 0.25 2 0.50 Depth to Groundwater/ Impervious Layer 0.25 1 - 0.25 Suitability Assessment Safety Factor, SA = Ep 1.75 The project civil engineer should complete Worksheet D.5-1 or Form 1-9 using the data on this table. Additional information is required to evaluate the design factor of safety. - C-6 - - Part 1- Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response 1 to this Screening Question shall be based on a comprehensive X evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on the USGS Soil Survey, the property possesses Hydrologic Soil Group D classifications. In addition, we encountered field infiltration rates of: T-21P-1: 0.07 inches/hour (0.04 with a FOS of 2.0) T-3/P-2: 0.32 inches/hour (0.16 with aFOS 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 1 - 4 are "Yes" a full infiltration design is potentially feasible. Part 1 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 *To be completed using gathered site information and best prdfessional 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 - k*1Iw.g ©W 3 Part 2—Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any 5 appreciable rate or volume? The response to this Screening x Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on the USGS Soil Survey, the property possesses Hydrologic Soil Group D classifications. In addition, we encountered field infiltration rates of- T-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 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 - kø{âx ©I&1) ftwe ffln 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- (G1ocoN Excavation Percolation Test Project Name: [1534 Magnoliaj Project Number: G2192-52-01 Open-Pit Location: T-2 (P-i) Test Hole Length (in.) 14.0 Test Hole Width (in.) 12.0 or Test Hole Dia. (in.) I Test Hole Depth (in.) 10.5 Date: 9/27/2017 1 By: JML I Test Hole Area, A, (in. 2) 168.0 At /AD AV/At (01A) *60 Reading Time, t (mm) Depth of Water, D (in.) At (mm) Cumulative Time, t (mm) AD (in.) Wetted Areal A wet (in.') Change in Volume, At' (in .3) Percolation Rate (mm/in.) Flow Rate, Q (in.3/min) Infiltration Rate, I (in./hr) 1 0.0 8.25 15.00 15.00 0.06 595.38 10.50 240.00 0.70 0.07 15.0 8.19 2 0.0 8.50 15.00 30.00 0.01 609.74 1.68 1500.00 0.11 0.01 15.0 8.49 0.0 8.50 15.00 45.00 0.25 603.50 42.00 60.00 2.80 0.28 15.0 8.25 0.0 8.50 15.00 60.00 0.01 609.74 1.68 1500.00 0.11 0.01 15.0 8.49 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 10.50 240.00 0.70 0.07 15.0 8.44 0.0 9.00 15.00 105.00 0.01 635.74 1.68 1500.00 0.11 0.01 15.0 8.99 8 0.0 9.00 15.00 120.00 0.06 634.38 10.50 240.00 0.70 0.07 15.0 8.94 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 11.76 214.29 0.78 0.07 15.0 8.93 11 0.0 9.00 15.00 165.00 0.08 633.92 13.44 187.50 0.90 0.08 15.0 8.92 12 0.0 9.25 15.00 180.00 0.05 647.70 8.40 300.00 0.56 0.05 15.0 9.20 13 14 2.00 0I 4- - 1.50 1.00 - ci 0.50 0.00 L_ 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) <019)r_ GEOCON Excavation Percolation Test Project Name: [1534 MilIr 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.) t 11.0 Date: [9/27/2017 I By:I JML Test Hole Area, A, (in.2) 168.0 At /AD A v/At (CIA) *60 Reading Time, t (mm) Depth of Water, D (in.) At (mm) Cumulative Time, t (mm) AD (in.) Wetted Area, A wet (in.') Change in Volume, Av (in .3) Percolation Rate (mm/in.) Flow Rate, Q (in.3/min) Infiltration Rate, I (in./hr) 1 0.0 8.50 15.00 15.00 0.50 597.00 8.00 84.00 30.00 5.60 0.56 15.0 2 0.0 8.50 15.00 30.00 0.06 608.38 8.44 10.50 240.00 0.70 0.07 15.0 3 0.0 8.50 15.00 45.00 0.13 60675 21.00 120.00 1.40 0.14 15.0 8.38 4 0.0 8.50 15.00 60.00 8.49 _ 0.01 609.74 1.68 1500.00 0.11 0.01 15.0 5 0.0 8.50 15.00 75.00 8.00 _ 0.50 597.00 588.88 _ 84.00 30.00 5.60 0.56 15.0 6 0.0 8.19 15.00 90.00 0.19 8.00 31.50 80.00 2.10 0.21 15.0 7 0.0 8.50 15.00 105.00 0.44 598.63 8.06 73.50 34.29 4.90 0.49 15.0 8 0.0 8.50 15.00 120.00 0.06 608.38 8.44 10.50 240.00 0.70 0.07 15.0 - 9 0.0 8.75 15.00 135.00 0.31 614.88 8.44 52.50 48.00 3.50 0.34 15.0 10 0.0 8.75 15.00 150.00 0.50 610.00 8.25 84.00 30.00 5.60 0.55 15.0 11 0.0 8.25 15.00 165.00 0.06 595.38 8.19 10.50 240.00 0.70 0.07 15.0 12 13 14 2.00 w I- m 1.50 1.00 0.00 0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 Time (mm) Percolation Rate (Minutes/Inch) Soil Infiltration Rate (Inches/Hour) I N SCALE HYDROLOGIC SOIL SURVEY GEOCON INCORPORATED (ODI GEOTECHNICAI• ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML! CW DSKJGTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01 -17 2018 PROJECT NO.G2192 -52-01 FIG. C-I Pbtted:0111712018 8:10AM I By.JONATHAN WILKINS I File LocatIon:YPROJECTSG2192-52-01 1534 Magnolia AvelDETAILS\G2192-52-01jlydrobgleSoliSurvey.dwg APPENDIX APPENDIX RECOMMENDED GRADING SPECIFICATIONS FOR 1534 MAGNOLIAAVENUE 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 then 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 % 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 A -Original Ground Finish Slope Surface Remove All Unsuitable Material As Recommended By Slope To Be Such 7hat Consultant sloughing Or Sliding Does Not Occur Varies -B- See Note T - 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 I pvcpg QFMLSU. - LXCES5 OFtUOCET l DEPTh ORA PIPE LENGT1 OF GEEflN%oFEEr / 2 IHOIAMTER,SEDI*.E INC PERFORATED P'PE FORFtLS 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 - . MATERM TYPICAL STABILITY FILL DETAIL A-tCo= at 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL SIDEt iNroco$Rau.ED L 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 surTey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 LIST OF REFERENCES 2016 California Building Code, California Code of Regulations, Title 24, Part 2, based on the 2015 International Building Code, prepared by California Building Standards Commission, dated July 1, 2016. A3 Development, Conceptual Plan, 6 Lots, 1534 Magnolia Avenue, Carlsbad, California, dated August 16, 2017. ASCE 7-10, Minimum Design Loads for Buildings and Other Structures, Second Printing, April 6, 2011. Boore, D. M., and G. M Atkinson (2008), Ground-Motion Prediction for the Average Horizontal Component of PGA, PGV, and 5°4.Damped PSA at Spectral Periods Between 0.01 and 10.0 S, 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. http://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 Earthquake Spectra, Spring 2008. Civil Landworks, Magnolia-Brady Preliminary Tentative Map and Grading Plan, 1534 Magnolia Avenue, Carlsbad, California, dated January 5, 2018. Geocon Incorporated, Phase I Environmental Site Assessment Report, .1534 Magnolia Avenue, Carlsbad, California, dated October 10, 2017 (Project No. G2192-62-02). Historical Aerial Photos. http://www.historicaerials.com Kennedy, M. P., and S. S. Tan, Geologic Map of the Oceanside 30 'x60' Quadrangle, California, USGS Regional Map Series Map No. 3, Scale 1:100,000, 2002. Risk Engineering EZ-FRISK, 2016. Unpublished reports and maps on file with Geocon Incorporated. United States Geological Survey computer program, U.S. Seismic Design Maps, http://earthauake.usgs.gov/designmaps/us/anlication.nhp. Project No. G2192-52-01 January 17, 2018 (City of Carlsbad This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: DEV2018-0010, MAGNOLIA-BRADY Ot2 Permit # PC2019-0043 (CBRA2019-0176 AND CBRA20194O) Project Address: 1647 BRADY CIR and 1649 BRADY CIR Assessor's Parcel # 2052210300 Project Applicant: MAGNOLIA A3 LLC (Owner Name) Residential Square Feet: New/Additions: 2,836 Second Dwelling Unit: 525 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/10/2019 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 LIEncinitas 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 Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 11-1 L C E VVE D SCHOOL DISTRICT SCHOOL FEE CERTIFICATION OCT 3 o 'nrn (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 DIVISIM The undersigned, bem191 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. Signs Title CARLSBAD UNIFIED SCHOOL DISTRICT Phone: Name of School District: ---------- - CARSBAD Community & Economic Deve opmdn çA - ?Pi9Iing Division 1635 Faraday Avenue I Carlsbad, CA 920081 760-602-27191 760-602-8558 fax) building@carlsbadca.gov tCity 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) ordin a n c e requirements apply to their projects. Unless none of the requirements apply, the completed checklist mus t b e included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: ((g,i 3) BPNo.: çC,2Ok-O343 Property AddressIAPN: t.'C-, Applicant Name/Co.: c3 Lo.. 44\ Applicant Address: \JUci. (iP- 0 , \ Contact Phone: Contact Email: Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: Date: ci '1\ B.50 Page 1 of 3 Revised 04119 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) :s -4U?t OOO - . Cornplete Section(s) Notes ' Jew construction . 1A o.—Alterations: 0 exempt BPV ~: $60,000 1A 1-2 family dwellings and townhouses with attached garages Electrical service panel upgrade 1A only Multi-family dwellings only where interior finishes are removed BPV 2:$200,000 IA and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed M W2 O New construction 1B and 2 O Alterations 2 Residential New construction and major alterations or electric panel upgrade)* ?tefer to Carlsbad Ordinance CS-349 when completing this section. ne and two-family residential dwelling or townhouse with attached garage: Wine EVSE ready parking space required J 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces .10 xTotal parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation $60,000 or include an electrical service panel upgrade; (2) for rpultifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site-work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. El Nonresidential new construction (includes hotels/motels) 0 Exception:_____________________________________ Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0 0-9 1. D•• 10-25 • 2 1 26-50 4 2 0 51-75 6 3 76-100 9 5 0 101-150 • 12 6 151-200 17 g 0 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 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 CONSTRUC11ON RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUC11ON ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. II I "t I ~ C~ DATE Tt\TE CSLIC F•P iIE1 1 C•!STf'LfTfrJiI SA!'t' ?czoJ jL(3 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMP S Control BMPs Management BMPs Pollution Control BMPs 2 2 .2 .,. F 0. 2 Best Management Practice* 0 E to 41 W (BMP)DesCription—rn cn !.flq R !J-: 0 0 -u 0 - b .. - - a o a E o -o a 0 10 toI a .E > - - toE '- '- to . C N C C 0) 0 0 w 0 U5 — cn o LE . 0 . n> U) i WEL 0' cn 0 cn m 0 i. a. 0 C a. 0 0 0.. Cl) - > C) 0 ~. U) 0 ., (I) Q0 U) C) 0 0 1 0 0 0 0 C) CASQA Designation -> N r4) It) CO N CO — C'J N) N - CJ ? r It) C 00 ww JL LJJJJLLLLLLJJLL z "C') Construction Activity w U') (I) U).. - •- Grading/SoilDisturbance - Trenching/Excavation . Stockpiling Drilling/Boring - Concrete/Aspholt 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 - I - 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. PROJECT INFORMATION A Site AddresL._I4-I( (./'( )31J (..f Assessor's Parcel Number: Emergency Contact: Name: PC 24 Hour Phone: .- c i,C6 -0 \flt/H Construction Threat to Storm Water Quality (Check Box) -DIUM D LOW 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 ADDI11ONAL 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. E-29 Page 1 of 1 REV 11/17 2) WEB MEMBER PLANE - PLANO BE LOS MIEMBROS SECUNDARIOS is I 00"I MOP GI!BLSIU1M MRY&SH EE1GUJ DEIFORlHN Difi NG ISiTALWiflJWRESiTiRI NI NfANI LJU [SpAns IF 10. [ Wo tëiiI! LJU U 0 [eneraI Notes_____ [flojsGeneraIes I Trusses are not marked in any way to identify the Los trusses no estiln marcados de ningán modo qua frequency or location of temporary lateral restraint. identifique Is frecuencie 0 localizacidn de rest,iccidn and diagonal bracing. Follow the recommendations lateral yarnostre diagonal temporales. Use las for handling, installing and temporary restraining recomendacJones de manejo, instalacion, restricciOn and bracing of trusses. Refer to SCSI - Guidc to yairiosfte temporal do /as trusses. Vea at k/1810 SCSI Good Practice for Handling, Installing, Restraining - Gula de Buena Prilctica pare el Manejo, InstalaciOn, & Bracing of Metal Plate Connected Wood Restricciôn y Arriostre de los Trusses de Madera Trusses*** for more detailed information. Coneclados can Places de Metal per5 in(orrnacion Truss Design Drawings may specify locations of mils detaiada. permanent lateral restraint or reinforcement for Los dibujos do diseflo de the trusses pueden especificar individual truss members. Refer to the BCSIl las localizaciones de restriccidn lateral permanents 0 for more information. All other permanent bracing refuerzo an los miembros individuales del truss. Vea design is the responsibility of the building designer. Is hoja resumen BCSI-B3para mils inforrnacidn. El resto de los diseflos de erriostres permanentes son Is responsabilidad del diseflador deledificio. 46 DANGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. IPELIGROl El resultado de un menejo, leventa- miento, instelaciôn, restricciôn y arrisotre incorrecto puede aorta caida de Is estructura o eOn pear, heridos 0 muertos. CITI,VTI@6S Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. I0RfJ7IJI Utilice cautela at quill las etaduras los pedazos de metal de sujeterpara evitar dafto a los trusses yprevenir Ia herida personal. Live at enuino nmtectivo personal oars ni anos y cabezis cuando trabala con CtIflO61 Use IEDI trusses. n'iI care in Ufilica cuidado windy weather or especial an - near power lines dies ventosos 0 J and airports. coma do cables elilctncos ode aeropuertos. Spreader bar for buss ac -'0 0 F1 Use proper rig- Use equipo apropiado ging and hoisting pare levantar e equipment. improvisor. Trusses may be unloaded directly on the ground at Q DO NOT store NO almacene the time of delivery or stored temporarily in contact unbraced bundles verticalmente los With the ground after delivery. If trusses are to be upright. trusses sueltos. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10'(3 in) on-center (oc). Los trusses pueden set descargados direcla- mente end suelo an equal momenta do entrega almacenados temporelmente an Contecto can at suelo despuils de entrega. Silos trusses estariln guardados pare mils do una semana, pangs bloqueando de alturo suficiente detrils de Is pile de los trusses 08 hasta 10 pies an centro (oc). (J If trusses are to be stored for more than one week, cover bundles to protect from the environment. DO NOT store on NO elmacene an tierra uneven ground. desiguol. Pare trusses guardados per teds de une semane, cubits /as paquetos pare protegerlos delambiente. Refer to BCSr for more detailed information per- taining to handling and jobsite storage of trusses. Vea el foileto Bcsr'para inlb,maciOn rails detal- lade so bre ci manejoy olmacenado de los trusses en area do trebajo. VA12WAMimmon ow, nwo oil Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses DON'T overload the crane. NO sobrecargue Is grOa. NEVER use banding to lift a bundle. NUNCA use las alodures pare leventar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45(13.7 m) and parallel chord trusses up 1030' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60(18.3 m) and parallel WARNING Do not overload supporting chord trusses up to 45(13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3 m) and parallel chord trusses lAD VERTENCIAI No sobrocargue to >45' (13.7 m). estructura apoyada can elpaqueto do trusses. Puede user un solo luger de leventer pare paquetes de trusses data cuorde superior I?! Place truss bundles in stable position. hasta 45'y trusses de cuerdas paralelas do Puse pequetes do trusses an una 30'a manors. Use par /a menos dos puntos posidOn establo. de leventar can gnjpos de trusses do cuerda superior indinada hasta SOy trusses de cuerdas parelelas haste 45 Use per 10 menos dos puntos do leventar can grupos do trusses do cuerda superior indinada mas do 60'y trusses de cuerdas paraleles mos do 45 Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Individuales I1i'ul)11W11 Using a single pick-point at the peak can damage the truss. El uso do un solo luger an ol p/co pare levan hocerdaflo at truss. 60' or less tar puede Approx. 1/2 Taghne truss length TRusses HASTA 30 PIES ________ TRUSSES UP TO 30(9.1 ml - Locate Spreader bar A eaacn Affia rEar Spmadar bar 112 I 10(3m) above 0 I iT tei mid-helght oc max lbgl ne j,,,,,,,,,,,, TRUSSES UP TO 05' (19.3 m) I TRUSSES HASTA en PIES I _______________________ Spreader bar 2/3 to II Hold each truss in position with the erection line J) " 314 buss isnglh equipment until top chord temporary lateral 'Tag TRUSSES UP TO AND OVER es' (10.3 nr) restraint is installed and the truss is fastened to the bearing points. TRUSSES HASTA V SOBRE ee PIES Sostonga cads truss an posicibn con equipo de grOa hasta qua to restricciOn lateral temporal de Is cuerda superior esté instalado y ci truss estil asegurado an los soportos. Installation of Single Trusses by Hand Recommendacciones do Levantamiento do Trusses Individuales Per La Mano -.5-- -5 Trusses 20' El IJ Trusses 30' -- .. .. (9.1 m) or less. (6.1 m) or less, support Support at near peak. quarter points. _ Saporta Saporta do los cua,tos coma al pico los trusses I.4_ Trusses up (020' ,. I de tremolos I ._ Trusses up to 30 _. do 20 pies o I (6.1 m) I trusses do 30 I (9.1 m) monos. Trusses hasta 20 pies pies o monos. Trusses hasta 30 pies Temporary Restraint & Bracing Rest$cconyfirnostreTemp oral _______ '4-7Top Chord Temporary IL'L!11L11 Refer to BCSI-B2" for more information. • Lateral Restraint Vea at resumen BCSI-B2'" pare mils informec!On (TCTLR) Locate ground braces directly in line with all rows 2x4 min. of top chord temporary lateral restraint (see table Brace Ilint in the next column). 52'oc,typ. Coloque los arriostres de tierra pare at primer truss direclemente an lines con coda una do las Gas do restricciOn lateral temporal de Is cuerda loins superior (area to table an Is prdxima columna). seoirely Q DO NOT walk on unbraced trusses, before NO camino an trusses sueltos. ,.,_, erection of additional trusses. Structural Sheathing has been applied to 111111j the truss and overhangs. Q DO NOT stand on truss overhangs until NO so pare an voledizos cerchas haste Revestimionto estructural he sido aplicado ala ermadura y voladizos. [Steps to Setting Trusses LLased!dasdeIa1nst$acionde las Yusses II 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 chord diagonal bracing (see below). 5) Install web member plane diagonal biauiiig to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) lnstele los erriostres de done. 2) Insists el pnmero truss yale seguremente at arriostre de tierra. 3) Instale los proximos 4 trusses con restncciOn lateral temporal de miembro corto (area ebajo). 4) Instate olamostre diagonal dale cuerda superior (yea aba/o). 5) Instate arnostre diagonal pare los pianos do los miembros secundanos pore estabilice los pnmeros cinco trusses (yea ebajo). 6) Instate Is rest,iccidn lateral temporal y arnostre diagonal pare to cuerda inferior (yea abajo). 7) Repita ilste procedimionto an giupos do cuatro trusses haste qua todos /as trusses eaton instolados. IRM Refer to BCSI-82" for more information. Vea ci resOmen BCSi-B2" pare mils informsciôn. Restraint/Bracing for All Planes of Trusses Restricción/Arriostre Para Todos Pianos de Trusses I1 Minimum lumber used for lateral restraint and diagonal bracing is 2s4 stress-graded lumber. Attach to each truss with at least 2-1Od (0.1284), 2-12d (0.128x3.25) or 2-16d (0.13153.5') nails. La madere 2x4 clasificada porestrds as Ia modere minima utilizada pare rest,iWon lateral yarnosfremiento di-agonal. Atadas a cada braguero con sImm/mo 2 doves lOd (0. 128x3'), 12d (0. 128x3.25) o 16d (0. 131x3.57. Il This restraint and bracing method is for all trusses except 3x2 and 42 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este miltodo de restncciOn y arriostre as pare todo trusses excepto trusses de cuerdes parelelas (PCTs) 3x2 y 02. Vea Ia pane superior de Ia columns pare Is restricciOn y erriostre temporal do PCTs. II Tt'ID (WflDF5 Di AMC - #iIPQflA alieccinc (9.1 m) I 30'- 45' 8' (2.4 m) oc max. I (9.1m-13.7m) I 45-60' I 6'(1.8m)ocmax. I (13.7m-18.3m) I I 60'- 80' I 4' (1.2 m) oc max. (18.3m-24.4m)' 'Consult a Registered Design Professional for teases longer than 60'(18.3 m). Consults a un Professional Regisireda de Diseho pore trusses man do espies Vea at BCSI-B2" pare las opciones do TCTLR b7i.)lL.1 Refer to BCSi-B3" 52oc p. for Gable End Frame restraint/bracing/ I1 See BCSi-B2" for TCTLR options. Pare informacidn sabre mstriccidn/ reinforcement information. Hastiales area 01 resumen BCSlB7" A TCTLR erriostre/refuerzo pars Armezones Nets: Ground bracing not shown for clarity. Truss attachment Repeat diagonal braces for each set of 4 trusses. ' required at support a) Repita los arrlsotres diagonales pare code grupo de 4 trusses, Section A-A MM LATERAL RESTRAIIWT & DIAGONAL BRACING ARE VERY IMPORTAlUT ,LA RESTRICcióPJ LATERAL V EL ARRIOSTRE DIAGONAL SOP! MUV IMPORTAPJTES! chords Bottom Diagonal braces every io15.(4.6m max. (6.1:max. 10 truss spaces 20' Same spacing as bottom chord Note: Some chord and web members lateral restraint not shown for clarity. 3) BOTTOM CHORD PLANE - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforcement. Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10'(3 m) -15W (4.6 m) max. ?A1ELIMJPJE1IO Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restricción yArriostie Para Trusses do Cuerdas Paralelas 3x2 y4x2 ____________ 10 (3m) or Diagonal bracing Repeat diagonal br 14A firr acing NI)IT Refer to every 15 buss spaces 30' BCSI-Br" for more information. yea ci resumen BCSI-B7'' s2'oc.fyp. pars mills informaciOn. Apply diagonal brace to velti webs SI end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. 'Top chord temporary lateral restraint spacing shall be 10' (3m) IN: max. for 3a2 chords and IF (4.6 m) cc for 4a2 chords. _________ ___ Out-of-Plane liiistálling - iñstIläëióiil Tolerances for Out-of-Plane. Tolerancias pare Fuera-de-Plano. Length -th Max. Raw - Max Max. Saw FIERNME Length ____ ____ - P1 0 111,/lIne (J Tolerances for Out-of-Plumb. I Tolorancies pare D,50 max 1-I j Construction Loading Carga Da Construccion DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda can to construccidn hasta qua fades las restric- clones latorales y los arriostres estiln colocedos an forma apropiede y segura. DO NOT exceed maximum stack heights in table at right. Refer to BCSi-B4" for more information. NO exceda las allures milximas do montbn, yea ci resumen BCSI-04" pare mils informaciOn. Based on truss live load 0140 psI or greater. For other conditions, contact ____________ ____________ a Registered Design Professional. 2. Install slacks of materials as quickly as possible. ® NEVER stack materials near a peak, at mid-span, on cantilevers or overhangs. NUNCA spite los metenales cerca do un pica, a centro de to luz, an cantilevers o eleros. DO NOT overload small groups or single trusses. NO sobrecargue poquefios grupos o trusses individuales. Place loads over as many trusses as possible. Coloque las cargas sabre tentos trusses como sea posiblo. IJ Position loads overload bearing walls. Coloquo las cargos sabre las pare des soportantes Alterations - Alteraciones L•)tLi! Refer to BCSI-85." Vea ci resumen SCSI-B5. miss bracing lISt sllswn tar danty. ® DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corto, alters, 0 perlbre flagOn miembro estructural de un truss a menos quo estil espedilicamente parmitido an at dibujo del diseflo del truss. I3LI)II Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses qua se han sobrecargado durante Is construccidn o Iran sido altorados sin Is eutor- izaciOn previa del Fabricante do Trusses, pueden hacer nub y sin efecto Is gerantia limitoda del Fabricante de Trusses. 2.1 in Cantacr the cemp5050t Manufacturer for mere InfesnalIse ercensatla Registered Oonlgn Professional for asslnlaecn. NOTE: The truss manufacturer and buss designer rely an the presumption that the contractor and crane operator (if applicable) are prefesnianals atib the capability to undertake the warE they have agreed to do en any given prxiect If the contractor befeves It needs assistance is seine aspect of the construction project, II should seek assistance from a competent parry. The methods and procedures Sutured in this document am intended to ensure that the overall censlnrullon techniques enrplsyed vdul put the menses into plate SAFELY. These recemnmendallons for handling. instating. rentraning and brasing busses are based upon the collective experience or leading pennannel Involved aith truss design, manufacture and Installation. but mast, due to the nature SI responsibilities Involved. be presented Only as a GUIDE for use bye qualified building designer or contractor. It is not intended that these r000rrrmendaueirs be interpreted as superior 10 the building designer's design epecilicelion tar 1s0nd11n9, Installing. restraining and bracing trusses and II dues net predate the See or other equlnalenl methods for rent.a'minsthradng and providing stability for the walls, columns. eeoc, reefs codas the interrelated structural bussing components an determined by the contractor. Thus. SBCA expressly disclaims; any responsibility for damages adstog barn the use. applballan, erretance on the recommendations and hifuanalien contained herein. SBCA 6300 Enterprise Lane- Madison, wi 53719 609-274-4849 - ubclndusby.com B1wARN1la17 ieoeii Maflug -_ivianejo IL?.UL!1I Avoid lateral bending. Evite to llexidn lateral. I,Jr.)tuIqI The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratisla tiene Is responsabilidad de recibir, descargary almecenaradecuadamenle los trusses an Is obra. Descargue the trusses onto tierra liso pale pro venir ci daflo. Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longltud do Tramo Espaciamlento delArriostre Temporal do Is Cuerda Superior Upto30' 10'(3m)ocmax. Continuous Lateral Restraint (CLR) splice reinforcement Truss Member 1 4) I&nimum 7ln Scab block center over CLR splice. Altsth toCLRvjithminbaum8-116d (0.I35x3.5 eats each side olspkce oral specified by the Building Designer. SECTION A-A fi IJfJ IX4- Truss °- Member Note: Some chord and web members not shown for clarity. Out-of-Plumb Max. Bow Trues Length 314' 12.5' D150 D(ft) (19 mm) (3.8m) 114' 1' 718' 14.6' (22 mm) (4.5 m) 112' 2' 1 16.7- (13 t0.' (25 mm) (5.1 m) 3/4 3' 1-118' 18.8' (19 MM) (2' (29 mm) (5.7 m) 1' 4' 1-114' 20.8' (25 mm) umb (32 mm) (6.3 m) 1-114' 5' 1-3/8' 22.9' (32 mm) (1.5 (35 mm) (7.0 m) 1-112' 6' 1.1/2' 25.0' (38 mm) (38 mm) (7.6 m) 1.314' 7' 1-314 29.2' 44 min (44 mm) (8.9 m) T 58' 2 533.3' 51 mm 52.4 in (51 mm) (10.1 m) Maximum Stack Height for Material on Trans.," Material Height Gypsum Board 12 (305 mm) Plywood or OSB 16 (408 mm) Mphalt Shingles 2 bandIes Concrete Block & (203 mm) 1. Clay Tile 3-4 tiles high VJ Tneagoa are spaced an airmen on layouts. Efrn busses are not provided for flush can lights or air registean. Please coordinate special truss placement with job superintendent pdor to stacking trusses. Adjust truce spacing to clear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES Cônfoms to the Structural Design requlietnents- a Shown. No exceptions taken Mark Swanson, PE C44594 ø1d HANGER LIST DESCRIPTION OTY LUS24 10 LUS26 5 KUS26 0 HHUS26.2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT.INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET• CTFU California Trusl`rame. "People, Drive, Honor... Our Foniiulafor Success? I 23665 CAJALCO ROAD PERRIS, CA 92510 - TEL 951651-7491 FAX 951-940.617e eew.CalTrusFrame,cam oylretnjasesare designed as Individual building components to be incorporated Into the building design at the specification of the building designer. See Individual design sheets for each truss design Identified on the placement drawing. The building designer Is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the truss support Gtnidure Including headers, beaus. wails, and columns is the responsibility of the building designer. Framer Is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 2ir cc unless noted otherwise. No. L. CD II —J oO - Ca U- Z.u;t V- z W .111 L9 0. a zot aO Z W o WI',A IM 3: f—.4J W Q %J - .-Ja0ci a. W a z cflz...J (9 —w< I—o_c,) Q PROJECT No: M30575 ESIGNER: PETE N. REV. BY I REV. DATE P. N. 9-3-19 P.N. 1 9-6-19 i. Tnrsaea are spaced as shown on layouts. Eats's busses are not provided for Rush casi lights or air registers. Please coorsilnate special truss placement with Job superintendent prior to stacking trusses. Adjust tees; spacing to clear can lights and air register as needed, DO NOT CUT ON MODIFY TRUSSE I onforms tothe Structural Design réquIréments. s Shown. No exceptions taken ark Swanson, PE C44594 jua~ HANGER UST DESCRIPTION ON LUS24 10 L1JS26 5 HUS26 0 HHUS26-2 i i• i• i. I* El L.4 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET — C I California r TrusFrame5 aftoplk Drive, Honor... Our Formula for Successl" 23685 CAJALCO ROAD FERRIS, CA 92510 TEL 951457.7491 FAX 951940-5176 www.CalTrusFrame.com ONLY. These trusses are designed as Individual building components to be Incorporated Into the building design at the specification of the building designer. See Individual design sheets for each truss design Identified an the placement drawing. The building designer Is responsible for permanent bracing of Ihe roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, wale, and columns is the responsibility of the building designer. Framer Is responsible for accurate spacing of trusses as designed and celled out on placement plan. All trusses spaced at W cc unless noted otherwise. 6130121 C53821 0 II -J 129 - w .XII azO Z W o -iI W 1eC/).Z JI o C/)ZJ (9 2p }_W< .. 1-0_c,, PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE P.N. 9-3-19 P.N. 1 9-6-19 i• fsua5ea are spaced no skews on layouts. Extra trusses; are not provided for Reel, can lights or air reglstdsa. Please coordinate special buss placement with job gupedntendent pator to stacking tresses. Adjust busS spacing to clear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES' Im onfonnstoihe Stniôtural Design requirements- s Shown No exceptions aRe ark Swanson, FE C44594 - -7MA L] THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET HANGER LIST DESCRIPTION ON LUS24 7 11111.163 3 HHUS26-2 .. CTFICalifornia TrusFrame. eopIe, DrIve, Honor... Our Fornwbfor Successr 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951457-7491 FAX 951-940.5176 www.CalTrsFrame.com ONLY. These (teases are designed as Individual building components to be Incorporated into the building design at the specification of (he building designer. See Individual design sheets for each tiusa design identified on the placement drawing. The building designer Is responsible for pemianent bracing of the roof and floor system and for the overall structure. The design of the (tess support structure Including headers, beams, walls, and columns is the responsibility of the building designer. Framer Is responsible for acourate spacing of tr usses as designed and called out on placement plan. M (teases spaced at W oc unless noted othenalse. Rk XP NO. 0 1 CD II '•Q U- II LLJ z L9 I- -S W '# II 'IN LLI COZ-J CD i—w< I— a. U) (j Q....J PROJECT No: . M30575 DESIGNER: PETE N. REV. BY REV.. DATE in usses are spaced as shown on layouts. Eafra trusses are net provided for flush can lights or air registers. Please coordinate special terse placement with job superintendent prior to stacking trusses. Adjust truss spacing to clear can lights and air register as neede6 00 NOT CUT OR MODIFY TRUSSES Conforms to the Structural Design requirements. sShown; No exceptions taken Mark Swanson, FE C44594 n THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET HANGER LIST DESCRIPTION DIV LUS24 a P.4US26 3 HHUS26-2. . I r T I California ruSFrame "People, Drive, Honor... Our Fonnulafor Success? 23665 CAJALCO ROAD PERRIS, CA 92510 TEL 951657-7491 FAX 8514940-5176 wue,CalTrusFrame.com ONLY. These trusses are designed as iMlusi b.ildkI9 components to in - Incorporated into the building design at the specification of the building designer. See Individual design sheets for each truss design Identified on the placement drawing. The building designer Is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure Including headers, beams, was, and columns is the responsibility of the Framer Is responsible for accurate spadng of trusses as designed and called out on placement plan. All trusses spaced at W cc unless noted otherwise. an No. 0 II _-j '-0 U- z .aii Qc 0 W Co jII CSJ 1 Ja 0 E- C/)z.J (9 i_w< :cc: F— OCI) Q015 a__i PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE P.N. 9-3-19 P.N. 1 9-6-19 . Job miss i,iiss type MAGNOUA lB H12 CAL HIP IC8Y IF'y I Job Reference (ci,tional) aIinsnIa misname u.m.. rem,. LWL usiu Nun: 524115 uec S xiiie rnnc 525119 Dec is isilU rjuiex mnsusmes. inc. inu a ramie race i IDFl3c9vxxbiEMVfP7?S5SJz7f4q-iDJb3R3?nAqDi2LvHSfl'OOU?_RA5msHvk9ftthGy)ISJG 8.0.0 10-6-11 14-2-0 17-9-5 20-4-0 21-10-0 2-6-Il 3-7-5 3-7-5 2-0-11 1-6-0 Scale = 1365 4.00112 328 = 2x4 II 5x10 = - = 2x4 II 8-0-0 14-2-0 2044 2140-0 5341 5.2.0 1.541 l Plate Offsets 0(Y)— lt0-O-&0-0-9L 120440-1-81. 150-3-12,0-0-BL 110.0-3-4,0-31 LOADING(psi) SPACING- 2-0-0 CSI. OEFL in (leo) Vdell Ltd PLATES GRIP TCU. 20.0 Plate Grip DOL 125 IC 094 Veit(LL) .025 1144 1999 240 MT21) 2201195 TCOL 141 LismberOOL 1.25 BC 075 Veit(CT) -020 11-14 1517 180 ECU. 0.0 . Rep Stress bier NO WE 0.58 Hoiz(CT) -0.05 1 nfa nla - BCDL 100 Code 13C20151TP12014 Mathx-MSH Weight 101 lb F120% LUMBER- BRACING- TOP CHORD 2X4 OF 14o2 G TOP CHORD Sbuctural wood sheathing dlrecdyapp8ed or 3-3-14 ccpwthna, except 301 CHORD 21(4 OF No2 G end veilicels, and 0-0-0cc puffins (4-1-9 max.) 2-5. Except WEBS 21(4 OF StudlStd 0 4.2.0cc bmaalng: 2-5 301 CHORD Rigid ceiling dbmtily applied or 10-0-0 cc biasing, Except 64-00c bracing: 8-9. - Mffek recommends that Stabilizers and required aces biasing be - installed dining buss erection, in accoalamme with Stabilizer Installation inside. REACTIONS. (Mize) 1=100110-34 (min. 0-1-3), 8=1042(0414 (min. 0-1-8) Max Hosz8=70(LC 9) Max Upliftl-61(LC 8), 8=-103(LC 8) FORCES. (Ib) - Max. CompiMax. Ten. -M tomes 250 (lb) or less except when shown. TOP CHORD S-7--6791133,24S-19111114M, 15-16=-191 51408, 4-16=-19181408, 4-17=-19491417, 17-18=-1949I4i7, 5-18=-19491417, 1-19=-22281409, 19-20---21491421, 2-20=-20851434, 741=.1059/190 301 CHORD 1-21---38912051, 11-21=-36912051, 11-fl=-37512043, 10-22=37512043, 10-23=-2051640, 9-23-2051640 WEBS 54=4261418, S-10--27711431,4-10=-4251120,2-10--26&141.2-11=00381. • NOTES- - Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87ixpli; TCDL=SApst BCDL51psI h20ft Cat. II; Exp B, Endosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 10.6-11, Exteiiom(2) 8-142 to 124-11, hntesloi(1) 124-11 to 20-24. Exterior(2) 17-9.5 to 2144 zone; cantilever left and might exposed; end vertical left and might exposedC-C for members and forces & MWFRS for inactions shown; Lumber OOL=1.60 plate gnp DOL160 Provide adequate drainage to prevent water pending This buss has been designed for a 101 pet boltom diced live load nonconcunent with any other live loads. 1 This buss has been designed fora live bad of 20 0psf on the boltom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wIde will fit between the bottom chord and any other membems. 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 MmISIITPI 1. 4x6 5*8 = 4.00 [3. 3*8 = £. II 4)8 = - 4*4 = 94 II Ll Job Truss Truss Type uiy My MAGNOUA 18 1113 CAL HIP I Job Reference (optional) I iusrtams i.., rem,, i. szs,u ,wT; ou S U WJO rauL O.qU 5 usc o u10 yule, Inuu5g1e,, Inc. 11 Uci . rw requ 1 ID2FI3c9viothiEMVfP7?S5SJz7f4q-iDJb3R3?nAqDi2LvHS1T9OU_DRBvmszvk900iGyX5JG 118-8 17-44 6-2-11 10-11-8 11-64 16-9-8 164-13 21-10-0 6-2-11 441-12 64-11 540 045 4-5-8 0-0-5 0611 Scale = ie 4-7-0 10-11-8 17-44 21400 4-7.0 6.4.8 6-8-0 4-5-6 Plate Offsets 0(Y)— '0 -00.O-0-9L 130-2-80-2-01. (40 -4-8.O -1-EL 17:0-1-12.0-2-0' (9.0-2-8.0-2-01 LOADING (pst) SPACING. 2-0-0 CSI. DEFL. in (lao) Ifde1l Lid PLATES GRIP TCLL 20.0 no Gdp DOL 1.25 IC 0.99 Veit(LL) -0.21 9-10 '699 240 11120 2201195 TCDL 14.0 LuntherOOL 125 BC 0.70 Veit(CT) -0.46 9-10 1555 180 BCLL 0.0 Rep Stress bier NO WS 0.60 Horz(CT) -007 1 nfa nia BCDL 10.0 Code lBC2015ITPl2014 Matiix-MSH Weight-1001b FT-20% LUMBER- TOP CHORD 2(4 OF No2 G 'Excepr . 12 2X4 OF No.1&BtrG SOT CHORD 2X4 OF No2 G WEBS 294 OF Studlstd G REACTIONS. (Ibfssze) 1=112310-3-8 (nisi. 0-1-8).S--12701044 (min-0-1-8) Max Hoiz9=59(LC 1) Max Upllft1.79(LC 4). 9=-105(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-13 cc puilins, except end verticals, and 040 cc puffins (24-1 max.): 3-4. Except 2-8-Coo bracing: 34 SOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing. Mifeic recommends that Stablhzem and required oross bracing be installed dining truss erection. in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. C.anpiMax. Ten. -All foices 250 (lb) or less except when shown. TOP CHORD 4-9=-14051157, 3-14=-18901219, 14-15=-18971220, 15-16=-1898f219, 16-17=-19021219, 4-17=-1905!219, 1-2=-25991189, 2-3=-20451219, 5.61232I122 SOT CHORD 1-18=-13912393, 10-18=-13912393, 10-19=-18&2347, 9-19=-18812347, 8-9=-78I1341, 7.8=7W1341 WEBS 47=.616I134, 4-9=421892, 24=-501l85, 6-7=133M81,240=01379 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd8lmpli; TCDL=8.0psl BCDL&Opsf h2011 Cat. II; Esp S. Enciosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; and vertical left and right exposed; Lumber DOL=1.00 plate grip OOL10 Provide adequate drainage to prevent water pending. This truss has been designed fora 10.0 psf bottom chord live load ncnooncuirent with any other live loads. This truss has been designed for a live load of 20.0p6f on the bottom chord in all areas where a rectangle 344 tall by 24.0 wide Will lit betwoen the bottom chord and any other members. A plate rating reduction o120% 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 ANSUTPI I. This buss has been designed for a moving concentrated load of 250.111111 live located at all mid panels and at all panel points along the Bottom Chonl, nonconounant with any other live loads. Girder carries tie-in spans of 444 from front girder and 2404 from back girder. Graphical pullin representation does not depict the size or the orientation of the pudhi along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 16-94, and 162 lb down and 37th up at 11-6-8 on top chord. The designfseleclion 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 lnere2se1i5, Plate lnoease=1.25 Uniform Loads (p11) Veit 44--48.3-16--102, IS-16--102(F=-34).4-16=-102,1-3=-W, 61120 Continued on page 2 1-1 Job Truss Iruss Type uty Ply MAGNOUAIB H13 CALHIP I 1 J J Job Refenoe (optional) auramia I rusrime U.L., rem. LM. W21U LOAD CASE(S) Standard Concentrated Loads (lb) Veil: 14-138 17-138 5 £1110 rnm o.qu S L15 U £1110 rllJI5J1uuSm0S, IJ1. IflU IO:ZFl3c9v,ocbrEMVtP7?S5SJz7t4q-iDJb3R3ThAqDi2LvHS1T9OU_DRBvmszvk9ft(hGyX5JG r L n Job Truss Truss Type Qty My MAGNOLIA lB H14 COMMON 1 Jab Reference (optional) cairania tlWplalneLL.U.. rem,, (R. 5L515 Nun: 5.L4US usc o niie rrmc e.zqu S USC S i1S MuSS ,nuusmns, Inc. mu u ;3,I c4js aiiu race 1 ID2A3cEMVtP7?S5SJz7f4q-APszGn4dVUy4JCw6i9GhD1EhS?VlI3zpPtDiyX5JF 6-9-9 11-6-4 14-2-0 16-9-12 21.6-2 6-9-9 4-8-11 2-7-12 2-7-12 4.8-6 0-344 Scale = 1:35.7 354 = 4.00112 fl . 3x6 1.1 4x6 25411 5-2-3 11414 1140 16-80 16 AAA -1 12 21-6-2 9.0 c.n.n 'Al1ii Plate Offsets (X.Y)- 120-0-Z0-1-81, 140-2-0.02e1 (6:O-2.0O-1-121. (80-1-12.0-1-121. 110-0-1-120-1-121 LOAOING(psf) SPACING- 2-3-12 CSI. DEFL. in (lao) lldell Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 0.68 Veit(LL) 421 10-11 '999 240 MT20 220/195 TCOL 16.0 Lumber DOL 125 BC 0.97 Veit(CT) -0.72 10-11 '360 180 BCU. 0.0 .Rep Stress bus NO WO 0.66 Hor4CT) -0.03 1 Na Na SCOL 10.0 Code 16C20151TP12014 Matlix-MSH Weight 121111 FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF 1u1o2 G TOP CHORD 601 CHORD 2X4 OF 11o2 G TxceW B3: 2X6 OF No2 0.01:2X6 OF 5$ G 601 CHORD WEBS 2X4 OF StudlStd 0 REACTIONS. (lb/size) 1=1188/0-3-8 (flits. 0-1.8). 7=1219/0434 (mbl:0-1-8) Max Horz770(LC 16) Max Upliftl-28(LC 8), 7=-2(LC 9) FORCES. (lb) - Max. ConJMax. Ten. -M forces 250 (Ib) or less except when shown. . TOP CHORD 4-5=-318/49. 5-15=-1462154, 15-16=1474152 6-16=-1590I41, 1-17=-2877146, 2-17=-2800152, 2-18=-1631I49, 3-18=-1516150. 34-258/55. 6-7=-1329154 BOT CHORD 1.194011100, 1-20=4/2657.11-20=4/2657.11-21=4112399,10-21=4112399, 9-10=011465.8-9=0/1486 WEBS 2-10=-10851130, 3-10=0/316, 3-5=-1232/40. 6-8=.811624, 2-I 1=0/621 2-0-Dec pumllns (3.4-11 max.), except and verticals (Switdied from sheeted: Spacing:, 240.0). Rigid ceiling direcdy applied or 10.0-00c bracing, Except 6.0-Dec bracing: 7-8. NOTES- I) Unbalanced ,00f live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL8.0psl BCDLS.opsf; h2011 Cat. II; Exp B; Enclosed; MWFRS . (envelope) gable end zone and C-C Extejici(2) 0.0.0 to 3-0.0, lnteiior(I) 3.0-0 to 14-24. Exteiior(2) 14-2.0 to 17-24, lnteiioi(l) 17-24 to 21484 zone; cantilever left and light exposed; end veiiienl left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip OOLI.60 This buss has been designed for a 10.0 psf bottom d'ioid live load nonooncusrent with any other live loads. This buss has been designed fore live load of 20.opsf on the bottom chord in all areas where a rectangle 3-"td by 2-00 wIde will fit between the bottom chord and any other mentheis. 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 ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.0Th live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any ether live loads. 8) Graphical pumlin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 4 lb up at 11.80. and 51 lb down and 4 lb up at 1641.0 on bottom chord. The designfselection of such connection device(s) isthe responsibility of clheis. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber 1ncrease125. Plate 1norease125 Uniform Loads (pit) Veit 4-6-c-83.14=83,742-23 Concentrated Loads (lb) Veit 10=-50 6=-50 Job miss TrUSS type Qty Ply MAGNOLIA 18 1115 COMMON I 1JbRefievence(oplicipal) I.dIJ11Ud IIUI1(J11g U.1 r115, LP.. VA21W Nun; o.qu S Lpec 0 £1110 rWW 0.0 S USV 0 LU1D 1111105 IJLISU111S, 111g. mU %J= 4 1Z40 £11111 rune 1 IDiI3coEMVP7?S5SJz7tq-APszGn4dYUy4JCw6i9GiiD1A9rTHVJP3zpPlDiyX5JF 6-10-9 11-641 14-2.0 16-9-12 21-6-2 21,14-0 I 6-10-9 4-7-11 ' 2-7-12 2-7-12 40-8 0-3-14 Scale = 1:359 31(4 = K 3x6 = 41(4= 4d= 2K4 Il 56-14 11-641 114.0 1640 166i2 218-2 21r14-O 5.0-14 5-11-5 O-1-I2 5.0.0 fl--12 446 0-344 Plate Oflbets 0(Y)— '-0-0,041-91, 120-0-2,0-1421, 140-'-O,Edael. 60-1-1Z0-1-21. 10:0-142.0-2-01.110:0-142.0-2-01 LOADING(psi) SPACING. 24-0 CSL DEFL. in (Icc) Vdeil Lid PLATES GRIP ICLI. 20.0 Plate Grip DOL 125 IC 091 Vext(LL) -0.37 10-11 '699 240 M120 2201195 TCOL 10:0 LumberOOl. 1.25 BC 095 Vert(CT) 423 10-11 '-212 180 BCU. 0.0 • Rep Stress bier NO WB 0.09 PIOrZ(CT) -0.04 1 Wa nJa BCDL 10.0 Code I3C201511PI2014 Maliix-MSH Weight 108 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1&8trG*Except' Ti: 2X4 OF No.2 G 801 CHORD 2X4 OP No.l8Bb 0 Exespr 82 20 OF No2 0 WEBS 2X4 OF StudlStd 0 BRACING. TOP CHORD Structural wood sheathing direoily applied or 2-11-15oc puma, except end veilicals. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing, Except 6-0-0cc bracing: 7-8. MiTek recommends that Stabilizers and required eross bracing be Installed during truss erection, in accordance with Stabilizer Installation gable. REACTIONS. (IbVsrze) 1=10321044 (min. 0.1-8). 710633.8 (nibi. 0-1-8) Max Horz7$0(LC 16) Max UplWLl-24(LC 8), 7-2(LC 9) FORCES. (Ib) - Max. CompiMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 4-5=-295145. 5-15=-1244147, i5i6=.l2546, 6-16=-1343134, 1-17=-2314/3$, 217=.2240f52, 2-16=-1420144, 3-18=-1331146, 6.7=.1 123150 BOT CHORD 1.19401311, 11-19=-181, 11-20=-32057, 10.20=35I2087, 9-10011261, 6-9=011W WEBS 2-10=-94W112, 3-1O0l431, 35=.1074i34, 64;=-1211448, 2-11=01473 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (34econd gust) Vasd=87ixph; TCDL5.0psf BCDL$.0p51 h=20% Cat H; Exp B; Endosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 344, lntejior(1) 3-0-0 to 14-2-0. Exteiior(2) 14-2-0 to 17-2-0, Interim(l) 17-2-0 to 2144 zone; cantilever left and right exposed; end vertical left and right erq,osedC.0 for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 - This truss has been designed fora 10.0 psI bottom chord We 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. . 6) This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI I. This truss has been designed bra moving concentrated load of 250.01b In located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hangerls) or other connection device(s) shall be pmvided sufficient to support concentrated load(s) 51 lb down and 4 lb up at 11-",and 51 lb down and 4 lb up at 16-8-0 on bottom chord. The designfselection of such connection device(s) is the responsibility of others. . . 0 LOAD 1)Dea Unit con Job Truss InJss Type UlyFly MAGNOUAIB 1116 COMMON 1 LReftence (optional) lJ1ETUd ijusr,me U. roms. M.=vru IUTh D2qU 0 U0 04110 rum; 0.4110 UOC 04110 1111 1011 IJ10U5, 111g. 11111 U .1 14;.m 4U10 rago 1 IDZFl3cocbiEMVfP7?S5SJz7f4q-fbQMU74FJo4,othlVlPtnxERZS9FpFEm7CCT8Rm9yX5JE 4-4-15 8-14 14-2-0 18-11-4 22-9-2 28-4-0 4-4-15 3-8-9 6-0-8 4-9-4 3-9-14 56-14 Scale = 1:44.7 fl 4x8 = 3*4= 5*8= 4X0 = oxw= 4X1U = 4X1U= 5x18 8-1-8 134-12 2141-2 284-0 9.1.5 5-5-4 1 9-1-5 1 6-7-14 Plate Offsets (XY)— 0-1-1Z0-2-01. 140-3-O.0 -2-4L I50-1 12.0-1-121. VS-7-41A-11-14L 180-34.04-41.19:0-4-0.0-2-41. (11-0-",0."] LOA0JNGsf) SPACING- 2-0-0 CSI. DEFL. in (los) Udell Lid PLATES GRIP TCLL 200 Plate Grip DCL 1.25 IC 0.51 Vert(LL) -0.14 8-9 1099 240 MT20 2301195 TCDL 160 Lumber DOL 1.25 BC 090 Ver1(CT) -CAI 8-9 '425 180 BCLL 0.0 * Rep Stress Iner NO WS 0.62 Horz(CT) -002 9 nfa nla BCOL 10.0 Code 18C20151P13014 Matrix-MSH Weight 303 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 601 CHORD 2X6 OF No2 G SOT CHORD Rigid ceiling directly applied or 64" or. bracing, Except WEBS 2X4 OF StudlStd G Excepr 10-0-0cc bracing: 7-8. WS: 21(4 OF No2 G SLIDER Right 2x6 OF 81o2 -G 5-7-13 REACTIONS. (IWsize) 126310.5.8 (em. 0-1-8), 7243310.5.8 (mar 0-1-8). 9=925710-3-8 (req. 0-4-15) Max Holz7'04(LC 28) Max Up1lft1-247(LC 27), 7-229(LC 30) Max Grav1342(LC 3), 7-2551(LC 59), 9a9251(LC 1) FORCES. (II,) - Max. Con,JMax. Ten. -Al threes 250 (lb) or less except when shown. TOP CHORD 1-2=-5241025, 2-3=-341162, 3.4.121/3576, 44=.375/3311, 5-6=-40813I314, 6-7=41371548 SOT CHORD 1-19=336/307,1-20=4711542,20-21=4711542,21-22=4711542, 11-22=-8711542, 11-23=-l0831550, 23-24=-10831550, 10-24=-108550, 9-1O=-10331550, 9-25=4051782, 8-25=4371811, 8-26=-50913998, 7-25=-54013916, 7-27=437/3910 WEBS 211=.422i84, 3.1125f2292, 3-9=45541179, 4-9=-25711135. 5-9=-3707/31, 5.3=0/5233 NOTES- 1) 2-ply truss to be connected togeiherwith lOd (0131-j39 nails as follows: Top chords connected as follows: 2*4-1 rcwat 04.0 or. Bottom chords connected as Mows: 2*6 -2 rows staggered at 064cc. Webs connected as follows: 2*4 - I row at 044 cc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or bad (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 nyc loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87nh; TCOL=8.opsf; B DL=&0pst h=200; Cat II; Erip B; Enclosed; MWFRS (envelope) gable end zone cantilever left and tight exposed ; end vertical left and tight exposed; Lumber DOLl 60 plate grip OOL1.00 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 Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2404 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for theorem lumber members. WARNING: Required beating size at joint(s) 9 greater than input beating size. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANStffPI I This truss has been designed fora moving concentrated load of 250.01b live located atoll mid panels and stall panel points along Bottom Chord. nonconizirrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect truss to resist loads along bottom chord from 2644 to 28-4-0 for 700.0 p1t Girder carries tie-in span(s): 2-6-0 from 0-0-0 to 6-0-0; 20-2-0 from 10414 to 2840 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1895 lb down and 76 lb up at c9bche design/selection of such connection device(s) is the responsibility of others. r I 0 Job Truss Truss Type aiy Ply MAGNOUA 113 1116 COMMON 1 LReference (optional) caJiTensa TruWrame LLc, Penis, CA. 92370. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1 25, Plate tncrease1.25 Uniform Loads (pit) Vest 1-4--72.4-7=72,12-21=26(F=-6), 21-23-20, Concentrated Loads (lb) Vest 11-1895(F) NUfl 9240$ UeC 020Th Pflhit 9240$ uec 0 2010 isiies InOUBU1$S. InC. Thu U 3122392019 Paqe 2 ID2Fl3c9inabiEMVtP77S5SJz7f4q4bQMU74FJo4MVlPtnxERZS9FpFEm7CCT8Rm9yX5JE [-] j 0 S . Job truss pe atyiy MAGNOUAIB .102 7COMMM 13 Job Reference (optional) aljrmilaTlusHame u..c.. Penis, 1A, 52570 Nun: U240 a uec e suie Inm: e.zqu a uec u cne iwnex unaussles. mc. u flu u i 1z4Lss 20i5 rage 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-(bQMU74FJo4xxMVlPtnxERZTfFujEsACCT8Rm9yX5JE 5-5-5 10-11.0 I 16.4-11 I 21-10.0 5-5-5 1 5-5-11 5-5-11 Scale = 1:35.1 S 4x4 = 4*6= 4*4= 3*6 = 3*6 = 7-3-3 146-13 I 2140-0 73-3 7-3-10 7-3-3 Plate Offsets 0(Y)- 13:0-0-0.0-0-01 LOADING(psf) SPACING- 24-0 CSI. DEFL. in (lc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 IC 0.41 Veit(LL) -027 6-8 '959 240 MT20 2201195 TCOL 14.0 Lumber DCI. 1.25 BC 0.61 Veit(C7) -0.56 6-8 .470 180 BCLL 0.0 .Rep Stress tier YES WS 0.24 HOrZ(CT) 0.08 5 n/a nla SCOL 10.0 Code 18C20151TP12014 Matiix-MSH Weight 81 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD S SOT CHORD 2X4 OF N0.2 G BOT CHORD WEBS 2X4 OF StudfStd 3 REACTIONS. (lb/size) 1'98110-5-8 (min. 0-1-8), 5'951I044 (min. 0-1-8) Max Horz144(LC 35) Max Uprift1-259(LC 27). 5=-259(LC 30) FORCES. (Ib) - Max. CompiMax. Ten. - M forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-21901707, 2-15=-20931510, 2-16=-1917/348. 3-16=-1856/166, 3-17=-1856/178, 4-17-19171349,4-18--2093f467, 5-18=-21 93/707 SOT CHORD 1-19=-344!2023. 19-20=41512023, 8-20=4512023. 7-3=W1379, 7-21=0/1379, 6-21=011379. 6-22=-64/2023, 22-23=-64/2023. 5-23=-312/2023 WEBS 3-6=-37/660, 4-6=-3951137, 3-8=-371660, 2-8=-3951137 Structural wood sheathing diredly applied cr3-Il-Soc pullins. Rigid ceiling directly applied cr10-C-Coo 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; Vultl10mph (3-second gust) Vasd87mph; TCDL8.0psI BCDLS 0ps1 h2011 Cat. II; Exp B; Enclosed; MWFRS S (envelope) gable end zone and C-C Extesiox(2) 0-0-0 to 34-0, lnteiioi(1) 3-0-0 to 10-11-0. Exterior(2) 10-11-0 to 13-11-0, Interior(l) 13-11 -0 to 2140-0 zone; cantilever left and ugh! exposed; end vertical left and light exposed;C-C for members and forces & MWFRS for reactions shown, Lumber 00L1.60 plate gnp DOL1.60 This buss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 1 This buss has been designed for a We load of 20 Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSlfPl 1. This buss has been designed for a moving concentrated load of 250.0th five located at all mid panels and at all panel points along the Bottom Chord, nonconanrent with any other live loads. S 8) This truss has been designed for a total drag load of 1400 lb. Lumber 00L(I.33) Plate grip 00L(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0 to 24)4.19-10-0 to 21-10-0 for 350.0 pIt LOAD CASE(S) Standard 520 II 3x4 = 40 11 41 18 42 15 43 14 44 131245 11 48 10 41 9 48 8 49 1 50 6 51 34= 4x4 = 3x4 = 4x4 [1 Job Truss Truss Type MAGNOLIA 18 J03 JOY IF", GABLE I Job Reference (optional) California TIUSWfl1S UC., Pems, i.. 52570 Ical: 52408 UM S AnD MM 52409 USC 0 2uiv MIISC IflOUSUiSS inc. mU ua S 14541 2015 rage 1 ID2Fl3c9vothrEMVIP1?S5SJz7f4q-b_Y6up6WrPKfAgt'9WHqPKsftn2hNinuVfndYq1yX5JC 5-1-11 10-110 16-8-5 21-10.0 5-1-11 545 I 5-9-5 5-1-11 Scale = 134.7 19-10 1444 21-100 I 7.4.10 A-12 7-4.10 Plate Offsets (X,Y)— 13.0-340-241 LOAOING(psl) SPACING- 2411-0 CSI. DEFt.. in (icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 125 Ic 0.18 Ved(LL) nfa - Na 999 MT21) 220/195 ICOL 14.0 Lwi*er DCL 125 BC 0.15 Vmt(CT) Na - Wa 999 BCLL 0.0 • Rep Stress Inor YES WB 0.16 Harz(CT) 0.01 5 nfa Na BCOL 100 Code 13C20151TP12014 Matiix-SH Weight 133 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural weed sheathing directly applied or 6-0-0cc pmnthis. SOT CHORD 2X4 OF No.2 G 801 CHORD Rigid ceding directly applied or 6-0-0 cc bracing. OTHERS 2X4 OF StudfStd G Excepr I listailed during buss erection, in accordance with Stabilizer WEBS 2X4 OF SludfStd G 'MiTek recommends that Stabilizers and required cram bracing be STS: 2x8 OF No.2 G I Instalalion aidda REACTIONS. All beatings 2140.0. (Ib)- Max Horzl=87(LC44) Max Uplift Al uplift 100 I,cr less atjoáit(s) 11, 13,16,10.7 except 1-138(LC27),S--141 (LC 381 9=-180(LC 30), 14-183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1351(LC 67) 5351(LC 79), 9537(LC 11 14587(LC 1), 11=275(LC 731 13=280(LC 72), 15--2 WC 70), 16=255(LC 69), 17=316(LC 68). 10280(LC 74). 8=292(LC 76), 7=255(LC 77), 6=316(LC 78) FORCES (Ib) - Max. ConçfMax. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 1-36=-462/379, 2-38-2141265, 2-37=-2141216, 3-37=48/336. 3-38491336, 4-38=-178/271, 4-39-252f235, 5-39449I387 801 CHORD 140-3641373, 5.5141531383 WEBS 3-9=-3611175, 44=-5401152, 3-14=-3611177.2-14=6401153 NOTES- Unbalanced roof live loads have been considered for this design. Wuid: ASCE 7-10; VultllOnWh (34scend gust) Vasd=67mpk TCOL&0psf BCOL6.Opsf h2011 CaL II; Eiq, B; Enclosed; MWFRS (envelope) gable end zone and C-C ExJedom2) 04-0 to 344, lntedcc(l) 3-0-0 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 right exposed;C-C for menteis and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip 00L1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualhied budding designer as per ANSltTPI 1. Gable requires continuous bottom chard beating. Gable studs spaced at 1-4.0 cc. This buss has been designed for a 10.0 psf bottom chord live load nonccncunani 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 3-60 tad by 24-0 wide will fit between the bottom chord and any other menthere. A plate rating reduction of 20% has been applied for the green lumber membeis. 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 fora moving concentrated load of 250.01b live located at all mid panels and at all panel points along IN Bottom Chord, nonooncunent with any other live loads. This buss has been designed fora total drag load of 800 lb. Lumber DOL(1.33) Plate gap 00L(133) Connect truss to resist drag along bottom chord from 0-0-0 to 3-0-0,18-10-0 to 2140-0 for 133.3 pIt. LOAD CASE(S) Standard Job Truss Truss Type Qty Fly MAGNOLIA lB 1(02 QUEENPOST 9 Job Reference (optional) flfl uIUrdfl15 IJJ...., r51u5, ...S. 5A1U IW1; Og5U 5 L1 U WIU milL O.&IU 5 UU U U1D IYIJ ISA IIWUSUYSS, InS. I RU U .3 1;4Lq1 U15 raqe 1 lD2Fl3c9vioibsEMVfPflS5Siz7Y6up6NAgfgWHqPKsfsg2Zwim3VindYq1yX5JC I 4-5-11 8-11-8 13-5-5 • 17-11-0 4-5-11 4-5-13 4-5-13 • 4-5-I1 Scale = 128.7 . 4x4 = 4XO = 4at = 8-11-8 1 17-11-0 8-11-8 8-11-8 Plate Offsets MY)-- 110.0.0.0-141[5040.O-1-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Icc) Vdell Lid PLATES GRIP TCLL 200 Plate Cup DOL 125 IC 025 Vert(LL) -0.32 6-12 '615 20 14120 2501195 TCDL 140 Lumber DOL 1.25 BC 0.70 Veul(CT) -0.54 6-12 '401 180 ECU. 0.0 • Rep Stress Ins YES WE 0.21 Hciz(CT) 005 5 nla nJa BCOL 10.0 Code l8C2015f1P12014 Matnx-MSH Weight 66 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 SIUWSid G REACTIONS. (lblsuze) 11881044 (mm. 0-1-8). 6=78810-3-8 (mm. 0-I-B) Max Homz135(LC 12) Max Upllftl-11(LC 8), 5=-11(LC 9) FORCES. (Ib) - Max. ConJMax. Ten. - All forces 250 (lii) or less except when Ehown. TOP CHORD 1-15=-1728152. 2-15=-1653!65. 2-16=-125617. 3-16=-1235118. 3-17=-1235118, 4-11-128617. 4-l6=-16585. 5-180-1728152 SOT CHORD 1-13=-5711593. 6-13=-57Il593. 6-14=-3111598. 5-14=-3111598 WEBS 24=4841116, 3-6=0/530.44=4841116 Structural wood sheathing directly applied or 4-8-Boo pulins. Rigid ceiling directly applied or 1040 oc bracing. lMiTidc recommends that Stabilizers and required aess braalng be installed dimming buss erection, in accordance with Stabilizer Installation aidde, NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-I0; Vult110ixph (3-second gust) Vasd81mph; TCDL=SApst BCDL=SApst IF= Cat II; Exp 5; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 343-0, Interior(l) 3-0-0 to 8-11-8. Exterior(2) 8-I1-8 to 11-11-8, lnteub4l) 11-11-8 . to 17-11-0 zone; cantilever left and light exposed; end vertical left and nghtexposed;C-C for members and forces & MWFRS far reactions shown; Lumber DOLI.60 plate gnp OOLI.60 This buss has been designed for a 10.0 psI bottom chord live load nonconanrentwth any other live loads. • This buss has been designed fora live load of 20.opsf on the boltom chord in all areas where a rectangle 344 tall by 2411-0 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 23051 and referenced standard MISIffPI I. This buss has been designed for a moving concentrated load of 250.0th five boated at all mid panels and at all panel points along the Bottom Chord. nonceneiment with any other live loads. LOAD CASE(S) Standard 0 8x8 4x10 = 7.60 10-6.0 17-11-0 7.51-0 2.1.0 7-5.0 3x10 = Job Truss Truss Type uty Ply MAGNOLIA 18 1(04 CAL HIP 1 Job Reference (Otitional) Kiln: 5Z4U a usc e um rnni: 524U a usc DOW 151115K Imusaisi, 11am. mu ua j 14K4 xuia race 1 lD2Fl3c9vmothjMVfP7?S5SJz7f4q-3A5U6978cjSWoqDt4?Les3BzPStyRDHeuRN5MUyX5JB 7-11-Il 4-9-6 7-5.0 74,12 i 9.11-5 10-6-a 13-I-Il 17-11-0 4-9.5 2-7-11 0-IJI2 ' 1-11-10 b.6.i 2-7-11 4441 0-415 scale = 1295 Plate Offsets MY)- ' 0-3-12.Edgel. 14:0-5-0.0-1-61 LOADING(psf) SPACING. 24-0 CSI. DEFL. in (be) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.51 Veit(LL) .0.12 7-8 '999 240 M120 220/195 TCOL 14.0 Lumber DOt. 125 BC 071 Vei1(CT) -037 8 '513 ISO ECU. 0.0 Rep Stress Incr NO WE 0.21 Hoa(CT) 009 6 nfa eta BCDL 10.0 Code 13C20151TP12014 Matilx-MSH Weight 84 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No2 0 TOP CHORD Structural wood sheathing directly applied cr2-B-Icc puilins. except SOT CHORD 2X6 OF No2 0 04-0cc pumlins (2-10.1 maxj 3-4. Except WEBS 2X4 OF StudlStd 0 2-10-0 cc bracing: 3-4 501 CHORD Rigid ceiling directly applied or 100-0cc brac8ig. MiTch recommends that Stabilizers and required aoss bracing be installed during buss erection, in accordance with Stabilizer Installation reside. REACTIONS. (lb/size) 1=111010-3-8 (nits. 0-144), 8=ll82lMechanical Max lfo,z133(LC 8) Max UpliftI44(LC 4), 8=.63(LC 5) FORCES. (Ib) - Max. CcmpiMax. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 1-2.43401345, 2-3=43301343, 3-184-39811331, 4-15=-3914/333, 4-8=4202f342 5-6=-4374/356 SOT CHORD 1-1"911691,147=-31714104, 8-17--31714104, 8-18=-30814188, 18-19=-308/4188, 19-20=-30014198, 7-20=-30814188, 7-21=-30114114, 6-21=-30114114. 6-22=-7111695 WEBS 34=0/380, 3-1=400/56, 4-70/521 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuit=ll0mph (3-second gust) Vasd81mph; TCOL5.0psl BCDLS.0p5f h20ft Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip OOL1.60 Provide adequate drainage to prevent water panning. This buss has been designed fore 10.0 psf bottom chord live load noncancunamnt with any other live loads. 1 This buss has been designed (era live load of 20.0psf on the bottom chord in all areas where a rectangle 3.60 tall by 2041 wide will lit between the bottom chord and any other members. A plate samthlg reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for moving concentrated load of 250.0b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcuwent with any other live loads. Glider carries hip end with 80.0 end sethadi. Ii) Graphical purlin representation does not depict the size or the orientation of the puilin along the top andfor bottom chord. 121 Hanger(s) or other connection device(s) thai be provided suffident to support concentrated load(s) 703 lb down and 162 lb up at 104' and 703 lb down and 162 lb up at 7-6-12 on top chord. The designlselection of such connection device(s) is the responsibility of othe 13) 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 lnerease1.25, Plate lnaease125 Uniform Loads (pit) i/cit 1-3=46,34--16S. 4-84-68, 9-12.49(F-29) Continued on page 2 I. caunsma misname u.c., reins. up.. wu S S C] Job Truss Truss Type Fly MAGNOLIAlB K04 CALHIP Fy Job Reference (optional) aurwiva I iusriinu LL., rerns, LOL uiu FUMD.ZW5 um u £U1D riuK qu S USV 0 A VID iyuIeJ inousgios, tnt. u flu ns 4 u1u rags ID:ZFI3c9v,othiEMVtP7?S5SJz7f4q-3A6U6978SWoqDt4?Les3BzPStyRDHeuRN5MUyX5J8 C] LOAD CASE(S) Standard Concentrated Loads (lb) Vert 3-589 4--589 C] C] r C] Job 11us$ Truss Type QZ MAGNOUA lB M OUEENPOST 17, 6ob Reference (optional) - - - caimm u.c., gems, GA. W.DIU Nun: U.7M S usc u asie rnnc U.W1W a usc a aiia WHOM Inausgies. Inc. mu ua j U;qzwd ajia rage 1 ID:ZFI3c9vxxbsEMVfP7?S5SJz7f4q-3A6U6978qSWoqDt4?Les3BOYSunRDveuRN5MLJyX5JB 4-5-11 8-11-8 12-8-12 13-7-13 17-11-0 4-5-11 4-5-13 I 394 '0-11-1 4-3-3 Scale = 128.8 454 = Rh 4x6 = 2x411 354 = 8-11-8 12-8-12 17-11-0 I n_li_a n-q 6-24 Plate Offsets MY)— '0-2-80-2-0I LOADING(psf) SPACING- 24-0 CSI. DEFL. in (bc) bided L/d PLATES GRIP TCLL 20.0 Plate Giip DOL 1.25 IC 0.31 Vext(LL) -0.28 7-10 '552 240 14120 2201195 TCDL 14.0 Lumber 001. 125 BC 0.72 Veit(CT) -0.51 7-10 '300 180 BCLL 0.0 • Rep Stress lncr NO WO 024 Horz(CT) 0.02 6 nfa nla BCD1. 10.0 Code lBC2015lT1212014 Matnx-MSH - Weight 67 lb F120% BRACING- TOP CHORD Siniclural wood sheathing directly applied or 5-11-1300 pudins. SOT CHORD Rigid ceiling directly applied or 6.0-0cc bracing. MiTek recommends that Stabilizeis and required aoss bracing be installed dining buss erection, in accordance wIth Stabilizer Installation guide. REACTIONS. (lb/size) 1=54610-34 (mm. 0-1.8). 5=22010-3-8 (mm. 0-14), 6=86210-54 (min. 0-1.8) Max Horz1vu36(LC 12) Max Uptiftivu.8(LC 8), 5=-6(LC 13), 6=-13(LC 9) Max Gssv1=553(LC 27). 5=382(LC 31). 662(LC I) - FORCES. (lb) - Max. CcmpfMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD i-17-1055147, 2-17=488161, 2-18=45210,3-16=-Si016. 3-19=-529112. 4-16=-546I0 801 CHORD 144=53678,744=5307S WEBS 2-7=-5451111, 4-7=-121531. 4-6=-721155 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=8Apst BCOLS.opst h=20ft Cat. II; Exp B. Enclosed; MWFRS (envelope) gable end zone and C-C Exteiio,(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 8-11-8, Exterior(2) 8-11-8 to 11-11-3, Interior(l) 11-11-8 . to 17-11-0 zone; cantilever left and might exposed; end vertical left and light eiqicsed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate gap DOLI.60 This buss has been designed for 10.0 psI bottom shard live load nonooncisirent 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 tag by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250M live located at all mid panels and at all panel points along the Bottom Chant, nonoancuirent 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). U LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber 1norea5e125, Plate hnaease125 Uniform Loads (pit) Veit 6-6=-20, 6-11-30(F-10), 1-3=48,3-5=48 . LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.20 WEBS 2X4 OF StudlStd 0 Job TnIss Tiuss Type uty iy MAGNOLIA IS K06 OUEENPOST 1 Job Reference (optional) isllrwiva inisi-rame u., reins, (M. 55fu rein: eqs 5 Ueg S £515 mm; eieu s USC o Zulu uvuiwi uusuiwi, InC. ins u ., 1;'.aJ uis rage 1 ID:ZFI3c9v,olbiMVfP7?S5SJz7f4q-XMgsJV7mN0aNQzo3elsuPHkBlsO0Ag9o756evwyX5JA 4-5-11 8-11-8 1241-12 13-7-13 17-11-0 4-5-11 ' 4-5-13 3-9-4 0-1 I-I 4-3-3 Scale- = 128.8 r 456 = 2x40 354 = 8-11-8 12-8-12 17-I1-0 3-54 5-2-4 Plate Offsets 0(Y)- '0-240-24I LOADlNOisf) SPACING- 24110 CSI. OEFL. in (Icc) IIde1I Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 031 Vert(LL) -028 7-10 '552 240 MT2O 21.01195 TCOL 14.0 Lumber DOL 125 BC 0.12 Veit(CT) -051 7-10 '300 180 ECU. 0.0 • Rep Stress, las' NO WE 024 Korz(C1) 0.02 6 nfa nfa ECOL 10.0 Code IBC20151TPl2014 Matrix-MSH Weight 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF No2 G TOP CHORD S SOT CHORD 2X4 OF No2 G SOT CHORD WEBS 2X4 OF StudlStd 0 REACTIONS. (IbIsize) 1546I0-3-8 (mat 0-1-4 $'220I044 (iran. 0-1-8), 6=86210-5-8 (min. 0-1-8) Max floizl-36(LC 35) Max Upllftl-163(LC 27), 5=-i 15(LC 38), 6-59(LC 30) Max Grav1553(LC 55), 5=382(LC 59), 6462(l.0 1) Structural wood sheathing directly applied or 5-114 cc pullbis. Rigid ceiling directly applied or 640cc bracing. MTek recommends that Stabilizers and required eross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. ConJMax. Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 1-17=-11031460, 2-17=-9881344, 2-18=-6441223,3-18=-5101160, 3-19=-529I44, 4-19=-5461138, 5-26=-352!284 SOT CHORD 1-14=44111025, 7-14=-24EB18, 5-16=-2511349 WEBS 2-7=.54&145,4-7-1051531,44--7211105 NOTES- Unbalanced roof live leads have been considered for this design. Wind: ASCE 7-10 Vuilll0mph (3-second gust) Vasd87mph, TCDLS 0pst BCOLS.0p5f, h--At Cat II; Erg, B; Enclosed; MWFRS . (envelope) gable end zone and C-C Ext.ezloi(2) 044 to 3-0-0, hnteitor(1) 3-0-0 to 8-114, Exterior(2) 8-11-8 to 11-114. Interim(l) 11-114 to 17-11-0 zone; canlSever left and tight exposed ; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL=1.60 This buss has been designed for a 10.0 psf bottom shard live load nonconcunent with any other live loads. Th1s buss has been designed for a live load orl'2011psion the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom dxxd and any other members. 5)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 ANSIITPI I. This buss has been designed fora moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconornrent with any other live loads. 8) This buss has been designed for a total drag load of 800 lb Lumber 00L(133) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-041 to 17-11-0 for 443 pIt. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) orbadc (B). LOAD CASE(S) Standard 1) Dead i-Roof Live (balanced): Lumber 1ncrease125, Plate Increase--1.2S Uniform Loads (pli) Vert 6-8-20,6-11.301F=10), 1-3=68, 3-5=-63 . 5x8 = set = 4 112 458 2is411 r 4x4 = Job miss Iruss Type Uty IS 1(01 OUEENPOST 7MAGNOLIA I Job Reference (ootional) GalilaaTrUe-I3me LIZ., Penis, CA. 92370 14=52W s Dec 9 3119 FlInt 92409 Dec 93119 MJEX IflOusilisS, Inc. Thu Ois 3 124243 2019 rage 1 ID2l3oEMVP7?S5Sz7f4q-XMgsJV7mN0aNOzo3ejsuPHk7rs9mAcXo756evwyX5JA 5.041 8-11-8 12-10-5 17-110 5.0-11 3-10-13 3-10-13 5.0-11 Scale = 1283 S 50.11 8-11-8 12-10-5 17-11-0 I 5.0-11 3-10-13 3-10-13 50-11 Plate Offsets MY)— 'tO.0.0.0-1-91. 15040.O -1-5I. 16,0-2-4.0-1-01,11111:0-2-4A-1-01 LOADING (ps SPACING- 2-00 CSI. DEFL. in (lac) Well Lid PLATES GRIP TCLL 201) Plate Grip DOL 1.25 TC 0.53 Veit(LL) 4.13 6-I1 '969 240 MT20 2201195 TCOL 140 Lumber DCL 125 BC 0.95 Veil(CT) -025 6-1I "563 ISO BCU. 0.0 • Rep Stress mar NO WB 0A7 Hcrz(CT) -0.01 1 ole nfa BCDL 10.0 Code 16C20151TP12014 Matiix-MSH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD 601 CHORD 2X4 OF No.l&Btr G 601 CHORD WEBS 2X4 OF StudfStd G REACTIONS. (lWssze) 5=17111044 (mu. 0-143). 19261044 (mm. 0-1-8) Max Horz548(LC 38) Max UplI69-141(LC 22). 1-151(LC 19) FORCES. (Ib) - Max. ConJMax. Ten. - Al fumes 250 (Ib) or less except when shown. 0 TOP CHORD 3-4=-16361181. 4-S=-23541365. 1-2=20861385, 2-3=-16321184 BOT CHORD 1-15=011923, 15-16=41611923, 8-16=416/1923, 8-17=41611923, 7-17.41 611923, 7-18=-37012681, 6-18=-370r2631, 6-19=37012681,19-20=37012681, 5-20=-370!2681 WEBS 4-7=-I369l87,3-7=01792,2-7=.527/8S,44=01839,2-6=0/305 Stsuclural wood sheathing thready applied or 3-2-5 oc pwlbis. Rigid ceiling directly applied or 104.000 bracing. MiTels recommends that Stabilizers and required aoss bracing be installed during tress erection, in accordance with Stabilizer Instaftfion galda NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87niph; TCDL'8.0psl 6CDL5.0psl h20ft Cat. II; Exp 6 Enclosed; MWFRS (envelope) gable end zone; cantilever left and light eiqicsed ; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL=1.60 S 3) This buss has been designed for a 10.0 psf bottom shard live load nonconomrent with any other We loads. 4) This tress has been designed fore live load of 20.0psf on the bottom shard in all areas where a rectangle 344 tall by 2-0-0 wide will fit between the bottom shard and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b 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 800 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect buss to resist drag loads along bottom diced from 15-11-0 to 17-ll-0 for 400.1 pIt. Girder canes tie-li span(s): 12-7-8 bum 13-3-0 to 17-11-0 10) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). fl fl LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lnarease125, Plate 1narease125 Uniform Loads (p0) Vest 12-15=-20, 9-19-247(8-227).3-S-611, 1-348 n U4 = Job Truss Truss Type uty Ply MAGNOLIA 18 1(08 QUEENPOST I Job Reference (optional) 51U urusr,dms l.,., 1'SIHS. %. 5J1U IUIL QL'IU 5 I OWlS MVIL D.W41 5 LO 0 4U10 IYJU0J IIU5Ul II1. 11W 4 1 5 W1O r50 1 lD2FI39xbiEMVIP7?S5SJz7t4q-?ZEFXq8O8KIE27NFdQN7xUGIBGZJv0ZxUsCRMyX5J9 4.11-11 i 8-11-8 12-Il-S 17-11-0 4-11-11 3-11-13 3-11-13 4-11-11 Scale = 128.4 OAU II - •1.5D U Oat = W = 4-1141 8-11-8 12-11-5 17-11-0 4.11.11 =__j i 2.1111-12 Plate Offsets (CX)— 110-3-0.0-3-91,15.0-3-0.0-3-9116.0-4-0.0-1-81 1743T0-1421, 1810-4-0,0-1-81 LOADING(pst) SPACING- 2-0-0 CSL DEFt.. in (be) Well Lid PLATES GRIP TCLL 20.0 Plate Giip DOL 1.25 IC 058 Vezt(LL) -0.08 8-11 '699 240 MT20 2201195 TCOL 14.0 Lumber DOL 125 BC 0.72 Vejt(CT) -0.28 8-11 "117 180 ECU. 0.0 • Rep Stress ma NO WE 0.81 Hxz(CT) -005 1 ,sla nia BCOL 10.0 Code lBC2015fl'P12014 Matrix-MSH Weight 82 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 2X6 OF SS C SOT CHORD WEBS 2X4 OF StudlStd C REACTIONS. (hblsize) 1=22611044 (miii. 0-2-1), 8=102610-5-8 (miii. 0-1-8) Max Horz8=36(LC 21) Max Uptlft1-234(LC 19), 5-249(LC 22) FORCES. (lb)- Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. . TOP CHORD 1-2-37801630, 2-3=-19851321, 3-4=-19821326, 4-5=-24301621 SOT CHORD 1-15=-292l1813, 1-16=16513557, 16-17=-69513561, 8-17=695/3561,8-18=49513561, 7-18=495/3567, 749=480/2263,6-19=65012283. 6-20=45012263, 5-20=68012263, 5-21-278/984 WEBS 3-1=8/1004, 4-7=429/117, 4.6=0t213, 2-7=-1955/61. 2-8=011221 Sbuclural weed sheathing directly applied or 244cc pultins. Rigid ceiling directly applied or 100-0cc bracing. MiTeic recommends that Stabilizers and required arose bracing be installed dining buss erection, in accordance with Stabilizer Installation euide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd81mph; TCDL8.0psl BCDL&Opsf; h--M% Cat. II; Exp S. Enclosed; MWFRS .(envelope) gable end zone; cantilever left and tight exposed; end vertical left and right exposed; Lumber OOL=1.60 plate gap 00L1100 This buss has been designed for a 10.0 psf bottom chord live load nonoaicunEnt with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 340 tail by 241.0 wide will fit between the bottom shoal 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 2006.1 and referenced standard Ai4SIITPI 1. This buss has been designed bra moving concentrated load of 250.0th 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 1400 lb. Lumber DOL(133) Plate gap 00L(133) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for lOOl pIt. 9) Girder carries tie-in span(s): 17-11-0 from 040 to 5.0-0 10) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). • 0 LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lnorease1i5, Plate Inciease125 Uniform Loads (pIt) Vat 14--.68,36---68.8-9--354(F=-344), 6-12-20 Job i russ Truss Type Ply MAGNOLIA lB L01 GABLE JQ'y1 Job Reference (optional) vamunua uwsriame u.k., reins, i% lv5fU nun: e.qus LJCC D MID rnni: e.qu S 1.1CC U MID lviii Cvi ,nausines, IflC. mu UCi ii izsuis rare 1 10F13EMV1P7?S5SJz7t4q-TlndkA90veq5fHySI7uMUipZUt1hebA5aPblzoyX5J8 4-9-14 8-9-0 12-8-2 174-0 4-9-14 3-11-2 3-11-2 4-9-14 Scale =1:27.6 5x8 II 3x4 = 29 14 30 13 31 12 32 11 33 10 34 9 35 8 38 7 31 6 38 4x4= 4x4= 6-3-14 11-2-2 17-60 5.2-14 4-104 I 5.3-14 Plate Offsets (XV)— 13:0-3-6.0-2-81 LOAOING(pst) SPACING- 2411-0 CSI. DEFL. in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.14 Veit(LL) nla - Na 999 MT20 2201195 TCOL 14.0 Lumber DOL 125 Sc 0.19 Vert(CT) We - nla 999 BCLL 0.0 • Rep Stress lncr NO WS 0.01 Hoff(CT) 0.00 5 Na Na BCOL 10.0 Code 18C201511P12014 Mabix-SH Weight 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF N0.20 TOP CHORD Structural wood sheathing directly applied or 6-0-00c pullins. .SOT CHORD 2X4 OF No20 SOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF StUdIStd 0 Mifek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd 0 installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-64). (Jb)- Max Horzl36(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11, 13.9.7 except 1-126(LC 27), 8=-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), 8=344(LC 75), 8=464(LC 1), I2z464(LC 1). 10=219(LC 70). 11=210(LC 69), 13=258(LC 67), 14=321 (LC 65), 9=270(LC 71). 7=258(LC 73), 6=321 (LC 74) FORCES. (lb) - Max. ConJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 125=3851347. 5-28=-3851356 SOT CHORD 1-29=-339M9.5-3&=-32213S2 WEBS 3.8=255I161, 4-8=3751103, 3-12=-255!173, 2-12=-375I103 NOTES- Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL=6.0ps* BCOL=8Opsf; h20ft Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone and C-C Exte,lor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 844, Extenoi2) 844 to 1144, Inteliol(l) 1144 to 11-6-0 zone; cantilever left and light exposed; end vertical left and light exposedC-C for members and forces & MWFRS for reactions shown; Lumber 00L160 plate gap 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 ANSIII'PI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-00c. This truss has been designed for a 10.0 psf bottom dwnl live load nonooncun'ent with any other live loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)0 wide will lit between the bottom chord and any other members. A plate isling reduction of 20% has been applied for the green lumber member.. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located MEW mid panels and Wm panel points along the Bottom Chord, nonconairrent with any other live loads. Ii) This buss has been designed for a total drag load of 800 lb. Lumber DOLvi(1.33) Plate grip DOL--(1.33) Connect buss to resist drag k along bottom chord from 0.0.0 to 4-0-0. 13-6-0 to 17-64) for 100.0 pIt. LOAD CASE(S) Standard qP 1-1 Ll 1JOb. TnJss Tniss Type. uty Ply MAGNOLIA lB M COMMON GIRDER I Job Reference (optional) 1dIJ1Wflld iiusr.ama LLL.. rails, LIFL oaiu nun; 0.tqu 5 USC 0 £1110 nulL o.on, S USC C 110 WOICJIIOUUSWSC 111g. 11111 U .1 1n;qo £111, rags 1 ID:ZFI3c9viotht€MVfP7?S5SJz7f4q-xxL?yWAegxyyHR)eJiPb1vMh53lRN1IEp3LJVFyX5J7 4-5-1 8-9-0 13-0-15 17.8-0 4-5-1 4-3-15 4-3-15 4-5-1 Scale =1:28.2 458 II D=1000# 454 = 644 10-1140 17-6-0 I I. _ Plate Offsets (XX)- 0-0-0.0-0-Ol LOADING(ps SPACING- 241-0 CSI. OEFL in (bc) bided Lid PLATES GRIP TCLL 20.0 Plate Cdp DCL 125 IC 027 Veit(LL) -012 7-10 '099 240 MT20 2201195 TCOI. 14.0 Lumber DCL 125 BC 0.55 Veit(CT) -024 7-10 1890 180 ECU. 0.0 • Rep Stress hnor NO WE 015 Harz(CT) 0.05 . 5 nla nla ECOL 10.0 Code 13C2015/TP12014 Matiix-MSII Weight 65 lb PT = 20% LUMBER- TOP CHORD 294 OF No2 0 TOP CHORD . EDT CHORD 2X4 OF No2 0 EDT CHORD WEBS 2X40FStisdIStd0 REACTIONS. (lblsiza) 1=1701O.58 (rein. 0-1-45=77010-5-8 (miii. 0-1-8) Max Ho,z135(LC 44) Max Upliftl-188(LC 27). 5=-188(LC 30) FORCES. (lb) - Max. CciopiMax. Ten. - All focees 250 (lb) or less except when shown. TOP CHORD 1-14=-1690!511. 2-14=-16141353. 2-15=-14171254. 3-15=-13691127. 3-l6=-13691l52, 4-16=-1417r232. 417=16141325, 517=16901504 801 CHORD 118=57I15S9. 18.19=-58211559, 7-19-58211559. 7-20=-48WI2IB. 6-20481)112l6. 621=47711559. 5-21=47711559 WEBS 3-6=-27i495, 44=3421122, 37=2498, 27=342Il17 Sbuclural wood sheathing directly applied or 4-8-i cc pu,Iuns. Rigid ceiling directly applied or 6-00 cc bracing- MTek recommends that Stabllszeis and required cross bracing be Installed dining buss erection. in accordance with Stabilizer Installation guide. NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10 Vultllomph (3-second gust) Vasd=87mph; TCDL'0.Ops BCDLS.opst h208 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C ttxteilol(2) 0-0-0 to 3-0-0 lntedor(1) 3-0-0 to 8-90. Exterior(2) 8-9-0 to 11-94). Interior(l) 11-9-010 11-641 zone; cantilever left and ilgilt exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip OOL=1.60 This buss has been designed for 310.0 pal bottom chord live load noncoacunwnt 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 lit between the bottom dud and any other members. A plate rating reduction o120% 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 ANSlffPl 1. This buss has been designed fora moving concentrated load of 250 0th five located at all mid panels and at all penal points along the Bottom Chord, nonconcuwent with any other live loads. 8) This buss has been designed fora total drag load of 1000 lb. Lumber DOL(133) Plate grip DOL(1.33) Conned buss to resist drag loads along bottom dud from 0-0-0 to 2-0.0 for 500.0 pIt. LOAD CASE(S) Standard Job 11us$ Truss Type Uly Ply MAGNOLIA lB 1.04 COMMON GIRDER 8 Job Reference (optional) iaiiinia in riumu LW.. Ve7TW. L.% u:u riwi: *.qu s uuc D anD i-lUlL 02U11 U uuc o iio mi leA ujuiwiule,. lag, 11111 ua ., iqqo Zulu i-u i ID:ZFl3oMVP7?S5SJz7f4q-xxL?yWAegxyyHRXe.bPb1vMh53lUN1GEp3LiVFyIJ7 .4-5-1 8-91) 13.0-15 l3-7-1 1760 4-5-1 4-3-15 4-3-15 0-6-13 3-104 Sraleu 1282 4x6 II 40 = 4,4 = 6-6-6 10-1140 13-7-12 17-6-0 a."4-54 2-4-2 3-104 Plate Offsets 0(X)— 130-OILO0-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 021 Veit(LL) -012 9-12 '969 240 M120 220/195 TCOL 14.0 Lumber DOL 125 BC 0.54 Velt(C'T) -023 9-12 '693 160 BCLL 0.0 • Rep Stress mo NO WB 0.15 Horz(CI) 005 6 nla nfa BCOL 10.0 Code 13C20151TP12014 Malrix-MSH Weight 65 lb FT = 20% LUMBER- TOP CHORD 294 OF N0.20 SOT CHORD 2X4 OF No2 0 WEBS 2X4 OF StudlStd 0 REACTIONS. (IWslze) 1=17010-5-8 (min. 0-1-8). 9=17010-5-8 ("in. 0-1-8) Max Hoiz1-36(LC 17) Max Upllft1-10(LC 8), 9=-10(LC 9) BRACING- TOP CHORD Structural wood sheathing dvently applied or 4-8-6oc pwlhis. 901 CHORD Rigid ceiling directly applied or 10-0-Coo leasing. MfTeft recommends that Stablhzeis and required cross bracing be installed dialog buss erection. in accordance, with Stabilizer lneta da FORCES. (II,) - Max. CompiMax. Ten. - *3 forces 250 (lb) or less except when shown. . TOP CHORD 1I6=.1690I37. 2-16=-1614151, 2-17=-1417115, 3-17=-1369127. 3-18=-1370138, 4-18=-1418122, 4-6=-1613145, 5.19=163ll32, 6-19=-1682125 901 CHORD 120=45I15S9,920=45/1559,9-211)I1100,821011100, 8-22=-611558, 7-22=611558, 7-23=-611558, 6-23=611558 WEBS 3-8=-11495, 4-8=386168,3-9=01493. 241=-341197 NOTES- Unbalanced roof live loads have been considered for this design. Wind: *SCE 7-10 Vt0=llomph (3-second gust) Vasd=87mph TCDL611psf BCOLS.0p51 h205; Cat. II; Exp B; Enciosed; MWFRS (envelope) gable end zone and C-C Extedol(2) 04.8 to 3-0-0, lntedor(1) 3-0-0 to 844, Exterior(2) 844 to 11-9-0, lntofo(1) 114-0 to 17.64) zone; cantilever left and right exposed; end vertical left and light exposedC-C for members and forces & MWFRS for reactions shown; Lumber OOL=11.60 plate gap OOL1.60 This buss has been designed for a 10.0 psf bottom chord live load nomenourent with any other On leads. This truss has been designed for a rive load 0120.0psf on the bottom dicid in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will III between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber membeis. This buss is designed in accordance with the 2015 lntemalianal Building Cede section 23051 and referenced standard *NSIIIPI 1. This buss has been designed for a moving concentrated load of 250.0Th live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. LOAD CASE(S) Standard E . fl S Job Truss Truss Type uty Ply MAGNOLIA 18 NO2 COMMON GIRDER 3 Job Reference (optional) uairalua iwsiame U.(.. I'ems, (P. 4f 0 NUll *240 S USC S AMC rflflt 04405 USC U U1U VU leVi UVUUSIflSS, ISC. i flu UW .1 144U £015 row 1 ID:1bJOp_sdczmZJT1vFKMLnuz6QGW-xxL?yWAegxyyHRXeJtPb1vMtH3KLN14Ep3LJVFyX5J7 6-2-4 11-0-0 I 6-24 4-9-12 4x4 = Scale = 122.5 21411 6-2-4 11-0.0 12 -1_12 4-5-12 Plate Offsets ((Y)— ll:Edge,04141I. 140-1-40-1-81.199-2-0.00-81.199-1-120-1-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (bc) Vdell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vest(LL) .0.09 6-9 '999 240 MT20 2301195 TCOL 140 Lumber DOL 1.25 BC 042 Veit(CT) -0.16 6-9 '318 180 BCU. 00 • Rep Stress biu NO WS 0.16 Horz(CT) 0.03 1 nla nia BCOL 10.0 Code 15C20151TP12014 Matslx-MSH Weight 50 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF No.20 TOP CHORD Structural wood sheathing directly applied or 6-0-Coo pinibis, except SOT CHORD 2X4 OF No20 end verticals. WEBS 2X4 OF StudfStd 0 SOT CHORD Rlgld ceiling directly applied or 1040 cc bracing. SLIDER Left 2x6 OF No.2 -G 3-3-I1 MiTek recommends that Stabilizers and required erase bracing be installed dining truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=47810-3-8 (mm. 0-1-8). 5=47810-3-8 (nun. 0-14) Max Hoizl35(LC 11) Max Up==-2(LC 12) Max Grav1'91l(LC 30), 5=511(LC 33) FORCES. (Ib) - Max. CompJMax. Ten. -M tomes 250 ((b) or less except when shown. TOP CHORD 1-2=-748126. 2.11=594I48. 3-11=495163. 3-12=-481162, 12-13-495149. 4-13=-553!47. 4-5=449/70 BOT CHORD 1-14-102f398. 1-15=-291451, 6-15=-291451 WEBS 346=0/272, 4.6=7I414 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL5.0pSt BCOL5.0psf h20ft Cat. II; Eiq B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-14 to 3-1-8 InledoI(l) 3-1-8 to 6-3-12, Exteiioi2) 6-3-12 to 9-3-12 ln!ejiol(l) 9-3-12 to 10-11-12 zone; cantilever left and ilght exposed; end veitical left and tight exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate gap 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 bra We 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. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI/TPI 1. 1) This tneis has been designed for a moving concentrated load of 250.1111b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent wIth any oilier live loads. LOAD CASE(S) Standard i. 10 Job hiss e u Ply MAGNOUAlB NO3 7COMMY, GIRDER I Job Reference (optional) Calif 81iUSHEme U.C., Ferns, CA. 92370 Iun: 82408 USC S 2018 prmc 82408 Dec S 2018 MILSc InSua8tes, Inc. 1110 Oct ii 1L42:47 2019 rage I ID:1bJOpsdczmZJTlvFKMLnuz6QGW-Q8vN9sBGRF4pvb8qtYwqZ7uqhTgG6V8N2j4s2hyX5J6 4x4 = Scale = 122.8 3x8 II 6-24 12-6.0 ada 6-142 6-3-12 Plate Offsets (X.V)- '10-2-1ZO-0-4L 130-240-2-41. 15i e.0-0-01 LOAOlNG(ps SPACING- 2-0-0 CSI. DEFL in (Ice) Ildefi Lid PLATES GRIP TCLL 20.0 Plate ClIp DCL 1.25 IC 041 Veit(LL) -0.10 6-13 1999 240 MT2O 220/195 TCOL 140 Lumber DOL 125 BC 0.44 Ve,t(CT) -0.17 6-13 1891 180 BCLL 0.0 • Rep Stress Inc. NO WB 011 Horz(CT) 0.02 1 We ate BCOL 10.0 Code 13C20151TP12014 Matnx-MSH Weight 54 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD . 801 CHORD 2X4 OF No2 C BOT CHORD WEBS 2X4 OF StudlStd C SLIDER Left 2x6 OF No2 -G 34-11, Right 20 OF No2 -G 3-5.0 REACTIONS. (lb/size) 1'95010-3-8 (miii. 0-14), 5455011-114 (min. 0-1-8) Max Hoiz1-35(LC 13) FORCES. (Ib) - Max. CompfMax. Ten. - AS forces 250 (lb) or less except when shown. TOP CHORD 1-2-761114, 2-15=-674151.3-15=463166,3-16=463/63, 4-16=-671i48, 4-54-828/21 . 801 CHORD 1-11-611474. 1-18=0!803,6-18=01603,6-19=01603, 5-19=01603,5-20=01603 WEBS 3.60/383 Structural wood sheathing directly applied or 6.0.0oc puilhls. Rigid ceiling directly applied or 10.0-0cc bracing. MiTek recommends that Stabilizers and required eross bracing be Installed during buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced met live loads have been considered for this design. Wind: ASCE 7-10; Vol IM- lomph (3-second gust) Vasd=87mph; TCDL8.0psl BCDL8.0psf h"206; Cat. II; Elip B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-1-8 to 3-1-8, lntelim1) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12. Interior(1) 9-3-12 to 12-74 zone; cantilever left and light exposed; end vejlical left and nght exposed;C-C for numbers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL1.60 This buss has been designed fora 100 psf bottom chord live load nonconanrent with any other live loads. This buss has been designed for a live load of 20.0W on the bottom chord in all areas where a rectangle 3.60 tall by 2-00 wide will fit between the bottom diced and any other members. A plate rathig reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed fora moving concentrated load of 250.0lb live located at all ad panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. LOAD CASE(S) Standard Ii S . 356 ,, Job Iruss Truss Type (Uy Ply MAGNOlIA 10 N04 COMMON GIRD8 5 Job Reference (optional) caieccua inisarne u.c., Ferns. IR. 5L3fU Nun: 5.24415 uSc u Ann rnnc e.ieu a usc e win Mites lfl5USU1SS, Inc. IOU uO J 1Z454( zuis rage i lD:lbJOp_sdczmLmvFKMLnuz6QGW-a8vN9s8GRF4pvb6qtYwqZ7uqmTgL6V8N2j4s2hyX5J6 6-24 124-0 I 6-2.4 6-3-12 454 = Scale = 122.8 S LOADING (psi) SPACING- 24-0 CSI. TCLL 20.0 Plate Gzlp DOL 125 IC 0.41 ICOL 14.0 Lumber DOL 125 BC 0.44 BCLL 00 Rep Stress Iner NO WS 011 BCOL 10.0 Code 1BC20151TP12014 Matzix-MSH DEFL in (Icc) Udell L/d PLATES GRIP Vert(LL) -0.10 6-13 2,999 240 MT20 2201195 Veit(CT) -0.17 6-13 '905 180 Holz(C1) 0.02 1 We nfa Weight 54lb F120% BRACING- TOP CHORD Stzuctural weed sheathing directly applied or 644 oc pwlinx. SOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing. Milek recommends that Stabilizers and required cross bracing be installed dudng buss erection, in accordance with Stabilizer Installation quida. REACTIONS. (lb/size) 1=550/044 (mu. Max Hoiz1.-35(1.0 13) FORCES. (lb) - Max. CompiMax. Ten. - M forces 250 (Ib) crises except when shown. TOP CHORD 1-2=-767l13, 2-15=-674151, 3-15=663166,3-16=653164.4-16=671148. 4-5=-848!18 801 CHORD 1-17--811474, 1-18=01603,6-I8=01603,6-19=01603,5-19=0!603, 5-20=-771509 WEBS 34=0/382 NOTES- - I) Unbalanced reef live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL60psI BCOLS.0psl h20ft Cat. II; Eirp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-8 to 3-1-8, lnteiiol(l) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(l) 9-3-12 to 12-7-8 zone; cantilever left and light exposed; end veilical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate gop DOL-11.60 .3) This buss has been designed for a 10.0 psf bottom shard live load nonconcwrent with any other live loads. This buss has been designed fora two load of 20.0psf an the bottom chord in all areas where a rectangle 34-0 tell by 24-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber numbers. This buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standanlANSifIPi I. 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 Chard, nonconcuirent with any other live loads. LOAD CASE(S) Standard LUMBER- TOP CHORD 2X4 OF No2 G . SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G SLIDER Left 258 OF NO2 -G 3-3-11, Right 2x6 OF No2 -G 3-50 0 Job I russ russ t type aty II, MAGNOUA lB NOS COMMON GIRDER 1 Job Reference (optional) aiiinia .woJ-lamg U., remo, L4L 021U NUll ö.4U 5 LMc 54110 rqUIL o.squ 5 UOV 04110 01110K I1U5gl0K. Inc. InS UUl 4 14* 4515 rags 1 ID:lbJOp_sdczrnLmvFKMLnuQGWuMCBvCZDglAflh1QGS36KR?dt0oyMXGNqPa7yX5J5 6-3-12 12-74 6-3-12 6-3-12 S 4x4 = Scale = 3x811 31611 6-3-12 • 12-74 I 6-1-12 6-3-12 Plate Offsets 0(Y)— [1:Edge.G.0.O], I30-2-0.O-2-41. 15:Edr0-0-01 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.40 Veit(LL) -0.10 6-9 '939 240 MT21) 2201195 TCOL 140 Lumber DCL 125 BC 0.44 Veii(CT) -0.16 6-9 '936 180 BCLL Oil • Rep Stress liter NO WB 0.11 Horz(CT) 0.02 1 Na Na BCDL 10.0 Code lBC2015ITP12014 Matiix-MSH Weight 55 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD . 601 CHORD 2X4 OF N0.20 601 CHORD WEBS 2X4 OF StudlStd G SLIDER Left 2x6 OF No.2-01SO. Right 2x6 OF No2-C 3-5-0 REACTIONS. (IWsize) 155610-5-8 (mat. 0-14), 64556/0-5-8 (mm. 0-14) Max Horz135(LC 12) FORCES. (19)- Max. CompJMax. Ton. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=441118, 2-15=-687I48, 3-15=479164,3-16=479164.4-164.681148.4-64-847/18 601 CHORD 1-17--831515, 1-18=01617,6-18=01817,6-16=01617, 5-19=0/611,5-264-761515 WEBS 34=0/393 Structural wood sheathing directly applied or 640 oc puilins. Rigid ceiling directly applied or 104000 fractmg. Wrek recenenends that Stablizzere and required cross bracing be installed durIng buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof On loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd31mph; TCDL=8ilpsf BCOL8.0ps1 h=205 Cat. II; Eiq, B; Enctosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 344, lnterlor(1) 3-0-0 to 6-3-12, Exterior(2) 6-3-12 to 94-12 Interior(l) 9-3-12 to 12-74 zone; cantilever left and right exposed; end vertical left and light exposed;C-C for members and forces & MWFRS for reactions shovei; Lumber DOL=1.60 plate grip DOL1.60 This buss has been designed for a 10.0 psI' bottom chord live load nonconcwrent with any other live loads. This buss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 344 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This truss has been designed fora moving concentrated load of 250.019 rive located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. LOAD CASE(S) Standard 19 fl . Job Truss Truss Type Qty MAGNOLIA lB NOB GABLE I 1P,7 Job Reference (optional) carronva 1njararme u.c, pens, c& irio Kun: 52408 on o arm tim 5240 $ on S arm MITOI liwusme$. Inc. -Thu 00 5 1Z42 4$ 5119 Pace 1 ID:1bJOp_sdczlnlfflvFKMLnuzfiQGW-4JlCflMCBvCZDgWh1QGS36KR2Nl2EIyiXGNqPa7yX5J5 6-3-12 12-7-8 6-3-12 6-3-12 Sd Sle = t215 D800# 17 10 18 9 19 8 20 7 21 6fl25 5 24 4 2.5 454 2x411 6-3-12 6-3-12 • LOADI1IG(psf) SPACING- 24-0 CSI. DEFL in (be) Udell Lid PLATES GRIP TCLL 209 Plate Grip DOL 1.25 IC 022 Vezt(LL) nfa - nfa 999 11120 2501195 TCDL 14.0 Lumber OOL .1.25 BC 027 Vest(C1) nla - nla 999 BCLL 0.0 .Rep Stress bus NO WE 009 Hoiz(CT) 0.00 3 We nla SCOt 10.0 Code 13C20181TP12014 Matrix-SH Weight 64 lb FT =20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puithis. SOT CHORD 2X4 OF No2 G SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. • WEBS 2X4 OF StudlStd G MlTeic recommends that Stabilizers and required aces braclng be OTHERS 2X4 OF SWdlStd G installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-7-8. (Ib)- MaxHo,z1-38(LC29) Max Uplift All iqilIft 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 jnt(s) 9.5 except 1340(LC 55), 3=340(LC 63). 7431(LC 59). 8=285(LC 58). 10339(LC 56), 6=285(LC 60). 4=339(LC 62) • FORCES. (lb) - Max. Cc,ppiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-5891552. 2-3=4381383 SOT CHORD 1-17---467501. 10-17=3521388, 1O-18=-2381271, 7-21=-2171262, 6-21=-297!332. 6-22=-3111345. 22-23=-3331368, 5-23=4331368, 5-24-3331355, 4-24=-3331368. 4-25-3331363, 3-25=-3331368 WEBS 2-7=-381I114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87nh; TCDL'8.0psf BCDL=8.opsf; h20ft Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and aght exposed; Lumber DOLI.60 plate gap 00L1.60 miss 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 ANSlflPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0cc. This truss has been designed fora 100 psi bottom chord live load nonconermnent with any other live loads. This truss has been designed (era On Iced of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 20-0 wide will Ill 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 2300.1 and referenced standard ANSIITPI I. This buss has been designed (era moving concentrated load of 250.01b live located stall mid panels and at all panel points along the Bottom Chord, nonconamnant with any other live loads. 11)This buss has been designed fora total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord tram 0-0-0 to 8-0-0 for 100.0 pIt. Ll 0 LOAD CASE(S) Standard Job Truss UlyPly MAGNOUA lB N07 7GAMZ 1 LReference(dowal) (arrariia Irus-rame LL.. r'ems, up.. axaru NUn: 52405 Uec S 5115 PrInt 5240 S USC S 2015 MITeIC I11cuS01eS, Inc. Thu Oct 3 12A249 2019 Page 1 ID:1bJOpsdczmlrnvFKMLnuz6QGW-MW18aYCXzsLX8uGD_leY_BhHOuaK7gV1Zz6ayX5J4 -11.0-0 -4-9-12 6-2-4 4-9-12 Scale = 121.8 556 = D=800# 22 23 6 24 7 25 6 26 5 4x4 = 456= 3*611 -11-0-0 -4-9-12 CUM AAAI Plate Offsets ((Y)— 0:0-0-6.0-2-01 LOADING(psf) SPACING- 24-0 CSI. DEFL in (be) Ildefi Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 IC 038 Veit(LL) nia - nla 999 MT21) 2201195 ICOL 140 Lumber DOL 1.25 BC 031 Vert(CT) Na - Na 999 BCLL 0.0 . Rep Stress Inor NO WS 0.40 Horz(CT) -001 6 Na Na BCOL 10.0 Code IBC2015fPI2014 Mabix-MSH Weight 70 lb F1 = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No2 G TOP CHORD Structural wood sheathing directly applied or 644 o purina. except . SOT CHORD 2X4 OF No2 G end verticals. WEBS 2X4 OF StudlStd G Exoepr BOT CHORD Rigid ceiling directly applied or 644 cc bracing. WI: 2x8 OF No2 G MiTalc recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during triers erection, in accordance with Stabilizer SLIDER Left 2*4 OF SludlStd G 3-30 Installation guide REACTIONS. All bearings 11-0-0. Pb)- Max Horz134(LC Ii) Max Uplift All uplift 100 lb "less at joint(s) 8 except 5-579(LC 46). 6420(LC 35), 7-262(LC 60) Max Gray All reactions 250 lb or less at joint(s) 7 except 5=567(LC 35), 610824LC 48), 8415(LC 57) FORCES. (Ib) - Max. ConJMax. Ten. - All forces 250 (1b) or less except when shown. TOP CHORD 1-2-2320346,2-19=-27711W, 3-19=402i768, 3-20=4241794, 20-21=-7451980, 4-21=4W1049,44=-W71616 BOT CHORD 1-22=-572164, 1-23=-598Il12, 8-23=-5981237. S-24=4954297.7-24=49=84, 7-254981414, 6-25=-6541481, 6-26=-3141341 WEBS 34=4551520, 4-6=-10181795 NOTES- Unbalanced roof two loads have been considered for this design. Wind: ASCE 7-10; Vul110mph (3-second gust) Vasd87nph; TCDL60psI BCDL8.0psl h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiioi2) 04-8 to 3-1-8, lnterlor(l) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-1Z Interim(l) 943-12 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=1.00 plate grip OOL1.60 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 ANSltTPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 14-0 ac. This truss has been designed for 310.0 psf bottom chord live load nonconcunent with any other live loads. This buss has been designed for a We load of 20 0psf on the bottom chord in all areas where a rectangle 34.0 all 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. 91 This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSltTPI 1. 10) This truss has been designed fora moving concentrated load of 250.01b, live located stall mid panels and at all panel points along thi Bottom Chord, nonconcwrent with any other live loads. ii) This buss has been designed fora total drag load of 800 lb. Lumber 00L(1.33) Plate grip 00L(133) Connect buss to resist drag along bottom chord from 044 to 114-0 for 727 pit. LOAD CASE(S) Standard Scale = 1:82.4 3*6 = 3x6 3x6 8 28 29 21 30 20 31 19 18 32 Il 33 16 34 15 14 13 35 12 36 37 5*8 4*6 = 32&11 4x8 = US = 8*8 = 4*6 = SRI = 4*6 = 3*8 Il = = 8-8 W8 I Job Truss Truss Type MAGNOUA2A AOl CAL. HIP IQW 1"' I Job Reference (optional) Calirmiia TnisFmme LLC., Penis, CA. 92570 Run: 82405 Dec 82018 Print 82103 Dec 8 2018 MiTek Indusbies, Inc. Thu Oct 312:38:57 2019 Pane 1 lDZFI3ccotbtEMVfP7?S5SJz7f4q-9u00u00?ba6RJFXdOFouFdNS5l3bDHrnX9xNhzOyX5Mi 7-4-4 7-1lll 12-1-6 16-10.8 20.4-2 23-114 26-11-12 • 30-3-12 33.0.0 35-8-4 41-6-I 49-0.0 7-4-4 0-7T 4-1-Il 4-9-2 3-5-10 3-7-6 3-04 • 3-4-0 2-8-4 24-4 5-11-13 7-3-15 7-4-4 12-1-6 16-166 284-2 23-114 28-11-12 3)-3-l230-8 35-9-8 35-4 414-I 4900 7-44 4.4-2 ' 44-2 36.10 3-74 304 3441 9-1-12 5-1-0 8-1-12 5.11-13 7-3-15 Plate Offsets (XY)— '0-2-&O-2-81. 1304-0.0-1-8L 140-240-2-01. (60-2-8.0-1-t" 180-3-0,Edgel, 1150-2-12,0.2-OL 1160-".0-4-121, F17,0-2-8.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Icc) Udell Lid PLATES GRIP TCU. 200 Plate Grip DOL 1.25 TC 071 Veit(LL) -0.38 1749 '999 240 MT20 2201195 TCOL 14.0 Lumber OOL 1.25 BC 0,138 Veit(CT) 428 17-19 "335 180 ECU. 0.0 * Rep Stress 1n13 NO WE 0.90 Hotz(C1) 0.08 13 nfa nla BCOL 10.0 Code I8C20151TPl2014 Matiix-MSH Weight 1144 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Sbuclwal wood sheathing directly applied or 6-0-0 cc puitins. except SOT CHORD 2*8 OF SS G *Excepr 0-0-0or- purlins (6-0.0 in= Ir 2-5.5-8. Except 83:2X4OFStudlStdG 6-0-00c bracing: 2-5 WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 6-" cc bracing. OTHERS 2X4 OF StudlStd G JOINTS 1 Brace at Jt(s) 5,6.7 REACTIONS. (lWsize) 1=372110-5-8 (min. 0.1-8). 11-126110-5-8 (min. 04.8). 136023I0-3-8 (mm. 0-1-12) Max Horz156(LC 12) Max Upllft1-251(LC 8), 11-1496(LC 19), 13=-239(LC4) Max Gravl3735(LC 19). 11143(LC8), 13=6623(LC 1) FORCES. (lb) - Max. ConJMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 1-2=-113901802. 2-3=-108901782, 3-4=-16848/895, 4-5=-85471430, 8.9=-350146, 9-10=-19114053, 10-11=-440I0407, 5-6=-34431181, 6-7=-18613900 SOT CHORD l-28=-54117888, 1-29=-779110877, 21-29=-779110877, 21-30=445115884, 20.30=-945115684, 20.31 =-945115884, 19-31=-945115884, 18-19=-895/16846, 18-32=-895116846, 17-32=-895116848, 17-33=42518483, 16-33=42518483, 16-34=-155I3295, 15.34=.15613295, 14-15=-3808!228, 13-14=-38081228, 13-35=-61311433, 12-35=-6131I433, 12-36=-6131/433, 11-38=-6131I433, 11-37=43621326 WEBS 2-21=0I2295, 3-21=-54581181, 3-20=01853.3-19=011049,4-19=44(1894. 4-17=-8578I486, 6-16=-35417630. 6.19=41382I495, 7-15=-716180, 9-13=-1989/116, 5.17=-59r2332, 5-16=-62851326, 7-9=-18414017, 10-l2=-16041167, lO-13=-23212545 NOTES- 1)4-ply buss to be connected together with lOd (013l'x3) nails as follows: Top chords connected as follows: 2*4-1 row at 0-9-0 cc. Bottom chords connected as follows: 2*8-3 rows staggered at 044cc. Webs connected as follows: 2*4-1 low at 04.0 cc. Attach IC will? diain. bolts (ASTM A-307) in the center of the member wlwashere at 4-0-0cc. Attach BC wl 112" diem. bolts (ASTM A-307) in the center of the member w/washejs at 4-0-0cc. 2) 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. 31 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TC0L=8.0ps1 BCDL8.0psf; h2011 Cat Il; Eiq, B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and light exposed; Lumber DOL1.80 plate grip 00L1.l Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 pill bottom chord live load nonconcunent with any other live loads. 7)' This am has been designed Ira live load of 20.Opsf on the bottomchord mall areas where a rectangle 3-6-Otag by2-O-O wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIffPI 1. Continued 0n page 2 0 • Job Truss Truss Type Uty Ply MAGNOUA 2A AOl C&HIP I JI A -, Job Reference (optional) calireula TnjsHme LU. PalTIS, cA. 92370 Nun: 9.240 s Dec 9 2019 PrInt 9240 s Dec 92019 MuiëX IlInussies, tnt. mu oa a 1z.as:ss 2019 sane z lD2I3c9 vm EMVfP7?S5SJz7f4q.d4ap5ZPdMuElwO8qyyJ1nqvdr9PqykOgNb6EVTyX5Mh NOTES- ID) 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. 11) Girder carries hip end with 84)60 end selbadc. S 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. This truss has large uplift reaction(s) Item 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) shag be provided sufficient to support concentrated load(s) 698 lb down and 156 lb up at 7.44 on top chord, and 50 lb down and 2 lb up at 3044. and 50 lb down and 2 lb up at 3544. 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 Increase-0.25. Plate lnoreasel 25 Uniform Loads (pIt) Vest 1-2-68, 2-4-165, 46--68, 8-11-70, 19-22--49(F=29), 19-25=-20, 5-8-68 Concentrated Loads (Ib) Vest 2--W9 19-2650(F) 15=-50 13-50 • Lj • Job 11US$ 11US$ Type Ply MAGNOUA2A A02 CAL HIP IQ'y1 Job Reference (optional) caiTOn5aTIU$1rame LU;.. Penis, 1p., 32310 1cm: 0.240 3 D8C 0 aiiu prmr 0.2408 Dec 03310 reTex Incusules, mc. -mu uc a 1230zo 3310 P3081 ID2l3cthEMVlP7?S5SJz7fq-d4ap5ZPdMuElwO6qyyJ7nqvb99NDynUgNb6EVryX5Mh 944 544 8-1042 960 11-14 2560 30-3-12 3300 358.4 i 39-54 4q.4-4 49041 5-4-8 344 .1.tt 1-7-0 8-4-8 44-12 2-84 2-8-4 3-41-4 10 8-8-2 005 Scale = ie - 3x5 = 3x6 3x€ 6 7 8 18 11 34 35 28 28 30 18 31 Is 32 14 13 12 33 II 5x8 420 310 11 4x6 4XG = W 4x8= 3X6 11 8-19-12 8-10-12 17-18 8.2-12 3080 848 39-3-12 39-7.8 44-12 O.4Ifl8.8 358.8 2.8854112 40-3-14 4-7-10 43041 84-2 Plate Offsets (X,Y)— 't0 -3-7,0-O-81. 150-2-12,0-248L 170-3-0.Edqel. 11004l-7.0-O-81. 1140"-0-2-AO 118:0-2-8.0-2-01 LOADING (pet) SPACING. 2-0-0 CSI. OEFL in (icc) Udell Lid PLATES GRIP TCLL 200 Plate Gtip 001. 1.25 IC 023 Vert(LL) -02614-15 '999 240 MT20 2201195 TCOL 14.0 Llrnter DCL 125 BC 0.99 Veii(CT) 4.16 14-I5 "363 180 BCLL 0.0 Rep Stress leer NO WO 0.75 Hoiz(CT) 0.08 12 Na Na BCOL 10.0 Code l3C20151TP120I4 MatnX-MSH Weight 563 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G Excepr TOP CHORD Stnictwal wood sheathing directly applied or 5-11-2 ocpuillns, except T2 2X4 OF No.1&3IrG 044cc Ixgbns (5-5-3 max 3.5.5-7. Except SOT CHORD 2x8 OF SS 0 Txcepr 544cc bracing: 3-5 31: 238 OF No2 G, 03.00 OF StudlStd 0 BOT CHORD Rigid ceiling directly applied or 64W cc bracing. WEBS 2X4 OF StudIStd 0 Excepr JOINTS 1 Brace at.ft(s) 5,6 W3-.2X4 OF No2 0 REACTIONS. (1b1size) 1172215-34 (miii. 0-1-8). 19=7410-34 (min. 0-1.8). 12=31320-34 (miii. 0-2-0) Max Ho,z183(LC 8) Max Up8ftI-138(LC 4), 19=-165(LC 19), 12-251(LC 4) Max Grav11728(LC 19), 19=246(LC 41), 12=3132(LC 1) FORCES. (Ib) - Max. ConsJMax. Ten. -Al forces 260 (lb)cr less except when sbovei. TOP CHORD 1-2=-507481, 2-3=48051440,3-25=46001434,25-26=46051434, 4-26=-4611I433, 4-5=45921458, 74-368186, 8-271500, 9-2104M, 9-19=-22111533, 546=-91431, 6-7=-266170 301 CHORD 1-28=-288r2949, 1-25=49514827,18-29=49514821, 18-30---64416245, 17-30=44416245, 16-17=64415245,16-31-6441455-31=44415245,15-32=46114488, 14-32=46114488, 13-14=-391I60, 12-13=497160, 12-33=-14411229, 11-33=-1144l9, 11-34=-1441t229, 10-34=-14411229, 10-35=-8721163 WEBS 4-18=-Ill 01224, 4-17=-I 11273, 4-15=-17301186, 5-14=-54521555, 9-112=-22811253, 8-I2=-388193, 5-15=-9511911, 6-14=-356193, 64=-11651, 9-11-1109121,3-19=01831 NOTES- 1)2-ply buss to be connected together with lOd (0.131"u3) nails as follows' Top chords connected as (oBoive 2x4 -1 row at 0-9-0cc. Bottom chords connected as blows: 20 -2 rows staggered at 0-941 cc. Webs connected as follows- 2x4 -1 row at 044 cc. Al loads are considered equally applied to at p6es, except if noted as front (F) or battic (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to dlstshbute only loads noted as (F) or (B), unless othawise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vidt=ll0niph (3-second gust) Vasd=81nIz TCDL=SApst BCOL&0p5f h201t Cat II; Esp B; Enclosed, MWFRS (envelope) gable end zone; cantilever left and riglhtexposed; end vertical left and tight exposed; Lumber DOL1.60 plate gap DOL1.60 Provide adequate drainage to prevent water pending. This buss has been designed fora 10.0 psf bottom chord live load nonooncunent with any other live loads. This buss has been designed for live load of 20.0psf on the bottom chord in all areas where a rectangle 341-0 tat by 2.04 wide will I between the bottom chord and any other mentheis. 8)A plate rating reduction of 20% has been applied for the green luntermembera. This buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSIITPI 1. This buss has been designed for moving concentrated load of 250 Gb live located at at mid panels and at at panel points along the Bottom Chord, nonconoiuirent with any other live loads. Girder carries tie-li spans of 2.04 from front girder and 4-0-0 from back girder. does not depict the size or the orientation of the pullin along the top andlor bottom chord. Job Truss Truss Type Ply MAGNOUA2A A02 CAL HIP joy I Job Reference (optional) ,un; o.qu 5 ijeg S £1110 i-lull; o.qu S USV 0 £1110 reiieu ,nuusules, .11g. mu .ja .1 11.1030 £1115 rage £ IDothi€MVIP1?S5SJz7f4q-d4ap5ZPdMuElwO8qyyJ7nqvb99NDynUgNb5EVTyX5Mh NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1211 down and 27 lb up at 39-5-8, and 121 lb down and 27 lb up at 945-8 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 lnorease1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert 1-3=48,3-25=46, 526102(B34), 7-8-104(B-34), 10-27=-7O, 19-22-20, 5-7-102(B-34) Concentrated Loads (lb) Vert 1440 12-50 25-102 27-102 Trapezoidal Loads (p11) Vert 25-68-to-26-102, 8-1024o-27-70 1dIJIflId IlU5l-jdm0 u., reIns, I. 50f U F" F" . Job Truss Truss Type 1 Ply MAGN01.142A A03 CAL HIP I Job Reference (optional) Cairamla TnisFrame I.M. Ferns, CA. 92570 Run: 82405 Dec 62018 P(hflt 8.2409 Dec 62018 MITat Indus1iies, Inc. Thu Oct 312:38:59 2019 Pace 1 ID2FI3c9vothEMVfP7?S5SJz7f4q-5G7BIvQF7CM9YgOWgrtllK2Sn1ZnJthIgqcFso1vyX5Mg 5-3-7 9-4-4 11-7-11 17-7.4) 25-11-8 30-3-12 33.0.0 354-4 39-104 4900 I 537 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 ScaIat82.8 3x6 = 3x8 3x6 3M ri-2 7 8 9 32 4x6 272 13 1, 33 34 35 19 36 18 17 37 16 38 15 14 13 30 12 40 41 5x8 41(8= 3x6 II 4*6= 4*9= 4*6= 8*9= 3x6 II 5*9= 6*8 = 94-4 944 17-14 5-2-12 24-114 9-4-6 30-3-12 304-6 4.4.4 0-llfl64 3544 2449412 . 39-104 4944 4-2-2 9-1-10 Plate Offsets (XY)— 11 11-3-70-0-81. E8:0-34.Edael, 1110-3-7.0-0-81.119:0-24.0-2-01 LOADING(" SPACING- 2-0-0 CSI. DEFt. in (be) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 4.24 15-16 *999 240 MT20 2201195 TCOL 14.0 Lumber OOL 1.25 BC 0.72 Veit(CT) 4.85 15-16 "505 180 BCLL 0.0 • Rep Stress leer NO WE 0.49 Horz(CT) 006 13 n/a nia BCOL 10.0 Code IBC2015ITPI2014 Mahnx-MSH Weight 569 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-04cc pujluns, except 801 CHORD 2*8 OF SS G Except' 04-0cc pullhns (6-0-0 max.) 3-6,64. Except: Bi: 2*8 OF No2G. 83.2X4 OF Stud/Std G 6-0-0cc bracing: 3-6 WEBS 2X4 OF StudlStd 0 -Except! BOT CHORD Rigid ceiling directly applied cr6-C-Coo bracing. W3:2X4OFNo20 JOINTS 1 Brace atJt(s)6,7 REACTIONS. (lblsize) 1=147510-3-8 (mid. 0-14), 1116410-3-8 (min. 0-1-8)13=2885/0-3-8 (min. 0-14) Max Horz172(LC 16) Max Uplift1-75(LC 8), 11-78(LC 23), i3=-41(LC 8) Max 0rav11480(LC 23), 11333(LC45), 13=2855(LC 1) FORCES. (II,) - Max. ConJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-26=22101182,1-27=4201/420; 2-27=4159/431, 2-28=-3872/495, 28-29=-3803/500, 3-29=-37951501, 3-30=-37011570, 30-31=-3702f569, 5-31=-3706/569, 5-6=-31121161, 8-6=-296164, 9-32=-25/421, 10-32=-38/350, 10-33=-12511152, 11-33=-13911101, 6-42--27t353.7-42-18W5 BOT CHORD 1-34=-251I2468, l-35=-435/3993, 19-35=435/3993, 19-36=-347I4535, 18-36=-347I4535, 17-18=-347I4535, 17-37=-34714535, 16-37=347/4535, 16-.38=-14213023, 1538=142!3O23, 14-15=3551102. 13-14=-355I102, 13-39=-1076/155, 12-39=-10761155, 1240=-10761155, 11-40=-10761155, 11-41=4801146 WEBS 2-19=405181, 3-19=0/825,5-19=876139,5-18=01324, 5-16=-15051271, 6-15=-390(1/220, 1O-13=-1371927, 9-13=499187, 6-16=-54!1635, 7-9=49/572,10-12=8361135 NOTES- 1)2-ply buss to be connected together with lOd (0.131'10-) nails as follows: Top chords connected as follows: 2*4 -1 row at 04-0 or. Bottom chords connected as follows: 2*8 -2 rows staggered at 0-9-0or. Webs connected as follows: 2*4-1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Ward: ASCE 7-10; Vu8=110mph (3-second gust) Vasd87mph; TCOL60psf BCDL=6.0ps1 h20ft Cat. II; Eap B; Endosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04.0 to 3-0-0, Interior(l) 3-0-0 to Il-i-Il, Exterior(2) 944 to 13-7-3, Interior(i) 13-7-3 to 334-0, Extedor12) 33-0-0 to 37-2-15, lnterio.(1) 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 D0L160 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 nonooncu,rent 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 244 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 AS4S1/TPI 1. This buss has been designed fora moving concentrated load of 250.01b live located at all mid panels and at all panel points along the COfl9Jt6I%c 2onoonrurrent with any other live loads. 16 n Job miss TnisS Type Ply MAGNOUA 2A A CAL HIP Ic" Job Reference (optionaU rum; o.qu vi uvivi vi £1110 riuic vi.squ vi Llvivi vi £1110 lvii lviii Irwuvivium. inc. nu um .1 140 £Ulvi rome £ lD2F13wcthiEMVfP7?S5SJz7f4q-5G7BlvQF7CM9YYg0WgrfAX2Sn1ZnXhIgqcFso1vyX5Mg NOTES- Ii) Graphical pu,lin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) 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 35-8-8 on 40 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 lnorease1.25, Plate lncreasevi1.25 Uniform Loads (pit) Veit 1-25=48, 26-29-70,3-29-68,34=40, MO-28, 6,30=48. 8-1 1=70,20-23---20. 6-8i=68 Concentrated Loads (lb) Vert 15=-50 13=-SO . L fl iviuIIflud iiurrajue I.u., reinvi, I.. viiu 0 11 " a Job TrUSS Type (y y MAGNOLIA2A ITruss A04 CAL HIP I Job Reference (optional) Run: 82405 Dec 62018 Pflnt 82405 Dec 62018 Mifek lndusbies Inc. Thu Cd 312:39:00 2019 Pa0e 1 lD2Fl3v,dEMVP1?S5SJz7f4q-ZNERuuVU0AiFC3NMbF?vAz21QIjzIvbLZLyX5M1 134-8 7-2-13 1344 13r711118-101O 21-3.0 25-1-7 25-7-8 33.60 23.8-4 41-5-5 49-00 7-2-13 5-6-1 d-7- 3-24 4-46 444 40-2 3-4-6 2-8-4 • 54-1 14-Il 04-5 Scale = 1:82.4 8x10 Mfl8HS= 2%4 11 3.50 5x8 2x4 II 5x6 = 8 3x8 5x8 U CailemaTlusFmme LI.C., Penis. CA. 92570 • 30 19 31 18 32 17 18 33 is 14 3413 35 12 36 4X8 536 6*8= 6*8= 4*8= 2*4 II 3*8= 2K4 11 406 3x10 MTI8HS= LOAOJNG(pst) SPACING- 2-0-0 CSI. DEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip Dc 125 IC 0.91 Veit(LL) -OAS 18-19 '651 240 MT20 2201195 ICOL 14.0 Lumber 001. 125 Sc 0.95 . Veit(C1) I 418 18-19 1351 180 M1181IS 2201195 BCLL 0.0 Rep Stress bier NO WB 0.89 Ho.z(CT) 020 13 Wa rila BCOL 10.0 Code 18C20151TP12014 Matrix-Mm Weight 224 lb FT = 20% LUMBER- BRACING. TOP CHORD 294 OF No.1&61 G Exoepr TOP CHORD Sinictiast wood sheathing directly applied or 244cc putibis, except IZT3: 2X4 OF No2 G 0-0-0cc pcelns (2-10-5 max.)- 3-7,7-8. Except BOT CHORD 2X4 OF No2 G Excepr 2-10-000 bracing: 3-7 81: 2X4 OF Na1&Btr G SOT CHORD Rigid calling directly applied or 24-2 or bracing. WEBS 2X4 OF StudlStd G Excep? WEBS 1 Row at niidpt 8-15,8-13 Wi: 2X4 OF No2 G iiiret mooninends that Stabilizers and required aces brasing be WEDGE installed during buss erection, in accordance withStabiJizer I i-i Let 2x4 OF StudlStd -G guide. REACTIONS. (llsize) 1=174110-3-8 (mm. 0-1-14), 11-40310-3-8 (mm. 0-1-8), 13=436010-3-8 (req. 04-10) Max HorzlS9(LC 8) Max Upliftl-166(LC 4). 11.632(LC 19), 13=453(LC4) Max Grav11751(LC 19), 1I=147(LC 8), 13=4360(LC 1) FORCES. (II,) - Max. Co.xpiMax. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 1-26=47871433, 2-26=47751456, 2-21-40991491, 3-27-40411514, 3-28=-3873(504, 4-28=.38891505, 4-29=438841528, 5-29=438841528, 54=-3584I528, 6-7--6341153, 8-9=-29213372, 9-10=31813401, 10-ll=.43112364, 7-37=-7191193, 8-37-6741200 801 CHORD 1-30=48314521, 19-30=-46314521, 19-31=45914493, 18-31---559i4493, 18-32=-565I4151, 17-32=-565I4151, 16-11-565/4151, 16-33=-37512375, 15-34=-12841130, 14-34=.12841130, 13-14=-1284!130, 13-35=-2490I349, 12-35=-24901349, 12-36=-1421, 11-36=2229/421 WEBS 2-19--71405,2-16=466M, 3.18=4V1711, 4-18=4341137,4-16=439193, 6-16-16011764.6-1S-016063, 8-15=41 813150. 8-13=40011462, 10-13=-I 1401l29, 10-12=01684,7-15=6381165, 9-13=-302175, 5-16=487/146 NOTES- Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10 Vultll0mph (3-second gust) Vasd87niph, TCDL=SApst BCDL8.0psf h=20ft Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and tight exposed; end vented left and right exposed; Lumber 00L160 plate grip DOL1.60 Provide adequate drainage to prevent water pondlng. All plates are MT20 plates unless otherwise indicated. 51 This buss has been designed fora 10.0 psf bottom chord live load nononncunent with any other live loads. 6) This buds 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 I between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required beating size at joint(s) 13 greater than input beating size. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0th live located stall mid panels and at all panel points along the Bottom Chord, nonconoisrrent with any other live loads. II) Girder carries tie-in spans of4-0-0 from front girder and 4-0-Ofrom back girder. representation does not depict the size or the orientation of the puffin along the top andlor bottom chord. Job Truss Truss rype uly Ply MAGNOIJA2A AM CAL HIP 1 Job Reference (optional) min; *W 9 LMG 9 Win rum; a.qu a uac a Aila YU 19W InaU5U19W 19W. 11W um ., 1iJ9uu uia race 102F[3dMod)rEMVfP7?S5SJz7f4q-ZnIL7 NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 54 lb up at 1341-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. . 14) 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 lncreasa1.25. Plate lncrease1.25 Uniform Loads (pit) Vert 1-28=-68, 26-21-70,3-27-68,3-28=48. 7-29-136(8=-68), 8-1 1-70, 20-23-20, 7-37-136(8=48), 8-3748 Concentrated Loads (to) Veit 28-204 Trapezoidal Loads (pit) Vert 2k--102-to-29--136 . . I . 0 !.anrwIua IfliSd1TW LLI, t9JU9, IM. 99(U 4 34 3.501i1 5x8 Sd II 29411 2x411 5x6 4x8 = 10 12 • • 0 fl Job Truss Truss Type Uty Ply MAGNOUA2A AIlS CAL HIP 1 Job Reference (optional) CaltomlalnjsFiameLLC., Penis, CA 92510 Rim: 8.240s D62018Pb1t lD2FI3c9vxxb.€MVfP7?S5SJz7f4q-ZThZWERuUVU0AiF3NMbsF?yMz3dQf2zivbl2LyX5Mf 7-2-13 13.04 15-7-1116-10-10 21-30 25-7-7 25-74 33-00 3544 41-5.5 4900 7-2-13 54-7 2-7-7 1-2-15 444 44.6 40-2 34-8 24-4 54-1 78-11 Scale = 182.S 35 20 38 19 37 18 17 38 16 153914 40 13 41 4d 4d= 5*8= 5x8 4X6 = 2*4 II 4*8 = 3d = 2*4 II 4*8 = 35-150 4-10-10 1344 21-30 25-78 3300 35.84 1. 43-84 4900 8-10-10 5-140 8-2-12 84-8 34-8 28404'12 740.6 5-3-10 Plate Offsets 110-OO.0-I-1L . 130-2-8.O -2-8L L 170-2-40-2-O 1140-2-8.O-241.116:O-2-O.O-2-41,1170-I-12.O-1-81. 119:0-2-4.0-2-01 LOADING (psf) SPACING- 2411-0 CSL DEFL. in (Icc) Wall Lid PLATES GRIP TCLL 20.0 Plate Cup OOL 1.25 IC 017 VeJi(LL) -0.37 19-20 "999 240 14120 2201195 TCOL 14.0 Lumber DCL 125 BC 0.93 Veut(CT) 4.03 19-20 "416 180 BCLL 0.0 .Rep Stress mar NO WB 0.87 Hca(CT) 0.15 14 nla nla BCOL 104) Code IBC20150TPI20I4 Mabts-MSH . Weight 226 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 C Excepr TOP CHORD Structural wood sheathing directly applied or 241-0 cc puffins, except 14: 2X4 OF No.1&Btr C 0-0-0cc pwbns (3-941 max 3-8.84. Except 601 CHORD 2Yo4 OF No2 C 3-941 cc bracing: 3-8 WEBS 294 OF StudlStd G 601 CHORD Rigid ce31ng directly applied cr4-S-icc bracing. WEBS l Row alnidpl 9-14 MiTek recommends that Stabilizers and required cross bracing be installed dining bliss erection, in accordance with Stabilizer Installation cuide. REACTIONS. (tb/size) 11360/04-8 (mu. 0-1-8), 13=-121R)-3-8 (aim. 0-1-8). 14319410-3-8 (rein. 0-3-7) Max Horz1i4(LC 12) Max Upllftl-71(LC 8), 12-350(LC 23). 14.47(LC 8) Max Crav11369(LC 23), 12167(LC 45), 143194(LC 1) FORCES. (Ib) - Max. ConipJMax. Ten. - Al forces 250 (Ib)cr less except when shown. TOP CHORD 1-21=-36111272, 27-25=416001281, 2-28=-35371292, 2-29=-28231418, 29-30=-2770/421, 3-NI-2723M32.3-31-2860W, 5-31=-26841501, S-32=-2235009, 6-32=-22351309. 6-7=-22351309, 9-10=-11912411, 10-33=-14612442, 11-33-16012340, 11-34-21611485. 12_34.22611448, 8-8=-213(117 601 CHORD 1-35=.-31013395, 20-35=-31013395, 20-36=-393/3312, 19-36=-3933lZ 19-31=-391l2639, . 18-37=-39112839. 17-18=-39112639, 17-38=-I 1511310, 16-38=-115!1310, 16-39=-10001119, 15-39=-1000I119, 14-15=-10001119, 14-40=-1620i156, 13-40=-1620/156, 13-41=-13909. 12-41-13909 WEBS 2-20=01416, 2-19=-1051108, 3-19=01439, 5-11=4541232. 7-11=-13711251. 7-16=-1601i209, 9-16=-15111931. 9-14=-26851193, 11-14=-10341114, 11-13=01020. 8-16---299181,10-14=-307177,6.17=-20M NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87ixpli; TCDL8.0psl BCCL&0psf h2011 Cat. II; Eiq, S. Enclosed; MWFRS (envelope) gable end zone and C-C Extelior(2)04.0t03.0-0. lnteuior(1) 344 to 15-7-11, Exteutoi(2) 13-04 to 17-3-2, Interior(l) 17-3-2 to 3344, Extedo,(2) 33-0-0 to 37-2-15, Intelior(l) 37-2-I5 to 4944 zone; cantilever left and light exposed; end vertical left and sight exposed-.CZ for members and forces & MWFRS for reactions shown; Lumber DOL=i 60 plate grip DOL1 60 Provide adequate drainage to prevent water ponduig. This truss has been designed for a ,10.0 psf bottom chord live load nonooncunent with any other live leads. This buss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2410 wide will I between the bottom chord and any other members. A plate istlig 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 ANSUTPI 1. This buss has been designed fora moving concentrated load of 250 CIb live located at all aid panels and at all panel points along the Bottom Chord, nonooncunent with any other live loads. Graphical puffin representation does not depict the size or the orientation of the purlul along the top andior bottom chord. ea&B4)6Ml2ndard Job Truss Truss Type P.05 Pi MAGNOLIA2A CAL HIP 17 7 Job Reference (optional) caomia uua(ame L.c., .ems, UA. vzaiu Nun: 524U S Dec U 2910 Pflflt U.2O S USC U wip MITeS InauSsles, Inc. -[flu oct 3 i23O1 2019 page ID2l3c9vMVtP7?S5SJz7Mq-1tFxjaSWfpctnsqOd4tqPTX76MPs96IMZLu6nyX5Me LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel.25 Uniform Loads (pit) 40 Veit 1-2748, 27-29-70, 3-29-68, 3-4-68, 3-31-28, 8-31-68, 9-12=-70,21-24=20, 0 • • S 0 Job Tnjss lUtyPly MAGNOLIA2A P.08 7CALP I Job Reference (tioncI) caEmaa Tnai,ame LW., pcins, CA. axaiu Nun: 24U S usc a zuia nail: a.4u S USC b eJ15 lilies l,aiusmes, IflC. mu ua 4 1L3aU1 4i1li rage i lDZFl3c9vrocbrEMVfP7?S5SJz7t4q-1fFxaSWtpctnsqOd4tqPTX59MQn94s64ZLu6nyX5Me 17.8.0 3141-12 11.24 17.04 17r7111 21.6-3 273.43 31.40 31,44 3544 46- 00 24 • 49 6-1-1 5.1-2 5-10-1 0727 4.0-3 5-7-10 4-0.3 04d 3-8-8 4.6-0 8-9-12 004 0-7-1 Scale = 182.4 5x6 3.50fl1 4x6= 4x8= 5x8 33 18 34 1716 35 15 36 14 1331 12 38 11 39 4d= 4d 4,8= 3,8= 4*6= 4d 6x8 294 11 4*6= 3d = S 8-7-5 17-04 244-0 31-11-12 35-8.4 41-11-14 49-0-0 L7..S 5.L-IS 7-5.12 7.5-12 3-a-R 6-2.10 741-2 Plate Offsets 0(Y)— O-0-0.0-l-ll, 0-2-40-2-81. 1100-U1.0-11421, (fto-3-0,0-142I, 1140-1420-2-41, [15:11-U1.0-11421,070-1-SA-2A LOADING (psi) SPACING- 24-0 CSI. DEft. m (bc) Udell L/d PLATES GRIP ICU. 20.0 Plate Grip DOL 1.25 IC 0.95 Veit(LL) -0.41 17-18 '999 240 MT20 2201195 TCDL 14.0 Lisither DCL 1.25 BC 0.81 Veit(CT) 4.04 17-18 '413 180 BCLL 0.0 • Rep Stress hncr NO WO 0.98 Horz(CT) 0.17 12 Wa Wa BCDL 10.0 Code IBC2O15ITPl2014 Mahnx-MSH Weight 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF Noi8tr G Excejf TOP CHORD Structural wood sheathing directly applied or 2-7-90c pinThis, except Th 2X4 OF No2 G 0-0-00c pishns (34-2 max)' 4-7. Except SOT CHORD 294OFNo2GExaep1" 340 cc bracing: 4-7 81: 2X4 OF Noi&BtrG BOT CHORD Rigid calling directly applied or 3-10-14 oc bracing. WEBS 2X4OFStudfStdGExcepr WEBS 1 Rowatniidpt 6-14 Wi: 210 OF No2 G MiTek recommends that Stablizers and required "ass bracing be WEDGE i'stalied during truss erection, in accordance with Stabilizer Left 2x4 OF StudlStd hnstalation COMM REACTIONS. (lblsize) 1=1603M44 (min. 0-1-11) 10=4044 (min. 0-1-8), 123544(0-38 (req. 0-3-12) . Max H0rz158(LC 12) Max UpRI1.111(LC 4), 1O=-256(LC 19), 12.214(LC 5) Max Grav11603(LC 1), 104189(LC 31), 123544(LC 1) FORCES. (lb) - Max. CoiopiMax. Ten. - Al fences 250 (lb) or less except When shown. TOP CHORD 125=.43701345, 2-25=43581361,2-26=40441309. 3-26=39941319,34=3008W. 4-27=-28251325, 21-28=-2831/325, 5-28=-28311324, 5-29=-2104/268, 6-29=-21041268, 8-9=-12012054, 9-104-21411362 801 CHORD 11-W--3594125.18-13=41M4125, 18-34=-31513607, 17-34=-3151'3601, 16-17=-25312800, 16-35=-253/2800, 15-35=-25312600, 15-36=-16211526, 14-36=-16211526, 13-14=-19651170, 13-31=-19651170, 12-37=-19551170, 11-38=-14121165, 11-39=-12541216, 1O,39=12641216 WEBS 2-18=4336199.3-18=01M, 317=.9O3104, 4-17=01404, S-170/31O, 5-15=40111158, 645=-51188, 6-14=2210/244, 7-14=-454l72, 8-14=-247i2953, 8-12=-29451248, 9-12=-1021I112, 9-11=01534 NOTES- Unbalanced roof live loads have been considered for We design. Wind: ASCE 7-10; Vutt=llOrnph (3-second gust) Vasd=ahniph; TCDL5.0psf BCDLS.0p5f; h=2011 Cat. II; Erqi B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and light exposed; Lumber DOL1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water pondlig. This truss has been designed for a 10.0 p51 bottom chord live load nonooncurrent with any other live loads. This truss has been designed fora live load of 20.0p51 on the bottom chord in all areas where a rectangle 3-6-0 tail by 241.0 wide will fit between the bottom chord and any other men*eis. A plate rating reduction *120% has been applied for the green lumber members. WARNING: Required beating size at joint(s) 12 greater than input beating size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points alonç Bottom Chord, nonconsunent with any other live loads. Girder comes tie-li spans 014-0-0 from front girder and 241-0 from back girder. Graphical pudin representation does not depict the size or the orientation of the purtun along the top and(ir bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 35 lb up at and 36 lb up at 17-841 on top chard. The designlselection of such connection device(s) is the responsibility of 10 Job Truss Truss Type QIy Fly MAGNOLIA 2A A06 CAL HIP 1 Job Reference (optional) Nun: *241J S Lwc S min 1mm 52qu S USC S A116 151155 unuusuies inc. u flu u 13u:u1 zuiu ra ID2l3MVP7?S5Sz7(4q.1fFxjaSWcinsqOd4tqPTX59MQn94s64ZLu6ny&5Me NOTES. 13) 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 1norease125, Plate 1ncrease125 Uniform Loads (pit) Vert 1-28=-68. 25-28=-b, 4-28=48,4-28=-i 02, 28-38=-I 02(8=-34). 7-38=-102, 7-3248, 10-32-70, 19-22-20 Concentrated Loads ((b) Veit 27-13831-136 • . k,aUFQFMa uiuriuniu LL. t. W31U Job Truss 8 *07 Qty Ply MAGNOLIA2A 7CAL 1 Job Reforence (optional) (allTamla TIuSFIxciB U.., Pems, GA. 52210 mm: 52405 USC S miie P4UIt 52505 USC S J15 FIiSX Inausmes, iix. InS uct J 1ZW 2015 rage 1 lD2F am1WuXxG104SeEyX5Md 1980 29-11-12 6-3-8 12-10-12 190-4 19711 24-8.0 294-0 29.i4 35.44 40-2-5 49-0-0 6-3-8 6-7-4 6-1-8 O-77 4-10-0 4-10.0 045 5.8-8 48-I 84-11 0.0.8 0-7-7 Scale = 1:83.8 410 = 3.50 F12- 54 3d = 24 2 29 17 30 16 31 32 33 34 456 = 5x10 27 Is 14 3573 36 12 37 556 = 3XO = 4x9 24411 1944 29-1142 35.84 41-11-15 49-0-0 im Q7I 111L.111.2 c.g.g 740.1 Plate Offsets 0(Y)- 11 0-04.0-1-11. lft0-3-O.0-I$J. 1110-0-0.0-I-11. 115:0-1-8.0-2-4L11ft0-5-0.0-341 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (lc) IldefI Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 Ic 0.85 Veit(LL) -0.60 15-16 '715 240 MT2O 2201195 ICOL 14.0 Lumber DCL 1.25 Be 090 Vei1(CT) 428 15-16 .334 180 BCLL 0.0 .Rep sum lnci NO WB 0.97 Horz(C1) 0.16 13 nla nfa BCDL 10.0 Code 18C20151TP12014 Matnx-MSH Weight 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TXoW TOP CHORD Sbuctwal wood sheathing directly applied or 2640 cc pwtins, except 11: 294 OF No.1&Btr G 040 cc piebns (4-14 max.) 5-7. Except DOT CHORD 294 OF No.1&Btr G *Except 4-1.0cc bracing: 5-7 03.2%4 OF No2 0 SOT CHORD Rigid ceiling directly applied or 3-9-1 cc bracing. WEBS 2X4OFStudlStdG WEBS 1 Row atnidpt 6-15 WEDGE MITk resenvnends that Stabilizers and required aces bracing be Left 2*4 OF StudlStd -G installed during truss erectipo. In accordance with Stabilizer Instalalion guide. REACTIONS. (IWsize) 11158104-8 (cm. 0-14), I32828I0-3-8 (mm. 0-3.0), 1144110-34 (mm. 0-1-10) Max Ho,z185(LC 27) Max Upliftll-527(LC 30), I3-322(LC 22), 1.820(LC 19) Max Gravll578(LC 35), 18=2828(LC 1). 11542(LC 40) FORCES. (lb) - Max. ConJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-24=.445212581,2-24=4384!2520, 2-25=-367911930, 3-25=343511711. 34=-331111393, 4-5=-2487!1430, 5-29=-20161803, 6-26=-20241566, 6-27=-8541667, 7-27=-5601185, 7-28-586l347, 8-28=4951849,841=43011486, 9-10=-7l2I1480, 10-11=-153811728 DOT CHORD l-29=-253114269, 17-284-253114269, 17-30=-262214013, 16-384.262214013, 16-31=-280113540, 31-32=-207312812, 32-33=-151912258, 33-34=-1491I2161, 15-34=-95711697, 14-15=-1401I164, 14-35=-203711604. 13.35=-231311604, 13-36=-183811531, 12-36=-183811531, 12-37=-169511555, 11-37=-169511555 WEBS 2-17=-4981241,4-17=-581678, 4-16-10111177,546--164J395,6-16=-3271756. 6-15=-14061426, 8-15=41812394,8-134-22551394, 10-13=-959Il86, 10-12=01522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=67mpk TCDL=SApst BCOLEDpsf b=2ft Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and light exposed; Lumber DOL1.60 plate grip OOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for alo.0 pet bottom chord live load nonconcisrront with any other live loads. This buss has been designed for a live load of 20 Opsf on the bottom chord in all areas v/Asic a rectangle 3-6-0 tail by 2414 wide Will fit between the bottom chord and any other membeis, with BCOL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIIIPI 1. This buss has been designed fora moving concentrated load of 250AlIb live located at all mid panels and at at panel points along the Bottom Chord. nonconcurrent with any other live loads. This buss has been designed for a total drag load 014800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag along bottom chard from 20-9-0 to 34-941 for 342.9 pIt. Girder carries tie-lu spans 012-0-0 from front girder and 24)-0 from back girder. ii) Graphical purlln representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. 12) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb dawn and 9 lb up at 2944 40 lb down and 9 lb up at 19-8-0 on top chord. The designlselection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard 10 . 0 Job Titles TrUSS Type Qty Ply MAGNOUA2A AOl CAL HIP 1 Job Refence (optional) canTonia TfUSJtalfl8 LLc. Pems, c. w.aiu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncreasel.25 Uniform Loads (pit) Veit: 1-24-68, 24-25-70,5-25=48.5-7=48, 1-28-68. Concentrated Loads (Ib) Veit 26-34 27-34 Nun: 1124U S USC S 2U111 1111W 112455 UK S U111 MuSK lflQUS111SS, InC. IflU ua l 1WS U1U I11e lD2FI3c9vxxbrEMVfP7?S5SJz7t4q-VrpJxwS8Q7ldcPOPbBoO3yg4HamlWuXxGlD4SeEyX5Md F, I 0 Job Truss Truss Type 'By Ply MAGNOUA2A AOB MONO TRUSS I Job Reference (optional) (ablmlla TIuSiI8me LLC, reins, CR 9270 Nun: 82408 USC 82018 Pllflt 8.240 $ USC 82018 MILeS IflSU$OIe$, InC. Thu 00 1224022019 P5081 lD2FI3c9vsaibrEMVfP7?S5SJz7f4q-VrpJxwS8Q7kkPOPbBoO3yg4Kzmm1uZ9GlD4SeEyX5Md 8-3-3 14-9-8 I 8-3-3 I 6.6-5 2x4 fi Scale127.8 34 fl 424 = 4d = 5-2-15 14-94 8-2-15 8-6-9 Plate Offsets MY)— 'l:Edge0-2-01 120-O-5.0-1-121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (lao) Udell Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 0.70 Veit(LL) -0.44 6-7 '399 240 MT20 2201195 TCDL 140 LizmberDOL 125 8C 0.31 Ve,t(CT) -0.74 6-7 .234 180 BCLL 0.0 1 Rep Stress Inor NO WE 0.89 Hosz(C1) 0.03 6 nb n!a SCOL 10.0 Code 18C2015l7P12014 Maliix-MSH Weight: 59 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 48-2 Os pudhis. SOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing. Mtrek recommends that Stabilizers and required oross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2G4DFNo2G WEBS 2X4 OF StssdfStd G REACTIONS. (IbIsize) 154710-3-8 (min. 0-1.8), 6=570lMechanical Max Hoszlll9(LC 8) Max Uplift1.8(LC 8), 6=46(LC 8) FORCES. (Ib) - Max. ConJMax. Ten. - All forces 250 (Ib) or less except when shown. . TOP CHORD 1-11-131110. 11-12=-129910, 2-12=-123810 SOT CHORD 1-15=4211188,7-15=4211188, 7-16=-117I1015, 6-16--1171101S WEBS 2-7=01550, 2-6=-11001126 NOTES- 1)W.nd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=37nh; TCDL&0psl BCDL5.0psf h201t Cat. II; Esgi B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiios(2) 0-0-0 to 3-0-0. Inteiios(1) 344 to 1444 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 2) This buss has been designed fora 10.0 pef bottom chord live load noriconcurrent with any other live loads. . 3) * This truss has been designed for a live load of 20.0p5f 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. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI I. 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 1) Dead + Roof Live (balanced) Lumber lnaease125, Plate 1ncrease125 S Uniform Loads (pIt) Vest 1-I1-68. 11-13=-b, 4-134-68, 5.6=-20 S . Job miss S Type Qty My MAGNOLIA2A A09 O CAL HIP F 1 lJobRellerence(ioplionall L,auyumo unarime w.., rem,, %. ,31U Nun: uU s uec u wie "M 024U sues e an5 1111 ier inausaius mc. MUCK a 1z.awua Zulu raqe 1 ID2Fl3c9v,orbMVfP7?S5SJz7f4q-z2Ni8GTmBQsb1AnlVvlUudW4A8Fd3EPXtq?AgyX5Mc 13-10.0 74-1 13-24 I3-94t 144.8 7-6-1 5.93 9-741 0-11-8 40005 Scale = 121.1 354 U . L L 4 4*6 = 2K4 11 5-1-7 13-2-4 • 14-38 54-7 8.0-12 1-74 Plate Offsets 0(Y)- 11 41, [204-1.0-1421,16.0-2-8.11-2431 LOAOING(pst) SPACING- 2.0-0 CSI DEFL. in (bc) Udell Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 0.55 Vert(LL) -026 6-7 '613 240 MT2O 2201195 TCDL 141 Lumber DOL 1.25 BC 0.74 Vert(CT) -0A8 6-7 '395 180 ECU. 0.0 .Rep Stress bier NO WE 0.66 Horz(C1) 0.05 5 eta ole BCDL 100 Code I3C2015ITPI2O14 Mabix-MSH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.23 TOP CHORD Structural wood sheathing directly applied or 3-7-13 ocpurlins. except SOT CHORD 2X4 OF No2 3 end verticals. and 044cc piaths (6-0-0 maxy 34. WEBS 2X4 OF StudlStd 3 301 CHORD Rigid ceiling directly appl red or 44-9 ocbracing. MITelr serremmends that Stabilizere and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lWsize) 1'66510-3-8 (min. 0-1.). 5'637/0-3-8 (min. 0-1-8) Max Horz1132(LC 26) Max Upliftl.619(LC 19), 5-173(LC 20) Max Gravl'657(LC 40). 5'831(LC I) FORCES. (Ib) - Max. CorspiMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-2595/1787. 2-11=-250U1701. 2-12-121611001. 3-12-9161713. 3-13-3521211. 13-14-301l59. 4-I4=-311/8I. 4-5=-9361116 30T CHORD 1-15=-1769/2493. 7-15=-1769/2493. 7-16=-1918/2413, 16-17=-191812027. 6-17=-1151/1844, 6.18=.399I390 WEBS 2-7=-2546, 2-6=-9281259. 4-6=-721871 NOTES- Unbalanced roof live loads have been considered for this design. Wind ASCE 7-10; VultllOmph (3-second gust) Vasd'67nWh; TCOL=81psi BCOL=S1psl tF=M Cat. II; Exp B; Enctosed;, MWFRS (envelope) gable end zone; exnlilever let and right exposed; end vented left and right exposed; Lumber DOL-0.60 plate gop DOL1I0 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pet boltoni chord live load nonconr*snent with any other live loads. This truss has been designed for a live load 01201psf 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. 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 23081 and referenced standard AI11SIffPI 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. nonooncurrent with any other live loads. This truss has been designed for a total drag load of 2000 lb. Lumber OOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom drool from 6-94 to 14-9-8 for 250.0 pIt. Girder carries lie-in spans of 4-0-0 from front girder and 240 from back girder. Ii) GrapHed purlin representation does not depict the size or the orientation of the purlin along the top andfor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 35 lb op at 13-1( on top chord. The designlseleittion 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) orbacic (B). LOAD CASE(S) Standard I) Dead. Roof Live (balanced): Lumber 1nerease125, Plate Increase125 Continued on page 2 S Job Truss MAGNOLIA 2A A09 Truss Type Qty jp~ MONO CAL HIP 1 Job Reference (clonal) (auiamla Inns-lame LLI.., reins, LM. 551u LOAD CASE(S) Standard Unhfonn Loads (pit) Vest 1-11--68, 11-12-70,3-12=-68.3-14=-102.4-14=-136(0=34); 5820 5 Concentrated Loads (Ib) Vert 13-136 ,cun: ozqu a usc e ZM15 relic ezqu S UM S nsia isles meu'k197111 mas, inc u flu Ula i 1au4 zuis rage i ID2Fi3c9v,obrEMVfP7?S5SJz7f4q-z2Ni8GTmBQsb1A_niVviUudW4A8Fd3EPXtq?AgyX5Mc . S S S S 0 S Job TrUSS TrUss Type uty Ply MAGNOLIA 2A Ala MONO CAL HIP I Job Reference (cetional) casensa mm-fame uc.. I'ems, (R. axciu Nun: 5240 S uec b 20Th Pflnt 5240 SU2C S 2020 MileS IiicusTfles Iflc. Thu 00 5 123U4 21119 Panel lD2Fl3c9v,ocbrEMVtP7?S5SJz7f4q-REx4McUOyIc_SeJZzlbQX159deaTbMa5ZmXZZl6yX5Mb 4-9-13 i 11-11-11 14-9.8 4-9-13 4-6-7 2-7-7 2-9-13 Scale = 1249 456 = 2x411 944 1444 44 I Plate Offsets ((Y— 160-2-0.0-O41. 17:0-2-12.0-2-01 LOAOING(psf) SPACING- 240-0 CSI. DEFL. in (Icc) lldell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.82 Veit(LL) -0.33 7-10 1532 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 080 Vert(CT) -0.62 7-10 1285 ISO BCU. 0.0 • Rep Stress Mor 110 WO 0A2 Horz(CT) 0.03 6 Na nla BCDL 10.0 Code ISC2015ITPl2014 Matzix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD . SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G SOT CHORD REACTIONS. (lb/wa) 187510-3-8 (min. 0-1-8). 6=7031044 (min. 0-1-8) Max H01z1100(LC 9) Max Up8ftl-28(LC 8), 6=-57(LC 8) FORCES. (lb) - Max. CompiMax. Ten. -M forces 250 (lb) ol'less except when shown. TOP CHORD 1-11=-15011160, 11-12=-14611161, 2-12=-14501173, 2-13=-1016!230. 13-14=431/234. 3-14=-9221235, 3-15=440/324, 15-16=4140/324, 16-17=4411324. 5-17=-9441323. 54=4MM17 BOT CHORD 1-18=-193I1403, 7-18=-19311403 WEBS 2-7=484198, 3-7=-181/259, 5-7=-308i1030 Structural wood sheathing directly applied or 4-11-9 cc pullins, except end verticals, and 0-0-0cc puffins (S-1 1-1max.): 3-5. Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required aces bracing be installed during truss eiection, in accordance with StabilIZer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 0 2)Wmd: ASCE 7-10; Vultll0rnph (3-second gust) Vas87nh; TCDL=SApst BCOL8.0psl h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extemio2) 0-0-0 to 344, lntedoi1) 3-041 to li-il-il, Exterior(2) 944 to 13-7-3, lnteticr(i) 13-7-3 to 14-7-12 zone; cantilever left and tight exposed; end vertical left and light exposedC-C for members and forces & MWFRS for reactions shown; Lumber OOL=i 60 plate gap OOL=1.60 Provide adequate drainage to prevent water pondiog. This buss has been designed for a 10.0 psI bottom chord On load noncoacuirent 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 3-64) tall by 2-0-0 wide will fit between the bottom dined and any other members. 6)A plate rating reduction o120% has been applied for the green lumber members. 7) This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This buss has been designed for a moving concentrated load 01250 Ulb live located at all mid panels and at all panel points along the Bottom Chord, nonconcu jredi with any other live toads. 9) Graphical puilin representation does not depict the size or the orientation of the Pullin along the top andlor bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=125, Plate 1nerea5e125 Uniform Loads (p11) Veit 141-0, 1144--70,3-14=48,34=48,3-16--28. 5-16=48,644-20 Job Truss Truss Type uty Ply MAGNOLIA 2A JAll MONO CAL HIP 1 Job Reference (optional) rarinsnja ,nns-Ian1e u., reins, WL ssiu Nw1: 5.L4U S usc e zuie rruw S.Z4US usc to iie IVIJICK unausuies inc. mu ua a 1as:ue uiS race 1 ID2FI3c9vxxbzEMVIP1?S5SJz7f4q-REx4McUOyk_SeJZzlóQX159fTaTUMawZmXZZi6yX5Mb 1040 I 4443 944 9-1141 14-9-8 I 4-9-13 I 441-7 '0-1-7 4-9-8 - 04-5 Scale = 125.0 013 4x4 = 456 = 2x4lI 944 1446 9-44 .1 9-54 Plate OffSets (XX)— 10-1-8,0-I-l2L I5O-2-0,O-0-4L 16.0-2-8.0-2-Cl LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (los) tideS Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 IC 0.70 Veit(LL) -0.33 6-9 "521 240 MT20 2201195 TCDL 14.0 Lumber DCL 1.25 Sc 020 Vert(CT) -021 6-9 '281 180 BCLL 0.0 • Rep Stress Incr NO WS 0.43 Hor4CT) 003 5 nla nla BCOL 10.0 Code I8C2015ffPI2014 Matzix-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 Os pullnns, except SOT CHORD 2X4 OF No2 G end verticals, and 0-6-0 cc puttlns (4-10-7 max.): 3-4. Except WEBS 2X4 OF StudfStd C 4-10-Coo bracing: 3-4 BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTeic recommends that Stabilizers and required cross bracing be installed dining truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1695/0-3-8 (miii. 0-1-8), 5=85110-3-8 (mm. 0-1-8) Max Hoiz181(LC 7) Max Upllftl-37(LC 4). 5=.85(LC 4) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1581!148, 2-3=-1072181, 3-10=682189, 10-11=-931189. 4-11=-953!89, 44=4111103 601 CHORD 1-12=-14111487, 6-12=-14111487 WEBS 24=4241109.44--4311057 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vldtllomph (3-second gust) Vasd87mph; TCOL=8.0psl BCDL6.0psf h201t Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and light exposed; Lumber 00L1.60 plate gap DOL=1.60 Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 pot bottom chord live load nonconcu,rent with any other live leads. • This buss has been designed for a live load of 202psf on the bottom chord in all areas where a rectangle 3-641 tall by 2414 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard NISI/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, nonooncunsnt with any other live loads. Girder carries tie-in spans of 2414 from front glider and 44.0 from back girder. Graphical purlun representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Ii) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 211b up at 104-0 on top chord. The designlselectian of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section. loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced Lumber Increase--1.2S, Plate hncrease1.25 Uniform Loads (pit) Vert 1-3=.68, 3-10=48, 5-7-20 Concentrated Loads (lb) Vet 10=-102 Continued on page 2 Job Iruss Truss Type MAGNOUA 2A All MONO CAL HIP IQ" 1 Fy Ii, o b Reference (optional) anrwma iwsname u... reins. IA. 57.31U rem: 524U S USC b nU rrmc S.Z4U B USC B flB 55155 IncUsmes inc. mu ua S 1555U5 suis races lDiFI3v,cthm€MVfP7?S5SJz7f4q-REx4McUOyk_SeJZzióQX159ffaTUMawZmXZZi5yX5Mb [-1 LOAD CASE(S) Standard Trapezoidal Loads (pit) Vert 10-68-to-11402, 11=-136(B=-34)4o-4=-102(B=-34) 558 25811 4x8 = 3x10MT18lIS= . Job miss liuss Type aty Ply MAGNOUA2A Al2 MONO CAL HIP 1 Job Reference (optional) Cairceva Tnisilanie UC., Pens. Ca. 925tO Kuil: 5.Z40 a Dec 5 aiia Pnnt 0240 Dec 5 niie Mires mcusoles, Inc. 1flU oa a izasue 2015 Panel lD2Fl3c9vEMVfP7?S5SJz7fq-wQVSZWOj26JGT8AswymZJio3.pA5vTi_8J6FZyX5Ma 90.0 74-13 7-11-Il 11.00 14-9-8 70-13 • 0-10-14 300 3-9.8 0.0-5 Scale = 125.1 7-0-13 14-94 1 1-0-13 740-11 Plate Offsets MY)- - LOAOING(psf) ".0-2-8,O-2-81, Ip 130-2-O.O-2-01 SPACING- 241-0 CSI. DEFL in (100) lldeti Lid PLATES GRIP TCLL 20.0 Plate Cdp DCL 125 IC OJT Vert(LL) -029 5-6 '602 240 MT20 2301195 TCDL 14.0 Luster DCL 1.211 BC 017 Veit(CT) -0.69 54 '254 180 MT18H5 2301195 BCLL 0.0 .Rep Stress Iius NO WB 092 Horz(C1) 018 5 Na Na BCOL 10.0 Code 13C20W1P12014 Matnx-MSH Weight 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G'Except! TOP CHORD Sliuctural wood sheathing directly applied or 2-8-200 purlins. except T2:2)(6 OF No.2 G . end veilicals. and 0-0-0cc puiths (3-7-13 max.) 2-4. Except 601 CHORD 2X4 OF NoiSBIr G 34-0cc bracing: 2-4 WEBS 2X4 OF StudlStd 0 801 CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTch recommends that StabAizera and required erase bracing be installed dining buss erection, in accordance with Stabilizer Installation cuide. REACTIONS. (IbIsize) 1=1352(048 (nile. 0-1.8), 51fl0-3-8 (miii. 0-1-14) Max Hoizl'64(LC 7) Max Upllftl-32(LC 4), 5-146(LC 4) FORCES. (II,) - Max. Cos,JMax. Ten. - Al forces 250 (II,) or less except when shown. TOP CHORD 1-2=-33251220. 2-lO=-3108!219, 1O-11=-31311223, 3-11=-31421 601 CHORD 1-12=-186!3104, 6-12=-18513104. 6-13=-28912401. 13-14--269)2401.14-15--26912401, 15-16=-28912401, 5-16=-28912401 WEBS 34&'6I885, 3-5=-21011375 NOTES- 1) Unbalanced roof live loads have been consldomd for this design. . 2) Wind: ASCE 7-10; VultllOniph (3-second gust) Vasd=87mpk TCDLr81psf BCOLS.OM h20ft Cat II; Ewp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end veitical lelt and light exposed; Lumber DOL1.80 plate gnp DOL=I.60 Provide adequate drainage to prevent water pending. Al plates are MT2O plates unless otheiwise indicated. This buss has bean designed tars 101 pat bottom chord live load noncononrentwth any other live loads. This buss has been designed for a We load of 20.0psf on the bottom chord in all areas where a rectangle 344 tall by 20-0 wide will fit between the bottom chord and any other menteis. 7)A plate rating reduction of 20% has been applied for the green lumber membeis. This buss is designed in accoidance with the 2015 International Building Code section 2305.1 and referenced standard I4NSLITPl 1. This buss has been designed for a moving concentrated load of 250.Gb five located at all mid panels and at all panel points along the Bottom Chord, ixincononnEnt with any other live loads. Gbdercarnes hip end with 8.0-0 end sethacic and lie-in span of 241-0 from subgbder. Graphical puitn representation does not depict the size or the orientation of the pullun along the top andlor bottom chord. 12)Hangem(s)wotherconnedidevcc shall bedd sufficient tosnled load(s) 805 lb down and 180 lb Lip at 8-"on fl Job Truss Truss Type MAGNOLIA 2A Al2 MONO CAL HIP Ic" I lp'I Job Reference (optional) I.dWTUd inar,me u.%,.. rem. I. WU LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10-680 MM. O.Z4U S USC S AM mis: S2U a USC 0 MIa vijueji i,usgiea, IflC. InS iaua iw rage z ID2FI3c9vothEMVfP7?S5SJz7t4q-wOVSZOj26JGT8AswymlJio3pA5v1i_BJ6FZyX5Ma r Job Truss Truss Type aiy Ply MAGNOLIA 24 001 GABLE I Job Reference (optional) 1.,dJ1WT1Id IIUrIdflW U. reliW, l.M. W1U NUll e.hWI5 uec U LIIlU run,: D.4'IU S L U £515 MJIW lflUU5UW5, II. InS ua 3 13SUU £Ifl5 rare 1 lD2FI3cothEMWP7?S5SJz7f4q-Od3qmWeULEAi4MQeT?6WFzSNA1qMCsDq2fn?yX5MZ 7-6-0 7,9-5 14-9-4 , 21-2-12 28-2-11 28,.6-O 36-0-0 7-6.0 013-5 6-11-15 6-5-8 6-11-15 0-'3-5 74.0 Scale = 1:51.4 430 = 315 II M2 = 6x8 = 12x12 = 3x8 II 4x10 = i-s-S . 14.8-4 21-2-12 . 28-2-11 - 30-0-0 745 6-11-15 6-54 1 6-11-15 7.9-5 Plate Offsets (XY)— [2-0-2-0.0-2-01,[6:0-2-4.0-2-C. 170-3-7.0-041, [80-4-12,0-1-81. (90-4-0,04-01. 111:0-6-0.0-2-01 (120-3-12.0-1-81 LOADING (psI) SPACING- 2411-0 CSI. DEFL in (bc) bideS Lid PLATES GRIP TCLL 20.0 Plate Gñp DCL 125 IC 0.80 Velt(LL) -018 8-9 '899 240 MT2O 2201195 TCOL 14.0 Lumber DCL 125 BC 0.73 Veit(CT) -0.57 8-9 '447 180 ECU. 0.0 • Rep Stress bier NO WE 029 Horz(CT) 0.05 7 Na Na BCOL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 262 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No iftEtr G TOP CHORD Structural wood sheathing directly applied or 264cc pudhns. 801 CHORD 2,6 OF No.2 G Except' 801 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. 62: 2x6 OF 95 G WEBS 1 Row at midpt 4-11.2-11 WEBS 2X4 OF StudlStd G Except 2 Rowe at 113 pis 6-9 Will. 2X4 OF No.2G. W3.W5,W7: 2X6 OF No.20 MITek recommends that Stabilizers and required oross bracing be OTHERS 2X4 OF Stud/SW 0 during truss erection, in accordance with Stabilizer lnstalation wide. REACTIONS. (lWsize) 1=25810-5-8 (min. 0-I-B). 71885/0414 (min. 0-2-I), 11=716310-5-8 (req. 0-7-10) Max Horz183(LC 36) Max Uplift1-211(LC 27), 7-233(LC 30), 11=-368(LC 20) Max Grav1441(LC 54). 7=1920(LC 44), 117163(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - AU forces 250 0b) or less except when shown. TOP CHORD 1-24721984, 2-3=46613309, 34-33513242, 4-5=-19031260, 5-6=-19191458, 6-7=44641874 801 CHORD 1-40=.4811555, 1.41=-775/663, 12-41---6881505, 12-42--8811607, 42-43=-8811769, 11-43=-8811769, 10-11=-994!718, 9-10=-9941718, 944=-85915190, 844=46915190, 8-45=-889/5190, 7-45=-88915190. 746=40212731 WEBS 4-9=-25414298, 5-9=4221112, 6-9=3599/273,6-8=011163. 4-ll=-4852/294, 3-11=-442/112, 2-11=-29141232, 2-12=01941 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VtdtllOmph (3-second gust) Vasd87mpli; TCDL8.0psl BCDL=SApst hz= 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 00L160 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (nomial to the face), see Standard Industry Gable End Details as applicable, or consult quailhied building designer as per ANSI/TPI 1. Gable studs spaced at 144 cc. 5)11115 truss has been designed for a 10.0 pal bottom chord live load nonconcunent with any other live loads. 6)Th1s buss has been designed fora live load of 20 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green bunter members. WARNING: Required bearing size at joint(s) 11 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 alor Bottom Chord, nonconcuirent with any other rye loads. This buss has been designed fora total drag load of 1400 lb. Lumber DOL(1.33) Plate grip OOL'(133) Connect buss to rests loads along bottom shard from 0-0-0 to 9-7-0 for 146.1 p1t. Girder carries hip end with 7-6-0 end sethack. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 604 lb down and 135 lb ups and 604 lb down and 135 lb up at 745-0 on top chord. The design/selection of such connection device(s) is the responsibility of In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 LOAD CASE(S) Standard II] Job Truss Truss Type Uty Ply MAGNOUA2A 1801 GAME Job Reference (optional) cessna Inns-lame u.c, reins, cA. w2D(u Isw1: eu a uec e nsia rnnt azqu a UDC a uia lvii ICy IflOU5WCS, Inc. mu 1.5 3 14lvUD u1a rage ID2Fl3c9vMVfP7?S5SJz7f4q.Od3qmlVeULEAudjMQeT?8WFzSNA1qMCsDq2fr?yX5MZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasevi1.25 Uniform Loads (pit) Vest 1-4-68, 4-7-.68, 12-3@-45(F-25), 1112vi165(F-145). 8-11-298(F-216). 837vi.45(F25) Concentrated Loads (Ib) Vest 6-510(F) 2=-61 0(F) . 0 3.50 F414 = 2x411 5 2x411 6 Job Tiuss miss Type amy Ply MAGNOLIA 2A 802 COMMON 6 i I Job Reference (optional) Caiccela TiusFiame tiC.. Pfl5. (. 92870 Run: 82403 Dec 62018 PmL 8240 Dec 6 2018 MiTek lnduSttles, Inc. Thu Oct 3 1239is7 2019 Pane 1 lD2Fl3c9vothiEMVIP7?S5SJz7f4q-spcC_eWHFfN0VnlY_L_Efkn7NnTjZn9?SUoDJRyX5MY 1-9-8 5-7-0 9-5-12 14-9-4 180-C 23-7-11 29-7-14 36-0-0 1-9-8 3-10-12 3-2-12 5-7-11 6-0-3 6-4-2 Scale = 1.59.4 . 6x10 MTIBHS= 3d 2i411 4x4 = 2x411 6x8= 3x6= 1-8-8 95-12 97r8 14-70 1494 1800 26-11 3840 14.8' 74-4 -fi2 5.0.0 0-112 3-2-12 8-7-1 94-15 Plate Offsets (XY)— 1804-11A-1421,1161144,04-01 LOAOING (pet) SPACING- 2-0-0 CSL OEFL in (bc) Well Lid PLATES GRIP TCLL 200 Plate Grip OOL 1.25 IC 085 Veit(LL) -0.38 11-22 "677 240 MT20 220I195 TCDL 140 Lumber DCL 125 BC 0.83 Vert(CT) -0.70 14-15 '-252 180 MT18HS 2201195 BCLL 0.0 • Rep Stress Inor NO WB 097 Horz(CT) 005 10 eta eta BCOL 10.0 Code lBC2015lTP12014 Matnx-MSH Weight 169 lb FT = 20% LUMBER- BRACING. TOP CHORD 294 OF No20 . TOP CHORD Structural wood sheathing directly applied or 4-4-12 cc plsllins. • 901 CHORD 2X4 OF No.3 G Excep? 901 CHORD Rigid ceding directly applied or 6-00cc bracing. MUG 0FNo2G WEBS l Raw atnidpt 6-13 WEBS 2X4 OF StudfStd G MiTek reconanends that Stabilizers and required aces bracing be installed during buss erection, in accordance with Stabilw Installation guide. REACTIONS. (fl,lsize) 1=44410-5-8 (mm. 0-1-8), 10lldlO.3.8 (mm. 0-1-8). 13=204010-5-8 (mm. 0-23) Max Hoizl53(LC 16) Max Up8ft1-23(LC 12),10--2W 131 13=6(LC 8) Max Grav1528(LC 23), 10=787(LC24), 13=2046(LC 1) FORCES. (Ib)- Max. CoiopiMax. Ten. - Al forces 250 (ib) or lass except when shown. TOP CHORD l-2=-1044150, 2-23=-930l75, 3-23=-962186, 3-4=-412/185, 4.5=219l276, 5-6=-7412388, 6-7-39/2322. 84-1313f33.9-2S=-17351100,10-2S--1767183 BOT CHORD 1-26=-1071941, 115-26-110719411,115-27=-11071941, W27--110719411,14-26-17U341, 13-28=-1771341. 13-29=-1351315. 12-20=-135l315, 12-30=0/839,11-30=01839, 11-31=-59/1666, 10-31=-59/1666 WEBS 3-14=4679179.4-14=01521,13-16--186M, 6-18=-3931184,112-16=-55611198. 7-12=01191, 8-12=-10081104, 8-11=0/696. 9-11=-5401130, 7-16=--2147I54, 5-16=-23041124. • NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-1& Vmdtll0rnph (34econd gust) Vasd81nh; TCOL8.0pst BCDL=811psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 344. Interior(1) 340 to 1804, Exterior(2) 1844 to 21-0.0. lntedo4l) 2104 to 3644 zone; cantilever left and right exposed; end vertical left and right exposedC-C for memnbe3s and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip O0L1.60 Al plates are MT20 plates twiless otheiwise indicated. This buss has been designed fora 10.0 pet bottom chord live load nonconcurrent with any other live loads. 1 This buss has been designed for live load of 20.0psf on the bottom chord in all areas where a rectangle 344 tall by 2411-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction *120% 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 ANSlITPl 1. This buss has been designed fora moving concentrated load of 250.0b live located at all mid panels and stall panel points along the Bottom Chord, nonconcunent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 9-74. and 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 lnaease125, Plate lnoease11.25 Continued on page 2 10 e 1r fl Job Truss Truss Type Qly Ply MAGP1OIJA2A B02 COMMON 6 Job Reference (optional) .fl1WIIJJ •wsr,dflw ML,.. IITI5, LP.. vzolu LOAD CASE(S) Standard Uniform Loads (pit) Vest 1-748, 7-1O-68. 17-20-20 Concentrated Loads (ib) Vest 14-50 13=-50 ,umr U.ZW S LM S W1S It1flE S2U S USC U I1U MIICJIIJU5S!SS, inc. InS ua J 1ZU( I1S rage z lDc9MVP7?S5SJz7f4q-spcC_eWHFtNOVnW_LEfkn7NnTjZsi9?SUoDJRyX5MV • • • • 0 . Job Truss Truss Type Uty Ply MAGNOUA2A 603 COMMON 1 Job Reference (optional) cauenra -uusrrame u.c., [ems. CA. vzwu Kurt 9240 a usc e 20Th PrInt: 92518 USc 92019 MuSS unousares Inc. -[flu 00 3 1235117 2019 Pace I ID:ZF13c9vxxbiEMVtP7?S5SJz7f4q-spcC_eWHFtNOVnIY_L_EfknFXnWrZw6?SUoDJRyX5MY 1-9-8 7-6-9 12-2-12 124$ 1-9-8 5-9-1 I 4-8-3 0-3-12 214 II Scale: 112=1 45 454 - 4d 14-8 4-7-4 12-2-12 12.6$ lA-S Plate Offsets OCX)— 11:Edge.0-2-01, 130-O-1.O-2-01 LOADING (pet) SPACING- 2-0-0 CSI. DEFt... in (loo) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.33 Veit(LL) -0.35 7-8 '420 240 MT20 2301195 TCOL 14.0 Lumber DOL 1.25 BC 010 Vert(CT) -060 7-8 '247 180 BCU. 0.0 * Rep Stress lncr YES WB OAO Horz(CT) 002 7 We nla BCOL 10.0 Code 18C20151TPl2014 Matdx-MSH Weight: 51 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF 14020 TOP CHORD SOT CHORD 2X4 OF No.20 BOT CHORD WEBS 294 OF StudlStd 0 REACTIONS. (lblsuze) 1538/0-5.8 (min. 0-1-6). 7568IMechaniad Max Hoizl101(LCS) Max Uptift1-6(LC 8). 7=-39(LC 8) Max Grav1543(LC 23). 7556(LC 1) FORCES (!b) - Max. CcmpiMax. Ten. -M forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-112210, 2-13=-113310, 3-13=-111210 BOT CHORD 1-15=.2011068. 9-15=-2011058, 9-16=-2011058, 8-18=-20!1053, 8-17=-loOhlo5. 7-17=-1001709 WEBS 3-7=-7951112, 34=01885, 24=-261174 Structural wood sheathing directly applied or 5-7-15 cc putfurs. Rigid ceiling directly applied or 1044cc tsusng. Mrrelc recommends that Stabilizers and required oross bracing be installed dwing truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Val t=llomph (3-second gust) Vasd87mph; TCOL8.0ps1 BCDL8.0psf, h20ft Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterioz(2) 04-0 to 3-0-0. Interior(1) 3-0-0 to 12441 zone; cantilever left and right exposed; end .vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL1 AD plate grip 00L1.60 This truss has been designed for a 10.0 pet bottom chord live load nonccncwrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSVrPl 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, noncencuirent with any other live loads. - LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOUA2A 604 COMMON 1 Job Reference (optional) anrema uuataT,e u.u., reins, U.% aju Nun: 5240 s Dec b xcm print uzo $ USC S 201$ Mflèk InausTnes. Inc. -[flu Din 3 1231.U8 2019 Pace 1 lDiFI3obiEMVfP7?S5SJz7f4q-K?AbBzXv?zVt7xslJ(3VTBxXQGBs4lNM8h8XmJtyX5MX 1-9-8 7-6-9 I 12-2-12 12-60 1-9-8 5-9-1 I 4-8-3 0L3l2 0=1400# 2x4 ii Scale: 112=1' 4 S ¶ 1-9-8 • 4-7-4 12-2-12 12-6-8 i-a-a 2-6-12 7-7-9 Plate Offsets ((Y)— 0-0-10-2-01 LOADING(psf) SPACING- 2411-0 CSl. DEFL. in (Icc) tided Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 125 IC 0.33 Veit(LL) -0.35 7-8 '420 240 M120 2201195 TCDL 140 Lumber DCL 1.25 BC 0.70 Vert(CT) -0.60 7-8 '247 180 BCLL 0.0 • Rep Stress her YES WS 0.40 HOrZ4CT) 0.03 7 nla nia BCDL 10.0 Code 15C20151TP12014 Matrix-MSH Weight. 51 lb FT = 20% S LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4 OF N0.20 WEBS 2X4 OF StudlStd 0 REACTIONS. (IbisiZe) 153810-5-8 (mu. 0-1-8), 75661Mechanical Max Horz1136(LC 27) Max Uplift1-425(LC 27), 7-60(LC 28) Max Grav1712(LC 48), 7=566(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 or. purlins. SOT CHORD Rigid ceiling directly applied or 5-6-0cc bracing. MiTch recommends that Stabilizers and required cross bracing be Installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12=.193211162, 2-13=-1818/992, 3-13=-14881695, 3-14=-573I529, 4-14-3311301 SOT CHORD 1-15=-123311981, 9-15=-114611874, 9-16-1059!1787, 8-16-81411542, 8-17-94911 319, 7-17=-3971828 WEBS 3-7=-7951182, 3.8=-41655, 2-9=-261/129 NOTES- Wind: ASCE 7-10; Vriltllomph (3-second gust) Vasd87mph; TCDL8.0psi BCDL6.0ps1 h20ft Cat II; Exp S. Enclosed; MWFRS (envelope) gable end zone and C-C Extexior(2) 04.0 to 3.0.0, lntelior(l) 3.04 to 12-6-8 zone; cantilever left and light exposed; end S vertical left and light exposedC-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed Ira 10.0 psI bottom chord live load nanconcwrent with any other live loads. 1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom diced and any other menihers. 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 2305.1 and referenced standard ANSllTPl 1. This truss has been designed for a moving concentrated load 01250 Clb live located at all mid panels and stall panel points along the Bottom Chord, nonconerurrent with any other live loads. This truss has been designed for a total drag load of 1400 (b. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-8 for 111.6 pIt. LOAD CASE(S) Standard S 0 S . S . Job Truss truss Type Uty MAGNOUA2A Cal GABLE 1 I IFly Job Reference (optional) uansiva unenaine uc., rem,. VJL U NUfl U.cu $ U$C U ZVIV rnm U.ZOU a uec U xcis vii vex itusmes IflC. mu OCR 12a .ue 2111U race 1 ID2FI3c9vxxbiEMV1P7?S5SJz7f4q-K?AbBzXv?zVt7xs0äVf9xKHHBnZlH88h8XmrtyX5MX 4-6-0 7-11-5 16-0-0 24-0-12 27-6-0 32-0.0 8.0-11 8.0-12 I 3.54 ' 4.6-0 Scale = 150.8 8x10 MTIBHS 4x6 = 416 = 3x8 Il We = 336 II 4x8 = 1-11-5 1600 16-2q12 240-12 3240 7-11-5 5.6.11 0-2.I2 7-164 7-11.4 Plate Offsets 0(X)— f1l0-l-4.0-2-0l. I2.-0-2-8.0-2-41. I40-2-R.0-241, E&0-l-4.0-2-01. 18.0-4-4,0-1-81. 1711-6-0.0-24L 19.0-4-4.0-1-81 LOAOING(psf) SPACING- 2-0-0 CSL DEFL. in (icc) Ilde1l L/d PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) -012 9-33 '999 240 MT20 2301195 TCOL 160 Lumber DOL 1.25 BC 0.99 Veit(CT) -036 9-33 3537 180 MTI8HS 220I195 ECU. 0.0 .Rep Stress liver NO WE 0.80 Hcrz(CT) 0.04 5 nla nfa BCOL 10.0 Code IBC2015ITPI2014 Matjtx-MSH Weight 219 lb FT = 20% . 1] LUMBER- BRACING- TOP CHORD 23(4 OF No.I&Btr G TOP CHORD 601 CHORD 23(6 OF No20 BOT CHORD WEBS 23(6 OF NO2 0 -Exospr WEBS W4: 23(4 OF No2 C, W2: 23(4 OF StudfStd G OTHERS 23(4 OF StudfStd G REACTIONS. (tbfeize) 1936/0-5-3 (mm. 0-1-8), 5=844/0-5-8 (min. 0-1-8). 7=450210-S-S (miii. Max Katz 1-55(LC 13) Max Uplift1-45(LC 8), 5=-40(LC 9), 7-132(LC 4) Max Grav1992(LC 19). 5=724(LC 35). 74502(LC 1) FORCES. Pb) - Max. ConJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 1-37=-20451143, 2-37=-19281143, 2-3=-5911897, 3-4=-4711898, 4-35=457/126, 5-38=-1084/126 601 CHORD 11-39=-5218t4, 1-45=-15311885, 945=-153/1885, 941=453/1865, 8-41=-l53I1885, 7-8=-15311885, 7-42=411953,6-42=811953,643=411983. 5-43=411953, S44=-111498 WEBS 3-7=-11 531197, 4-7=-26551203, 4-611023, 2-7=-36171242, 2-9=011350 Structural wood sheathing directly applied or 3-7-I1 or. puilins. Rigid ceiling directly applied or 1044 oc bracing. lRowatmidpt 4-1 2 Rows atl/3pis 2-7 MiTek recommends that Stab6izeis and required aoss bradng be installed during buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10; Vidtllomph (3-second gust) Vasd81nh; TCOL8.0psf BCDL5.0ps1 h2011 Cat II; Eiq, B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; and vertical left and light exposed; Lumber DOLi 60 plate grip 00L1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nomlal to the face), see Standard Industry Gable End Details as applicable, or consult qualified buldbig designer as per ASISV1P1 1. Al plates are MT20 plates unless otherwise indicated. Gable studs spaced at 1-4-0 cc. This buss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other hive loads. This buss has been designed fora live load of 200psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2404 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIFTPI 1. This buss has been designed fora moving concentrated load o1250.0th live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. Girder castes 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 27-9- and 190 lb down and 41 lb up at 4-6-0 on top chord. The designfselection 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 (8). LOAD CASE(S) Standard Continued on page 2 I. Ll • Job Truss Truss Type Pty MAGNOLIA 2A COI GABLE Q"' 1 Job Reference (clional) I ,urjsms U..%.. rsms. ssiu ,un; 0sqU 5 USC S U1D rnnc Lql, S USC S I1D ivuies unsusuies mc. urw U 3 is;uu ,1u ruse L IDZFl3cobrEMVP1?S5S.z714q.oCkzPJYXmGdld5RxmOik9tS1b7o1kOIvoHKOKyXffMW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=125, Plate Increase125 Uniform Loads (p11) Vert 1-3-72 3-5-72. 31-40-30(F-1O). 740--174(F-154).743---103(F=-83), Concentrated Loads (Ib) Vert 37-162(F) 3$-162(F) • • • 0 3*5 II 3*8 II 5*8= 4*4 = 2s5 II 30 = 5*10 = 2*4 II 4*4 = . Job Truss Truss Type Qiy Ply MAGNOUA2A CO2 COMMON 2 Job Reference (optional) aijrmiia Jngsl-Iame u.c., rfl15, (P.. vzvu Nun: .Z4U S USC S 6115 mm: 5*55 S USC S W15 MileS IflOUSUiSS, 1110. mU U 11 125WU5 ZUlU race a ID:ZFI3c9axEMVfP7?S5Jz7f4qPJYCmGdkl5x5m0ik9tUibBW1pXlvoHKOK(ffMW 8-1-7 16-0-0 23-10-9 i 32-110 8-1-7 I 7-10-9 7-10-9 8-1.7 Scale = 1517 6-0-9 16.0.0 16--12 25-11-6 32-0-0 e.e.c 4.11_7 n.Ji2 04-10 441-10 Plate Offsets OCX)— 0-2-3,Edeet 110-1-8.0-1-5L (20-0 .0-1-8L (3:0-3-0.Edgel '4:0-0-5.O-1-8L150-2-3EdceL 150-i-8.0-1-5L 0-5-00-1-121 LOADING (psi) SPACING- 240-0 CSI. DEFL. in (Icc) Well L/d PLATES GRIP TCU. 20.0 Plate Giip DOL 1.25 IC 0.79 Veit(LL) -0.63 7-9 2,359 240 MT20 220/195 ICOL. 16.0 Lumber DOL 1.25 BC 0.16 Vejt(CT) -0.80 7-9 .240 180 BCLI. 0.0 Rep Stress In" YES WE 0.47 Horz(CT) 0.02 5 nfa nla BCDL 10.0 Code I3C2015/TP12014 Matilx-MSH Weight 130 lb FT = 20% LUMBER- TOP CHORD 2X4OFN02G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF Studfstd C Excepr W3.20 OF No.2 G WEDGE Left 20 OF StudlStd -C, Right 2*4 OF StudlStd -G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-40c pwlins. 801 CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEBS I Row at mitipt 2-7,4-7 MiTek recommends that Stabilizers and required cross bracing be Installed dining truss erection. in acondance with Stabilizer Installation guide. REACTIONS. (livsize) 7=197710-5-8 (min. 0-2-2), 1483/0-5-8 (mm. 0-1-8), 5=48310-5-8 (mci. 0-1-8) Max Hoiz156(LC 12) Max Upliftl41(LC 12), 5=49(LC 13) Max Grav71911(LC 1), 1534(LC 23), 5=534(LC 24) FORCES (Ib) - Max. ConJMax. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 146=458165, 216=.836I83. 2-17=01785,3-17=01853,3-1S=0/858, 4-18=01786. 4-l9=-8301101, 5-18=953190 EDT CHORD 1-20=-741509, 1-21=-90/869, 9-21--901859, 9-22-164/613, 8-22-1641873, 7-8=-1641873, 7-23=-1321674. 6-23=-132(614, 6-24=-571859, 5-24=-571869. 5-25=471509 WEBS 2-9=0/577, 2-7=-13331157, 3-7=453/44, 4-7=-13331155, 44.0/576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vidtllomph (3-second gust) Vasd87mph; TCDL=841psf BCOLS.0ps1; h20ft Cat. II; Exp B; Eadosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 3-0-0, Interior(l) 344 to 1644, Exterior(2) 1644 to 19-0-0, lntefio(l) 19-0-0 to 32-0-0 zone; cantilever left and right: exposed; end veilical left and fight exposedC-C for members and tomes S MWFRS for reactions shown; Lumber DOL=11.60 plate gilp DOL=1.60 This buss has been designed for a 10.0 psI bottom shoot live load nonconcuirent with any other live loads. • This buss has been designed for a live lead of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24W wide will fit between the bottom shoot 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 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concenbuted load of 250.0th live located at all mid panels and at all panel points along the Bottom Chord, nonconinerent with any other live loads. 0 LOAD CASE(S) Standard Ll Job miss Truss Type Ply MAGNOLIA 2A CO3 COMMON IQ" 1 Job Reference (optional) UMFUMM inns-jsnlu u.,., rsms. LM. VA21W Nun; S,U S USC U U1U rflnC Lh5U S USC U I1D iyUieJç insusinea ins. ins u L3S1U 5115 race 1 ID2Fl3thrEMVfP7?S5SJz7f4q-GOlLcW9XalbMEO7frkxGMPdo?V8mGjR8SOtwmyX5MV I 8.1-7 i 18.0.0 i 23-10-9 320.0 I 8-1-7 ' 7-10-9 ' 7-10-9 8-1-7 Scale = 151.7 LUMBER- TOP CHORD 2X4 OF P102 G SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudlStd G-Except' W3.2)(6 OF No2 0 WEDGE Left 2x4 OF StudlStd -0. Right 2x4 OF Stud/Std -G Stnacfural wood sheathing directly applied or 5-2-0 cc pujlhis. Rigid ceiling directly applied or 6-04 cc bracing. 1 Row at midpt 2-7,4-7 (lbls,ze) 7=2080/0-5-8 (min. 0-2.4), 148210-5-8 (mm. Max Hoizl=56(LC 43) Max Uplift7-134(LC 27). 1-I67(LC 35), 9=-347(LC 38) Max Grav72080(LC 1), 1=532(LC 51), 5=562(LC 47) FORCES. (lb) - Max. ConlpiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD l-16=-9811393, 2-184-8391161, 2-17=-811802, 3-17-2381874, 3-l84-354/981. 4-18=-604/l 159, 4-19=-1100/722, 5-19=-l4301978 BOT CHORD 1-284-216/508, 1-2I=-473(811, 9-21=4721871, 9-22=-5561687, 22-23=-556/687, 8-23=-556/687, 7-8=-555I681, 7-24=-594/757, 24-25=-5941757. 6-25=-5941757, 6-26=-5411964, 26-27=418/871,5-27=470/899,5-28=426/678 WEBS 2-9=0584,24=4348111811, 3-7=-9631211. 4-7=-1349I207, 44=0/583 NOTES- Unbalanced roof We loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL6.Opsf. BCDLS.Opsf; h&20% Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extellolt2) 0-0-0 to 3-0-0, Inteliol(l) 3-0-0 to 16-0-0, Exterior(2) 1640-0 to 19-0-0, lnteiio4l) 19-0-0 to 32-0-0 zone; cantilever left and light exposed; end vertical left and right exposedC-C for members and forces & MWFRS for reactions shown; Lumber DOL11.60 plate grip OOL=1.60 This buss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas v/nero a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250111b live located stall mid panels and stall panel points along the Bottom Chord, nonconcujrent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber OOL(t33) Plate grip OOL(1.33) Connect truss to resist drag load along bottom chard from 2841141 to 32-0-0 for 3500 pIt. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 13-6411. and 50 lb down and 4 lb up at 18.60 on bottom short The desigWselection of such connection device(s) is this 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). 4 . 1JOb Truss Type MY Ply MAGNOUA2A CO3 TCO ON I Job Reference (optional) c;acrcmla TflJeImme LI.c;., Pems, cA. WAMIU LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber lncrease=1.25, Plate lnorease11.25 Uniform Loads (pit) Vert: 11-3-72,3-5-72,110-113-20 Concentrated Loads (lb) Veit 23-50(F) 24-50(F) Nun: e.eu a um u win pniw U.Z4U a uec e win Mijeic Inausines IflC. mu u 1z:av:lu uiu aae lD2Fl3thEMVfP7?S5SJz7f4qGOlLcW9XalbMEO7rrCxGMPdo?V6mGjR8SOtwmyX5MV • LI • i• • 10 Job Truss Truss Type (21y ]PIY MAGNOUA2A C04 COMMON 2 Job Reference (optional) Iaiuwhua ,nivii-,ame u.i, rem,, i.. lv1.1U Nun; *Z4U S IJCC S MID rUm: e.'eu S UCC S U1D liii 1CIIIflUUSU1C5 inc. i flu u ii izii u1vi ram 1 lD2FI3vxxb,EMVfP7?S5SJz7f4q4casjq?ZnlutS_ObJDthApayssOqFVfTbN6mQSCyX5MU 4-114 8.0-5 13-3-12 16-0-0 18-8-4 23-11-11 32-0-0 4-114 3-0-15 5-3-7 2-8-4 2-8-4 i 5-3-7 I Scale = 1:51.6 . 3x4 = 41.4 3.50112 3 21 IVI 10 22 811 83 23 24 12 25 10 20 27 4,0 = 330 II =SA = 4x6 = 3x6 II 4)0 = 4-114 • 13-3-12 134-8 18-64 184-4 2141-10 32-0.0 4_Il_s 54_s fl412 5-141 O4AI, 54.5 4-11-5 Plate Offsets MY)- 110-145.04-81. I20-3-0.0-1421, 14 0-2-0Edael. 160-0-1.0-2'9, 17:0-4-0.0-2-81.111:0-2-12.0-241 LOADING (pet) SPACING. 2-3-12 CSI. DEFL in (Icc) Well Lid PLATES GRIP ICU. 20.0 Plate Grip DOL 1.25 IC 0.65 Veit(LL) -0.221142 '999 240 MT201 2301195 ICOL 16.0 Lumber DCL 1.25 BC 0.92 Veil(CT) -0,81 1142 '277 180 ECU. 0.0 Rep Stress lncr NO WB 036 Horz(C1) 0.05 7 nla nJa BCDL. 10.0 Code l3C2015tlP12014 Matrix-MSH Weight: 182 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 G 901 CHORD 2x9 OF SS G -Except' 82 2X4 OF StudlStd G, 93: 2x9 OF No2 0 WEBS 2X4 OF StudlStd 0 BRACING- TOP CHORD 24)4 or purllns (2-10.6 max.) (Switched from sheeted: Spacing '2-00). 901 CHORD Rigid ceiling directly applied or 10-0-Coo bracing. REACTIONS. (Ib1oze) 1=11189lMethanissl, 793210-5-8 (min. 0-14). 9=135303-8 (min. 0-1-8) Max Horz154(LC 12) Max Llplifti-50(LC 12), 7-6(LC 9), 9=-30(LC 9) Max C-7av11203(LC 23), 7=952(LC 1), 9=1353(LC 1) FORCES. (Ib).- Max. CcmpJMax. Ten. - All forces 250 (13)) or less except when sham. TOP CHORD 149=-3401!83, 2-19=3333/111, 2-39=-14901101, 3-20=-13301103, 3-4=-290161, -44=-334162, S-21=-13611126.6-21-14351127.6-22-202710.7-22--210510 901 CHORD 1-23=-3711532, 1-24=-114Th195 12-24=-11413189, 12-25=-19112510, 11-25=49112510. 10-11=-5611359, 9-10=-55/1359, 9-28=47l1938, 8-26=4711933,8-27=011946, 7-27=011946,7-28=01962 WEBS 5-9=-2671103, 6-9=421/169, 6-8=-10W463, 2-11=-12791149, 2-12=01990. 3-5=-11481101 NOTES- Unbalanced roof In lends have been considered for this design. Wind: ASCE 7-10; Vul IM- l0mph (3-second gust) Vasd87mph; TCOL5.0psJ BCDL=S,8psf h20ft Cat. II; Esp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedei(2) 0-0-0 to 344, lnterlox(1) 3-0-0 to 16-0-0, 6xterIo(2) 16-0.0 to 1944. Interior(l) 19-0-0 to 32.0-0 zone; cantilever left and right exposed; end vertical left and riglrtexposeitC-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip D0L1.60 This truss has been designed fora 10.0 pst bottom chord hive load nonemicuirent with any other live loads. This truss has been designed (era 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. . 6) Refer to girder(s) for truss to truss connections. 1) This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI I. This truss has been designed tars moving concentrated load of 250.01b live located at all mid panels and stall panel points along the Bottom Chord, ieniannarrrenl with any other live loads. Graphical puffin representation does not depict the size or the orientation of the puriril along the top andlor 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 13-",and 50 lb down and 4 lb up at 18-64 on bottom curd. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber hnaease125, Plate lncrease11.25 Unufomi Loads (p19 Vert 114=83.4-7=83,113-116-23 Continued on page 2 41 . ki n Job IfliSS miss Type Qt Ply MAGNOLIA2A C04 COMMON 2 I.WeiRenoe (optional) LdIJIT1Id ,,UldJTI U.., r11, L.% UADIU LOAD CASE(S) Standard Concentrated Loads (lb) Veit 9-50 11-5O LlC D U1D rn1u O.1I U I1O ff11 IffJ11IJ1OU5U1 InC. 11W ua .3 1.1 B 1 U1U rd IDiFI3c9EMVfP7?S5S.z7t4qq?ZnIutS_ObJDthApayssOqFVrrbNmQSCyXLU Job truss truss Type aty Ply MAGNOLIA 2A C05 COMMON I Job Reference (cetional) caigamia misname u.c., reins, GA. waiu mcun; geu a LMC a zoo 1mm: a.eU a uec a asia uvm uee inuusaam IflC. mu ua a uaaii zuis rage 1 lD2Fl3c9vxxbfEMVfP77S5SJz7f4q-kasq?ZnlutS_ObJDthApayu5Or_Vg4bN6mQSCyX5MU 4-114 8-0-5 13-342 16-0-0 1848-4 23-11-11 32-0-0 4-11-6 3-0-15 ' 5-3-7 2-6-4 248-4 5-3-7 ' 8-0-5 Scale = 151 9 3x4 = 3.50112 521 19 23 24 12 25 101 20 27 25 3x511 3811 4= 4-11-6 13-3-12 135-8 18-6-8 1844 21-0-10 • 32-0-0 4_il_a s,s-a 01112 5-14) 04112 8-44 4-114 Plate Offsets OCX)— 10-1-150-0-12L 120-0-1,0-1-81, E41-2-0,Edqel, 18:0-0-1,0-11. 170-145,0-O-12I LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (icc) lIdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.54 Veil(LL) -0.20 1142 '999 240 11120 220/195 TCDL 16.0 LumberDOL 1.25 BC 088 Ved(CT) -0.75 11-12 .299 180 BCLL 0.0 . Rep Stress Incr NO WE 0.68 Horz(CT) 0.06 7 nla nia SCOL 10.0 Code lBC2015tfPl2014 Matzlx-MSH Weight 182 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2x8 OF N0.20 Except' 52: 2X4 OF StuWStd 0 WEBS 2X4 OF StudlStd C BRACING- TOP CHORD SOT CHORD Structural wood sheathing directly applied or 3-2-9oc purfmns. Rigid ceiling directly applied or 10-0-0cc bracing. MiTch recommends that Stahl izers and required oross braang be installed during buss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 1=l04liMedianxrd. 7=84710-5-8 (mm. 0-1-8), 9=115510-3-8 Max Horz156(LC 12) Max Upllitl44(LC 12), 7-5(LC 9), 9=-21(LC 9) Max Gravl=1052(LC 23), 7847(LC 1), 9=1155(LC 1) FORCES. (Ib) - Max. CompiMaL Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-300W76, 2-19=.2936/95, 2-20=-1357193, 3-20=-.1257194, 34.253/53, 4-6=-293154, 5-21=-12561112, 6-21=-13041111, 6-22-1700,7-22-186110 SOT CHORD 1-23=-35/l 343, 1-24=-9512819, 1224=.99/2a19, 12-25=-166/2231, 11-26=-166/2231, 10-11=-49/1235, 9-10=49/1235,9-26=4111730.8-26=4111730,8-21=0/1722, 7-21=011722.7-284/852 WEDS 6-9=-7071147, 6-8=-111I439, 2-11=-11051129. 21201908, 3-5=-1051I88 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd81mph; TCOL=8.0psf BCOLS.opsf; h2oft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Extedol(2) 0-0-0 to 344, lnteilor(1) 344 to 1644. Extesior(2) 1644 to 1944, lntesior(1) 1944 to 32411-0 zone; cantilever left and right exposed; end vertical left and light exposedC-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconisin'ent with any other live loads. • This buss 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 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 ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0b live located at all mid panels and stall panel points along the Bottom Chord, nonconcmarent 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 1344, and 50 lb down and 4 lb up at 18-64 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber lncrease1l5, Plate lncreasea1.25 Unifonn Loads (pit) Vest 1-4--72,4-7-72,13-16---20 Concentrated Loads (lb) Vest 0=50 1150 S 0 456 = 3x10 = 4*6 = Scale = 1:43.7 CV 16 19 •'20 21 9 22 23 24 25 4*6 = 3*8 = 3x10MT18HS= = 4*6 = 2x411 Job miss Truss Type uty Ply MAGNOLIA 2A 001 CALHIP Job Reference (optional) aIjrce1Ia ifliSflliin5 LW.. reins, ca. woiu NW): 5241) S usc e AnD Innl 524U S uec S 2010 Mijex Inausmes, Inc. -[flu Oa S 12W.12; rage i lD2Fl3c9EMVtP7?S5SJz7t4q.CnQ51LaP39?JcVAWmuaPMnV?VoBgECbkbmV_tyX5MT 34.4 7-5-0 7,11-11 13-1-0 18-2-5 18-90 22-5-12 26-2-0 3-8-4 3-8-12 64i 5-1-5 5-1-5 0l.611 3-8-12 3-8-4 7-5-0 13-1-0 18-9-0 26-24) 7-5-0 S-A.O 544) 7-54) Plate Offsets 0(Y)- "0-2-3.Edgel. ltO-0-0O-1-5L F3 --('O-2-01, 150-2-00-2-01, 170-2-3.Edgel. 170-0-0.0-1-5L 180-2-12.0-1431, 111:0-1-12.0-1431 LOAOlNGist) SPACING- 2-0-0 CSI DEFL in (Icc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 125 IC 0.82 Vert(LL) -021 10 "999 240 MT20 230/195 TCOL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -069 8-10 1456 180 MTIBHS 2301195 BCLL 0.0 .Rep Stress lnor NO WS 032 Horz(CT) 0.18 7 n/a n/a BCOL 10.0 Code I8C2015ITPl2014 Matrix-MSH Weight 234 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 G 5 SOT CHORD 2X4 OF No2 G WEBS 2X4OFSIUd/StdG WEDGE Let 2*4 OF StudlStd 4, Right 2x4 OF Stud/SW -G BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-20c puffins, except 0-0-0cc putlins (4-5-13 niax.) 3-5. Except 44-0cc bracing: 3-5 SOT CHORD Rigid ceiling directly applied or 104-0cc bracing. REACTIONS. (IbIsize) 1=266410.3.8 (min. 0-1-8). 7=266410-34 (mm. 0-14) Max Ho,z130(LC 8) Max Upllftl.128(LC 4),7=-121111(!.0 5) .FORCES. (Ib) - Max. CoispiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=4560/460, 2-3=46101511, 3-4=-63291506, 4-5=-63281505. 5-6=6870/517. 6-7=6560/460 SOT CHORD 1-18=-182880, 1-19=411/6120,1149=-41115126,11-20=4950=, 20-21=465/8028, 10-21=49518028, 9-10=-595/8028, 9-22=4951802111,22-23=49518M, 8-23=49518028, 8-24=39016128, 7-24=-390/6128, 7-25=-168/2880 WEBS 2-111-1112K10,341=019911), 4-11=-1974I197. 4-10=0/514, 4-8=-1974I197, 5-8=0/990, 6-8=-112I410 NOTES- 1)2-ply truss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2*4 -1 row at 044 cc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0cc. Webs connected as follows: 2*4-1 row at 0.9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to disthbute 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) Vasdeltoph; TCDL8.0psf BCDL'5.0psf h201% Cat. II; EN, B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and tight exposed; end vertical left and tight exposed; Lumber DOLI.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. AD plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord two load nonconcunent with any other live loads. This truss has been designed for a live load o120.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2404 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI I. Ii) This mass has been designed bra moving concentrated load of 250.Gb live located at all mid panels and stall panel points along the Bottom Chord. nonconoisirent with any other rive loads. - Girder carries hip end with 8-0-0 end sethadc. Graphical puilin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up at 18.- and 703 lb down and 162 lb up at 7-5-0 on top chord. The design!selection of such connection device(s) is the responsibility of 0th UcS42 dard e S Job I russ Truss Type uty MAGNOUA2A 001 CAL HIP 1 P72wReferenoe (optional) iauinia uiuriame U., UP.. W.IU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate 1norease1.25 Uniform Loads (plf) Veit: 1-3=-68,3-5--165,5-7=48.12-15=-49(F-29) Concentrated Loads (lb) Vert 3-589 5-589 044U o LIC U Auin mm; U.qu U IJUC U Auia rvi IUJI II1UUUU1UU, UJ1. mU 4 1;4U.1 U1U maqe £ ID2FI3c9EMVfP1?S5Sz7f4qCnQ51LaP3B?JcYAWmuaPMnV?VoSgECbkbmV_,X5MT • . I 1-1 L 19 Job Tnlss Iruss Type cy Fly MAGNOLIA2A 002 CAL HIP I Job Reference (optional) aiueiTua i,usnamu u.... reins. IM. SZSIU Neil: D34U5 usc e w1u rnm u.2qu S uec U WJD uvniex usd55155, sic. MU L= j iz4S1W1S rare 1 lD2!3MVtP7?S5SJz7CnQ51LaP3B?JcYAWmuaPMnV3koAEEBkbmV_fyX5MT 1040 164.0 50.1 9-5.0 911-11 13-1-0 16-2-0 I625 21-1-15 26-2-0 I 5.o. 4-5.0 6-1'l 3-1.0 3.1-0 045 4-4-15 50-1 045 0441 Scale = 1:43.1 S 4x6 4x6 4o0Ii3 4x6 = 3xI0 = 3xI0 = 4x6 = 9-5-0 164-0 26-2-0 I 9-541 7-40 9.541 Plate Offsets (XY)- [3:0-2-4.0-24)1,[5;0-2-4.0-2-01.[60-2-0,0-1-C, 110.0-2-00-I4P' LOAOING(psf) SPACING- 240-0 CSI. OEFL. in (lao) Well Lid PLATES GRIP TCLL 20.0 Plate GIIP DOL 1.25 IC 0.55 Veit(LL) -0.3710-13 .848 240 (4120 2201195 ICOL 14.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -075 10-13 .416 180 BCLL 0.0 • Rep Stress Inn- NO WS 0.22 Horz(CT) 0.15 7 nfa nfa BCOL 10.0 Code 13C201511P12014 matrix-MS" Weight: 108 lb FT = 20% LUMBER- TOP CHORD 2X4 OF (402 G GOT CHORD 2X4 OF NO2 G WEBS 2X4 OF StudlStd G OTHERS 2X40FNo2G REACTIONS. (lb/size) 1=1306/0-3-8 (nan 0-1-8). 71305/03.8 (mm. 0-1-8) Max 110rz133(LC 12) Max Uptlft1-74(LC 4), 7=-74(LC 5) BRACING. TOP CHORD Sbuctival wood sheathing directly applied or 3-1-12 cc pwlins, except 044cc puilins (3.9-3 nssxj 3-5. Except 344cc bracing: 3-5 GOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing. loffek recommends that Stabliizere and required nose bracing be installed dining buss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. ConJMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3133!242, 2-3=-27441186, 3l7=25S4/189, 4-17=-25151189, 4-18=-2575/189, 5-18=-2554/189, 5-6=-2744/18$, 6-7=-3133/242 BOT CHORD 1-19=-220/2911, 10-19=-220/2911, 10-20=47012861.9-20-170M1, 6-9=-170/2861, 8-21=-193/2911, 7-21=-19392811 WEBS 2-10=-3821108, 3-10=0/539. 4.10=.4911103. 4-8=491I103, 5-8=0/539, 6-0=-3321108 NOTES- Unbalanced roof five loads have been considered for this design. Mid: ASCE 7-10; Vtdtllomph (3-second gust) Vasd87n* TCDL=8.0psf B L50ps1 hm= Cat. II; Ei, B; Enclosed. MWFRS (envelope) gable end zone; cantilever left and right exposed, end vertical left and light eiosed; Lumber OOL1.60 plate grip OOL1.60 Provide adequate drainage to prevent water pondbig. This buss has been designed bra 10.0 psf bottom chord live load nonconnnreidwilh any oilier We loads. 1 This buss has been designed bra live load o120.0psf an 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 men*em. 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 ANSlfTPl I. This buss has been designed bra moving concentrated load of 250.0th live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. Girder carries tie-èi spans of 2411-0 from (rent girder and 44-0 from ba& girder. Graphical puilin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 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 deslgnfselection of such connection device(s) is the responsibility of 01heis LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber lnnease125, Plate lncrease=1.25 Unifonn Loads (p1t) Veit 1-3-68, 3-17.68, 5-18=-0, 5448, Concentrated Loads (lb) Veit 17.102 18=102 Continued on page 2 S . JOD miss ThiSS lype Ply MAGNOLIA 2A 002 CAt. HIP jQ4f 1 Job Reference (calional) dIUflId uIU5Jdfl15 L&.., rem, IM. 51U Iw1; 5.4U 5 USS U LU1O r,iiii D.'II, S USV U U1D 1511551115555155, inc. IllS 151 .1 151 U15 raqs gar LOAD CASE(S) Standard Trapezoidal Loads (pit) 46 Vert: 17=-6S-to-4=-102, 4-102-to-18=-88 Job Truss Truss Type Qty Fy MAGNOLIA 2A 003 CAL HIP 1 Job Reference (optional) %awnla .guap-rame wk., reins. I. eza,u Iwn: SZSU s usc o ens rrmc sqU S USC S e,ie Miles IflSUSiIiS5, Inc. mu ucr J 1445:1J eiie rage i lD2I3c9EMVIP7?S5SJz7f4q-hz_LiFhb1qV7ADiliKc5eu?1A0CWOzhmtqQFXX5yX5MS 5.0-1 9-5.0 10-7-3 13-1-0 15-6-13 16-9-0 21-1-15 26-2-0 5-0-1 4-5-0 1-2-3 2-5-13 2-5-13 '1-2-3 44-15 5-0-1 Scale = 1:43.7 459 7 4x6 4x6 = 300 = 300 = 456= 9-5.0 16-9-0 26-2-0 1 9-5.0 7-4-0 9-54 Plate Offsets 0(Y)- '104-1ZO-241. IEB442.0-2-01, 000-2-0.0-1-81 112:0-2-0.0-1481 LOADING (pst) SPACING- 24-0 CSI. DEFL in (be) Well Lid PLATES GRIP TCU. 20.0 Plate Grip DCL 1.25 IC 0.77 Veit(LL) -0.38 12-15 '870 240 MT20 flU/lOS TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.74 12-15 .426 180 BCLL 0.0 • Rep Stress bus' NO WS 0.20 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code IBC2019TPl2014 Matsix-MSH Weight 108 lb FT-2D% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 344cc puilins, except SOT CHORD 2X4 OF No.20 0.6-0 cc purlhns (4-1-9 max.): 3-6. Except WEBS 2X4DFStudIStd0 4-2-ooc bracing: 3-6 SOT CHORD Rigid ceiling directly applied or 104-0cc bracing. MiTelc recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stablhzer Installation guide. REACTIONS. (lb/size) 1=1184/044 (min. 0-1-8), 9=1184/0-3-8 (miii. 0-1-8) Max Hoa1.42(LC 17) Max Uphlftl=-47(LC 8), 84.47(LC 9) FORCES.. (Jb) - Max. Cceq,iMax. Ten. - NI forces 250 (lb) or Was except when shown. TOP CHORD 1-19=-2189/177,2-184-2729/190, 2-3=-24031177, 3-20=-2236/218, 5-20=-2242f218. 5-21=-22=218,6-21=22360218, 6-8=-2403/177,8-22--Z7291190,9-22--27891177 BOT CHORD l-23-18312589. 12-23=-183!2539 12-24-13612436.11-24-136F2436. 10-11=-136/2436, 10-25=-143P25$9, 9.25=143f25S9 WEBS 2-12=-3961111, 3-12=0/487, 5-12=-3881104, 5-10=-3881104, 6-10=01487,6-184-398/112 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL6.0psi BCOL=6.0pst h205 Cat. II; E,qs B; Enclosed; MWFRS (envelope) gable end zone and CC Extedol(2) 04-0 to 3-0-0, hntedor1) 34-0 to 26-2-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLCI.60 plate grip DOL1.60 ProvIde adequate drainage to prevent water pending. This truss has been designed for a 10.0 pat bottom chord live load nonconisurent with any other live loads. This truss has been designed for a two load of 20.0psf on the bottom chord in all areas where a rectangle 344 tall by 241.0 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 NiISl/TPI 1. This buss has been designed fora 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 pullin representation does not depict the size or the orientation of the purlun along the top and/or bottom chord. LOAD CASE(S) Standard S S S 40 n S Job Tnass Type uty Ply MAGNOLIA2A 004 IP 71L I Job Reference (optional) aurwiva I iusrrams u.k., reins, i% us,u nun: e,eu 5 UWV S A116 rnn1 D.qu 51.ISV S £111551115511511155155, 1151. mu Vei 4 14514 £11111 reis 1 lDZFl3c9vxxbiMVtP7?S5SJz7f4q-hz_UFhb1qV7ADiliKc5eu?1CUCW'zeOtqQFXX5yX5MS 1348 12-74 14-14 6-3.0 1248 2-7- 134-13i 19-114 25.10.8 I 5.94 0411 046 • 548 5.114 sjales I:432 048 04-11 0-Il-C 42d = 2K4 11 454= sxio= 25411 4-1-6 12.0-8 14-1-8 21-6-10 25-10-8 I 7-c.2 2.141 7-5.2 i_n_Id Plate Offsets (XX)- '0 -4-0.D-1-8L 0-2-8.0-2-01. (60-7-7.0-0-2L [0.0-0400-11 18044.04411 LOAOlNG(psO SPACING- 241-0 CSI. OEFL. in (lao) Udell Lid PLATES GRIP TCU. 200 Plate Grip OOL 125 IC 0.63 Veit(LL) -028 7-8 '999 240 MT20 2301195 TCOL 14.0 Lumber DOL 125 Be 0.91 Vezl(CT) -075 7-8 '414 180 SCU. 0.0 • Rep Stress Inn- NO INS 0.41 Horz(CT) 014 6 nfa nia BCDL 10.0 Code 18C20151TP12014 Matiix-MSH Weight 113 lb FT-20% LUMBER- TOP CHORD 294 OF NO2 0 SOT CHORD 2X4 OF No2 0 WEBS 2X4 OF StudlStd 0 WEDGE Right 2x4 OF StudlStd -0 REACTIONS. (lb/size) 1=130510-3-8 (min. 0-1-8). 6=1310lMedianical Max Hoiz150(LC 8) Max Upliftl=41(LC 4), 8=47(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-141 cc pwllns. except 0-0-0cc pudlns (4-0-13 n1ax4' 3-4. SOT CHORD Rigid calfmg directly applied or 10-0-0cc b-acing. MiTeli recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CcmpJMax. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 1-2=-31351149, 2-3=-25141117, 3-17=-22901176. 17-18=-22781175, 18-19=-22771175, 4-19=-23661174, 4-9=-24411173. 5-8=-29701142 SOT CHORD 1-20=44112908, 10-20=441I2908, 10-21=-19912852. 9-21=-19912862, 9-22=-11412333, 8-22=-11412333, 8-23=-15&2751, 7-23-15512751, 7-24-97/2759, 6-24=-9712759. 6-25=401980 WEBS 2-10=0l385. 2-9=-5911100. 3-9=01489, 3-8=-337I118, 44=01451, 5-8=-562197. 5-7=0I332 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (34econd gust) Vasd87mph; TCDL8.0psf SCOL5.0ps h--2ft Cat II; Eiqr B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and light exposed; Lumber OOL=1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed fora 10.0 psf boltom chord We load nonconcun-ent with any other live loads. • This buss has been designed for a live load of 20.0psf on the bosom chord in all areas where a rectangle 344 tail 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. Refer to g1rde4s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlr'TPl 1. This buss has been designed fora moving concentrated load of 250.0b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurTent with any other live loads. Girder carries tie-in spans 014-0-0 from front girder and 2-0-0 from bank girder. 111 Graphical puilin representation does not depict the size or the orientation oldie puilin along the top andlor bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 13.6- and 162 lb down and 37 lb up at 12-7-8 on top chord. The designlselection of such connection device(s) is the responsibility clothes LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lnorease125. Plate Inoreasel25 Uniform Loads (pit) Veit 1-3-68, 3-4-1102,44---M,1144=20 Continued on page 2 . [1 0 J0b Tniss Type I I' I IInJss 004 HIP 1 Lb Reference (optional) I (affnja uluasame LW. re=, M. 23lU LOAD CASE(S) Standard Concentrated Loads (lb) Vert 17-13619-136 wi: &14U a uec UZUIUMMU.7AUSUM e uia aujex rncusules, Inc. lnu aa 3 1za1a zuia Pace 2 ID2FI3c9vxxbrEMVfP7?S5SJz7(4q-hz_UFhb1qV7ADiliKc5eu?1CUCVwzeOtqQFXX5yX5MS 96 Job Tans TRies Type Qiy Ply MAGNOLIA 2A 005 FINK 5 Job Reference (optional) caurmua inns-tame w. reins, 1a. nssiu - Isjn: 52409 use S 5115 mm: 5.24U $ on e 5flS MileS lflOUSei$$ Inc. -flu am a izasia auis mane 1 lD2Fl3 _EMVfP7?S5SJz7f4q-hzUFhb1V7ADiIilc5eu?1ByCYMzgFtqOFXX5yX5MS 6-7-3 13-1-0 19-6-13 25-10-8 6-7-3 6-5-13 6-5-13 6-3-11 . Scale = 1:41.8 458 II 458 = 454 = 5*8 WB= 4x4 = 558 = 84-15 17-6-1 25-168 I 94-15 94-2 a-s-i Plate Offsets (X.Y)- '0-0-0,0-0-0L 15:0-04.0-0-11 150-7.00-21 LOAOING(psf) SPACING- 24)60 CSL OEFL in (lc) lldell Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 0.71 Veit(LL) -0A3 6-8 '719 240 MT20 2201195 TCOL 140 Lumber 001. 1.25 BC 0.75 Ve,t(CT) -0.85 6-8 '353 150 BCU. 0.0 . Rep Stress boa YES WO 0.25 Hcrz(CT) Oil 5 ala nla ECOL 10.0 Code IBC2015!TP12014 Matns-MSH Weight 98th PT = 20% LUMBER- TOP CHORD 294 OF NO2 G SOT CHORD 2X4 OF No.20 WEBS 2X4 OF StudlStd 0 OTHERS 2X4 OF StudlStd 0 WEDGE Right 2*4 OF StudfStd -G BRACING- TOP CHORD Sbuclural wood sheathing directly applied or 2-9-3 cc pulluns. SOT CHORD Rigid ceiling directly applied or 1044 oc te'acung. Mifeic recommends thatstabiliziersand required eross bracing be installed during buss erection, in accordance with Stabiltrer Installation eulde. REACTIONS. (lblcize) I1139I0-3-8 (miii. 0-1-8), 6=ll38HAedianissl Max Hoiz154(LC 12) Max Upllft1-16(LC 8), 6=-15(LC 9) FORCES. (lb)- Max. CcnJMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-2632144, 2-19=-2513165, 2-26=-2301121. 3-20=-2223132. 3-21=-2163131. 4-21-2241r20,4-M--2431161, 5-fl=-2533I43 SOT CHORD 1-154-6012434,8-1546012434,8-16=011630.7-16=011630,6-7=011630, 6-17=-17I2346, 5-17-17t2346, 5-154161850 WEBS 2-8=-485I136, 3-6=01754.34=01698,4-6=4441131 NOTES- Unbalanced roof On loads have been considered for this design. Wind: ASCE 7-10; Vtdtll0mph (3-second gust) Vasd87mph; TCOL=6.0psl SCDL=8.Opsf; h--Mk Cat II; Eqs 6; Enclosed, MWFRS (envelope) gable end zone and C-C Exteiioi(2) 044 to 3-0-0, lnteñoi(l) 344 to 13-1-0. Estedoi(2) 13-1-01016-1-0. Interior(1) 16-1-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right eiqsosedC-C for members and forces S MWFRS for reactions shown; Lumber DOL=l £0 plate gap OOL=1 60 This buss has been designed bra 10.0 psf bottom chord live load nonconament with any other live loads. • This buss has been designed bra live load of 20.opsf on the bottom chord in all areas where a rectangle 344 tall by 2-04 wide will bit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber mernbem. Refer to girder(s) for buss to buss connections. 7) This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSlf1PI 1. 8) This buss has been designed for a movblg concentrated load of 250.0b live loceted at all mid panels and at all panel points along the Bottom Chord, noncencowent with any other live loads. LOAD CASE(S) Standard Job TrUSS Truss Type uty ity MAGNOLIA 2A 008 CAL HIP 1 Job Reference (optional) ranra,nja i,usrssme u.., reins, i.o. w/.wu NUfl LL4U a iec b rena riuw a.zeu a uec 0 e,10 Mjlex Inausmes, ma. mu u a 1zax14 xuis race i ID2l3brEMVfP7?S5Sz7f99XsSlcgbpF1rsKuuJclRCaKdcsti8213453XyX5MR 5-0-i 9-5-0 11-11-11 0 14-2-5, 16-9-0 21-1-15 25-10-8 5-0-1 4-5-0 2-6-11 '1-1-5 1-1-5 2-6-11 4-4-15 44-9 Scale 1A32 S 4t0 4x8 = 3x10 = WB= 3XØ = 556 = 9-5-0 16-9-0 • 25-10-3 9-5-0 7-4-0 9-1-0 Plate Offsets ((Y)- [30 -2-8.0-2-01.[6,0-2-12A -2-M. 19.0-7-7,0-0-21,1904)4.0-0-111, 110:0-2-0,0-141,112:0-2-0.0-1-81 LOADING (pat) SPACING- 2-0-0 CSL DEFL. in (icc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Cop DOL 1.25 IC 0.85 Veit(LL) -0.36 12-15 '862 240 MT20 2201195 TCDL 14.0 Lumber 001. 125 BC 0.66 Veit(CT) -073 12-15 '423 180 ECU. 0.0 • Rep Stress Ina NO WE 0.20 Horz(CI) 0.13 9 n/a n/a BCDL 10.0 Code 15C201511P12014 Mati'Ix-MSH Weight 114 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2G 5 501 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std C OTHERS 2X4 OF No.20 WEDGE Right 4 OF Stud/Std -G REACTIONS. ((blaze) 1=120910-3-8 (mua. 0-14), 9l2lliMedianical Max H0iz149(LC 12) Max Uptiftl.66(LC 8). 9.66(LC 9) BRACING- TOP CHORD Structural wood sheathing db-ecdy applied 013-4-12cc purina, except 0-0-0cc pious (4-0-6 max.): 3-6. Except 4-0-0cc bracing: 3-6 SOT CHORD Rigid ceiling dlrecdy applied or 9-11-14 cc bracing. MiTek recommends that Stabilizers and required aass bracing be installed dining truss erection, in accordance with Stabilizer Installation inside. FORCES. (fly) - Max. CcmpJMax. Ten. - M forces 250 ((b) or less except when shown. TOP CHORD 1-19=-28471334. 2-19-2784/349, 2-3=-2490/398, 3-20=-23381486, 5-20=-23411485, 5-21=-230W488, 6-21=-23031481. 6-8=-2450f399, S-22=-2641/331, 9-22=-27051318 SOT CHORD 1-23=-38612641, 12-23-38612841. 12-24=-38612514. 11-24=-38612514. 10-l1=-386!2514. 10-25=-26812505, 9-25=-26312505, 9-26=-1091905 WEBS 2-12-341)(100.3-12-4S1482, 542=-3721203, 5-10=41=05,61-10=431461, 8-10=453/87 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10 Vultl10mph (3-second gust) Vas6z87mph; TCDLS.0ps1 SCDL=SApst h=20ft Cat. II; Eq, S. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Intedo41) 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 OOL1 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 nonconcuneot with any other live loads. This buss has been designed for a l'we 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 buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard M4SlfP1 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, nonconcirnent with any other live loads. Graphical purlmn representation does not depict the size or the orientation of the pumlin along the top andlor bottom chord. LOAD CASE(S) Standard Job miss Truss Type uty Ply MAGNOLIA 2A 007 CAL HIP 1 Job Reference (optional) ...duiumld .wvirreme u.v..., rem,, v..v. ,,,u ,w,; D4U lv uec U £iO riurn o.zqu lv Liec o uiu IVU uevi iec,uig, inc. i flu uci .2-11C.'". iq uiv ravie 1 lD2FI3c9vxxbxEMVfP7?S5SJz7f4q-99XsS1cgbpF1rsIC'uuJctRCaIGcrGi8b134_53XyX5MR 1040 1640 50-1 9-50 911-11 13-1-0 16-20 16 -5 21-1-15 25-10-8 5.0-1 4-5.0 d.6-i'i 3-1.0 3-1-0 G45 44-15 4-8.9 046 04-11 Scale = 1:43.2 S 4x6 aim 1W 3x4= fl 4x6 = 300 = 3x10 OX6= 9.5.0 W 18-5.0 25-10-8 GAA 7.511 9.1_a Plate Offsets (XY)- 130-24.0-241. [50-24.0-2-01. [7-0-7-7.0-0-21.[7"4j)-0-11. 180-2-0.0-1-81.110:0-2-0.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. OEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 1.00 Veit(LL) -0.37 10-13 '841 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.93 Vezt(CT) -0.74 10-13 '420 180 BCLI. 0.0 .Rep Stress lncr NO WS 0.22 Horz(CT) 0.14 7 n1a itla SCOt. 10.0 Code lBC2015/TP12014 Matrix-MSH Weight 108W FT20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 3-1-13 cc puifurs. except SOT CHORD 2X4 OF No2 G 040 cc purllns (3.9.9 max y 3-5. Except WEBS 2X4 OF StudlStd G 3-10-Coo bracing: 3.5 OTHERS 294 OF No2 G SOT CHORD Rigid ceiling directly applied or 10-0-Coo bracing. WEDGE MiTek recommends that Stabilizers and required erase bracing be Right 2x4 OF StiidlStd installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=12911044 (mm. 0-14). 71295/Mechanical Max Horz139(LC 8) Max upliftl-74(1.0 4). 7=-14(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - M forces 250 (Ib) or less except When shown. TOP CHORD 1-2=40931241. 2-3=-2702/184, 3-17-25251187, 4-17-25351187. 4-18=4981188. 5-18=-2487/187. 5-6=-26591184. 6-7=-2943/225 BOT CHORD 1-19=-221/2874 10-19=-221/2874. 10-20=-172/2799. 9-20=-17212799, 8-9=-172/2799, 8-21=-17512730, 7-21=-17512130, 7-22=.68!976 WEBS 2-10=-384/108. 3-10=01525, 4-10=-482!104. 4-8=.5071101, 5.8=0/498. 6-8=-277193 NOTES- Unbalanced roof nyc loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL=S.0psI BCDLS.opsf; h20111 Cat. II; Exp B; Enclosed. MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psi bottom chord live load nonconclnTent with any other live loads. • This buss has been designed far a live load of 20.0psf on the bottom chord in all areas where a rectangle 340 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSlITPl 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chords nonconcuirent with any other live loads. Girder canes tie-in spans of 2-0-0 born front girder and 44-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 16-2-" and 12211, down and 28W up at 10.04 on top chord. The designfselection of such connection device(s) is the responsibility of olhers LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnerease=1.25, Plate Inorease12S Uniform Loads (011) Vert 1-3=.68.3-17=48, 5-18=48,54=48, 11-14-20 Continued on page 2 • El Job miss Truss Type Iy MAGNOLIA2A 001 CAL HIP F4, Job Reference (optional) LMUIUFMO I IUIdflI LL., reJT1. II%. VAVIU LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 17-102 18-102 Trapezoidal Loads (pit) Vert 17-48-to-4-102, @-1O2-to-18.6B IWE 02U 5 L= S £U1S mm: 52qU S L= S U1O WE 1 WE IJiSUSIlISS, InC. 11121 U 3 1 45 10 U1S mane lD2Fl3c9vxxbrEMV11S5SJz7f4q-dL5EfNclMSNuTOv5SI76zQ6T?OBVRbrAIkkebzyX5MQ • 1-1 • 0 400fl1 3x10 = 4x6 = 4x8 = 63611 3XS = 530 W8 2x4 u1 3*8 = 6*6 = 4x6 = 18 19 '20 21 9 22 23 24 25 Job Truss Truss Type Ply MAGNOLIA2A 008 Uty CAl. HIP Job Reference (optional) 15J1IW1U5 ulusl-rdmg U.,... I5m5, 1M. 55fU ,w1; 5U 5 USC S APID rnl1g S.ZU 5 USC U Alin WIJICJI II1UU5U1SS, 1115. 11111 1S1D U1S rage 1 ID:ZFI3c9vobiEMVfP7?S5SJz7fq-dL5EtNcIM6NuT0v5S176zQ6Wu0CKRZ8AlkkebzyX5Ma 341-4 7-50 7,11-11 13-1-0 18-2-5 1-9Ø 22-5-12 25-10-8 3-84 3-8-12 06-1'1 5-1-5 5-1-5 0.6-1l 3-8-12 ' 3-4-12 Scale =1A3i 7-50 13-1-0 18-9-0 25-104 I i '..&fl Plate Ofleets 0(Y)- 'to-2-3.E4ael. lto-0-0.O-1-51. 1304-0.072-OL 150-2-0O-2-OL 170-7-700-21, 170-04.0-0-lI. (80-2-12.0 -1-81.11l0-2-0.0-1-81 LOADING (pSf) SPACING- 2411-0 CSI. DEFL. in (bc) Udell lid PLATES GRIP TCU. 20.0 Plate Grip OOL 125 IC 0.81 Veit(LL) -0.20 10 2,929 240 M720 2201195 TCDL 14.0 Lumber DOL 125 BC 0.85 Veit(CT) -0.81 8-10 1464 180 BCLL 0.0 • Rep Stress hncr NO WS 0.33 Horz(CI) 0.17 7 nfa nfa ECOL 10.0 Code I8C2O15ITPb2O14 Mabix-MSH Weight 225 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2G SOT CHORD 21(4 OF No2 C WEBS 21(4 OF StudfStd C OTHERS 2X4 OF StudfSZd C WEDGE Left 2x4 OF Stud/Std -C. Right 2*4 OF StudfStd -G BRACING- TOP CHORD Sbucbsral wood sheathing directly applied cr4.4-9oc putties, except 044cc puillns (444 max4 3-5. Except 444cc bracing: 345 SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. REACTIONS. (hblsize) 1=263410-3-8 (min. 0-1-8). 726801tAedianical Max HoJz131(LC 8) Max Upliftl=-127(LC 4). 7-133(LC 5) FORCES. (lb) - Max. CaupJMax. Ten. - All fumes 250 (lb) or less except when shovel. TOP CHORD 12=.6431!457, 2-3=-6585f514, 3.4.6248I503, 4-5=-61131495. 54=44361505. 6-740581435 SOT CHORD 1l3=.l33I2347, 1-19=-411I6054, 11l9=.4l 1111-2"1117879,2111-211-591/7679, 10-21=-55117879. 9-1O=-59117879, 9-fl=-59117879, 22-23=40111818; 823591!7879, 824=35605597, 7-24=-36615597, 7-25=-14312200 WEBS 2-11-112/400,3-11=01951, 411=.19l)4Il93, 410=01523. 4-$=-20451199, 5-8=01588, 6-3=-1211708 NOTES- 1)2-ply flues to be connected together with lOd (0.131"*8) nails as follows: Top chords connected as follows: 2*4-1 row at 044 cc. Bottom chords connected as follows: 2*4-1 row at 0-9-0 cc. Webs connected as follows: 2*4-1 ,aw at 0-9411 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 (ft unless otherwise indicated. Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; VUtt'IlOmph (3-second gust) Vasd87mph; TCDL&0psl BCDL5.0psl h--20% Cat. II; Esp B, Enclosed; MWFRS (envelope) gable end zone; cantilever bell and right exposed; end vertical Wit and light exposed; Lumber 00L160 plate gap DOLI.60 Provide adequate drainage to prevent water pondlog. This buss has been designed fora 10.0 pet bottom chord live load nonconcuwent 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 fall by 241-0 wide will fit betwsen the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girdej(s) for buss to buss connections.. This buss is designed in accordance with the 2015 International Building Code section 23081 and referenced standard ANSIITF This buss has been designed bra moving concentrated hod of 250.Gb live located at all mid panels and at all panel points alor Bottom Chord. nonooncunent with any other live loads. Girder carries hip end with 8-0-0 end selbadr. Graphical puilin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up a and 162 lb up at 7-5-0 on top chord. The designfselection of such connection device(s) is the responsibility of I Job Truss Type 2A 008 atyPly MAGNOlIA 7HSIP I Jot, Reference (optional) '..OUJWUJS I IU,dIU La.., reins, L.fl. •JIU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inorease=1.25 Uniform Loads (pit) Vest 1-3.68, 3-5-165, 5-748, 12-15-49(F=-29) Concentrated Loads (lb) Vest 3-589 5589 MUM o.'w 5 UCC o &JID rnnl; o.qu S ueg S MflQ SuieX inuusin, Ins. i flu uei 4 151D u1u ra ID:ZFI3c9thEMVfP7?S5SJz7f4qEtNclM6NuTOv5S176zQ6WuOCKRZ8AIkkebzJMQ • • I I • 0 Job Truss Truss Type iy Ply MAGNOUA 2A EOI GABLE 1 Job Reference (optional) caussnia Tflicefame LI_c., pems, CA. 52510 Run: 5.240 a usc a sum 'nnt 5240$ uec a suia MASIC insusnes, Inc. mu Octa izasia 2019 Page 1 IDZFl3c9vxxbrEMVfP7?S5SJz7f4q-5Yfctjdw7QVl49UH?keLWdfolPdzA5bKWOTB7QyX5MP 8-0-0 l0.0 8.0-0 Scale = 125.1 4x8 = 3xe= 25 12 28 11 21 10 28 9 29 8 30 1 31 8 32 5 33 4 34 3d Plate Offsets (XY)- 11 0-3-O.Edael. (30-3-0.Eduel LOAOING(p59 SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.32 Vei1(LL) nla - Na 999 M120 2201195 TCOL 140 Lumber DOL 1.25 BC 0.57 Veit(CT) n/a - Na 999 BCLL 0.0 .Rep Stress bier YES we 0.00 Horz(C1) 0.03 3 Na n/a BCDL 10.0 Code lBC20l5fTPl2014 Matrix-SH Weight 73 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No20 TOP CHORD Structural wood sheathing directly applied or 60-0 oc puilins. SOT CHORD 2X4 OF NO2 0 BOT CHORD Rigid ceiling directly applied or 644 oc bracing. OTHERS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation euide. REACTIONS. All beatings 164-0. (lb)- Max Hoiz1-29(LC 37) Max Uplift All uplIft 100 lb or less at joint(s) 8,9.12,7.4 except 1-181(LC 27), 3-181(LC 30), 11.108(LC 55), 5=-103(LC 64) Max Gray All reactions 250 lb or less at joint(s) 11.5 except 1449(LC 65), 3449(LC 75), 8=279(LC 70), 9=273(LC 69), 10=290(LC 68), 12=381(LC 66), 7=273(LC 71), 6=290(LC 72), 4=381(LC 74) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-21=-10081752, 21-22=.928/531, 2-22---909/503, 2-23=-909/519. 23-24=428/588, 3-24=-1008(763 BOT CHORD 1-25=491/897.12-25=4251888,12-28=4551888, 11-28=4251838,11-27=4911838, 10-21-4581888, 10-28=418/388, 9-28=-391/888, 9-29=3581888, 8-29=-322f888, 8-30=-3221883, 7-30=3581888, 7-31=-391I888, 6-31=4181883, 6-32=458/388, 5-32=491/838, 5-33=425/888, 4-33=-558/888, 4414=-6251888, 3-34=-691I391 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-11k, Vu1110mph (3-second gust) Vasd=87mph; TCOL5.0psI BCDL8.0ps1 h2011 Cat II; Exp 6; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 040 to 3.0-0, Exteiioi(2) 344 to 8-0-0. Comer(3) 844 to 114-0, Exterior(2) 11-0-0 to 1644 zmle; cantilever left and tight exposed; end vertical left and tight eiq,osedC-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate gap DOL=1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSYTP1 1. Gable requires continuous bottom chord beating. Gable studs spaced at 1.44 oc. This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 1 This lives has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-641 tall by 24-0 wide will lit between the bottom chord and any other membeis. A plate rating reduction of 20% has been applied 0—h green lumber membeis. Beveled plate or shim required to provide full beating surface with buss chord atjornt(s) 3. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI!TPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along IN Bottom Chord, nonconcuirent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip 00L(1.33) Connect buss to resist drag along bottom chord from 0-041 to 16-0-0 for 500 pIt. LOAD CASE(S) Standard S . FjOb miss miss Type Qty Ply MAGNOUA2A E02 Common 6 Job Reference (optional) aurnia uw,j-,sjne u.k., rem,, lun; omu S USC U S1U rnm Uiu S USC U ZU1U 151155 unousuies IflC. mU U a 1La,:1, u15 rare i ID:ZFl3c9v,oibiEMVlP7?S5SJz7t4q-ZkD_42eYukdcU2tZR9a3rCsVpxivWZfl2DlgsyX5MO 840 1640 840 Scale = 1:25.8 S 458 = 2x4 454 = 454 = 840 I I 840 I 640 Plate Offsets 0(Y)— '1:Edee.0-2-01. 120-3-0.0-2-81. 13:Edqe.0-201 LOAD1tdG(pst) SPACING- 2411-0 CSI. DEFL. in (bc) Udell Lid PLATES GRIP TCLL 200 Plate Gdp DOL 1.25 IC 0.81 Veit(LL) -0.27 4-7 '704 240 MT2O 220/195 TCDL 140 Lumber DOL 1.25 BC 065 Vei1(CT) -0.41 4-7 '405 180 ECU. 0.0 • Rep Stress lncr YES WE 0.15 Horz(CT) 0.03 1 We eta BCOL 100 Code IBC2015lTPb2014 Mattix-MSH Weight 47 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.20 TOP CHORD SOT CHORD 2X4DFNo.20 BOT CHORD WEBS 2X4 OF Stud/Std 0 REACTIONS. (lblsize) 170405-8 (min. 0-1-8), 370410.5.8 (mm. 0-14) Max Horz128(LC 12) Max Upfift1-9(LC. 8), 34(LC 9) FORCES. (!b) - IlaL CompiMax. Ten. - NI forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-1408/20. 11-12=-l3324 2-12=1318/31. 2-13=.1318137, 13-14=-1333/24. 3-14=4405r20 EDT CHORD 1-15=0/1280,4-15=0/12804-16=0/1280.3-16=0/1280 WEBS 2-4=0/426 Stniclural wood sheathing directly applied 012-2-000 purtuns. Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dining buss erection, in accordance with Stabilizer Installation euide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10 Vullllomph (3-second gust) Vasd81mph; TCDL60ps1 BCDLS.opsf; h2011 Cat. II; E,tp S. Enclosed; MWFRS (envelope) gable end zone and C-C Exteiioi(2) 044 to 3.0-0. Interior(l) 3-0-0 to 8-0-0, Extesioi2) 8-0-0 to 11-0-0, lntelior(1) 114-0 to . 16.00 zone; cantilever felt and light exposed. end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OO1.1.60 plate grip 00L1.60 This buss 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 20.0psf on the bottom chord in all areas where a rectangle 3.64 tall by 2-0-0 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. This buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSVTPI 1. This buss has been designed for a moving concentrated load o1250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nocoanreatwith any other live loads. LOAD CASE(S) Standard S 10 Job miss Truss Type Ply MAGNOUA2A F01 GABLE IQ"2 Job Reference (optional) ,5WTUd uwsr,ame .a.., rems, .WAUIU ,un; O.Z4U 5 use o uio rnse e.sq(, S S flS 55155 IIWUI55, IJ. 11W U .5 1..5S15 u1s rage 1 ID:H33w5zlNME2OepflNz35P2z704C-1wnMlOfAf1flhcrdg79gpb2k9JDNjejcdJylClyX5MN 7-6-0 1540 741.0 I 7-6-0 Scale = 123.5 556 = 17 10 18 9 19 8 20 7 21 6 23 5 23 4 24 2x411 1-6.0 • 150-0 I 7-Ru 7-RB Plate Offsets (XX)— '10-2-O,EdaeL 12044.044L 130-V'.Edpe1 LOADING(psf) SPACING- 2-0-0 CSI DEFL in (Inc) Udell Lid PLATES GRIP TCLL 20.0 Plate Gap DCL 125 IC 0.29 Vei1(LL) nia - Wa 999 11120 2301195 TCDL 14.0 Lumber DCL 125 BC 0.29 Veit(CT) Wa - nla 999 BCLL 0.0 .Rep Stress lncr YES WB 0.10 Horz(CT) 0.00 7 Wa nla BCDL 10.0 Code IBC20151TPl20I4 Matrix-SM Weighlt 68 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X6 OF NO2 G TOP CHORD Structural wood sheathing directly applied or 6-0-Coo puilins. SOT CHORD 2X4 OF No2 G SOT CHORD Rigid ceiling directly applied or 6-" cc bracing. WEBS 294 OF StudlStd G MJTj recommends that Stabilizers and requited cross bracing be OTHERS 2X4 OF StIIdIStd G installed dining buss erection. in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-0-0. Pb)- Max Houz127(LC 44) Max Uplift NI uplift 100 lb or less at joint(s) 7 except I-147(LC 27). 3-151(LC 30), 9=-135(LC 55), 5=-135(LC 62) Max Gray All reactions 250 lb or less at john(s) 9,5 except 1352(LC 63). 3362(LC 711 7529(LC I), 8=290(LC 66), 10=381(LC 64), 6=2901LC 68). 4381(LC 70) FORCES. (Ib)- Max. CompfMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-25--4741438,25-26-269)27Z27-28--253t267,3-28-4741432 SOT CHORD 1-17=4991414, 10-17=-2831321. 4-24-3041327. 3-24=-3991414 WEBS 2-7-51EB3 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd67mph; TCDL5flpsf BCOLS.Opsf b20ft Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteder(2) 04-0 to 34-0. lntedor(l) 344 to 7-6-0, Exterior(2) 744 to 1044, lnteriol(1) 104-Ole 1544 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 OOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTP1 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-Coo. This buss has been designed for a 10.0 psI bottom chord live load nonconinerent 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 2.04 wide will lit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed fora moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconanrent with any other live L.A. II) This buss has been designed for a total drag load 01800 lb. Lumber DOL(1.33) Plate gap OOL.s(1.33) Connect truss to resist drag Ic along bottom diced from 0-041 to 1544 for 53.3 pIt. LOAD CASE(S) Standard 40 U U U r Job TflJSS TflJSs Type Ply MAGNOLIA 2A F02 KINGPOST IQIY2 Job Reference (optional) aeeiva UIUSSISITIS U... reins, UR. S4TI1U RUlE 524115 USC S WIb lflhlL 524415 USC S I1S VU 155 IUSUSITIUS, inc. I flU 4.55 ) 11S aiis raos 1 ID:H33w5ziNME20cp22Nz35P2z704C-lwnMIOfAflffKTdg79gpb2k3MDIvezd_MCIyX5MN 7-6-0 15-0-0 U 74.0 740 Scale: II2'0' . 458 = tm- 454 = 1-6.0 15.0-0 7.0-n 7.84) Plate Offsets MY)— '0-3-0.0-2-4l LOAOING(psf) SPACING. 2-0-0 CSL DEFL. in (los) Ifdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.07 Ved(LL) -022 4-7 .801 240 M120 230/195 TCDL 14.0 Lumber DCL 1.25 BC 0.60 Veit(CT) -0.38 4-7 '469 180 BCLL 0.0 .Rep Stress bier YES WO 0.14 Horz(CT) 0.02 1 nI's Wa BCDL 10.0 Code lBC2015ITPI2014 Matnx-MASH Weight 45 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 0 TOP CHORD SOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF StudlStd 0 REACTIONS. (lWslze) 1=86010-3-8 (mbl. 0-1-4 3860/0-3-8 (nile. 0-1.8) Max Horz126(LC 12) Max UpIlft1(LC 8). 34(LC 9) FORCES. ((b) - Max. CompiMax. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 1-13=-1309/28, 13-14=-1241131, 214=.1231l43. 2-15=-1231143, 15-16-1241131. 3-16=-1309/28 801 CHORD 1-11=0/1191.4-11=011191.4-12=011191. 3-12=011191 WEBS 2-4=0/411 Structural wood sheathing directly applied or 4-1-0 as pwlhis. Rigid ceiling directly applied or 10.0-0cc bracing. MiTek recommends that Stabilizeis and reqused aoss bracing be installed dining 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) Vasd87mp%; TCDL50psI SCDL&0psf, h20ft Cat. II; Biqi B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiioi(2) 0-0-0 to 34-0. Inteiloi1) 3.0-0 to 74-0. Exteliol(2) 7-6-0 to 1040. 1n1e110(1) 10-64 to . 1544 zone; cantilever left and light exposed; end veitical left and light exposedC-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate gap OOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcuwent wIth any other live loads • This buss has been designed for a live load of 20.0psf on the bottom ohoni 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 faiths green lumber members, This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard AtlSI/TPI 1. This buss has been designed for a moving concentrated load of 250.0th live located at all mid panels and at all panel points along the Bottom Chord. noncencuirent with any other live loads. LOAD CASE(S) Standard 1-1 Li 0 4*8 = Job Truss Truss Type Ply MAGNOLIA 2A F03 KINGPOST IQ"1 Job Reference (optional) aIunJa iiurncnu u.k., rem,. i. WAOM Nun: 0.44U s uec o ww rnnc e.ieu s uec b w1D NO Felt ingusgles, Inc. mu u j iie £I1 raqe 1 ID:H33NME2OcpflNz35P2z7O4C-V7UVkfoQLtJydCshsC28GHDkdcNLCmDMirldyX5MM 7-64) 15.0-0 7-641 I 7-6-0 Scale = 123.5 4*6= 4*6= I 5.3-13 0-8-3- r 15-0-0 Plate Offsets (XX)- I40-2-00.0-121. 150-2-0.041-121 LOADING (psi) SPACING- 24-0 CSI DEFL. in (Icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Cup OOL 1.25 IC 0.70 Vett(LL) -0.09 46 1999 240 MT2O 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.69 Vejt(CT) -0.30 4-5 '605 180 BCLL 0.0 Rep Stress Incr NO WS 046 Hoiz(CT) 0.05 3 nfa nla BCDL 10.0 Code IBC201S/7P12014 Matsix-MSH Weight 123 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DFNoiG TOPCHORD Structural wood sheathing directly applied or4-5-9ocpwthis. SOT CHORD 2X6 OF No.2 C BOT CHORD Rigid ceiling dliectiy applied or 10-0-0cc bracing WEBS 2X4 OF StudlStd C REACTIONS. (lb/size) 12757/0-3.8 (nun. 0-1.8), 3=2757/04-8 (min. 0-14) Max Hoiz128(LC 35) Max Uplift1.104(LC 19), 3=-104(LC 22) FORCES. (Ib) - Max. CouepJMax. Ten. - Ail forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6269/256,2-3=-62691258 . BOT CHORD 1-12-12313073, 1-13=-10115959, 13.14=0/5959 5-14=0/5959,5-15=0/4370,4-15=0/4370,415=0/5999, 16-17=0/5959,3-17=-8115959, 3-18=-11113061 WEBS 2-50/2450,2-4=0/2450 NOTES- 2-ply buss to be connected together with lOd (0.13113") nails as follows: Top chords connected as follows: 2*4 -1 row at 0-90 cc. Bottom chords connected as follows: 2*6 -2 rows staggered at 044cc. Webs connected as follows: 2*4-1 row at 044cc. Mi loads are considered equally applied to all plies, except if noted as front (F) orbacl (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-I0 Vrdtllomph (3-second gust) Vasd87mph; TCDL=SApst BCDLS.opsf; h20ft Cat II; Esqi B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate gap 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonooncunent with any other live loads. 1 This buss has been designed for alive load of 20.opsf on the bottom chord in all areas where a rectangle 3.64 tall by 2-0-0 wide will fit between the bottom chord and any other membeis. 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 2506.1 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, nonconcurrent with any other live loads. This buss has been designed fora total drag load of 800 lb. Lumber DOL(1.33) Plate grip OOL(133) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20.0, 13-0.0 to 154141 for 200.0 pIt. Girder carries tie-inspan(s) 15.0-O from O.0.0to15-0.0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase125 Uniform Loads (pit) 0 Vert 8.9=-30(I(F=-280). l-2-68, r F- . Li Job truss Truss Type Qty Ply MAGNOUA2A F04 ICINOPOST 1 Job Reference (optional) v..viviwiva i,uarjajne u.k., i-ems, v.,14. SCSIU lui1: Mew 5 USC S £4115 PTM SqU S USC S £4115 lvii 1511 11154155155, InC. i flu U51 ii 1 4515 £4115 race i lD:H33w5zINME2Ocp22Nz35P2z704C-WLiVkfoQLtJydCshsC28GHETddQNStmDMirldyX5MM I 7-3-0 14-9-0 7-3-0 I 7-6-0 Scale = 1:23.4 x8 = D800# 11 4 12 13 14 4x4 4l( 3x811 4x4= Plate Offsets ((Y)— '0-2-1.04-12L 120-3-O.0-241. 130-1--3.04e1. DA-2-0.0-11 -M LOAOING(psf) SPACING. 2-0-0 CSL DEft. in (lac) Well Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 0.58 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Veit(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress mar YES WS 0.03 Horz(CT) 0.03 1 n/a n/a BCDL. 10.0 Code IBC2015ITPI20I4 Matrix-MSH Weight 47 lb FT = 20% LUMBER- BRACING. TOP CHORD 294 OF No2 G TOP CHORD Structural wood sheathing directly applied or 5-10-15 cc pudins. SOT CHORD 2X4 OF No2 0 601 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 2X4 OF StudlStd 0 I MiTek recommends that Stabilizers and required arose bracing be WEDGE installed during (nasa erection, in accordance with Stabilizer Left 20 OF StudlStd -G, Right 2x4 OF Stud/Std -G Installation reside. REACTIONS. All bearings 1449-0. Oh)- Max Horzl-21(LC37) Max Uplift All uplift 100 lb or less at joint(s) except 1-155(LC 21). 3-153(LC 30) Max Gray All reactions 250 lb or less at joint(s) except l504(LC 55). 3501(LC 63), 4447(LC 61), 1471(LC 1), 3=483(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Øb) or less except when shown. TOP CHORD 1-15=-8801442, 15-16-611f262, 2-16=-6811201, 2-17=-6611239, 17-18=-6111326, 3-18=-801/420 801 CHORD 1-11=-4041791, 4-11=-3881781, 4-12=4491843, 12-13=-455/848, 3-13=-455/848, 3-14=-1821447 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wmd: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd81mph; TCDL=80ps BCDLS.Opsf; tw= Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-3-0 to 3-3-0, Interior(l) 344 to 74-0. Exterlor(2) 744 to 10-641, Interior(1) 1044 to 1540 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 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonooncunent with any other live loads. This truss has been designed for a live load of 20 0psf on the bottom chord in all areas where a rectangle 344 tall by 2414 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 23081 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, 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 loads along bottom chord from 0-0-0 to 7-11-0 to: 101.0 plL 0 LOAD CASE(S) Standard Job Tnrss Tnass Type Qty Ply MAGNOLIA 2A F05 KINGPOST 7 Job Reference (optional) ..s,uunua u,usri*me u.. runs, Left S*31U Nun; SL4J S USC S aiiu r111 S.*U S USC S *515 IVIJIeJI IflOUSPiSS InC. mU ua J 1*W2U *515 race 1 ID:H33w5ziNME2Ocpfl5Pz704C-zJv7j4gQBr?AZnn2EajHgTqOj1zG6tYvR0RPHByX5ML 7-3-0 1449-0 7-3-0 I 7-64) Scale = 123.8 4*8 = z'411 40 = 4*4 = 734) 14-9.0 7-14) 7-64) Plate ØJfr (( 120-3.0.0-2.41 LOADING (pet) SPACING- 2-0-0 CSI. DEFL. in (bc) Well L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 068 Vext(LL) -0.23 4-10 '775 240 MT20 2201195 TCDL 140 Lumber DCL 1.25 BC 0.61 Vert(C1) -OAO 4-I0 '438 180 BCLL 0.0 Rep Stress lncr YES WS 0.13 Horz(C1) 0.02 1 n/a n/a BCDL 10.0 Code 1BC20151fP12014 Matzbc-MSH Weilft 45 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 3 TOP CHORD SOT CHORD 2X4 OF No2 3 301 CHORD WEBS 2%4OFStUd/Std0 WEDGE Left 20 OF SbdJStd -G REACTIONS. (IWsize) 1549lidechanical, 3=84910-3-8 (mm. 0-1-8) Max Hosz1-27(LC 13) Max Upllftl.8(LC 8), 3-9(LC 9) .FORCES. (Ib) - Max. CcmpiMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-l3=-1262131, 13-14=-1191132. 2-14=-1184145, 2-15=-1181144, 15-16=-1191131, 3-16=-1259/29 301 CHORD 1-11=0(1143,4-11=0/1143,4-12=0/1143,3-12=0/1143 WEBS 240/399 Structural wood sheathing directly applied or 4-1-3cc puillns. Rigid ceiling directly applied or 1"4 or. bracing. Mifeft recommends that Stabilizers and requred cross braalng be installed during buss erection, in accordance with Stabilizer NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-11k, VultllOmph (3-second gust) Vasda87mph; TCOLS.0psf BCDLS.Opsf; h201t Cat. II; E*p B; Enclosed; MWFRS (envelope) gable end zone and C-C ExteiIc42) 0-3-0 to 3-3-0, Interiol(I) 3-3-0 to 7-6-0, Extelior(2) 7-6.0 to 10.641, lnteriâs(l) 10-641 to 15-0.0 zone; cantilever left and sight exposed; end vertical left and sight exposedC-C for members and forces & MWFRS for reactions shown, Lumber 00L1.60 plate grip 00L160 This truss has been designed fora 10.0 psf boltom chord live load nonccncuirent with any other live loads. 1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5)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 2305.1 and referenced standard ANSI/Wi I. This truss has been designed fora moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencorent with any other live loads. LOAD CASE(S) Standard Job Ilniss TrussType IMAGNOUA2A Ityi M01 I JACK.CLOSED GIRDER it I 2 I Job Reference (optional) iaiiunnia .rur,ame u.k., rums. LA 6416 Nun: 5.Z4u S USC S 5115 hint: b.x45 S uec S 55iS ivu,ejc ,nauslnes IflC. Thu oo S 10921 2519 PaSS 1 ID2FI3c9vxxbsEMVfP7?S5SJz7t4q-SV1WOh3yy71BxMEot1EWDhMeKQFx,OJ3ggBypdyX5MK 4-10-3 8-0-0 4-10-3 3-1-13 2x4 II ScaJe1:17.5 050 = 4-10-3 8-0-0 Plate Offsets 0(Y)— 11 . 0-3-O0-341, I40-142A-2OL I5 -8.0-2O1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Cup DOL 1.25 IC 0.37 Veit(LL) -0.05 54 p999 240 M120 2201195 TCDL 14.0 LuntherOOL 125 BC 0.84 Veut(CT) -015 5-8 '611 180 ECU. 0.0 .Rep Stress liter NO WE 0.61 Herz(CT) 0.02 4 Na Na BCDL 10.0 Code 13C2015/TP12014 Matdx-MP Weight 74 II, PT =20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Sliuclwal wood sheathing dlredtyapplled or 5-10-12cc pudins, except .BOT CHORD 2X6 OF No.2 C end veuticals. WEBS 294 OF Stud/BId C SOT CHORD Rigid ceiling directly applied or 1044cc bracing. REACTIONS. (lbleize) 12012I0-5-8 "in. 0-140), 42912fMethaniool Max Ho,z170(LC 7) Max Grav13005(LC 22). 4=3005(LC 25) FORCES. (Iii) - Max. ConJMax. Ten. - Al focees 250 (Ib) or less except when shown. TOP CHORD 1-2=4560/0 . BOT CHORD 1-10=3/2752, 1-11=0/4349, 5-11=0/4349,5-12=014349,4-12=014349 WEBS 2-5=0/3207,2.4=488510 NOTES- 1)2-ply buss to be connected togeiher with lOd (0 131'x39 nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0co. Bottom chords connected as folloive 250-2 rows staggered at 040 cc. Webs connected as follows: 2x4 -1 row at 0.30 cc. Al loads are considered equally applied to all plies, except if noted as front (F) or basic (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; Vultll0mph (3-second gust) Vasd81mph TCDL=SApst BCOLS.opsf; h=20% Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and ilgilt exposed; end vertical left and light exposed; Lumber O0L=1.60 plate gap OOL=1.60 This buss has been designed bra 10.0 pet bottom chord live load nonconciuirent with any other an loads. This tiusti has been designed for a live load of 200p5f 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 g1rde46) for buss to buss connections. This buss is designed in adance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed fora moving concentrated load of 250.0D live located at all mid panels and at all panel points along the Bottom Chord, nonoonciunent with any other live loads. 10) Girder carries tie-in span(s) 32.0-0 from 0-0-0 to 844 LOAD CASE(S) Standard I) Deed. Roof Live (balanced): Lumber lnerease=125, Plate lnaease=125 Uniform Loads (pit) Veit 1-2=48, 4-84-614(F-654) Job Tnjss Truss Type Qly MAGNOLIA 2A M02 MONO CALHIP I Fly Job Reference (optional) a1lranea Iwe-rame LU., rem, Loft aiu Nun: 24U a uec a aria rnnc a24u a uec a zuia ivu.ex ireuaiiiea IflC. mu uO a 2aaz1 aiia race i lD2FI3c9vxxbIEMVfP7?S5SJz7f4q-SV1VwOh3yy71BxMEol4EWOhMcvQM&lC73ggBypdyX5MK 5-11-Il I 54.4 54-12 6'.0 71 12 ,7-98 5-4-4 048 8-2-I 1-5-12 b-3-12 Scalel:14.8 • n 54.4 6.0-0 7-5-12 .74-8 I 84-4 0-7-12 1-8-12 Plate Offs eW (y).- I20 -11.4.O-1.4L 18:0-1-8.0-1-81 LOADING(" SPACING- 2-0-0 CSI. DEFL. in (Inc) Well Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 IC 0.46 Veit(LL) -0.06 8-11 '999 240 MT20 2201195 TCDL 14.0 Lumber 001. 1.25 BC 044 Vert(CT) -0.14 8-11 '632 180 BCLL 0.0 • Rep Stress mar NO WO 0.17 Horz(CT) 0.01 1 n/a n/a BCOL 10.0 Cede IBC2015ITP12014 Matsix4IP Weight 32 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD SOT CHORD 2X4 OF No.2 G 64 WEBS 2X4 OF StudfStd G 801 CHORD REACTIONS. (lb/size) 1=482f0-3-8 (mm. 0-I-8), 8=764/Mechanical Max Hoizl31(LC 4) Max Uprift5=42(LC 5) . Max Grav1'683(LC 23), 8=852(LC 33) FORCES. (Ib) - Max. CoiopiMax. Ten. — All forces 250 #b) or less except when shown. TOP CHORD 1-2=-177114 SOT CHORD 1-13=-151729, 8-13=-15/729, 8-14=361622. 7-14=-361622,7-15=-391613. 6-15=491613 WEBS 24=01611, 2-7=-384/94. 2.6=.894(51 Sbuctural wood sheathing directly applied or 6-0-0 cc puitins. except 0-0-Coo puitlns (6.04 rnax.) 2-4. Rigid ceiling diredly applied or 10-0-Coo bracing. MiTch recommends that Stabilizeis and required oress biasing be installed durIng buss erection, in accordance with Stabilizer Installation cuide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL'6.0psf 8CDLS0psf; h205 Cat II; Eiqi B; Endosed; MWFRS (envelope) gable end zone, cantilever left and light exposed; and veilical left and might exposed; Lumber DOL=11.60 plate gop 00L1.60 Provide adequate drainage to prevent water pending. This buss has been designed fora 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 5)• This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64 tall by 2411-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 23061 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, nonconeinrent with any other live loads. Girder carries hip end with 0-0-0 right side setback. 6-0-Cleft We setback, and 6-0-0 end setback. Ii) Graphical puifin representation does not depict the size or the orientation of the puilin along the top an lifer bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to suppoit concentrated load(s) 362 lb down and 81 lb up at 5-8-12 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 hack M. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnerease=125, Plate lncre2se11i5 Uniform Loads (pit) Veit 1-2=68,2-3-1131,34--48, 5-9=-39(F=49) Concentrated Loads (lb) Vert 2-305 40 . . Job Truss Truss Type aty Ply MAMMA 2A M03 MONO TRUSS 2 Job Reference (optional) caissma Tnisflame u.c., Perrm, cR. 92370 rein: 5.240 s usc e zuis Print 3.24U S USC U 2319 MILeS Inausines, Inc. mu ao 312:3921 2019 pane i lDiFI3c9vubiEMVfP7?S5SJz7f4q-SV1VwOh3yy71BxMEoHEWDhMeuOMnLz3ggBypdyX5MK 3-11-0 6-0.0 7-5-12 -M, -9-8 3-11.0 2-1-0 1-5-12 l-3-12 2*4 II Scale =1:16.7 fl . 3s4 3x4 6-0.0 7-5-12 1-94 6-It-n 1-5.12 6-5.12 Plate Offsets ((Y)— LOADING (pet) SPACING- 2411-0 CSI. DEFL in (Icc) lldell L/d PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 IC 0.33 Veit(LL) -0.09 7-10 1,986 240 MT20 2201195 TCDL 14.0 Lumber OOL 125 BC 0.39 Veit(CT) -0.11 7-10 '526 180 BCLL 0.0 • Rep Stress 1n13 YES WB 0.12 Hoiz(C1) 0.01 1 We n/a SCOL 10.0 Code l8C20151TPl2014 Matrix-MP . Weight 30 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 644cc pinThis. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 104-0cc bracing. WEBS 2X4 OF SfiidlStd G MITek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 1329/0-3-8 (ruin. 0-1.4 6=357IMei*ianical Max Horz183(LC 8) Max Upr,ftl-3(LC 12), B=.25(LC 8) Max Grav1429(LC 23), 6455(LC 31) FORCES. (lb) - Max. CornplWiax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=40010,13-14=-37710,2-14=-373f8 BOT CHORD 1-11=451311,7-11-451371, 7-l2=-451371, 6-12=45/311 WEBS 2-6=664/81,2-7=0/420 NOTES- 1) Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL=6.0p5f BCDL=8.opsf; hz20ft Cat. II; Eip B; Enclosed; MWFRS (envelope) gable end zone and C-C Extello42) 0-0-0 to 341-0, lntesloc(l) 3-0-0 to 7494 zone; cantilever left and right exposed; end vedical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1 60 plate grip 00L1.00 . 2) This buss has been designed fora 10.0 psf bottom chord live load nonconomTent 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 3-641 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 meinbeis. Refer to girder(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard Mr1SIffPI 1. This buss has been designed fora moving concentrated load of 250.0th lIve located at all mid panels and at all panel points along the Bottom Chord, nonconanrent with any other live loads. LOAD CASE(S) Standard I Job truss Truss Type uty Fly MAGNOLIA2A M04 MONO TRUSS f I . Job Reference (optional) l.ii.1.... reins, l..v. sgwy Isun; ogviu a i.,eg a uia rnni; O.lvU 51.1ev 0 Wi0 lvii IlvA InQUSUWS, .ca. mu u J 1ss uia race i ID:ZFl3c9vxxEMVfP7?S5SJz7t4q-wiOt7mihiGFup4xRM?llluvphqjcap4CvKwWL4yX5MJ 44-0 4-6-0 Scale a 1:11.5 2x411 3x4 = Plate Offsets (XY)— 10-0-O.0-141 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Veit(LL) -0.08 3-6 '895 240 MT20 230/195 TCDL 14.0 Lumber DOL 125 BC 036 Velt(CT) -0.10 3-6 '513 180 ECU. 0.0 • Rep Stress lncr NO WE 0.00 Horz(CT) 0.01 1 n/a nla BCOL 10.0 Code IBC2015ITP12014 Matrix-MP Weight 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.20 TOP CHORD Structural wood sheathing directly applied or 4.6-0 cc pu,ljns, except 801 CHORD 2X4 OF N0.20 end vexticals. WEBS 2X4 OF StudfSfd 0 SOT CHORD Rigid ceiling directly applied or 644cc bracIng. MiTeIc recommends that Stabilizers and required aces bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=192/0-3-8 (mat 0-1-8), 3192IMethanica1 Max l-torzl4l(LC 34) Max Up=-264(LC 27). 3-45(LC 36) Max Grav1363(LC 48), 3355(LC 55) FORCES. (Ib) - Max. CompJMax. Ten. - Al fortes 250 (Ib) or less except when shown. TOP CHORD l-8=-7761731. 2-8=-290/285 801 CHORD 1-7=-6551721, 3-7=367/364 NOTES- Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCOL'5.0ps BCDL'5.0psf; h200; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and CC Extedoj(2) 04-0 to 3-0-0. lntedor(l) 34-0 to 44.4 zone; cantilever left and right exposed; end vertical left and right exposed-,CZ for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 This flues 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 20.0psl on the bottom chord in all areas where a rectangle 3-641 tall by 240 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load 01250.0th live located at all mid panels and at all panel points along the Bottom Chord, nonconasirent with any other live loads. This buss has been designed for a total drag load 01800 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect buss to resist drag loads along bottom diced from 0-0-0 to 4-6-0 for 177.8 Of. LOAD CASE(S) Standard Job Truss Truss Type Ply MAGNOLIA 2A Ala MONO CAL HIP 1Q'y I Job Reference (Optional) aijriva unirim LU,, reins, IM. 5I.51U Scale = 1:40.8 2x411 458 = 4x8 54 14.04 544 944 Plate Offsets 0(Y)— '0-2-IZO-2-0. 170-2-0.0-1-01 LOADING(pst) SPACING- 241-0 CSL OEFL. In (lx) Well Lid PLATES GRIP TCU. 20.0 Plate Grip DOt 125 IC 0.82 Veit(LL) -0.33 6-I0 "532 240 18120 2201195 TCDL 140 Lumber DOL 125 BC 0.80 Veit(CT) -0.61 6-10 1286 160 ECU. 0.0 .Rep Stress Ins NO WE OA2 Hcrz(CT) -0.03 7 nfa nla BCDL 10.0 Code lBC20I5ITP12014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF liloi 0 TOP CHORD O 601 CHORD 2X4 OF No2 0 WEBS 2X4 OF StudlStd 0 801 CHORD REACTIONS. (lb/sIze) 6=875/0-3-6 (min. 0.1-4 770303-8 (min. 0-14) Max Horz6=-100(LC 9) Max Upll86-28(LC 8). 7.57(LC 8) .FORCES. (lb) -Kam CompiMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-9221235, 11-12=-9311234, 4-12=-1016/230, 4-13=-1450/113, I3-14-14611161, 5-14=.15011160, 145=444/323, 15-16=441/324, 16.17=.940/324, 2-17-8401324, '-7=4H5r217 BOT CHORD 6-19=-19811403, 5-19=-19811403 WEBS 44=484/03, 2-6=-1811259, 1-6=303/1030 Stiuctural wood sheathing directly applied or 4-11-9cc puihbis. except end verticals. and 0-0-0cc pulhns (S-1 1-1max.): 1-2. Rigid ceiling directly applied or 10-0-0cc bracing. MITab recommends that Stabilizers and required eross bracing be installed during buss erection, in accordance with Stabilizer lnctaon guid NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ABCS 7-10; Vidtilomph (3-second gust) Vasdalieph; TC0L8.0psl BCOL8.0psf h20ft Cat II; Eirp B; Enclosed; MWFRS (envelope) gable end zone and C-C lntedor(1) 13-7-3 to 14-7-12, Extextor(2) 944 to 13-7-3, Interior(l) 344 to 114141, Extetioi(2) 044 to 3.0.0 zone; cantilever left and right exposed ; end vertical left and dghtexposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=i.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads. This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 344 1a3 by 2-0-0 wide will fit between the bottom shred and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in acoordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This buss has been designed fora moving concentrated load of 250.0th live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. 9) Graphical purlln representation does not depict the size or the orientation of the puilin along the top and!or bottom chord. 10 LOAD CASE(S) Standard 1) Dead '- Roof Live (balanced): Lumber lnorease125, Plate lnorease=125 Unifonu Loads (p11) Veit 2-3=.68, 2-11-68, 11-14-70. 5-14=43,1-16=46, 2-16=-28, 7-8=-20 LIJ Jab TrUSS Truss Type uly Ply MAGNOUA2A A13 CAL. HIP I A 9 Job Reference (ctional) CaS1eTaTgu5Ff,me I.M. Penis, CA. 92570 Run: 82409 Dec 62018 PI1nI 82408Dec 62018 MITek 1n6u831e8, Inc. Thu Oct 31Z37:05 2019 Paqe 1 lD2Fl3c9vorbiMV7?S5SJz7f4q-OLF5Nw2izA7Kt1z8qjodi?kJMoqQd12OWEm1WyX5OS 7-3-15 13-3-12 16.0.0 1844 , fl-0-4 25.0-8 28-7-14 , 32-18 38-10.10 4145 41c7112 494.0 7-3-15 5.11.13 2-8.4 2.8.4 340 3.0.4 ' 3-7.6 3-5-10 ' 4-9-2 4-111 oti 7.44 Scale C 1:82.4 3x8 = 3x6 3x6 3 4 5 28 29 21 30 20 19 18 31 17 32 18 38 15 14 34 13 35 12 38 37 5z8 3216 8*8= 6 II 4*6 = 4*6 = 8*8 = 4*6 = 4*6 = 3*6 II 4*6 =Sid= 8*8 WB= 7.3-15 13.3-12 1348 18.6.8 184.432-0.4 254.8 28-7-14 32-1-8 38-10-10 41.7.12 49-00 7-3-15 5-11-13 0.t.12 5-1-0 0--12 3.40 3.0.4 3-7-6 3-5-10 4-9-2 4-9.2 7-4.4 Plate Offsets MY)- '4040,Edcel. 180-2-8.0-1-121. I8O-"-8.0-2-0L 190-2-8.0-I4E' 1100-2-8.0-2-8L 1160-2-8.0-2-0L1170 -3-8.0-4 -I21.11&0-2-1Z0-2-01 LOADING(psf) SPACING- 2-0-0 CSI DEFL in (lao) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.71 Veit(LL) -0.38 14-16 '999 240 MT20 2301195 TCOL 14.0 Lumber DCL 125 BC 0.88 Veit(CT) 428 14-16 1335 180 ECU. 0.0 .Rep Stress Incr NO WE 0.90 Horz(CT) .0.08 20 pis nba ECOL 10.0 Code 18C2015fl'P12014 Matnx-MSH Weight 1144th FT20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 0 TOP CHORD Structural weed sheathing directly applied or 6.0.0 cc purtins, except • SOT CHORD 2*8 OF SS G 'Excep? 040 cc pixie (640 max.) 7-10. Except 02 2X4 OF Stud(Std 0 64.0cc bracIng: 7-10 WEBS 2X4 OF SWdJStd 0 BOT CHORD Rigid ceiling directly applied or 640 cc bracing. OTHERS 2X4 OF Studtd 0 REACTIONS. (lWze) 11372710.5-8 (min. 0.1.8), 14281-S4 (mm. 0-1.8), 20652310.3-8 (mm. 0-1-12) Max Ho.z1156(LC 9) Max Upllltll-251(LC 8), 1=-1496(LC 19), 20=-239(LC 4) Max Grav113735(LC 19), 1143(LC 8), 20=5623(LC 1) • FORCES. (ID) - Max. ConJMax. Ten. - Al forces 250 (ID) or less except when shown. TOP CHORD 10-11=-11390/802, 748=4M471430, 8-9=-168401895, 9-10=-103901782, l-2=-440/6407, 2-3=-19114053, 3.4=-350146, 56=-18013900, 6-7-34431181 BOT CHORD 1-28=.4362I326, 1-29=4131/433,21-2 -"1311433,21-30=-61311433,20-30=-6131/433. 19-2048081228. I8-19=-38081228, 18-31=.15613295, 17-31=45913295, 17-32=425I8483,16-32=-42518483, 16-33=495116348,15-33=495116846, 14-16=495116846, 14-34---945115884, 13-34=845(15884, 13-35=-945115384, 12-35=-945115834, 12-36=-779110377, 11-36=-719110377, 11-37=-54117888 WEBS 10-12=05, 9-12=-5458l181,9-13=01653,9-I4=0/1049, 8-14=4411894, • 8-16=-857&486,6-17-36417630,6-18=8=49S, 5-18=-716I80, 3-20=-19881116, 7-16=4912332. 7-17=.62851326, 344-18414017, 2-21=-16041167, 2-20=-23212545 NOTES- 1)4-ply truss to be connected together with lOd (0.131'x3') nails as blows: Tap chords connected as folows: 2*4 -1 row at 04.0 cc. Bottom chords connected as follows: 2*8-3 rows staggered at 044 cc. Webs connected as blows: 2*4-1 row at 0-9.0 cc. Attach IC WI 112' diem. bolts (ASTM A-307) in the center of the member wlwashers at 44-0cc. Attach BC WI 112' diem. bolts (ASTM A-307) in the center of the member w/washeis at 40-0cc. Al leads 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 otheswise indicated. Unbalanced roof live loads have been considered for this design. 41 Wind- ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL8.0psl BCDLS.0ps1 h20ft Cat. II; Exp S. Endosed; MWFRS. (envelope) gable end zone; cantilever left and right exposed; end vertical left and sight exposed; Lumber DOL1.60 plate grip DOL=1.t Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 1 This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-60 tall by 24-0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIflPI 1. This truss has been designed bra moving concentrated load of 250.01b live located at all mid panels and at all panel points along the lJ%ç* ipnooncuirent with any other live loads. [1 Job TrUSS Truss Type "My Ply MAGNOUA2A A13 CAL HIP Job Reference (optionafl Nun: 92405 USC 92019 mm: 92405 USC 92019 MlJX IrwusTnes, Inc. mu Oct 3 1237:90 2019 Pane 2 lD2FI3c9vocbrEMVtP7?S5SJz7f4q-QLF5Nw2lzA?Kt1z6ajodi?kJMcqOd12OWEm1WyX5OS NOTES- Girder carries hip end with 841-0 end setback. Graphical putlin 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 beatings. Building designer must provide for uplift reactions indicated. 14) Hanger(s) or other connection device(s) shag 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 18441, 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 lncrease11.25, Plate lncrease=1.25 Uniform Loads (p19 Veit 10-11-68, 7-8-68, 8-10-165,1-4=-70,14-25--20,14-22=-49(8=29),4-7=48 . Concentrated Loads (Ib) Vert 10-589 14-2650(8) 18=-50 20-50 I I 2IffTl13 IlUS3fSfl1e U.c., rems, R, 92(U I Job Truss Type aly Fly MAGNOLIA2A A14 7CALIP I Job Reference (optional) Caiffeilla Tnwraine u.C., reins, CA. wzolu 14un: u.zau a uec 0 xuiu him: 0.590 a uec a solo MIJeJI mausolea, Inc. mu ua a 11 a,:ub suio race i ID2I3c9vxxbrEMVfP7?S5SJz7f4q-vXoTbG2NkU7BUBYIORJsFOHSZO8Hj7qBdAjZyyX5OR 40-14 88-2 13-3-12 1500 1844 -6.0 . 31-194 39-58 394-13 43-74 4940 8-6-2 4-7-10 2-6.4 2-8-4 4-9-12 8-4-8 1-7-0 0-6 34-4 54.8 0-7-7 Scale = 182.8 3x6 = 10 3x8 3 4 5 3.50112 27 28 18 20 17 Is 15 30 14 31 13 12 32 11 33 34 5d 6d=54 3d II 418 = 4d = 4i0 =aid=3116 II 4x8 = = 58-2 84-2 13-3-12 13.8 18-84 90 • 31-108 4044 48-8-U 4-7-10 0-I-i V.58 244 48-12 846 • 8-2-12 8-19-12 Plate Offsets 0(Y)- 043-7.0-0-8L 140-3-0EdgeL 16:0-2-12,0-2-81. 110:0-3-7.0-0-81.111:0-2-80-2-01.115:0-2-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. . DEFL in (Ice) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 IC 0.87 Veit(LL) -0.3714-15 .999 240 MT20 220/195 TCOL 14.0 Lumber OOL 1.25 Sc 0.07 Vejt(CT) 4.15 14-15 .374 180 BCU. 0.0 Rep Stress mar NO WO 0.74 Hoiz(CT) -0.08 17 Wa nla SCOt. 10.0 Code IBC2015ffP12014 Matrix-MSH Weight 563 lb PT = 20% LUMBER- BRACING- TOP CHORD 294 OF No2 G Excepr TOP CHORD Structural wood sheathing directly applied or 5-11-3 cc puiluis, except T1294 OF No.l&Btr G 04-0cc puitins (5-5-9 max.): 6-8. Except 801 CHORD 2ii5 OF SS C T=epe . 544cc bracing: 6-8 54: 2x8 OF No.2 C, 82: 294 OF StudlStd C 801 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 2104 OF StudlStd G Excepr W7:2XOFNo2G REACTIONS. (Ibisize) 10=172010-3-8 (min. 0.1-8), 1.92I044 (min. 0-1-417.954510-3-8 (min. 0-1-14) Max Ho,z10=-76(LC 8) Max Uprift10-139(LC 4), 1-187(LC 19), 17=-216(LC 4) Max Grav10=1725(LC 19), 1224(LC 41), 17.9545(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8.9a47981442, 9.10=45841483. 6-7--4563/473, 7-25=-46011435, 25-26=-45951436, 8-26=4590/436, 1-2=-245I1607, 2-3=61477, 3-4=396176, 4-5=-300I80, 5-6=-41434 801 CHORD 1-27=-930!182, l-28=-15141247, 18-28=-I5141247, 18.29=15l4I247, 17-284-15141247, 16-17=-394/48, 15484-364/48, I5-30=47414455,14-30=474/4456.14-31-85516227. 13-31=-65516227,12-13=-665/6227, 12-3245516227, 11-32=45516227, 11-33=-50514817, 10-33=-50514817, 10-34-29512944 WEBS 7-I1=-17071226, 7-12=-81274, 7-14=-17531184, 6-184-54111556, 2-17=46211350, 3-17=-789/75, 6-14=-9511893, 5-15=-368194, 3-5=-61680, 2-I8=-10721212. 8-11=0(834 NOTES- 1)2-ply truss to be connected togetherwith 10d (0i311'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at (1-9-0 cc. Bottom chords connected as follows: 2x8 -2 rows staggered at 044 cc. Webs connected as follows: 2x4 -1 row at 04-0 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.97mph; TCDL.9.0psl BCDL.9.0ps1 h20ft Cat. II; Eiqi B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. 61 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-641 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 ANSIITPl 1. This buss has been designed for a moving concentrated load of 250.01b live located atoll mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. II) Graphical puffin representation does not depict the size or the orientation of the puilm along the top and!cr bottom chord. Continued on page 2 . Job Truss Truss Type uty Ply MAGNOIJA2A A14 CAt. HIP Job Reference (optional) Null; e.4u a uec e sine mm: s.s4u a usc a sue Miles Inausmes, Inc. mu am a 1LJ1Ub suie manes lD2Fl3c9vxxbrEMVtP7?S5SJz7f4q-vXoTbG2NkU7BUBYlORJsFDHSZO8Hj7q9dA JZWXSOR NOTES- - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at at 13-5-8 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. O LOAD CASE(S) Standard 1) Dead + Roof Live (balanced); Lumber lnoreasee1.25. Plate lnorease1.25 Uniform Loads (p19 Vet 8-10-68, 6-25=-i 02(F-34), 8-25=-68, 1-3-70, 3-4-i 04(F-34), 19-fl-20, 4-6-I 02(F-34) Concentrated Loads (lb) Vert 17-50 25=-102 Trapezoidal Loads (p19 Vet 25=-i 0240-25=-SB 0 uaieiiia IiU5PI5inC LW., reins, cA. v:Dfu 3944 on top chord, and 50 lb down and 2 lb up . C Job Tiuss Truss type uty Ply MAGNOLIA2A A15 CAL MP I Job Reference (ostional) Cecromia Tnj5Frame LLC., Penis, CA. 92570 Rim: 8240$ Dec 8 2018 P1111: 82409 Dec 8 2018 Mfrek Industries. Inc. Thu Oct 312.-37:07: Pane 1 lDiFl3c9vxxbrEMV7?S5SJz7t4q-NjMroc3?VnF28L6tJy8q5nQpelPYKSexLsoJs8OyX5OQ 9-140 13-3-12 16441 18-8-4 230-8 31-5-0 37-4-5 39-7-12 43.8-9 49-0-0 9-1-10 4-2-2 2-8-4 2-8-4 4-4-4 8-4-8 5-11-5 2-3-7 4-0-13 5-3-7 Scale = 1.82.8 S 3d = 3d 3x8 3 4 5 35°L12. 42 50 3d= 27 fl 34 35 19 38 18 17 18 37 15 30 14 13 39 12 40 41 Sat = 3d II 4d= 6d = 4x6 = 4x0 = 3d11 4d = __ = Oat = 1360 18-64 84-10 13-3-12 13,36 • 156-6 • 2504 31-50 39-7-12 4504) 04-10 4-2.2 04J139,6-4 26404112 444 8-44 8-2-12 044 Plate Offsets (XX)- 0-3-7.0401 14d-3-0Edge1.1110-3-7,04)-M . 112d-2-8,0-29 S LOADING(psf) SPACING- 2-0-0 CSI. DEFt.. in Pc) Udell L/d PLATES GRIP TCLL 200 Plate Cup OOL 125 IC 0.81 Veit(LL) -024 15-16 '699 240 MT20 220195 TCOL 14.0 Lun*uer DCL 125 BC 0.72 Veul(CT) -0.85 15-16 '505 180 SCLL 0.0 .Rep Stress bier NO WO 0A9 Hcrz(CT) -0.05 18 nfa nla BCDL 10.0 Code 93C20i51TPl2014 Matnx-MSH Weight 569 lb rr = 20% LUMBER- BRACING- TOP CHORD 294 OF NO2 3 TOP CHORD Stnictwal wood sheathing directly applied or 844 cc puulins, except 5 SOT CHORD 2x8 OF $9 C 'Excepr 040cc purllns (6-0-0 maxj 64. Except 64: thuS OF tilo2 C, 82:2X4 OF $tudlStd 3 640 cc teasing: 6-8 WEBS 2X4 OF StudlStd C 'Excepr SOT CHORD Rigid ceiling directly applied or 640 cc biasing. Wi: 2X4 OF No2 G REACTIONS. (lWsuze) 11=147510-3-8 (min. 0-1.41=16410-3-8 (nan. 0-1.8). I8=28851044 (min. 0-1-9) Max Hcrzll-72(LC16) Max UpTh%11-75(LC 8), 1=-78(LC23), 18=-41(LC8) Max Gravlll480(LC 23), 1333(LC45). 18=2895(LC 1) FORCES. (II,) - Max. Con,JMax. Ten. - Al forues 250 #b) or less except when shown. TOP CHORD 8-26=37951501, 26-27=-38051500, 10-27=-38721495, 10-28=-41551431,11-28=4201/420, 11-29=-22101182, 6-741121161, 7-30=-31051569, 30-31=-37021569, 8-31=47011570, i-32=-13911101, 2-32=-12511152, 2-33=38/350, 3-33=-25I421, 34=-295104. S42-1&375,642-27M BOT CHORD 1-34=4851146, 1-35=-10751155, 19-35=-10751155, 19-33=-10751155, 18-38=-1075I15$, 17-18=-3551102, 16-11-3551102, 16-37=-142f3023, 15-37=-14213023, 15-38=34714535, 14,36=34714535,13-14=-3471453S, 13-39=-347!4535,12-39=-347/4535, 12-40=43513993,11-40=435/3993, 1141-251/2468 WEBS 10-12=-308/81, 8-12=8/625,7-12=416/39,7-13=8/324, 7-15=-15051271. 6-16=3900/220, 2-18-1371927,34S=499167, &15=-SWISM, 3-S--491572, 2-19=4136/135 NOTES- 2-ply buss 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 shoals connected as follows: thuS -2 rows staggered at 0-94cc. Webs connected as follows: 2x4 - I tow 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 otheretse indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-11k, Vu9=ll8mph (3-second gust) Vasth87nh; TCDL'5.0psl BCDL'5.0psi h2011 Cat II; Biqu W, Enclosed; MWFRS (envelope) gable end zone and C-C lnteuio,1) 37-2-15 to 49-0-0, Exte,Ior(2) 33-0-0 to 31-2-15. lnteuIoi1) 25-11 .8 to 25-11-8. Esteulo21 944 to 13-7-3. lnteuioe(l) 3-0-0 to 11-7-11, E2teuiol(2) 0-0-0 to 3-0-0 zone; cantilever left and right euq,osed ; end vertical left and right eiquosed;C-C for members and forces & MWFRS for reactions shovel; Lumber 00L1.60 plate gjtp OOL1.60 Provide adequate drainage to prevent water pondlig. This buss has been designed fora 10.0 ps/ bottom chord live load nonconcuurent with any other hire loads. 1 This buss has been designed for a live load of 20.Opsf on the bottom shoal in all areas where a rectangle 3-641 tall by 2-0-0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI/TPI I. Continued on page 2 Li Job Truss 1TruSs Type I'' I I I MAGNOUA2A A15 1CAL HIP Fly 2 IJob Reforence (optional) I NUfl e.au S uec e 2019 rnnc 9240$ uec b 2019 leirex inausines Inc. Thu 001 3 12.37:07 2019 Pane 2 lD2c9vacbrEMVfP7?S5SJz7f4q-NjMroc3?VnF26L6tJy8q5nQpeIPYKSext.sqjs5Oyx5OQ 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, nonconcwrent 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) 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 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pit) Vert 8- "-8, 8-26-68, 26-28=-b, 11-26=-SB. 6-31=48,8-31-28,1-4---70,20-23-20,44--68 Concentrated Loads (Ib) Vert 16=-50 18=-SO aurnje i,usriame u.., reins, 1A. WI.SIU Job Truss truss Type Qty Ply MAGNOLIA 2A AIG CA 1 Job Reference (optional) CalifornIa TmsFrane LLC., PenIs, CA, 92570 Run: 8.240 a Dec 62018 PillS: 8.2408 Dec 8 2018 Mfreii IndustI1ea Inc. Thu Oct 3 1237:08 2019 P3081 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-iwwD?x4dG5NvWhhWsLKKeMmRpqqBflU5UTQeiyX5OP 35-11-12 74-11 13.3.12 164-0 19.44 23-44 2740 32-14 35.4-0 35j44 414-3 494.0 74-11 54-1 2-64 344 40-2 44-7 444 3-24 06-5' 54-7 7-2-13 Scale = 152.4 exlo MTI8HS= 2x411 3 4 37 So= 5*8 = 2*4 U 3*6 = 5*8 3.50ji 30 19 31 18 17 32 16 33 15 14 34 13 35 12 38 8d 8*8= 5x8 4*= 4*6= 2K4 11 3*6= 8 2X4 11 4*8= 3*10 MTIBHS I • 0-2-81 V - •V - --- VV - VV V LOAOING(pst) SPACING- 2-0-0 CSI. DEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Veil(LL) -0A5 12-13 '951 240 MT20 2201195 TCDL 14.0 Lumber DCL 125 Sc 0.05 Vert(CT) -1.18 12-13 '361 180 MTISIIS 2201195 BCLL 0.0 .Rep Stress mar NO WS 0.89 Hoiz(CT) -020 18 We n/a BCOL 10.0 Code I8C2015fIP12014 Matrix-MSH Weight 224 lb FT = 20% LUMBER- BRACING. • TOP CHORD 2X4 OF No.1&Bb C 'Except" TOP CHORD Structural wood sheathing directly applied or 244cc puiluns, except 3.12 2X4 OF No.2 G 0-0-0cc pinllns (2-10-5 max 5-9. Except SOT CHORD 2X4 OF No2 G "Except" 2-10-0 cc bracing: 5.9 83: 2X4 DF No.1&StrG 801 CHORD Rigid ceiling directly applied or 2-3-2 cc bracing. WEBS 2X4 OF StudlStd C "Except" WEBS I Row at nlidpt 6-16,4-18 WS: 2X4 OF NO2 C I Mffek recommends that Stabilizers and required cross bracing be WEDGE I installed during truss erection, in accordance with Stabilizer Right 2*4 OF StudlStd -G [Installation guide. . REACTIONS. (lb/size) 111741I0-3-6 (miii. 0-1-14),1-40310-3.8 (miii. 0.1-8), 18=436003-8 (req. 04-10) Max Horzll=.69(LC 8) Max upriftll=-166(Lc4), 1=432(LC 19), 18=.353(LC4) Max Gravll1751(LC 19), 1=147(LC8), 18=4360(LC 1) FORCES. (lb) - Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-26=-40411514,10-26=4M/497.10-27=47751456,11-27=.4767/4`33. 5.6=4341153, 6-7--36841528, 7-28=-36841528, 8-28=-36841528, 8-29=-3889/505, 9-29=.3873/504, 1-2=43112364, 2-3=-31813401, 3-4-292=2.4-37=4741200, 5-37-719/193 801 CHORD 1.30=-2229/421, 19-30=-ma/421, 19-31=-24901349, 18-31=-24901349, 17-18=-12841130, 17-32=-12841130. 16-32-12841130, 16-33=-37512375, 15-33--375)2375. 14-15=-565/4151. 14-34=-565I4151, 13-34=465/4151, 13-35=-559/4493, 12-35=-M/4493.12-36=463(4521.11-36=463f45211 WEBS 10-12=-7l405. 10-13=463f97.9-13=-32(711.8-13=-434/137, 6-15=439193, 6-15=-160I1764, 6-16=-251613$3, 4-16=418/3150, 4-18=4001/462, 2-18=-11401129, 2-19=0/664,5-16=4301165, 3-18=-302175, 7-I5=-587I146 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDLS.opsf; h20ft Cat. II; E,q, S. Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. AN plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcu,rent with any other live loads. 5)" This buss has been designed for alive bad of200psfon the boltomchord in all areas where a rectangle 3-6-Otag by2-0-o wide will l 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 bliss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI t. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncunent with any other live loads. Ii) Graphical purlin representation does not depict the size or the orientation of the purlun along the top and/or bottom chord. Continued on page 2 0 S S I I Job Truss Truss Type aty Fly MAGNOLIA 2A A16 CAL HIP 1 Job Reference (optional) CatromiTniFeT..Pein5c&9257o ID:ZFI3c9vxxbrEMVfP77S5SJz7f4q-swwD?x4dG5NvkVhhWsLXKeMmRpqqB??U5UTQeiyX50P 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 35-4-0 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 lnorease1.25. Plate Inorease1.25 Uniform Loads (pit) Vest 9-26=-68,26-27=-70,11-27=48,5-28=-136(F--W), 9.29-68, 1-4-70,20-23-20.4-37=48, &37=1136(F-68) Concentrated Loads (lb) Vest 29-204 Trapezoidal Loads (pit) Vest 28-1354o-29-102 Uj 30 12 Cl Job Truss Truss Type uty Ply MAGNOLIA 2A All CAL HIP 1 Job Reference (ctional) uusname LLc.. I-ems, IA. W2010 RI81: 8240 a Dec 6 18 Pruit 82408 Dec 6 )18 MITek Indus81es, Inc. Thu O 31237:08 19 Panel ID2Fl3c9vioibcEMVfP1?S5SJz7f4q-rwwD?x4dG5Nv1cVhhWsLKKeMpdpiOB?KU5UTQeryX5OP 74-11 13-3-12 18-0-4) 19-44 .4-8 27-9-0 32-14 35-11-12 41-9-3 49-0.0 76-Il 5-9-1 4-0-2 ' 4-4-7 4-44 -2-1 2-7-7 5-9-7 I 1-2-13 Scale = 182.5 5x6 II 2X4 11 4x8 = 2x411 3x6 = 10 5x8 3.50lja. 35 20 36 19 18 31 17 38 18 15 39 14 40 13 41 4x6 = 2K4 11 5*8= SXS= 2x$Il 4*6= IS = I000 53-JO - 13-20 13-3-12 1944 V-00 35-11-12 • 4444 • 4944 5-3-10 ' 7-108 0-I12244 344 844 8-2-12 8-I-ID 4-10-ID Plate Oflets (XX)- 160-2-4.0-2-01 190-2-8.0-2-81. 112:0" 0.0-1-11.114:0-240-2-01.116:0-2-12.0-1-81.117:0-2-80-2-41. 1190-2-ao-241 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (be) I/dell L/d PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 017 Veit(LL) -0.37 13-14 '999 240 MT20 220/195 TCDL 14.0 Lumber DCL 125 BC 0.93 Veil(CT) 403 13-14 '416 180 ECU. 0.0 . Rep Stress Inor NO WE 0.81 Hcrz.(CT) .0.15 19 n/a n/a ECOL 10.0 Code 13C2015/TP12014 Matnx-MSH Weight 226 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G 'Except' TOP CHORD Sbucbtal wood sheall*ig directly applied or 2-84cc pwlins. except TI: 2X4 OF No.1&Btr G 04000 pielils (3.04 max.): 5-5. Except SOT CHORD 2X4 OF No.2 G 3-8-0 cc bracing: 5-9 WEBS 2X4 OF Shadtd G SOT CHORD Rigid celing directly applied cr4-S-icc bracing. WEBS l Raw atssidpt 449 MtTek recommends that StaWizeis and required erass bracing be installed dining buss erection, in accordance with Stabilizer Installation tudde. REACTIONS. (lWsrze) 121360/0-3-8 (min. 0-1-8), 1=-12110-3-8 (min. 0-1-8). I93194/0-34 (min. 0-3-7) Max Horz12-74(LC 16) Max UpllftI2-7I(LC 8), 1-350(LC 23), 19-47(LC 8) Max Gravl2=1369(LC 23). 1=167(LC 351 193194(LC I) FORCES. (lb) - Max. ConJMax. Ten. -Al forces 250 (II,) or less except when shown. TOP CHORD 9-21=-2123/432, 21-28=-27701427, 11-28=-2523/418, 11-29=-35371292, 25-30=-36001281, 12-30=-361 11272, 6-7=-22351309. 7-31=-22361309, 8-31=-2235/309. 8-32=-2664/507, 9-32=-26601507. l-33=-22611448, 2-33=216/1485, 2-34=-16612340, 3-34=-14612442, 34-1 1912411. 4-5=-2731117 SOT CHORD 1-35=-1390/229. 20-35=-1390/229. 20-38=-16201156, 19-36=-16201156, 18-19=-1000/119 18.31=-10001119, 17-37=-100W119, 17-38=-115/1310 16-38=-11511310. 15-16=-39112639, 15-39=-391/2639, 14-39=-391/2839. 14-40=-393/3312, 13-40=-393331Z 13-41=-31613395, 12-41=-310/3395 WEBS 1143=01476.1144=-7051108.9-14-4)14A 8-16-5541232. 6-16-13711251, 6-17=-16011209, 4-17=-15111931, 4-iS=-26861193. 2-19=-10841114. 22O=0/620. 5-17=-299181, 3-19--307177.7-16=-29M NOTES- Unbalanced mat five loads have been considered for this design. Wind: ASCE 7-10; VrdtllOmph (3-second gust) Vasd87nth; TCOL8.0psl ECDLS.Opsf h205 Cat. II; Eiq, B; Enclosed; MWFRS (envelope) gable end zone and C.0 Interior(l) 37-2-15 to 49414, Exterior(2) 3340 to 37-2-15, Interior(l) 29-7-8 to 29-7-8. Exterior(2) 1344 to 17-3-2, lntesior(1) 30-0 to 15.1-11, Exteiior(2) 0.0.0 to 3-0-0 zone; cantilever left and tight exposed; end vertical left and tight exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL1.00 plate grip 00L1.60 Provide adequate drainage to prevent water pondlig. This truss has been designed for al0.0 pet bottom chord live load nonconcinventwth any other live loads. 1 This bliss has been designed for alive load of 20.opsf on the bottom chord in all areas where a rectangle 344 tall by 2414 wide will I between the bottom chord and any other mentors. 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 I. This buss has been designed for a moving concentrated load of 250.0th We located at all mid panels and at all panel points along the Bottom Chord, n0000ncurrent with any other live loads. - Graphical putfin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. ttO*R.0&BEt2ndard Job Truss Truss Type Qty Ply MAGNOLIA 2A JAll CALHIP 1 Job Reference (optional) LawTua iiur,ainu LLL.. runl5, . uiu rsurED.Aws USC U £U1U rnn U.qU S USC U I1U Vu USC IJVuUSu1SS, Inc. IllU U ) i4fU* I1S race lD2FI3c9vocbrEMVfP1?S5SJz7f4q.swwo?x4dG5NvkVhhWsLXKeMpdprQB?KU5UTQetyX5OP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p11) Vert: 9-10-68, 9-28-68, 28-30-70, 123O68. 5-3268, 9-32-28. 1-4-70, 21-24-20, 4-S=-68 Job Truss Truss Type Uty Ply MAGNOLIA 2A JA18 CAL HIP 1 Job Reference (optional) (aEcflIaTIUSF,ame LW, Pains, DP.. W251Q Peal: 82405 Dec 8 2018 P1811: 5.240 a VeC S 2018 Mifex Inaus0les. InC. iflU oct 3 12JT09 2019 Pace 1 lDiFl3c9vxxbiEMVfP7?S5SJz7t4q-J6UbDH5FlPVmLeGt3ZsZsruyPDCawQ8dJ7CzAHyX500 1140 31-11-12 8-9-12 13-3-12 17.0-4 l7llI 21-8-3 27-3-13 31-40 31-44 37-9-13 42-10-15 49.04) 8-9-12 4-6.0 3-8-8 QL7J7 4-0-3 5-7-10 4-0-3 0-6-5 5-10-1 5-1-2 8-1-1 0-0-5 ° Scale = 182A S 5x8 5x8 4x6 4x8 3.50112 33 18 34 17 3516 38 14 31 13 12 38 11 39 430= 2x411 8= 038= 4x8= 4d =4d_ 3x8 4i0= 3d = 740-2 L1112 171 24-60 31-11-12 40-4-11 4904) 74L') l 11.lfl ' i.a.g i._c_ii 7cr) g.A14 Li_c Plate Offsets 0(Y)— [30 -".0-1421,15:0-"A -1421.17-0-2-4A-2-0, [10.&",0-1-11. (120-1-8,0-241. (14:0-3-0,0-1-121 1150-2-I2,O241 LOAOING(psf) SPACING- 2-0-0 CS!. DEFL. in (lac) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.95 Vei1(LL) -0.41 1142 '099 240 MT20 220/195 TCOL 14.0 Lumber DCL 1.25 BC 0.87 Veit(CT) 4.04 11-12 '413 180 BCLL 0.0 Rep Stress bier NO WE 0.06 Horz(CT) -0.17 17 nla n/a BCDL 10.0 Code lBC20151TP12014 Matrix-MSH Weight 234 lb PT = 20% LUMBER- BRACING- TOP CHORD 23(4 OF Noi&Btr G Except' TOP CHORD Stsuctural wood sheathing directly applied or 2-7-9 cc psathis, except 5 Th 2X4 OF No.2 G 0-0-0cc puillns (3-4-2 max)- 4-7. Except SOT CHORD 23(4 OF No.2 G Excepr 3-4-0 cc bracing: 4-7 53:23(4 OF No.l&Btr G SOT CHORD Rigid ceiling directly applied or 3-10-14 cc bracing. WEBS 23(4 OF StudlStd G Excepr WEBS I Row at midpt 545 W4: 2X4 OF No.2 C I MITek recommendsthat Stabilizers and required aces bieing be WEDGE I installed during buss erection, in accordance with Stabilizer Right 2x4 OF Stud)Std -G I Installation aulde. REACTIONS. (IWs,ze) 10=1603/0-3-8 (nan. 0-1-11), 1-W0-3.8 (mm. 0-1-8), 17=354410-3-8 (req. 0-3-12) Max Hcrz10458(LC 13) Max Upliftlo-111(LC 4), 1-256(LC 19). 17-214(LC 5) Max Giav1041603(LC 1), 1189(LC 40),17--354q= 1) FORCES. (lb) - Max. ConipiMax. Ten. - Al forces 250 ((b) or less except When shown. TOP CHORD 7-8=-3008J321, 8-25=-39941319, 9-25=.40441309, 9-26=4358/361,10-26=-4310!345, 5-29=-21041268, 6-25=-21041268, 6-30-26371324,30-311=2031/3215, 7-31=-2825/325, 1-2=-21411352, 2-3=-120!2064 BOT CHORD 1-33=-12641216, 18-33=-12641216. 18-34=-1412I165, 17-34=-14121`165, 17-35=-1965/170, 16-35=-19851170, 15-16=-19651170, 15-36=-1621l526, 14-36=-162l1526, S 14-31=-252600, 13-37=-252600, 12-13=-253/2600, 12-38=-31513601, 11-W--31&3W7,11-39=-35&412S. 10-V=,M&4125 WEBS 9-11-336/99, 8-11=0/555, 8-12=-903(94, 7-12=0/404,6-12=01310, 6-14=-10171158, 5-14=-53/1186, 5-15=-2210/244, 445=454112, 3-l5al-24712953, 3-17=-29451248, 2-17-l021I112, 2-18=0/534 NOTES- Unbalanced roof live leads have been considered for this design. Wind: ASCE 7-10 VultllOmph (3-second gust) Vasdalnlph; TCOL6.0psf; BCOL80ps1 h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=i 60 plate gap 00L160 Provide adequate drainage to prevent water pondbig. This buss has been designed for a 10.0 psI bottom chord live load nonconcuirent with any other live loads. This truss has been designed bra live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 17 greater than input bearing size. This buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard M4SVTPI This truss has been designed for a moving concentrated load of 250.0th five located at all mid panels and at all panel points alon( Bottom Chord, nonconcuirent with any other live loads. Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at and 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). . [1 • EI JOb Truss Truss Type Ply MAGNOLIA 2A I A18 CAL HIP ic" 1 Job Reference (optional) callrenla-r,usl-rame u.c., rents, IR. waiu rem: e.qu S uec U U1U iUK s usc u uie Ivulex inausmes IflC. mu u 1zu:us 8115 rage ID2F13c9vxxbrEMVfP7?S5SJz7t4q-J6UbDH5F1PVmLeGt3ksZsruyPOCawQ8dJ7CzAHyX500 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (p11) Veit 7-25-68, 25-26-70, 10-26-68, 4-28-102. 28-30-102(F-34), 7-30=-i 02. 1-32-70, 4-32=-68. 19-22-20 Concentrated Loads (Ib) Vert 27-136 31-136 I 5*6 3*6 = 5*6 20 11 M 1631 15 14 ac 13 38 11Z SI 416— 294 11 4*6= 3x6 = 5*6= 4*8 = 4*6 = 5*10= 3.50112 Job Truss Truss Type uty MAGNOLIA 24 JA19 CAL HIP I J'W i Jab Reference (optional) caEon*a Tluwisme LL.. P083, (A. 92570 len: 8.2403 USC 82018 P1*082403 USC 82018 wax lreu35153, Inc. ThU 00 3 1 2 3 7 1 0 2019 Pa051 lD29viedEMVfP7?S5SJz7f4q-n12_Qd6uoiddzor3dGNoP3R8rdXJftDnYnyXijyX5ON 194-0 28-11-12 8-9-Il 133-12 19-0-4 194,11 2440 28.40 28,44 36-1.4 42.84 49.0-0 8-9-Il 44-1 ' 5-8-8 oL7 4-10.0 4-10.0 0-64 6-1-8 ' 6-7-4 04-6 0-7-7 . Scale =183.8 7-0-1 , 13-3-12 19.04 , 29-11-12 39-74 49-00 I 6-3-11 5-8-8 19-114 9-7-12 944 Plate Offsets 0(Y)— ltO-0-0.O-1-11. 14:0-3-0.0-1-81. 1110-0 -0.0-1-fl. 1130-5-0.0-341, 114:0-3-0.0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.85 Veit(LL) -0.60 13-14 '115 240 MT20 2201195 TCDL 14.0 Lumber DCL 1.25 Sc 0.90 Velt(CT) 428 13-14 .334 180 BCLL 0.0 .Rep Stress Ima NO INS 091 Horz(CT) -0.16 16 nla eta BCOL 10.0 Code 13C20151TP12014 Mat,ix-MSH Weight 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF Ilo2 G Except TOP CHORD Structural wood sheathing directly applied or 241-10 oc purhns. except TI: 2X4 OF No.1&Blr 0 04-0cc prailns (4-1-5 max.): 5-7. Except SOT CHORD 2X4 OF No.1&Btr G-Except' 4-1-0 cc bracing: 5-7 91: 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 3-9-1 cc bracIng. WEBS 2X4 OF StudlStd 0 WEBS 1 Row at isidpt 6-14 WEDGE lMflek recommends that Stabilizers and required cross biasing be Right 2" OF Stud/Std -G installed during truss erection, in accordance with Stabilizer botakbon mAde. REACTIONS. (lb/size) 115810-3-8 (mm. 0-I-8). 16=2828I044 (min. 0-3-0),11-1441Z-3-8 (min. 0-14) Max Horz1IS5(LC 30) Max UpIift1-527(LC 30), I6=-322(LC 22), 11420(LC 19) Max Grav1578(LC 35), 16=2928(LC I), 111542(LC 40) FORCES. (Ib)- Max. Ccn1Max. Ten. - M forces 250 (lb) or less except when shown. TOP CHORD 741=-248111430, 8-9=-3311I1393, 9-24=-343511711. 10-24=-3619/I930. 10-25--4384M20,11-25=40241331, 5-26=-5601185. 6-26=8541067, 6-27=-20241556, 7-21=-201 61803. 1-2=-153611720, 2-2=-712/1480, 34=43011486. 4-25=41981649, 5-28=5881347 SOT CHORD 1-29=-169511555, 17-29=-169511565, 17-30=-1838/1531. 16-30=-183611531, . 16-31=-23131F1604, 16-31=-203711604.14-15-14011164,14-32--45711697, 32-33=-I497!2161, 33-34=-I5l9f2258, 34-35=-207312812. 13-35=-280113540, 13-36=-262214013, 12-36=-2622I4013, 12-37=-253114269, 11-31=-253114269 WEBS 10-12=4961241, 8-I2=-581618. 8-13--10111177.7-13=-1641396.6-13=-3271756, 6-I4=-I406i426, 4-14=-41&2394. 4-16=-22551394. 2-I6=-959Il86, 2-17=01522 NOTES- Unbalanced roof live loads have been considered for this design. Word: ASCE 7-10; Vutt=llOmph (3-second gust) vasdslieph; TCOL6.0psf BCOL8.Opsf, h20ft Cat. II; ER, B; Endosed; MINERS . (envelope) gable end zone; cantilever tell and tight exposed ; end ventral left and light exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate draulage to prevent water pondisg. This truss has been designed for a 10.0 ps1 bottom chord live load nonoonculTent with any other live leads. 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 tail by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 100psf. 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 23061 and referenced standard ANSI/WI 1. B) 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, noncencunent with any other live loads. 9) This truss has been designed for a total drag load 014800 lb. Lumber DOL=(i 33) Plate grip 00L(t33) Connect buss to resist drag Ica along bottom chord from 20-9.0 to 34-9-0 for 342.9 pIt. 10) Graphical Wallin representation does not depict the size or the orientation of the purthi along the top andlor bottom chord. Ii) Hanger(s) or other connection device(s) sliail be provided sufficient to support concentrated load(s) 40 lb down and 9 lb up at 194W, 40th down and 9 lb up at 2944 on tap chord. The designlselection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard p. W3Oi2 NO. C5382i 10 . Job Truss Truss Type I' MAGNOUA2A A19 CALKIP I i IJob I Reference (optional) I IUDJWdJUW I.L.., rcIu, fl. WSJ,U LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnorease1.25, Plate lncrease=125 Uniform Loads (pit) Veit 7-24--68,24-26--70, 11-28=48, 5-7--E8, 1-28=-b. 5-28=48, Concentrated Loads (lb) Vert 28=34 27=-34 rvM.D.,MU5 UM o uio rum; o.'w o uio ivii.ex umuuum, .n. mu u ii:iu 611u ru lD2FI3c9vodxEMVfP7?S5SJz7f4qni2_Qd6uoiddGNoP3R8rdXJftDnYnyXijyXrON LI S Job I miss miss rype MAGNOUA2A A20 MONOIRUSS JC" 1 IFly Job Reference (optimal) usiesnia urusi-inme u., reins, u. usIU Nun: 524U s usc o ails rnzm 5245 a usc o ails MI 155 unausules, Inc. mu u J lzjI:11 "IN race 1 ID2FI3c9viocbrEMV1?S5SJz7f4q-FVcMez6WZOIUbyQFBy1yG_Mju3OMgwnRh4F9yX5OM 6-6-5 , 14-9-8 6.6-5 8-3-3 2x411 Scale = 121.8 9. 454 = 849 1444 I 5.5.4 5-2-15 Plate Offsets (XX)— '10-0-5.0-142L I4:E02e.0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) bideS Lid PLATES GRIP TCLI. 20.0 Plate Grip DOL 125 IC 0.10 Veit(LL) -0.44 54 '399 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 087 Veit(CT) -034 5.6 '234 180 BCLL 0.0 • Rep Stress liter NO WB 0.89 Hor4CT) -0.03 6 n/a n/a BCDL 10.0 Code IBC20l5ITPI2O14 Matrlx-MSH WeighL 59 lb FT = 20% BRACING- TOP CHORD Slnictural wood sheathing directly applied or 4-8-200 puslins.. BOT CHORD Rigid ceiling directly applied or 9-1-6 cc bracing. IMifeft recommends that Stablkzere and required cross breang be Installed dining buss erection, in accordance with Stablhzer Installation guide. LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4DFNo20 WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 464710-34 (mitt. 0-1-8), 6=870/Mechanical Max Horz4-119(LC 8) Max Uplift@4I(LC 8), 6=46(LC 8) FORCES. (lb) - Max. CompiMax. Ten. - Al forces 250 (Ib) or less except when shown. S TOP CHORD 3-13=-1238/O. 13-14=-129910, 4-14=-131110 SOT CHORD 6-15=-11711015, 5-1S=-117I1015. 5-16=-4211188, 4-16=42/1188 WEBS 34=0/550, 3-6=-1100/126 NOTES- Wind: ASCE 7-10; Vult110rnph (3-second gust) Vasd81nmph; TCOL&.0psf BCDL&)psI h20ft Cat II; Eiq, S. Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 344 to 1444, ExtetIoi(2) 044 to 344 zone; cantilever left and tight exposed; end vertical left and right exposed C-C for members and tomes & MWPRS for reactions shown; Lumber 00L1.80 plate grip DOL=1.60 This buss has been designed for a 10.0 psf bottom chord live lead nonconcunent 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 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 buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/TPI I. This buss has been designed for a moving concentrated load of 250M live located at all mid panels and at all panel points along the Bottom Chord, nonconcinrent with any other live loads. LOAD CASE(S) Standard . 1) Dead + Roof Live (balanced): Lumber lnciease1i5, Plate lncrease1i5 Uniform Loads (pit) Veit 1-l2=-68. 12-14=-b, 4-14=-68, 7-6=-20 I . I . I Ll 0 Job Truss TrUSS Type Qty Fly MAGNOLIA 2A A21 MONO GAL HIP I Job Reference (optional) caicomia TIuslrame u.c., Pems. CA. ic2510 Nun: 82408 Dec 6 anu I= 8.2408 Dec 6 2018 MITeS IngusTiles, Inc. mu OU 312:31:112019 Page 1 ID:ZFl3c9vrcEMVtP7?S5SJz7fq-FVcMez6WZOlUbyQFB_vlyG_OL1w2OPVwnRh4F9yX5OM 0-11-13 0-11-8 • 1-7-4 7-4-7 14-9-8 0-11-8045 ' 5.9-3 I 745-1 0-7-7 Scale 126.7 40 30 = 1-7-4 94-I 14-9-8 IL1L1* Plate Offsets 0(Y)- 130-0-1.0-1-12L 14:0-0-0.0 -I-IL 16:0-24.0-2481 LOAOING(pst) SPACING- 2-0-0 CSI. DEFL in (bc) lldell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.56 Vert(LL) -026 54 '673 310 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.74 Vert(CT) -0.48 54 '366 180 BCLL 0.0 • Rep Stress Inor NO WE 066 I-torz(CT) -0.05 7 nfa nla SCOL 10.0 Code IBC2015fPl2014 MatJ1X-MSH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF 11102 G TOP CHORD Structural wood sheathing directly applied or 3-7-13°c puitins, except 801 CHORD 2X4 OF No2 G end verticals, and 044cc pwulns (64.0 max.): 1-2. WEBS 2X4 OF StudfStd G 801 CHORD Rigid calling directly applied or 44.9oc bracing. MiTek recommends that Stabilizers and required oross bracing be Installed during truss erection, in accordance with Stabilizer Installation snide. REACTIONS. (lblsiza) 4565104-8 (mm. 0-14), 78371044 (mm. 0-1-8) Max Horz4=-132(LC 26) Max Upllft4.619(LC 19). 7-173(LC 20). Max Grav4=951(LC 40), 7637(LC 1) FORCES. (ill) - Max. Con,JMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 2-11=-9161713, 3-11=-121611001, 3-12-2504/1702. 4-12=-259511781. l-13=-311161. 13-14=-307160, 2-14=-3521211, 1-7=4861116 801 CHORD 6-15=-399!390. 6-16=-1151!1844. 16-11=.-19l812021, 5-17=-191812413, 5-18=-1769r2494, 4-18=-1769/2494 WEBS 3-5=-21516, 34=41281259, 11-6=-721871 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; vultllOmph (3-second gust) Vasd87mph; TCDL=5.0pst BCDL=8.0p51 W2ft Cat. II; Eap 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip D0L160 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chard live load nonconcunwnt with any other live loads. This miss has been designed bra live load 0120.opsf on the bottom chord in all areas where a rectangle 3-6-0 tat 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 ANSIIIPI 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. This truss has been designed for a total drag load of 2000 lb. Lumber DOL(l.33) Plate grip DOL(133) Connect truss to resist drag loads along bottom chord from 6-9-8 to 14-9-8 for 250.0 plf. Graphical pwuln representation does not depict the size or the orientation of the Pullin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided suffirtient to support concentrated load(s) 161 lb down and 36 lb up at 011. top chord. The designlselertilon of such connection device(s) is the responsibility ofothers. In the LOAD CASE(S)section, loads applied to the face of the truss arenoted as front (F)cr back (B). LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber 1norease125, Plate lnarease125 linttonn Loads (pit) Vert 2-11=48,11-12--70,4-12=-68,1-13--136(F-34),2-13--102,7-8---20 Continued on page 2 . . . . Job TrUSS truss Type My MAGNOUA 2A A21 MONO CAl. HIP Q" 1 Job Reference (optIonal) LaIffTtja injsp,ame u.u., reins. u wAvu LOAD CASE(S) Standard Concentrated Loads (lb) Vert 144=136 Nun: 524U s usc e 2U15 rnnr LZ4U S uec e 2U15 Mileic unausuies, Inc. Tnu aa a iai:ii 2019 raqe 2 ID:ZFI3c9v,ccbrEMVtP7?S5SJz7f4q-FVcMez5WZOlUbyQF8j,1yG_OL1w2OPVwnRh4F9yX5OM 0 [1 . Scale = 1246 2s411 4x0= 544 ¶ 1448 9-54 54-4 Job Truss Truss Type Ply MAGNOUA2A Afl MONO CAL. HIP 1Q1Y 1 Job Reference (optional) ainiva .nj,s-rame w... rnw, L4L VA21W ,un; 0iqu 5 LMC a asia rnnL O.L4U a WCC a UiD ivupeji ijiuuw, inc. flu uvu ., 411W ragei ID2Fl3c9vxxbrEMViP7?S5SJz7f4q-jhAkrJ78XKtLC6?SIhQGUUWUvQEO7wM4?5RdncyX5OL 24.13 5-5-4 9-11-11 14-94 2-9-13 2-7-7 4-6-7 I 4-9-13 Plate Offsets MY)- 0-2-1Z0-2-0l. I70-20.0-14)1 LOADING (pet) SPACING- 2-0-0 CSL OEFL. in (be) Vdell Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 IC 082 Vert(LL) -033 6-10 '632 240 MT20 220/195 TCDL 140 Lumber DCL 125 BC 0.80 Veit(CT) -0.61 6-10 '288 180 ECU. 0.0 • Rep Stress ma- NO WE 0.42 Herz(CI) -0.03 7 Wa Wa BCOL 10.0 Code 13C20151TP12014 Malnx-MSH Weight 65 lb FT = 20% LUMBER- BRACING. TOP CHORD 29 OF No2 G TOP CHORD SOT CHORD 294 OF No2 0 WEBS 2X4 OF StudfStd C 301 CHORD REACTIONS. (lb/size) 587510-3-8 (min. 0-1-8), 7=703/0-3-8 (min. 0-1-8) Max Ho,z5-100(LC 9) Max Upli88.28(LC 8), 7=57(LC 8) - FORCES. (Ib) - Max. Con,JMax. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 2-11=-9221235. 11-12=-931f234, 4-12=-1016r230. 4-13=-1450/173, 13-l4=-14611161. 5-14=-15011160, 1-15=6441323,15-1941/324, 16-17=41140024.2-17=440M4, 1-7=489217 301 CHORD 6-19=19311403, 5-19=-19311403 WEBS 44484/08, 2-6=-181l259, 1.-6=-30311030 Structural weed sheathing directly applied or 44 14 oc P1i111i15, except end veatcels. and 0-0-0cc puffins (5-11-i max.): 1-2. Rigid ceiling directly applied or 10-" cc bracing. Mileic recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer laxlahn guida NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110nh (34econd gust) Vasd67nWh; TCOL=8.0psf BCDLS.Opsf; h2oit Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone and CC lnteiioc(i) 13.7-3 to 14-7-12, Exterior(2) 944 to 13-7-3, tnteiior(1) 344 to 114141, Extelio42) 04-0 to 30-Ozone; cantilever left and dghi exposed; end vertical left and dghtexpcsedC-C for members and forces & MWFRS for reactions shown; Lumber DOL=i 60 plate grip DOL160 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pet bottom chord live load nonconcun-ent with any other live leads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.64 tall by 241-0 wide will fit between the bottom d10rd and any other mentheis. 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 ANSYTPI 1. This buss has been designed for moving concentrated load of 250 Olb live located at all and panels and at all panel points along the Bottom Chard, noneencuirent with any other live loads. Graphical puifln representation does 1101 depict the size or the oiientaticn of the puilin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead i-Roof Live (balanced): Lumber lnaease125, Plate Ina-ease125 Uniform Loads (01) Veit 2-3-68, 2-11=48,1144=-70,5-14=48.146=-W, 2-16-26.7-8--20 [1 Job truss Truss Type Uty Ply MAGNOLIA 2A 23 MONO CAL HIP I 1 - - Job Reference (optional) WIflid Iwr,,mgLLl... rem, lM. VAUM NUJE D.W S USC S 11S rnm: S2U S USC S U1S WIJ1C1IIJ1SUSU1SS IflC. 11W U 13I:1UW ra 5 1 lDiFI3c9v,olbiEMVtP7?S5SJz7f4q.(hAkrJ78KKtLC6?SIhQGUUWVtQEX7xl4?5Rdncy)&OL I 4-9-13 5-5-4 9-11-11 14.9-8 4-9-13 0.7-7 4-6-7 1 4-9-13 Scale = 1:24.6 4x4 = 2x411 456 = 5.94 1448 I 6-54 i 944 Plate Offsets ((Y)— 11:0-142.0-2-01. 12.0-1-12.0-2-CL 15:0-2-8.0-2-0 LOADING (pet) SPACING- 2-0-0 CSI. OEFL. In (Icc) I/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.75 Vert(LL) -0.33 5-9 '532 240 MT20 230/195 TCDL 14.0 Lumber DCL 1.25 BC 0.79 Verl(CT) -0.61 5-9 .290 180 ECU. 0.0 Rep Stress lncr NO WE 038 Hoi'Z(CT) -0.03 6 nfa nla BCDL 10.0 Code IBC20151`TPl2014 Matslx-MSH Weight 62 lb P1=20% BRACING- TOP CHORD Slaictorat weed sheathing directly applied cr5-i-Soc purthis, except end verticals, and 04-0cc puffins (64-0 maxj- 1-2. SOT CHORD Rigid ceiling 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 suide. LUMBER- TOP CHORD 2X4 OF NO2 G 501 CHORD 2X4 OF No.2 G WEBS 2X4DFStudIStdG REACTIONS. (lb/size) 4444/0-3-8 (nun. 0-1.8). 644-3-8 (mm. 0-14) Max Horz4-103(LC 6). Max Upllft4-81(LC 5), 6=40(LC 5) FORCES. (Ib) - Max. Con,JMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4931110,34=-1438r240,1-2=417112Z 1-6=410108 901 CHORD 5-11=-234/1347. 4-11=-234/1347 WEBS 3-5=-559/187, 1-5=45/883 NOTES- Unbalanced roof On loads have been considered for this design. Wind: ASCE 7-10; Vultil0mph (3-second gust) Vasd=8lmph; TCDL=SApst 5CDL60PSf h20ft Cat. II; Epp C; Enclosed, MWFRS (envelope) gable end zene; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip 00L1.60 3) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent wIth any other live loads This truss has been designed for a live load of 20.0psf on the bottom chord mall areas where a rectangle 340 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 ANSIIIPI 1. This truss has been designed for a moving concentrated load of 250.0th On located at all mid panels and at all panel points along the Bottom Chord, noncencunant with any other live loads. Graphical pwlln representation does not depict the size or the orientation of the punt, along the top and/or bottom chord. LOAD CASE(S) Standard 0 Scale = 1:24.S 4x8 4x8 = 7-54 1444 7-5.4 I 7-44 4at = IF Job miss Tniss Type uty iy MAGNOLIA 2A A24 MONO CL HIP I Job Reference (optional) ,aurwnla Inns-fame U.i.., reins, i. W4SIU Nun: 524115 ime WiS rnnt e.ieu S USC S U15 lvii 155 lflSUuUi55, Inc. IflU ua a 114l:1 21115 race i ID:ZFI3c9v,ocbarEMVfP7?S5SJz7(4q.jhAkrJ78KKtLC6?SIhQGUUWV?QGn7yv4?5RdncyX5OL 3-9-8 6-9-13 7-5-4, 14-9-8 3-9-8 3-0-5 0-7-7 744 Plate Offsets ((Y)— 0-24.0-2-01. 13:0-2-0.0-1-121.14:0" 0.0-1-11.16:0-2-12.0-2-01 LOADING (psf) SPACING- 20-0 CSI. DEFL in (Ice) lldell Lid PLATES GRIP TCLL 200 Plate Grip OOL 1.25 IC 0.75 Veit(LL) -025 5.6 '716 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.64 Veit(CT) -0.37 5-6 '480 180 BCLL 00 Rep Stress ma NO WS 0.32 Horz(CT) -0.03 6 nla nla BCDL 100 Code IBC2015lT1312014 Matrix-MSH Weight 58 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wOod sheathing directly applied or 3-11-15 oc pudins, except SOT CHORD 2X4 OF No2 G end veiltcals, and 0-00cc pullns (5-8-9 max.)- 1-3. Except WEBS 2X4 OF SWdIStd G 5-9-Coo bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10-1341 cc bracing. Mifek recommends that Stablhzess and required aces bracing be installed dining buss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 4644/0-3-8 (nun 0-1-8), 6=544/04.8 (min. 0-1-8) Max Haiz4=.81(LC 6) Max Uplift@-82(LC 5), 6=.88(LC 5) FORCES. (lb) - Max. CompfMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-12431150. 2-3=-1130/166 BOT CHORD 6-16=-1211193. 5-16=-127/798, 5-11=-122/1127, 4-11=-12211127 WEBS 24=-23/453.2-6=400/171 - NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL5.0psf BCDLS.Opsf; h--2ft Cat II; Eirp C; Enclosed, MWFRS (envelope) gable end zone; cantilever left and light exposed; and vertical left and right exposed; Lumber DOL=1.60 plate gap 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed Iota 10.0 psI bottom shard live load nonconcuirent with any other live loads. This truss has been designed for a live load of 20 0ps1 on the bottom chord in all areas where a rectangle 3-641 tall by 2414 wide will fit between the bottom shard 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. This buss has been designed for a moving concentrated load 01250.011, rive located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. Graphical pu,fin representation does not depict the size or the orientation of the Pullin along the top andlor boltam shard. LOAD CASE(S) Standard J0b Truss Truss Type uty Ply MAGNOUA2A I 606 GABLE 1 Job Reference (optional) CalitmaTnhsFrame I.M. Penis, CA. 92570 Run: 82408 Dec 6 2018 Punt 8.240 $ Dec 6 2018 MITeX Industries, Inc. TftU 312:37-13 2019 Pane 1 lD2Fl3c9EMVfP7?S5SJz7t4q-Blk63f8m5d?CqGaeIPxV1h3dPqbnsGtDEIABJ2yX5OK 7.8.0 7-A5 14-94 18-0-0 21-2-12 28-2-11 2&6-0 36-0-0 7-6-0 0--5 6-11-15 3-2-12 3-2-12 6-11-15 O--5 7-6-0 Scale = 1576 Ll 6x6 = exe= 2M II 8x10= 8x10 = 2x4 II 6x6= 7-84 144-4 21-2-12 28-2-11 36-0-0 7-9-5 6-11-15 6-5-8 6-1145 741-5 Plate Offsets (X.Y)— 10-3-5.EdgeL 14.0-3-0,0-248L 17.0-?.Edoe1. I90-2-1Z04-(" 1110-3-12.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFI.. in (lac) Udell Lid PLATES GRIP TCLL 200 Plate Gulp DOL 1.25 IC 0.06 Vert(LL) -0.13 1142 '999 240 MT2O 2201195 ICOL 140 Lumber DCL 1.25 BC 0.72 Ve,t(CT) -0.37 12-38 '681 180 BCLL 0.0 * Rep Stress hncr NO WB 085 Hc.z(CT) -0.05 1 nfa nla BCOL 10.0 Code lBC2015ITP12014 Matnx.MSH Weight 267 lb FT = 20% r n LUMBER- TOP CHORD 20 OF No2 G ' SOT CHORD 2X6 OF No2 G WEBS 294 OF StudlStd G Exespr W6: 2X4 OF No2 G, W3,W5,W7: 2X6 OF No.2 G OTHERS 2X4 OF Stud(Std G Excepr $15: 2x8 OF No2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-9 cc pwuuns. SOT CHORD Rigid ceiling directly applied or 6-0-Coo bracing. WEBS 1 Row at midpt 4-9,6-9.2-I1 MiTch recommends that Stabilizers and required cross bracing be Installed dining buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (llilsize) 113201544 (min. 0-14), 7=381/0-5-8 (min. 0-14), 9=523510-5-8 (req. 0-5-9) Max Horz781(LC 36) Max Upllftl-308(LC 21), 7-269(LC 30), 9=-834(LC 21) Max Gmv11360(LC 43), 7516(LC 39), 9=5235(LC I) FORCES. (tb) - Max. Con,JMax. Ten. - Al fames 250 (Jb) or less except when slimmi. TOP CHORD 1-2=-350911086, 2-8=-7781411, 3-4=-752!490, 4-5=-547r2783, 5-6=-100512944, 6-7-1035I952 BOT CHORD 1-42=471/1755, 1-43=-1049!3351, 12.43=-104913351, 12-44=-1049/3351, 1144=-104913351, 10-11=-11611795, 9-10=-1161/198, 945=-607I727, 45-46=-607!727, 846=445(565, 8-47-3421463, 7-47=-7961826, 7.48=4911683 WEBS 4-333I588, 5-9=-1082I433, 6-9=-2956/544, 4-I1-478/2609, 3-11=-1 Off 7I428, 2-11=-29591554, 2-120(560, 64=01563 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuft11Onh (3-second gust) Vasd87mph; TCOL8.0psl BCOL8.0psI h201% Cat. II; Eiq, C; Endosed; MWFRS (envelope) gable end zone; cantilever left and light exposed ; end vertical left and light exposed; Lumber OOL1.60 plate gulp DOL=1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. Gable studs spaced at 1.44 cc. We buss has been designed for a 10.0 psI bottom chord live load noncc,uxnrent with any other live loads. 6)Th1s buss has been designed for a We load of 20 0ps1 on the bottom chord in all areas where a rectangle 344 tall by 2414 wide will fit between the bottom chord and any other menteis. 7)A plate rating reduction of 20% has been applied for the green lumber rnembeis. 8) WARNING: Required bearing size at j0n1(s) 9 greater than input bearing size. 91 This buss is designed in accordance with the 2015 International Building Code section 23081 and referenced standard ANSIITPI 1. 10) This buss has been designed fora moving concentrated load of 250.01b We located at all mid panels and at at panel points a Bottom Chord, nonconcujrent with any other live loads. II) This buss has been designed for total drag load of 1400 lb. Lumber DOL(i 33) Plate gulp 001(1.33) Connect buss to re.- loads along bottom chord from 26-5-0 to 35-0-0 for 1461 pIt. Girder carries hip end with 7-641 end setback. Hangezis) or other connection device(s) shall be provided sufficient to support concentrated load(s) 652 lb down and 200 lb u and 652 lb down and 200 lb up at 7-641 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 truss are noted as front (F) or back (8). %MMMIlindard 0 111 10 Job Truss pe uty PIy MAGNOUA2A 605 7GABLE 1 Job Reference (optional) aIircmla TIUSrame u.c. Penis, uA wz*fu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate 1norease1.25 Uniform Loads (plf) Veil: 1-2.68. 2-4-157(F-89). 441-151(F-89), 6-768, 35-39-46(F-26) Concentrated Loads (Ib) Vert 6=-510(F) 2-510(F) loin: 524U S USC S ann 1111K 11211U S USC S zoits MuSS Ilisilsifies, InC. mU U S 1Jl:1s ZUlU rage i lD2Fl3MVfP7?S5SJz7f4q.81k63f8m5d?CqGaelPXV1h3dPqbnsGtDEtASJ2yX5OK Ii i. if El 4x4= 6x8= 2=411 4x4 = 2=411 3x6= S 2x411 5 3.50[j2. Job miss Truss Type Qly FTy MAGNOLIA2A 807 COMMON 8 Job Reference (optional) Cabronsa TnhsF1ame LLC., Ferns, CP.. 92070 Run: 82400 Dec 62018 Flint 8240 s Dec 6 2016 Mffell Ifldu$bie$, It. Thu O 312:37:14 2019 PaQel ID2Fl3c9v,obiEMVfP7?S5SJz714q-g4HUG?9Osx73SQ9qs6SkZvcpuEvHbhBMTPwlcsUy15OJ 6-4-2 12-4-5 18-0-0 21-2-12 26.8-4 30-5.0 34-24 36-0.0 6-4-2 6-0-3 5-7-11 ' 3-2-12 5-3-8 3-10-12 3-9-8 ' 1-9-8 Scale= 159.4 S 6x10 MTIBHS= 94-15 18-0-0 21-2-12 214-8 264-8 2644 38-24 36-0-0 94-15 8-7-1 3-2-12 04112 5-0-0 01!12 7-8-4 1-9-8 Plate Offsets 0(Y)— '0 -O-t0-1-12L 1160-4-4.04-01 LOAOING(psf) SPACING- 2-0-0 CSL DEFL in (icc) Udell Lid PLATES GRJP TCLL 20.0 Plate Grip DOL 125 . IC 0.85 Veit(LL) -025 15-22 '611 240 MT2O 2201195 ICOL 14.0 LontherOOL 125 BC 0.83 Vefl(CT) -070 11-12 '253 180 MTI8HS 2201195 ECU. 0.0 • Rep Stress bier NO WB 0.97 Horz(CT) -0.05 1 nfa eta BCDL 10.0 Code 13C20151TP12014 Matrix-MSH Weight 169 lb FT =20% LUMBER- BRACING- TOP CHORD 294 OF No2 G TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc puitins. 801 CHORD 2X4 OF 11102 G-Except! 801 CHORD Rigid ceiling directly applied or 6441oo bracing. 022X6DFNo2G WEBS l Raw atnuidpt 5-13 WEBS 23(4 OF SwdlStd G NTek recommends that Stabilizers and required aces bracing be instated during truss erection, in accordance with Stabilizer mdde REACTIONS. ((bfsize) 1044406,4 (mm. 0-1-8), 171810-34 (mbi. 0-1-413=204810-5-8 (min. 0-2-3) Max HorzloEl(LC 12) Max Upllftl0-65(LC 13), 1-95(LC 12),13=456&C 9) Max Grav10526(LC 24), 1787(LC 23), 13=2046(LC 1) FORCES. (lii) - Max. ConJMax. Ten. -Al forces 250 (to) or less except When shown. TOP CHORD 4-5-21602322,66-264=1813, 6-7=-2191276, 7-8=412I185, 8-23=6621161, 9-23=9801150, 9-10=-10441124, 1-24=-17871242, 2-24=-17351259, 2-3=43131147 801 CHORD 1-26=-20411665, 15-26=-20411666, 15-21=441839,14-27=441839, 14-28=1351375, 13-28=.135f315, 13-29=-177!341, 12-26=-177l341, 12-30=-1921941, 11-30-192f841, 11-31=-1921941,10-31=4921941 WEBS 8-12=6791149,7-12=01519. 13-18--18841172.5-16-39N131, 14-I6=-5581198, 4-14=-621791, 3-14=-1006f208, 3-16=01696, 2-16=-5401191, 4-16=21471271, 6-16=-23041332, 9-110I402 NOTES- Unbalanced rod live loads have been considered for this design. Wind: ASCE 7-14k, Vu1t=lloniph (3-second gust) Vasdalieph; TCOLz8ApA SCDL=SApst h201t Cat. II; Exp C; Enclosed, MWFRS (envelope) gable end zone and C-C E*tedor(2) 044 to 344, 1n1en0(1) 3-0-0 to 18-0.0, Exterioc(2) 18-0-0 to 21-2-12, lntesioc(1) 21-2-12 to 36-041 zone; cantilever left and right exposed. end vertical left and right exposed;C-C for members and forces & MWFRS for reactions ehevei; Lumber 00L1.60 plate grip OOL1.60 Al plates are MT20 plates unless otherwise indicated. This truss has been designed for al0.0 psi bottom chord live load nonconcunent with any other live loads. This truss has been designed for a two load of 20 Opsf on the bottom chord in all areas where a rectangle 34.0 tat by 241-0 wide will fit between the bottom chord and any other men*ers. 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 ANSltPI 1. This buss has been designed for a moving concentrated load of 250.0b live located at all mid panels and at at panel points along the Bottom Chard, nonooncunentM4th any other live loads. Hanger(s) or other connection device(s) shad be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 28-4-8, and 50 lb down and 4 lb up at 2144 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard - I) Dead + Roof Live (balanced): Lumber lnereaseM25, Plate Increase=125 Continued on page 2 10 Job miss - truss Type uty iy MAGNOUA 2A 607 COMMON 8 I JobRWnce(o2LWnal) caissiia 1n,sName LW.. Perim, (P.. Yzatu LOAD CASE(S) Standard Unitomi Loads (pit) Vert 4-10=48.1-4--W. 17-20=.20 Concentrated Loads (lb) Veit 12-50 13=-SO t(Ufl: S.Z4U S USC S U1S rnnl: S.Z4V S USC S W15 MI 1511 InaUS51e5, InC. InS U 1 tC3(.14 U1S rage i ID:ZFI3c9v,ocbrEMVfP7?S5SJz7(4q-g4HUG?9Osx73SQ9qs8SkZvcpuEvHbhBMTPwksUyX5OJ r. Li Ll • I. Job 1Truss iTruss Type I' MAGNOLIA 2A I I I I 1008 COMMON I Job Reference (optional) .lu,rrallln 1, rca.,, t.n. .t,u null; c.tqu 5 U C £UIO nulL cause laG C flhlfl IVIJICA IlRIM5UW, 111G. IOU Uul 4 1z4,;iq an. nun i ID2Fl3xxbiEMVfP7?S5SJz7f4q-g4HUG?9Osx73SO9qs6SkZvciQEyPbq8MTPwlcsUy)150J .3-12 4-11-15 10.9-0 12-6-8 0L3-12 4-8-3 5-9-1 1-9-8 2x411 Scale: 1IT=1' 2x40 - 4x4 = 7-114 7-7-8 10.960 24-12 12-6-8 i-S-a Plate Offsets (XY)— '0-0-11 0-2-0l. 15:E00e.0-2-01 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (Ion) Well Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 IC 033 Veit(LL) 4.35 7-8 '420 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 VeIi(CT) -0.60 7-8 '247 180 BCU. 0.0 Rep Stress mci YES WS 0.40 Hoiz(CT) 4.02 8 nfa us BCDL 10.0 Code IBC2015iTPI20I4 MatIiX-MSH Weight 51 lb FT = 20% LUMBER- BRACING- TOP CHORD 294 OF No2 0 TOP CHORD 801 CHORD 294 OF No.20 801 CHORD WEBS 2X4OFSWdIStdG REACTIONS. (lb/size) 5=538/0-5-8 (min. 0-1-8), 5=588/Mechanical Max Ho,z5=-130(LC 9) Max Uplift5=-50(LC 9) 8=-94(LC 9) Max Grav5=543(LC 33). 8566(LC 1) FORCES. (lb) - Max. CornpJMax. Ten. - NI forces 250 (lb) or less except when shovel. TOP CHORD 3l4=.11l2I42. 4-14=-1133127, 4-5=-112210 SOT CHORD 8-15=-1771709, 7-l5=-1771709, 7-16=-116!1088. 6-15=-11611068. 6-17=-I 1611058. S-17=-11611068 WEBS 3-5=-7951199. 3-7=01685, 44=-2611109 Structural wood sheathing directly applied or 5-7-15 cc pinhuns Rigid ceiling directly applied or 10-0-000 bracing. MITch recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation auide. NOTES- 1) Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCOL=8.0psf BCDL=6.opsf h=20ft; Cat. II; EN, C; Enclosed; MWFRS (envelope) gable end zone and C-C Extejioi(2) 23-5-8 to 26-5-s. lntedol(I) 265-8 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 OOL1.60 plate grip 00L160 " 2) This buss has been designed for a 10.0 psf bottom chord live load nonooncinrent with any other live loads. 3)' This miss has been designed for a live load of 200p5f on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 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 Al4SVrPl 1. This buss has been designed for a moving concentrated load of 2500lb live located at all mid panels and at all panel points along the Bottom Chord. nonconcuffent with any other live bads. LOAD CASE(S) Standard Job Truss Truss Type "" Ply MAGNOLIA2A 009 COMMON 1 Job Reference (optional) aiiromsa uusname LEE. Iems, cM. viatu Nun: L4U S uec e aulu Pflflt 524U S usc u 5515 uviilex Incusmes Inc. mu ua a iz'a(:lD 1015 no lDiFl3cthEMVfP7?S5SJz7f4q4G1UL90dFFv3ZIc1Qqzz8686oeleKHOfl3fl1OxyX5Ol 12 4-11-15 1040 12-6-8 -3-12 4-8-3 I 5-9-1 21911 D=1400# Scale: 1I21 8 2x411 21911 4z9 = C-3-12 2 7-11-4 1-7-8 10-9-0 2-9-12 12-6-8 Plate Offsets 0(X)- f30.0-10-2-01 LOADING (psi) SPACING. 2.0-0 CSL DEFI.. in (Icc) Ilde1I Lid PLATES GRIP TCLL 20.6 Plate Cup DOL 1.25 IC 033 Veut(LL) -0.35 7-8 '420 240 M120 2201195 TCOL 14.0 Lumber DOL 125 BC 0.70 Vert(CT) -0.60 7-8 '247 180 BCLL 0.0 • Rep Stress limcr YES WE 0.40 HorZ(CT) -0.03 8 Na Na BCOL 10.0 Code I3C2015lTPI2014 Matrix-iriSH Weight 51 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc pwtins. 601 CHORD Rigid ceiling directly applied or 54-7 or bracing. MiTeic recommends that Stabilizers and required a'oss bracing be Installed doming buss erection, in accordance with Stabilizer lnstaflalion cuide. REACTIONS. (IbIsmze) 5=53810-5-8 (main. 0-1-8). 8=565IMet*ianlcal Max Horz5=-165(LC 30) Max UpllI.469(LC 30). 5=-115(LC 29) Max Grav5=712(LC 47), 5=556(LC 1) FORCES. (Ib) - Max. CcnlpfMax. Ten. -M forces 250 (lb) or less except when shown. TOP CHORD 2-13=-334I288. 3-13=-532(529, 3-14=-1527iT84. 4-14=-I854!1071, 4-5=-201511232 601 CHORD 8-15=-4811059. 7-15=-102611353. 7-16=-909/1583. 6-16=-1127l1828. 6-17-1242I1915. 5-17=-132812002 WEBS 3-5=-795I269, 3-7=-30/655 44=-2611163 NOTES- - Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd37mph; TCDL8.0psf BCOL80ps1 h200; Cat. II; Euqu C; Endosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 23-5-8 to 26-5-8. lntemior(1) 26-5-8 to 3644 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 gimp DOL1.60 This buss has been designed fora 10.0 psi bottom chord live load nonconcuirent with any other live loads. This buss has been designed for a live load of 20.6psf on the bottom chord in all areas where a rectangle 3-64 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 23081 and referenced standard ANSlt1Pl 1. This truss has been designed for a moving concentrated load of 250.(Nb In located at all mid panels and at all panel points along the Bottom Choid, nonconcuurent with any other live loads. This buss has been designed fora total drag load of 1400 lb. Lumber 00L(1.33) Plate grip 001,(133) Connect buss to resist drag loads O along bottom chord from 00-0 to 12-64 for 111.6 pIt. LOAD CASE(S) Standard 0 LUMBER- TOP CHORD 2X4 OF t1o2 C 601 CHORD 2X4 OF No.2 C WEBS 2X4 OF StudlStd G Job Truss Truss Type Ply MABNOLIA2A COB GABLE July1 Job Reference (optional) ua,ssnia lnisl-Iame u.u.. rem,, up.. W.31u nun: 524U S LMS 5lflS mm: 52458 USc S 5515 MuSK unausuies lflc. (flu U S 1 ,:1b 551S rage 1 lD2Fl3c9 xbi 1lVfP7?S5SJz7f4q.cSPFhhA)YOmhjIO_XUCfKhEI2cp3ev1w P,wNyX5OH 7-11.4 16-0-0 I 24-0-Il I 32-0-0 7-11.4 8-0-12 8-0-11 7-11-5 Scale = 1511 5x6 = 454= 4 II 5x16= 2x4 II 454 7-11.4 1544 16-0 24-0-11 320-0 7.114 7-10.11 fl--'i2 94L-11 7.11-5 Plate Offsets (3(X)— ".0-2-12.0-2-0113.0-3-0.0-3-41. 140-' 12.0-2-01 LOADING (pet) SPACING- 2-0-0 CSI. DEFL. in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.57 Veit(LL) -0.26 8-9 '144 240 MTZO 2201195 TCDL 16.0 Lumber DCL 1.25 BC 0.83 Veit(CT) -061 6-8 .288 180 BCLL 0.0 • Rep Stress lncr NO WE 083 Horz(CT) -0.04 8 n/a n/a BCDL 10.0 Cede I3C2015/TP12014 Matnx-MSH Weight 219 lb FT = 20% BRACING- TOP CHORD Structural wood shealhung directly applied or 6-04cc pwllns. 601 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 1 Row at midpt 24,4-8 MiTek recommends that Stabilizers and required aces bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIsize) 5=83010-5-8 (min. 0-14). 1=331/0-5.8 (Min. 0-14), 8=2791/0-5-8 (min. 0-3-0) Max Hoiz5=72(LC 12) Max Upll95-79(LC 9), 1-17(LC 8), 8=-168(LC 5) Max Grav5=895(LC 20), 1447(LC 26), 8=2791(LC 1) 40 FORCES. (Ib) -Max. ConJMax. Ten. - All forces 250 (Ib)or less except when shown. TOP CHORD 3-4=-7011344, 4-5=-1358/170, 1-2=-393/347, 2-3=-53/1341 SOT CHORD 1-38=-17/251), 1-39=-281/351, 9-35=-281/351, 940=-287/351, 840=-287/351, 7-8=-182/127l. 7-41-18211271, 6-41=-182/1211, 6-42-182/1271, 5-42=-182/1211, 5-43=-118/573 WEBS 3-8=-1234/151, 24=-l4251251, 2-9=01388, 4-8=-2387!298, 44=0/719 NOTES- Unbalanced roof live leads have been considered for this design. Wind: ASCE 1-10 Vu1t=llOmph (3-second gust) Vasd87mph; TCDL=8.0psf ECDLS.opsf; h20* Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and light exposed; Lumber 00L1.60 plate grip OOLI60 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 applicable1 or consult qualified building designer as per ANSIIIP1 1. Gable studs spaced at 144 cc. This truss has been designed for a 10.0 pet boltom chord live lead nonconcujrent with any other live beads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 344 tall by 2.0.0 wide will fit between the bottom dioid and any other members. . 7)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 2308.1 and referenced standard ANSlffPl 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 Chard, nonconcuirent with any other live loads. In the LOAD CASE(S) section, leads applied to the face of the truss are noted as bunt (F) or back (B). LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Inerease1.25, Plate Inaease125 Uniform Loads (p1t) Vert X&--72.1-3--72,8-3S---20,842=01(S--74 32-42-20 • LUMBER- TOP CHORD 23(6 OF No.2 G 601 CHORD 23(4 OF No.1&Btr G WEBS 23(6 OF No.20 Excepr' W6: 24 OF No.20, W4,W2: 23(4 OF StudfStd 0 OTHERS 23(4 OF StudlStd 0 3x811 3x8 II 5x8 = 4*4 = 2*4 II . 5*10 = 3*4 = 2*4 II 4*4 = Job Tfliss Truss Type Qty MAGNOLIA 24 007 COMMON 2 Fly Job Reference (optional) caisomia misname MG.. rem5, c. v,,u Nun: u.zau a usc to ails nnm zeu S USC S ailS umies iiiousunes, mc. mu u 113,:1D ails rags 1 ID2I3c9vxxEMVfP7?S5SJz7fq-cSPFhhAfOYOmhjlD_XUCft(hAM2d43jZt*PiwNyX5OH 8-1-7 16-0-0 23-10-9 3241-0 8-1-7 7-10-9 7-10-9 8-1-7 Scale = 151.7 60-10 1544 161Q-0 25-11-7 320-0 6-0-10 9-8-10 0-2-12 9-11-7 6-0-9 Plate Offsets 0(Y)— 'to-2-3.E00e1. (10-1-8,0-1-5L (20-0 .0-1-81. lfto-30,Edgel. 140-O-5.0-1-BL 150-1-8.0-1-5L 150-2-3.Edgel. 180-0.0-1-12I LOADJNG(pst) SPACING- 2411-0 CSI. DEFL in (be) Udell Lid PLATES GRIP TCLL 20.0 Plate GilpOOL 125 TC 0.79 Veit(LL) -0.53 6-8 '359 240 MT20 2301195 TCDL 160 Lumber DOL 125 BC 0.75 Vert(CT) -0.80 6-8 '240 180 ECU. 00 • Rep Stress Ina YES WE 0A7 Hcrz(CT) -0.02 1 Wa eta BCOL 100 Code 13C2015flP12014 Matsix-MSH Weight 130 lb FT = 20% LUMBER- TOP CHORD 2X4OFN02G SOT CHORD 2X4 OF No2 G WEBS 2X4 OF SIuWStd C Exesp? W3: 2X6 OF No2 C WEDGE Left 2*4 OF StudlStd -C. Right 2*4 OF StudfStd -G BRACING- TOP CHORD Sbuctwal wood Sheathing direcdy applied or 5-104cc puihbis. BOT CHORD Rigid ceiling directly applied or 8-7-7 cc tracmg. WEBS 1 Row at midpl 4-8,24 MTek recommends that Stabilizere and required cross biasing be Installed dwuiig buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib1size) 8=1977I0-54 (miii. 0-2-2), 5=48310-54 (min. 044). 14331044 (miii. 0-1-8) Max Horz572(LC 12) Max Upll59-97(LC 9), 5=47(LC 13), 1-91(LC 12) Max Grav8=1917(LC 1), 5=534(LC 24), 1534(LC23) FORCES. (Ii,) - Max. CompJMax. Ten. - NI forces 250 (lb) or less except when shown. TOP CHORD 3-16=01853, 4-16=-31786, 4-17=4381158, 51195W141, 1-18=.6581172, 2-18=-83511 89, 2-19=01786, 3-19=01853 SOT CHORD 1-29=42/509, 1-21=-1271389, 9-21=-127/689, 9-23-1951674, 8-22=-1951674, 7-8=-238I873, 7-23-2351613, &23-2361673.6-24-169=11, 5-24=-169/669, 5-26=-127I509 WEBS 4441577,4-8-1336M, 3.8=-9531l17, 24=-13381291, 2-9=01576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vtdtll0mph (3-second gust) Vasd87mph; TCDLS.opsf; BCOL=$.opsf; h=2ft Cat. II; Eiqs C. Enclosed; MWFRS (envelope) gable end zone and C-C Exteiloil(2) 0-0-0 to 3.0-0, lnteflm(l) 3-0-0 to 16-0-0, Exteiioi(2) 1644 to 1944, Interior(l) 1944 to 3240 zone; cantilever left and fight exposed; end vertical left and fight eiqiosedC-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate grip OOLI.60 This buss has, been designed for a 10.0 psf bottom chord live load nonconiairrentvidh any oilier live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will lit between the bottom chord and any oilier members. 5) 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 2308.1 and referenced standard ANSIITPI I. 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, nonconcuwent with any other live loads. 10 LOAD CASE(S) Standard Job Truss truss Type t'sy PMGNOUA2A COB COMMON Fy Job Reference (optional) IaunsnIa Tnisprarne u.c., reins, VA. exaru Nun: 24U a usc u zulu rnm u.zsu a usc o zulu ivu.ex inausmes IflC. mu ua j 1Lw:l, zuis rage i lD2Fl3c9xxbrEMVfP7?S5SJz7f4q-4fzdu0BH8sWdJttPX~DRBXEJJRxko9kp9N8OSpyX5OG 8-1-7 16-0-0 23-10-9 32-0-0 I 8-1-7 I 7-10-9 7-10-9 8-1-7 Scale = 1517 5x6 = 454 = 2x411 5x10 354= 25411 454 = 6-0-10 • 13-6-0 15-9-4 160-0 18-6-0 25-11-7 32-0-0 6-0-10 7-5-6 2-3-4 0-2l2 2-6-0 7-5-7 Plate Offsets MY)- I1-0-2-3EdgeL (10-1-8,0 -1-SL I20 -C "0-1-8L 130-3-0EdqeL 'tO-0-5.0-1-8L 150-1-8,0-1-5L (50-2-30e1, f3ØC 0.0-1-121 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.90 Vert(LL) -0.53 6-8 '359 240 MT20 230195 TCOL 160 Lumber DOL 125 Sc 085 Veit(CT) -0.53 6-8 '230 180 BCLL 0.0 .Rep Stress liter NO WE 0A7 Hosz(CT) -0.03 1 nfa nla BCOL 10.0 Code 18C20151TP12014 Matsix-MSH Weight: 130 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4 OF tml02 G WEBS 2X4 OF StudlStd G Mwepr W3: 2X6 OF No2 G WEDGE Left 2x4 OF StudlStd -G, Right 294 OF StudlStd -G BRACING- TOP CHORD Structural wood sheathing dfreedy applied or 5-1-2 cc puithis. 601 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 1 Row at midpt 4-8,2-8 MiTch recommends that Stabilizers and required aces bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsiza) 82080I0-54 (mist. 0-2.4), 6=48310.5-8 (mhl 0-1.8). 1=48210-5-S (mist. 0-1-8) Max Hosz6=72(LC 43) Max Uplil-274(LC 30), 6=-213(LC 38), 1-398(LC 35) Max Grav8a2030(LC 1), 5=532(LC 52), 1=552(LC 43) FORCES. (his) - Max. CompJMax. Ten. - All forces 250 (his) or lass except when shown. TOP CHORD 3-16-2751891,446-12110M, 4-17=8391217, S-17-9611473,148-145711060, 2-l8=-1126!804, 2-19=-64811 178,3-19=41011000 SOT CHORD 1-20=4711094.1-21=458/234,21-22=488/871, 9-22-811/938,9-23=457/777, 23-24=6571777, 8-24=6571777, 7-8=-6291707, 7-25=-629/707, 25-26=4291707, 6-26=429/707, 6-27=-5521886, 5-27=-552(888, 5-28=-2691508 WEBS 4.6=01583, 44=-1348/316, 34=4531284, 2-8=-1349/342, 2-9=01582 NOTES- Unbalanced roof rive loads have been considered for this design. Wind: ASCE 7-10; Vidtllomph (3-second gust) Vasd=87mph; TCDl.8.0psf BCDL50psf; h=20111 Cat. II; Esgr Q. Enclosed. MWFRS (envelope) gable end zone and CC Exteslor(2) 0-0-0 to 3-0-0, lnteiio4l) 3-0-0 to 16414, Exterior(2) 16-0-0 to 19-04, Inteliol(I) 19-0-0 to 324-0 zone; cantilever left and sight exposed; end vertical left and sight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate gap 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other two 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 23051 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. nonconounent 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(133) Connect truss to resist drag loads along bottom chouti from 0-0-0 to 4-0-0 for 350.0 pIt. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-0, a 50 lb down and 4 lb up at 13-6-0 on bottom chord. The designlselectlon of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply MAGNOUA2A COB COMMON 1 Job Reference (optional) caijonia TfUSH25 U.c. ems, CR. W21O LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate Increase-1.26 Uniform Loads (pit) Veit 34-72. 1-3-72. 10-13--20 Concentrated Loads (lb) Vert 24-50(8) 25-50(8) Kim: uzu s uec u mnu i-nm: u.zqu S USC S W15 Ml 1511 unausuies inc. i flu UCI 4 iit:ii uiu race lD:ZFl3c9vxxbrEMVfP1?S5SJz7t4q4fzduOBH8sWdJttPXORBXEJJRxko9kp9N8OSpyX5OG n U U I 9 . Job Truss Truss Type Qty Ply MAGNOUA2A C09 COMMON 2 l I Job Reference (optional) aiissnia iRis-lame U.., rena, up.. amiu Nun: 5.Z4U S USC b Ann rnm LZ4U S USC S a,is IVIIIeX inausuies Inc. Ins ua a 125,:15 zuis rage i ID2FI3EMVfP7?S5SJz7f4q-YrX76MCwAeUw1ScyXgIdmYNtFpXYUyO1uy1FyX5OF 8-0-5 13-3-12 16-0-0 18-8-4 23-11-11 27-0-10 32-0.0 8-0-5 5-3-7 2-8-4 2-8-4 5-3-7 3-0-15 4-11-6 Scale = 151J 3*4 = S SID 3.5°L12 IVI 21 20 23 24 12 25 .10 9 28. 8 21 28 ii 4*8 = 3*6 II 4*8 = 6*8= 4*8 = 3*8 II 4*8 = 4-11-6 13-3-12 134-8 184-8 1844 27-0-10 32-0-0 I A." 44I A.11R Plate Offsets (X.V)— 11.04-0.0-2-81,12.0-0-1.0-2-01. 140-2-fl.EdgeL 18.0-3-0.0-1-121.17.0-1-15.0.0-81.19.0-2-12,0-2-01 LOAOING(pst) SPACING- 2-3-12 CSI. OEFL. m (Icc) Well Lid PLATES GRIP TCU. 20.0 Plate GlipOOL 1.25 IC 069 Vert(LL) -0.22 8-9 '995 240 14120 2201195 TCDL 160 Lumber 001. 1.25 BC 092 Vest(CT) -0.81 8-9 '218 . 180 BCU. 0.0 * Rep Stress her NO WB 0.76 Hoiz(CT) -0.08 1 nla nla BCDL 10.0 Code 13C20151TP12014 Matiix-MSH Weight 182 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF 11102 G TOP CHORD 5 SOT CHORD 2*8 OF SSGExcepr B2 23(4 OF StudlStd G; 61:2*3 OF No.20 BOT CHORD WEBS 21(4 OF StudlStd 0 REACTIONS. (Ibisize) 71189lMechanieal. 1=96210-5-8 (min. 0-1-8), 11135310-3-8 (mm. 0-1-8) Max Holz733(LC 12) Max Upil1U151(LC 13), 177(LC 8). 11-137(LC 8) Max Grav71203(LC 24), 182(LC 1), 11=1353(LC 1) .FORCES. (Ib) - Max. CcmpiMmr. Ten. - M forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-290101, 549=-13801231, 6-19=-149114229, 6-20=-3333/386, 720.34071383, 1-21=-2105i121, 2-21=-20211144, 2-22=14351254, 3-22=-1381i255. 34=-334195 SOT CHORD 1-23=-191982, 1-24--70(1946,12-24=-7011946,12-2S=-1901108, 11-25=-19011933. 10-11=-16211359, 9-10=-162/1359, 8-28=41412510; 8-26=41412510, 8-27=-38313199. 7-27-3113313199.7-28-1169115112 WEBS 3-11=-2611141. 2-11=4211261, 2-12=-1081464, 6-9=-1279i216, 6-8=8/969, 31148/206 2-0-Ooc puilhns (2-10-6 max.) (Switched from sheeted: Spacing '2-0-0). Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-1 & Vultll0mph (3-second gust) Vasd87mph. TCOL8.0psf 6C0L=5.0ps h=2011 Cat. II; E,q, C; Endosed; MWFRS (envelope) gable end zone and C-C Extezlcr(2) 044 to 3-0-0, Interior(l) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-0-0, Interim(l) 19-0-0 to 324-0 zone, cantilever left and light exposed; end vertical left and light e,qiosed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate gap OOL1.60 This buss has been designed for 810.0 pet bottom chord live load nonconciarentwth any other live loads. This miss 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 24-0 wide will lit between the bottom dioid 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. 1) This buss is designed in adance wIth the 2015 International Building Code section 2306.1 and referenced standard ANSlffPl 1. This buss has been designed for a moving concentrated load of 250 OW live located at all mid panels and at all panel points along the Bottom Chord, nonconcinrent with any other live loads. Graphical putlmn representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sulfidentto 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) Dead + Roof Live (balanced): Lumber hnaease=125, Plate lnerease1.25 Uniform Loads (pit) Vert 4-7-a3, I-443, I3-18=-23 Continued on page 2 0 I Ll I I I I I I Job TrUSS TrUSS Type Qty Fly MAGNOUA2A Cog COMMON 2 I Job Reference (optional) .0IffflJd IlU5110JU0 U.!., rem. I.J W1U LOAD CASE(S) Standard Concentrated Loads (Ib) Vest 11-50 9-50 Nun; OhU5 Q 5 £1110 mn!; o.qu 5 USV S £1110 IYIJ IS!! IflUU5Un!5 II1S mu US! J 1..fl;10 £1115 r £ ID2 3 FIoEMVfP1?S5SJz7f4q.Y,X?8MCwAeUw1ScyXgklmYNsFpXYUyO1Uy7F$OF 0 . Job Truss Truss Type cia COMMON I obReference(optional) T711MAGNOLIAZA I' I callromlaTrusFrameu.c..Pems.GA. vzaiu KUfl S2403 usc b5U15 Prim: 24USU5C exuluMllexlnauslnes,Inc. IflUUCI a1:j(:1eu1a P'8g1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-YrX?6MCwAeUw1Sc5yXgklmadrGYXZ5yO1uy?FyX5OF 8-0-5 13-3-12 16-0-0 18-8-4 23-11-11 27-0-10 32-0-0 840-5 5-3-7 2-8-4 2-8-4 5-3-7 3-0-15 4-11-6 Scale = 1:51.9 3x4 = 3.50112 3 19 10 21 20 0 a] — LU —> 01 U 11-6 d R23 24 12 25 10 26 a 27 28 11 3x611 4 3x611 x6= 4x8 4x8 6x8 4x6 4-11-6 13-3-12 1 3?5-8 18-6-8 188-4 27-0-10 32-0-0 I fl!1 S-I-fl fllJ12 a-a-fl 4-11-S Plate Offsets (X,Y)— F1:0-1-150-0-121. [2:0-0-1.0-1-81. [4:0-2-0,Edgel, [6:0-0-1.0-1-81. [7:0-1-15.0-0-121 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (bc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.54 Veit(LL) -0.20 8-9 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.75 8-9 400 180 BCLL 0.0 * Rep Stress Incr NO WB 0.65 Horz(CT) -0.06 1 n/a n/a BCDL 10.0 Code lBC2015ITPI2014 Matrix-MSH Weight: 182 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-90c purlins. BOT CHORD Rigid ceiling directly applied or 1044 cc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1041/Mechanical, 184710-5-8 (mm. 0-1-8), 11=1155/0-3-8 (mm. 0-14) Max Horz772(LC 12) Max Uplift7=-131(LC 13), 1=-67(LC 8), 11-118(LC 8) Max Grav71052(LC 24), 1=847(LC 1), 11=1155(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-253/79, 5-19=-12571205, 6-19=-1357/203, 6-20=-2936/337, 7-20=-30001317, l-21=-18611107, 2-21=-1793/127, 2-22=-1304/225, 3-22=-1256/226, 3-4=-293182 BOT CHORD 1-23=-18/852, 1-24=-63/1722, 12-24=-83/1722, 12-25=-168!1730, 11-25=-168/1730, 10-11=-14511235, 9-10=-145/1235, 9-26=-363/2231, 8-26=-36312231, 8-27=-335/2819, 7-27=-335/2819,7-28=14711343 WEBS 2-11=-707/226,2-112--I 11/441, 6-9=-11051239,6-8--01907,3-5--1051/182 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0psf, BCDL6.opsf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0.0, Interior(l) 3-0-0 to 16-0-0, Exterior(2) 164-0 to 19-0-0, Interior(1) 194-0 to 324-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL--11.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 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.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 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 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate Increase--1.25 Uniform Loads (plf) Vert: 4-7=72,11-4=72.113-116=40 Concentrated Loads (lb) Vert: 11=-SO 9=-50 I I LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2x8 OF No.2 G *ept* B2: 2X4 OF Stud/Std G WEBS 2X4 OF Stud/Std G I • Job Truss Truss type aty ply MAGNOUA 2A D05 FINK 6 Job Reference (optional) caurcrma nusrrame U..c. p'elnS, (R. W2(U Nun: 524U S USC S UiS rnnt 524135 usc S U1S MileS lnausules, inc. mu ucr 4 1:3,:l5 uiS 1'aAe 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-015NJiDXgTmLYB1off2vGyJijFehG616dhdVXIyX5OE 6-7-3 13-1-0 19-6-13 25-10-8 5-73 I 6-5-13 I 6-5-13 6-3-11 Scale • 1:41.8 4x6 = 4x4 = 5x6 WB= 4x4 = 5x6 = 8-8-15 17-54 25-10-8 AAA 51 557 Plate Offsets (XY)- (3:0-0-0.04141. (5:0-0-4.0-0-11, (5:0-7-7,0-0721 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 Ic 0.71 Vert(LL) -0.43 6-8 >719 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.88 6-8 3353 180 BCLL 0.0 • Rep Stress Inor YES WB 0.29 Horz(CT) 0.11 5 nla n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 98 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 OF NO2 G BOT CHORD WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF StudlStd G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lblsize) 1=1139/0-3-8 (mm. 0-1-8), 51139/Mechanical Max Hoiz169(LC 12) Max Uplift1-110(LC 8), 5-108(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-26321256, 2-19--25130277.2-20-2301/206,3-20=-22231218.3-21=-2163121 11, 4-21-22411200, 4-22=-24311266, 5-22=-2533/248 BOT CHORD 1-15=-26412434, 8-15=-264/2434, 8-16=-93/1630, 7-16=-93/1630, 6-7=-93/1630, 6-17=203f2346,5-17=20312346.5-18--86i850 WEBS 241=4861199,3- "-X754.3-6=491698.4-15=4441189 Structural wood sheathing directly applied or 2-9-30c purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I i) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuIt'llomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0. Interior(l) 16-1-0 to 25-10-8 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 00L1 60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ewe loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) far buss to truss connections. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 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, nonconcurrent with any other live loads. L LOAD CASE(S) Standard El Job Truss Truss type Q" - Ply MAGNOUA 2A 006 CAL HIP 1 Job Reference (optional) calinsnla Hire-lame U.I. reins, i. 5431u Nun: 24U a LMa xuiu rnim e.iqu a usc a a,iu ivniex maunules, Inc. i flu UQ i IM:1u reis rage i ID:ZFI3c9v,othrEMVfP71S5SJz7f4q.015NJiDXgTmLY81off2vGyJgeFceG7a6dhdVXlyX5OE 5-0-1 9-5-0 li-il-il 13-1.0 14-2-5 16-9-0 21-1-15 25-10-8 5-0-1 4-5-0 ' 2-6-11 1-1-5 1-1-5 2-6-11 4-4-15 441-9 Scale = 1:432 Ll 4x6 4x6= 3x10 = 3x10= 5,t6 9-5-0 16-9-0 25-104 4-411 7-4-0 4-1-9 Plate Offsets My)- . 0-2-8,0-2-01. 16:0-2-12.0-2401. 190-7 -7.O-0-2L 190.0.40.0.11 110.0-2-0.0-1431,112:&2-0.0-141 LOADING (pet) SPACING- 2-0-0 CSL DEFL in (lac) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.85 Veit(LL) -0.36 12-15 '862 240 MT20 2201195 ICOL 14.0 Lumber DOL 1.25 8C 0.88 Vejl(CT) -0.73 12-15 2423 180 - BCU. 00 • Rep Stress lncr NO WO 0.20 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code 13C2015/TP12014 Matstx-MSH Weight 114 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD St,uctwal wood sheathing directly applied or 3-4-12 cc puilins, except • SOT CHORD 29 OF No2 G 0-0-0cc puillns (4-0-6 max.): 3-6. Except WEBS 2@ OF StudlStd G 4-0-0cc bracing: 3-6 OTHERS 2x4 OF No2 G(1) BOT CHORD Rigid ceiling directly applied or 7-5-0cc bracing. WEDGE MiTek recommends that Stabilizers and required aoss bracing be Right 254 OF Stud/Std installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lbisae) 11209/044 (mm. 0-14), 0=12111iiMeithanlcal Max Ho,z183(LC 12) Max Uprift1-183(!.0 8), 9-183(LC 9) FORCES. (II,) - Max. Co,flpJMax. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-19=-28471654, 2-19=-2184/668, 2-3=-24901714, 3-20=-233W820. 5-20=-23411819, 5-21=-23081817. 6-21=-23031818. 6-8=-24501711, 8-fl=-2641i637. 9-22=-27051624 BOT CHORD 1-23=4182i2641. 12-23=-68212641. 12-24=-704/2514. 11-24=-70t12514. 10-11=-70412514, 10-25=44512505. 9-25=44512505. 9-26=-2121905 WEBS 2-12=349/146, 3-12=-1031482, 5-12=-372/285, 5-10=412/285, 6-10=-99/461, 8-10=-253/123 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10 Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL=&0ps1 h20ft Cat. II; Erq, C; Endosed; MWFRS (envelope) gable end zone and C-C Exteno42) 0.0-0 to 3-0-0, lntelioi(l) 3-041 to 25-10-8 zone; cantilever left and right exposed; end vertical left and light e,q,osed;C.0 for members and farces & MINERS for reactions shown; Lumber 00L1 60 plate grip DOLu1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chard live load nonconoisirent with any other live loads. This buss has been designed for a live load of 20.0sf 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. 6)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 23081 and referenced standard ANSIITPI 1. This buss has been designed bra moving concentrated load 01250.0lb We boated at all mid panels and at all panel points along the Bottom Chord, nonconoinrent with any other We loads. Graphical puffin representation does not depict the size orthe orientation of the Pullin along the top and/or bottom chord. i• LOAD CASE(S) Standard is I* . Job 1TrUSS 1Lruss Type I' I HIP I 1 1001 1 ,Job Reference (optional) IdIJFWflJd ijur,,m u.. rem, . VA21U kilfl .zqu s uec to aim mm: LmU S USC U ann miiejc inausuies IflC. Inn ua j 1u:1n aim mane 1 lD2Fl3c9viothEMVfP1?S5SJz7t4q-015NJiDXgTmLYSoff2vGyJjvFcwG7Z6dhdVXlyX5OE 5.0-1 9-5.0 9,11-11 13-1-0 16-2-5 16-9.0 21-1-15 25-10-8 4-5-0 06-11 3-1-5 3-I-S Ot6.l'l 4-4-15 449 Scale = 1:432 4x0 4x6 = 3x10 = Will = eat = 9-5-0 16-9-0 • 25-10-8 754 I 4.1_a Plate Offsets 0(Y)— [3,11-24A-2-01, 15.0-2-40-2-01, 170-7-70-0-21, 170-04.0-0-IL 180-2-0.0-1481, 110.0-24,0-141 LOADING (pal) SPACING- 24-0 CSI. DEFL. in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.70 Vert(LL) -0.35 10-13 '852 240 MT20 2201195 ICOl. 14.0 Lumber CDL uS BC 081 Veil(CT) -Oil 10-13 '434 180 ECU. 0.0 .Rep Stress Mor NO WE 030 Horz(CT) 0.12 7 nla nla BCDL 100 Code 13C20151TP12014 Matiix-MSH Weight lOB lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF f1o2 G TOP CHORD SOT CHORD 2X4 OF No2 G WEBS 21(4 OF StudlStd 0 OTHERS 2x4 OF StudlSlO G(2) SOT CHORD WEDGE Right 294 OF StudlStd -G REACTIONS. (Mize) 1=11391044 (min. 0-1-8).7=ll39jThedianical Max HoizlS0(LC 12) Max Upriftl-130(LC 8). 7=-129(LC 9) FORCES. (lb) - Max. CoiopiMax. Ten. -M forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-2668I34l. 2-17=-26101356, 2-3=-2258l250. 3-4=-2100!255. 4-5=-20861253, 5-0=-22091247. 6-l8=-24781333. 7-18=-253321 SOT CHORD 1-19=-332r2476. 10-19=-33212476. 10-20=-21612284, 9-20=-216/2254. 8-9=-21Wfl84. 8-21=411/2351, 7-21=-21112351, 7-22=-1071849 WEBS 2-10=4231176,3-10=W483, 4-10=-353Il10 44--4931108. 54=01464.6-64-3321156 Structural wood sheathing directly applied or 3.6-1300 puiluns 0-0-0cc pulllns (4-3-1 max.): 3-5. Except 4-3-Coo biasing: 3-5 Rigid ceiling directly applied or 10-0-0 cc biasing. MiTch recommends that Stabilizers and required erase bracing be installed dining truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vtdtllomph (3-second gust) Vasd87leph; TCOLS.0psf BCDL=80pst h201t Cat. II; Eiq, C. Enclosed, MWFRS (envelope) gable end zone and C-C Exteilol(2) 044 to 344. Inteft41) 344 to 25-10-8 zone; cantilever left and right exposed; end vertical left and iiglnexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLi 60 plate gap OOL=I.E0 Provide adequate drainage to prevent water pondung. This buss has been designed for a 10.0 psf bottom chord live load noncmicuirent with any other live loads. This buss has been designed for a live load of 20.opsf on the boltien 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 mentheis. 6)A plate rating reduction 0120% has been applied for the green lumber members. .7) Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 23081 and referenced standard N4SVTP1 1. This buss has been designed for a moving concentrated load of 250.0tb in located at all mid panels and at all panel points along the Bottom Chord. nonconcuwent with any other live loads. Graphical pusthn representation does not depict the size orthe orientation of the Pullin along the top andlor bottom chord. . fl LOAD CASE(S) Standard 4*6 = 3x10 = 4*6 = 16 19 -. 20 9 21 22 23 SA Will= 2K4 11 3*6 = 330 - 6*6 = Scale = 1432 Job TrUSS Truss Type Qty Ply MAGNOLIA 2A 003 CAL HIP Job Reference (optional) Iaurcewa .iuiiriauiw U.%.. rams. IM. 831U ,wi 84.qU 5 Dec0 I10 ruBIL 0.Z45 a U8C 0 W10 lvii ICA lfluuuuuii5, inc, 11111 U ii 1S41U ziiia raqa i lD2FI3c9vEMV(P7?S5SJz7f4q.UEfmX2D9RnuCALc_DNZ8pAszdf4d?b1FtLN238yX500 34.4 7-5.0 7 11-11 13-1.0 18.2-5 l8-9) 22-5-12 25-10-8 I I 34-12 16-fi 5-1-5 5-1-5 0l8.11 3-8-12 l 3.4-12 7-5.0 13-14 18-9-0 25-11)4 7..S41 c.541 A.4i i 7.4.5 Plate O6*ets OCX)- fl)-2-3,Edae1. lto00.O-1-51. 13:0-2 ".0-24l. 15-2-0.0-241 70-7-7.0-0-21. 170-0-4.00-11. 1&0-2-12.0-l-31. (I F" 24.0-1-81 LOADING(pst) SPACING- 2-04 CSL DEFL. in (Icc) Ildefi Lid PLATES GRIP TCLL 201) Plate Grip DOt 125 IC 0.32 Ve*(LL) -0.08 3-10 '099 20 MT20 2201195 TCOI. 14.0 Llrethar 001. 125 SC 022 Vet(CT) -025 8-10 '999 150 SCLL 0.0' Rep Stress Inor NO WE 0.14 Kcrz(CT) 0.07 7 rita rita SCOt 10.0 Code IBC20i51TPI20l4 Matex-tr1SH Weight 225 lb rr = 20% LUMBER- TOP CHORD 210 OF 1o2 C SOT CHORD 21(4 OF 16*20 WEBS 21(4 OF StudlStdG OTHERS 2*4 OF StudISTD G(2) WEDGE Left 2*4 OF StadfStd -G, Right 2*4 OF StudlStd 4 REACTIONS. (6*oze) 1=113810-34 (mte. 0-14). 71138Th6*cl,anical Max Hroz14O(LC 5) Max Up 1-138(LC 4), 7-131(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or "41 cc pullins. except 04.0cc pi*3ns (6.0.0 max 3-S. Except 6-0.0cc braolng 36 SOT CHORD Rigid ceiling directly applied or 10-" cc lensing. FORCES. (Ib) - Max. CcmpiMaz. Ten. -M 6*ces 255 (Ib) or less except when shown. TOP CHORD 1-2=-26Th351, 2-3=-2461i303. 3.423030, 4-5=-22551295. 54-2395/293, 6-1--24911337 SOT CHORD 1-18=-hill 198. l-15=-33512484, 11-19=-33512494, hl-20=-3292957. 10-20=-325f2981, 9-10-325)2967,9-21=-3=W, S-21=-325f2951, 6-22-2S3l2293, 7-22=-2831m3, 7-23-1181919 WEBS 3-11=01492,4-11=4181147,4-10=01358.4-8=4141153.5-8=51465 NOTES- 1)2-ply buss to be connected togetherwith hOd (0.131'x3 nails as follows: Tcp chords connected astollovm: 2*4-1 row at 0-9.0cc. Sonxn shards connected as follows: 2*4 -1 tow at 044cc. Webs connected as follows: 2*4 -1 row at 0-9-0cc. 2)M loads we considered equally applied to all piles, except If noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply mxxiecticns have been provided todisfdbule only loads noted as (F)cr(S), unless otheiw(m indicated. Unbalanced roof live loads have been considered for this design. Wind: .4SCE 7-* Vi8=1l0niph (3-second gust) vasd37rxph; TCOLS1)psf SCOL=SApst h20ft Cat II; Exp C; Enolosed MWFRS (envelope) gable end zone; cantilever left and right exposed; end venlcal loll and rigid exposed; Lumber 0OLt.60 plate gri OOLI.60 Provide adequate drainage to prevent waler panding. This buss has been designed for a 10.0 psI bOttom chord live lead nonconcuirent with any other live loads. 7)' This buss has been designed for a live load of 20.0s1 on the bottom chord mall areas where a rectangle 34.0 tall by 2-0-0 WIde will fit betv.eon the bottom chord aid any other mentere. S)A plate rathig reduction of 20% has been applied for the green lumber members.. Refer to gbde4e) for buss to truss connections. ThIs truss Is designed in accordance with the 2015 International Building Code section 23051 and referenced standard ANSIffPl I. 11)mIs buss has been designed for movingconcentrated load of 2501)1b five located at all mid panels and at all panel points along the Sottorn Chord, nonconaurrent with any oilier live loads. 12) Graphical pislin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. LOAD CASE(S) Standard i• S Job TIUSS miss Type MAGNOLIA 2A 009 FINK ILRYPly 3 Job Reference (cationafl IaUSTua Inj*a-,ame u.c., rem,, l. W.Iu .wn: qu e uez o zw1v .1,,; o.zqu a Liec U U1D wijuej unUU5WU5, In. urm U 141wiU1U reqe 1 lD2Fl3c9voEMVtP7?S5SJz7f4gUED9nuCALc_ONZ8pAsvwf_?ZJFith2380(5OD 6-1-3 13-1-0 194.13 • 26-2-0 6-7.3 ' 6-5-13 6-5-13 6-7-3 Scale = 1422 4*6 = 4=4 = 5*5 WB= 4=4 = 4*6 = 04-15 174.1 26-2-0 I 0.8-15 Plate Offsets MY)- f3.0-00.04OI LOAOJNG(ps SPACING. 2-00 CSI. SEPt. in (loo) Vdell Lid PLATES GRIP TCLL 20,0 Plate Gttp 001. 125 IC 0.62 V01(1I.) -0A3 64 1123 240 MT20 2301105 ICOl. 14.0 Leether DOt. 1.25 Be 0.75 Vejl(CT) .0.61 64 130 180 ECU. 00 Rep Stress lnor YES WS 029 Hon(CT) 0.12 5 ala ala SCOt 10.0 Code I3C2O15I1Pl2014 Matdx-MSH Weight: 93 lb FT = 20% WMBER- BRACING- TOP CHORD 2X4 OF 1402 0 TOP CHORD 501 CHORD 2X4 OF N0.20 501 CHORD WEBS 294DFStudlStdG OTHERS 2X4 OF StIIdG1d 0 REACT)DNS, Qwstze) 5=115110-34 (n*i. 0-1-8). 11151-34 (mm. 0.14) Max Koiz101(LC 11) Max Up353-1lI(LC 9), 1.111(LC 8) FORCES. Øb)- Max. Ccn,JMax. Ten. -M forces 250 (Ib) ocr less axceptwbe, TOP CHORD 1-lS=-2S6W253 2-16=.25431275 2-19=-23351'203. 3-16=-23591230, 3-20=-22551220. 4-20=-233W209, 4-21=.25431260, 5-21=.26831258 SOT CHORD l-15=.2W2481. S-15=-25412467, 8-16=421688,7-16=42163,6-7=4211633. 6-17=-214/2467. 5-11=-21412467 WEBS 24=4871193,34=551743. 34=-551749, 44=.437119J Stiustwal wood ng directly applied or 3-1.4oc puilins. Red cslthig directly applied or 1"41 cc bracbig. MITab reoon,jnends that Stabiiizere and 1e4u1r0d cross bracing be installed dultog buss creotim in acanrdanceedth Stabliizer NOTES- Unbalanced roof live loads have been considered for this design. Ward: ASCE 7-* Vufl=I10mjth (3-secend gust) Vasd61m4ft TCO1.5.0pal ECOLS.051; li21)ft Cat II; EepC: Endlosed IWRS (envelope) gable end zone and CC Exteáoi2) 040 to 3-04, lntedor(1) 3.0.0 to 13-1-0. Eidolm(2) 13-1419 16-14, buecio(l) 16-14 to 26-2-Ozone; cantilever left and iigiite,gased ; end vertical left and sight cxpcsedC-C for menthers and farces & MWFRS for reactions sheen; Lumber OOLI.60 plate gcip OOL'1,61) This buss has been designed far 10.0 psf boltom chord live lend nommuraMedth any oliver live loads. 1 This buss has been designed far live bad of 200psf on the boltoni chord in all areas albare a rectangle 364 tad by 240 wide edt fit betwoen the boltom dd and any other members. 5)A plate rating reduction o120% has been applied for the green Iuirtosr members. ThIs buss is designed in adancevelth the 2015 International SiSding Code section 231)0.1 and referenced standard M4SL(IPI 1. This buss has been designed fora mm'log concentrated load of 250.65 live located at all mid panels and at 21 panel points along the Soltom Chord, noncencwrentnith any oIlier live lends. LOAD CASE(S) Standard . n Job Tniss Truss Type aiy iy MAGNOUA2A 010 GABLE I Job Reference (optional) UThd iivarrame IM. rama, LA. 4DIU NUlL lLU5 LM 0 W10 rlu: *34115 I15C DWJ* WllleJslfl11U5W*5, 11, IflUU 1&4l1 U111 ra 1 lD2Fl3c9rEMVtP7?S5Sz7f4q.yQD8kOEnC503nUBAm44NMNO93Hvk?W04?8cbay&C 4-8.0 7-3-8 13-14 • 1840-8 214-0 26-2-0 4-6.0 2-9-8 5-98 5-9-8 2-9-8 4-6-0 Scale '1:41.1 rMs 454= 45v• .,5q 454 6-1140 11-24 1 26-2.8 a.ii..in a-c-u Plate Offsets MY)- (t0-3-6Edpel. (51-3-6,Edgel LOADING(ps9 SPACING. 2-0.0 CSL OEFL. ci (lea) lldetl Lid PLATES GRIP TCLL 20.0 Plate Gil, DCI. 125 IC 0.22 Veil(LL) -029 6-8 '959 240 MT20 22NIGS TCDL 14.0 Lester DCL 125 Be 0.60 Vod(CT) -017 6-8 '412 120 BCI.L 0.0' Rep Stress her NO WS 036 Hcrz(CT) 0.11 5 sta nia BCOL 10.0 Code lBC20181TPi2014 Matglx4,lSH Weight 334 lb PT = 20% LUMBER- TOP CHORD 23(6 OF No2 0 SOT CHORD 23(4 OF NO2 0 WEBS 23(6 OF NO2 0 Excep? W2,W4: 21(4 OF StudlStd C OTHERS 23(4 OF StudlStd C 'Except' 66.2,2 OF 1402 C BRACING. TOP CHORD Strualwal weed shealäng directly applied or 644 cc puithlis. BOT CHORD Ripld ceSngdhootly applied or 1044cc teacteg. REACTIONS. (IWsize) 5206300.34 (Min. 0.13), 11=20639-3.8 (n(n. 0-14) Max Hojzl'97(1.0 12) Max Up8fl5-292.0 5) 1..294C 4) FORCES. (tb) - Max. CcnJMax. Ten. -Al forces 250 (tb)or less except when shown. TOP CHORD l41-5049/722, 241=-49261779, 24=47021733, 3-@47021734. 4-4249351779. 542-50491729 SOT CHORD 11-34=-39012025, 1-35-74114134, 35-38.74114734, S-36-741114734,8-37-411Y32110, 737=416!3210,6.7=416l32I0, 6-38=-692I4734, 32-39-692J4734, 5-39=49214134, s40=-35rn025 WEBS 24=-5921221, 34=-229/1175, 34-29811175, 44=492/222 NOTES- 1)2py truss tebe connected tcgetherwlth lOd (0.131'z3 nails asfolews: Top chords connected as follows. 2 .2 rows staggered at 04-0cc, Boftcm chords connected as blows: 2 -1 row at 04.0cc. Webs connected asfolows. 2,ot- I row at 04-0 cc. 2)M leads are considered equaily appbed to all piles, except If noted as fro* (F) or boeb (8) face in the LOAD CASE(S) eecfics. Ply to ply ccceectlons have been provided to distribute only loads noted as (F) or (B), unless cthendse indicated. 3) Unbalanced roof live loads have been considered for this design. 4)Wmd: ABCS 7-10 V6=110mph (34econd Vasd87nçh TCOLE1psl 8COl.4.Opef; tw2ft Cat II; Sep C; Enclosed MWFRS (envelope)gable end zane cantilever left and diteeposed ; end vertical Wand right eosed; Lumber OOLI.60 plate grip 00L1.50 This truss has been designed fors 10.0 psfbcltomdicrd live load nonccncu,rent with any other live loads. • This teass has been designed fora live load of 20.09sf Ofl the boltmn chord xi all areas Whore a rectangle 3-6-0 tail by 20-0 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. at This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard AS9SIffPI I. ThIs truss has been designed fora mev*ig concentrated load of 250.011, live boated at all mid panels and at 23 panel points along Bottom Chord, nonconcujrent with any other two loads. GIrder conies h, end wIth 440 end setbaeb. Hanger(s) or ether connection device(s) shed be prodded suffáent to sappoit concentrated load(s) 197 lb down and 62 lb ep at and 197 lb down and 62 lb op at 44.0 on top chord. The designlselection of such connection device(s) is the responsIbIlity of al LOAD CASE(S) Standard Continued on page 2 • 41 Job Truss Truss Type ItAGNOUA 2A 010 GABLE I""I Fy Job Reference (optional) IdJUTU5 inaerrame LLILO.. rem, I.. 551U IT; 5.hU 5 USC S W15 M. lEZSlI S USC S Zl1D wuIe5lnaUWle5. l. IflU VCI.4 1411 4l1U rage lD:ZFl3c9vx)tEMVfP77S5SJz7t4qyQD8kOEnC503nUBMW4NMN09?3Hvk1WO47&ba5OC LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber lnease1.25, Plate Increasel .25 Uniform Loads (pit) Vest: 31-35=-al (Fl1). 35.35=.I03(F.83), 28-35=-31(F-11), 1-3=48.3-6=46 Concentrated Loads (Ib) Vest 41153(F) 42-153(F) • • • 0 Ll Job Truss ype aty Fly MAGNGUA2A EOI 7GMLE I Job Reference (cetlonal) caronsaTluernre u.c. PeniS, CA. =7U NINE b24U 5 USC b 21115 I'75W 5.25116 USC 1121115 P1162 I110000, Inc. mU UCE S 12S7 21115 i'SaS 1 lD2FI3c9xbrEMVfP7?S5SJz7t4q-RcmWykFPzO8wPemNKobcubxJ4SjflXNYJfs981yX5O8 040 164 040 840 Scale = 125.1 . 426 se= 25 12 29 II 21 10 25 9 29 0 30 1 31 0 32 5 33 4 34 Plate OMsels MY)— 11:0-30.E4ael. (30-30.Edeel LOAOJNG(p59 SPACING 240 CSI. DEFt. in (Icc) Vde3 Lid PLATES GRIP ICU.. 20,0 Plate ClIp DOt 125 IC 032 Veil(LL) nla - We 589 MT20 2201195 TCDI. 14,0 L*mdior DOt 125 SC 0.51 Ve4(CT) n/a n/a 599 ECU. 0.0.Rep Stress Incer YES WS 0,00 Hcrz(CT) 0.03 3 Wa n/a SCOt 10,0 Cede 15C2015/TPl2O14 Maids-SM Weigit 73 lb FT = 20% WMBER- BRACING- TOP CHORD Z(S OF 1110.2 C TOP CHORD Structural wood sbea1lng direallyappled or G" cc pullins. SOT CHORD 2X4 OF No.2 C SOT CHORD Rod ee0ng directly applied or 64W cc bracIng. OTHERS 21(4 OF SbJdlStd C MITcI reesnieiends dial Stablizess aid required cross bracing be installed dwlng buss erection, in adanceedth Stabilizer lnstalatlon aidde. REACTIONS. Al beams 1044. Øb)- Max NclzI31(LC 44) Max Uplft Al iqOft lEO di or less at joint(s) S. S 12,7,4 except 1-234(LC 27), 3-224(tC 30), 11-l08(LC 55), 5.102(LC 64) Max Cray Al reactions 250th or less at joint(s) 11,5 except 1449(LC 65). 3449(LC 75). 8=275(LiC 70). 9274C 09), 10=250(LC 09), I2=331(LC 650, 7N274C 711 64290(LC 72), 4331(LC 74) FORCES. (di) - Max. ConipJMax. Ten. -Al forces 250 Øb)cr less except vibes shobul. TOP CHORD 1-21=4021/399. 21-2342W851, 2-22=.9091855, 2-23=409/839, 23-24428/735. 3-24=-10271513 SOT CHORD 1-25=.820/934, 12-264-754(838,12-264407/308,11-264404/833, 11-27420/333, 10-21=4811828, I0-23=-5471888, 0-264-520/338,0-264-4371828,3-264459/302, 3-30=4491333.740=4311333, 7-31=-5291353, 0-31=-547/388, 6-32-5511883, 5.3242W833, 5-33=4541333, 4-33=4311882,4-34-7541338, 3-34=.820/934 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASIDE 1-10 VuU=lloniph (3-second gust) Vasd87mpli TCOL=9,0psl 8COL3àpsf 1F203 Cat. II; EW C. 5nelosed MWFRS (envelope) gable end zone and CC Ccme43) 040 to 3.00, Ee4c.2) 340 to 84.0, Cane(3)844 to 1144 ExtelIoc(2) 1140 to 1640 zmig eaitiieva left and dgiite,çosed ; aid vertical left wed ilghzeapcsedC-C for members and forces 8 MWFRS for reactions above,; Lumber OOL=1 60 plate grip 00L1,60 Truss designed for wind loads in die plane of the frussordy. For studs exposed to wind (mxmal to lbs face), see Standard Industry Gable End Details as applicable, or consult quaTIed brOig designer as per AESVIPI 1. Gable requires enitliupus boltosn chord beabig. Gable studs spaced at 1-40cc. ThIs truss has been designed fm 10,0 pet boSom chord live Iced ncnconazrrent with any ether live loads. 1 This buss has been designed tore live load ot20.0p51 on the boSan chord in a) areas wiiere a rectangle 340 tag by 2-0-0 wide wIll fit between the bottom chord aid any ether menibere. 010% plate rating reduction of 20% has been app6ed tar the green lundiermen,beis. 0) Seeded plate crzteni required to provide fig bearing suiface with truss shoal at joint(s) 3. 10) This buss is designed in acocrdance v/gd, die 2015 Inteniadonal Suil&ng Cede section 2305i and referenced standard N4SlfPl 1. ll)Thlstruss has been designed for moving concentrated load of 250.Cllm live located at a] mid panels and at all panel points along the 503cm Chord, nonccncusrenlwlth any other live leads. 12) This buss has been designed tore total drag load of 200 b Lumber DOL=(1.33) Plate grip O0l.=(1.33) Comma truss to resist drag along bottom chord from 040 to 1640 for 50.0 pIt LOAD CASE(S) Standard 111 I* job TRJSS Tries Type aiy iy MAGNOUA2A E02 COMMON 6 I w Reference (c0ona1) '.ununTus unarrums UA., rem, WL uwu nun; o.s, 5 LA= 0 £4110 riwl; s.0 S 4155 0 £4110 ON.55 Ifl0U0W55 IllS. 11W U 4 1S4fLiU15 rOSS 1 ID2FI3c0lxxbiMVP7?S5SJ7f4q.RcmWykFPZO8WPen*ó(c1,cubXCXShxW5YJ1s931yX5OB 84.0 16.0.0 I 844 I 844 Scale 125.8 4x6 = 20411 454 = 454 = 844 16-0.0 Plate Oftsets XY)- ftEdge.0-24L £20.30.2.0L dee0.201 LOAOJNG(psf) SPACING. 2-0.0 CS]. DEFL. in (tea) Vdell Lid PLATES GRIP TCLL. 20.0 Plate Gdp 001. 125 IC 021 Vci1(LL) .027 4-7 '704 250 i M120 230/165 TCO1. 14.0 Lumber DOL 1.25 SC 025 Vat(CT) .0A7 4-7 405 165 ECLL 0.0 • Rep Stress Iner YES VIE 0.15 Herz(CT) 0.03 1 nfa rifa SCOL. 10.0 Cads IEC201SiI'P12014 MBwx-MSH WeVht: 47 lb Fr = 20% WMBER- TOP CHORD 254 OF No.2 G SOT CHORD 254 OF No.2 G VIESS 2X4 OF StudfStd 0 REACTIONS. (Ib/mze) 1704044 (,ái. 0.14), 3704/0S4 idn. 0.14) Max K z1lS35(LC 12) Max UpT4t101(LC 5), 347(LC 6) BRACING- TOP CHORD 5teiebaalsvaad shoOftdlready5ed or 224 cc pailbis. SOT CHORD RIgid oelisig 0ody aptlfled or 1545 zobig. FMTek reocerunends that 5fab31zers and requbed oroza bracing be icestalied dicIng Lniss effiam, in accordance idtli StabiJka Insta1laiien aidde. FORCES.. (Ib)- Max. Czn.Max. Ten. 3 faces 250 (b)or less en,ep*ediien ebc'wn. TOP CHORD I.11lS.14561133. 11.12lS.1333/137, 212lS.13l5/155. 243=13I5/lS0, 1314=1203/137. 3.14.14081133 SOT CHORD 1-15=-8711200,445-87112W,4-160-87112W.3460-6711260 VIEES 24*5/425 NOTES- I) UntwJansed rool5ve loads have been considered for this desigiL 2)VIbid: AWE 7-* Velt=I10mpli (34ecend qwQ t/aad*57er1ir TCOL*55pa1 SCDL*52psf lrs*2* Cat. II; Ew C Endclae* MWFRS (envelope) Gable end zone and C-C Eateilce(2) 040 to 340. lntedcu(l) 340 to 8.00. Eateiice(2) 8.0-Ste 1140, Inteibe1) 11.0.0 to . 1840 zone; aintilever left and dgbtexposed; end umlicel left and dgble,ieaedC.0 for members and forces & MWFRE for reaetces show, Lumber OOL.120 giate gi DOLiI.60 This buss has been designed fora 102 pal battom elierd We load nonocaccirad wIth any ether We IcadL • This buss has been designed bra live load e420.icbcn the bottom disid to all areas vAiiere a realangie 3"2d by 240 wIde edt fit between the bottom diced aid any other nient'era. 5)AOats ratbig redaction of 20% has been applied for the green Iwdbermcenbem. 6) This tiuss is designed in accordance with the 2015 fiftnoWnd Bufift Code section 2306.1 and referenced standard ANSVTFI 1. 1) ThIs hues has been designed for monlog concentrated Iced d28ILGb go basted at all mid panels and at Al panel paints along the Sedan Chonl, nenoancwrentwlth any elbor live bade. LOAD CASE(S) Standard • • LUMBER- TOP CHORD 21(6 OF I102 G SOT CHORD 21W OF UO2 WEBS 21(40? StudiStd 6 OTHERS 21(40? StudlStd 6 Structural wood elieatl*10 dboctlyapØed or 640 cc pu1bx. No Wiling dboctly applied cr840 osbracis. MJTeb reccnsnenda tisst Stabliuzers and req*ed areas bcadn be Itataled dinIng truss erection, In acxrdanceedth Stabilizer REACTIONS. Al beaj*iip 1540. (lb)- Max Kcrz135(LC 44) Max Uplift Al uplift 100 lbcrlessatjclot(s) 10,4 except 1-170(LC 21), 3-174(LC 31)), 7.1051LC 6), 9.135(LC 55). 64-135(LC 62) Max Gray Al reactions 250 lb or less at jclnt(s) 9,5 except 1e352(LC 63), 2382(LC 71), 7528(LC 1), 8290(LC 66), 103S1(LC 64), 6'.280(LC 68), 43$1(LC 70) BRACING. TOP CHORD SOT CHORD Job Truss Truss Type Q1y Fly MAGNOUA2A FOI GABLE I Job Refcrence (optional) rcnxaTIUIlrame Lw., rem,, c% waio teal: a.zeu 6 M 8 xuis "M 0240 e uec 6=11 MITex 1111MMIMS. Inc. [flU = ô 11a,7a xciu rage i lD:H33w5NME20cp22Nz35P2z70vcK94G2ldGn1oLZjV6rRoUVKs7pCz3hXJbjqTsX5OA 1-60 1540 I 140 140 Scale = IMS U 9x6 = 17 io is a ia 2 20 7 21 6 23 5 23 4 24 SM 3z4= 2x411 140 1 1540 74l Plate Offsets (X.Yi- f1-20,Edee1. (20.3.0.O-341, 13.0.2M.Edgel LOAOlNG(ps SPACING. 240 csl. DEFL. In (lee) Vdd Lid PLATES GRIP TCU. 2010 Plate Gap DCL 1.25 IC 0.29 Ved(LL) n/a - IV's 939 MT2O 2001195 TCDL 14.0 Lanthor DCL 125 SC 0.29 VeflCT) n/a - n/a 938 BOLL 0.0 • Rap Stress Inar YES WE 0.10 Hoiz(CT) 0.00 7 nba nba SCOL 10.0 Code 15C2015/TP12014 MaIds-SN Weight 88 lb FT = 20% I* FORCES, (Ib) - Max. CaaepJMax. Ten. -Al faces 250 (Ib) or less except When sliesi. TOP CHORD 1-2644761450, 25.23=-2511216, 21-264.251213,3-264478/441 SOT CHORD 1-17=4011414,10-17-24&M,4-24-301=.3.24=.4011422 WEBS 2-7-515/148 NOTES- Unbalanced roof live loads have been considered ftr this design. Wind, AWE 7-10; Vidtll0n*I (34eccnd g Vas4481nh TCOL3jOpe3 SCOLSáps b200; Cat. H; Bep C; Endossd MVIRS (em'elopc) gable end zone and CC Eztedm2) 0.0.0 to 340, lntelbu(l) 340 W40, Estoriot(2) 740 to 1040, lnteiler(1) 1040 to 1540 zone; cantilever left and dpldeapesed ; end vertical left and dghtexposedCC for members and forces 8 MWFRS for reactions sbe; Lenthor OOL1.66 plate grip DOL=160 Tcem deslgaed tar Whid loads in the plane cfthe truss only. For studs exposed to wind (normal to the face), we Standard Industry Gable End Details as applicable, croonstiltqua30ed InildIn depigneras per AISIITP1 1. Gable req*es ccnt?aurous bottom chord boning. Gable studs spaced at 1.40cc. This buss has been designed tore 10.0 psf bottom chord We load nonc icurrentv/,th any other live loads. 1 This tauzs has been designed for a In load of 2040 on the bottom chord in all areas where a rectangle 340 tal by 240 wide wIll 51 between the bottom chard and any other menthon. A plate ratkig reduction of 20% has been applied for the green lumber members. 8) This buss Is designed In aoccrdencevfdh the 2015 InternatIonal Buileing Code section 2306.1 and referenced standard .46ISUTPI I. 10) This buss has been designed for molfmg concentrated load of 250.0th live located at all mid panels and at al panel points along the Settom Chord, nonoonmnrent with any other live loads. 11)1)mls truss has been designed tare total drag load of= lb Lumber DOl.(133) Plate gap DOL(123) Connect truss to resist drag Ii along bottom chard from 040 to 154.0 for $33 pIt. LOAD CASE(S) Standard JOD Truss Truss Type MAGNOUA2A F02 KJNGPOST IQW2 Fy lJobRelarenceLptional) I.Mp"M u,urrm LW, rem, FWA, - MUMVd*uo LM a uia rruw arnua L,e a na CJI,flUU5MIV Inc. 11W vgi j 17.4,qwIa renai lD:H33w5zJNME2Oq22Nx35P2z704C.N?uGMQGgV0Oe0e4zO0a7GOExP(mizLGCvyX5O9 744) I 15-0.0 I 7-6-0 I 740 Scale: I21' 47.6 = 116 Kai 454 = 47.4 = 74.0 1544) 7-a41 74.0 Plate Offbets 0(X)- f20-3-0.0-2-41 LOP,VJNG(ps9 SPACING- 240 CS!, DEFL. in (Ice) Vde0 Lid PLATES GRIP ICU. 20.0 Pate Gdp 001. 125 IC 1)67 VestØ.L) 4.22 4-7 1301 240 MT20 220/165 TCDL 14.0 Lumber 001. 125 Be 0.60 Ve*(CT) -025 4-7 '466 169 ECU. 0.0 Rep Stress leer YES WE 0.14 Ho=(CT) 0.02 1 nfa ste SCOt. 10.0 Code 18C20151W121)14 Matdx4ISH Weight 45 lb FT a 20% I LUMBER. TOP CHORD 2%4 OF N0.20 SOT CHORD 2X40F1102G WEBS 2X4 OF StudlStd 0 REACTIONS. (lis'erze) 1660/0-3.8 (nat. 044 365010-34 (nat. 0-14) Max Ho124(LC 16) Max Up6ft142(LC 6), 3=64l..0 B) BRACING- TOP CHORD Structural wood eliealhing directly applied cr4.14 cc pulins. 601 CHORD Rigid ceiling directly applied or 10-0-0cc freeing. MITet recommends that StabEzers and reuked eross braft be isstalJed diaztng Arm eregtlmi, in axordanceedth StabWizer lnstaetion aulde. - FORCES, (U,) Max. ConJMan. Ten. -A$ forces 259 (Ib) or less except v/hen shown. TOP CHORD 143-43091136,13-14-12411139,2-U-12311161,2-is-1231/151, 1S-1642411136, 3.15-1306/l3S BOTCHORD 1-11-B9/1191, 4-1140/11B1, 4.12=40/1191,3.12=40/1161 WEBS 240/411 NOTES- Llnbelaiced roof live loads have been considered for this design. Wind: ABCS 7-10: VuIt110nh (3-second 6u59 Vasd67n*1; TCOLSj0ps1 6C0L6.0psf; h2oft Cal. Ii; Eep C; 5no1csed Ma)RS (envelope) gable end zone and C-C Eztedru12) 040 to 344, lnteloi1) 344 to 740. Ededs(2) 140 to 1040, Interiru(1) 1040 to 15-00 zone; cantilever left and tIght exposed ; end vedical left and iIg1fleosedC.0 for mentbeio and forces & WIWFRS for reactions obowo; Lumber 00L1.60 plate gt, 0OL1.6l) This truss has been designed fare 10.0 psI bottom shard live load noworimmodwM any otherS-a loads. • This truss has beet-i designed for a live bad c120.flpsf on lbs bottom chord in all areas where a rectangle 340 tall by 244etidevitfl fit between the bettors chord and any other members. S)Apigs rating reduction of 20% has been applied for the green bimber members. This buss is designed In accordance edth tie 2015 International Eidldbtg Cede section 2306.1 and referenced standard mSVTPI 1. This tnt-se has been designed for a moving concentrated load of 250.0th In located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. LOAD CASE(S) Standard Job Truss T59 Type Uty iy MAGNOUA2A KINGPOST I Job Reference (optional) ialffcela IILwrameLw., ran, V.% V431U piwi: 04.qu a INC a wia rrm Lzqua Inc a wia ivuica Iceucaje,, Inc.•nuUC is izazuiu race i laH33w94NME2OcflNa5P2z704C?uGMQGgV0OeflSDOaIGNpKKmizLGCvyX5O9 I 74.0 1540 740 740 Scale z 123.5 D800# 4x5 = 5.3.13 9.6.3 1540 44. 5.1.12 Plate Offsets OCX)- (10 -"A-2-41,(30-"k241, -20.04-12L I5G-20.00-12l LOAOING(pst) SPACING. 2.00 CSJ, DEFL. In (Ice) Vdetl Lid PLATES GRIP ICU. 20.0 Plate Gdp 001. 1.25 IC 0.70 Ve4(LL) - 4-5 '259 20 MT20 220/155 TCDI. 14.0 Lumber DCI. 1.25 Be 059 Veil(CT) .020 44 1605 150 SCU. 0.0 • Rep Stress bier NO WS 0.46 Hcrz(CT) 0.05 3 nfa "fa SCDI. 10.0 Code 15C2015iTP12014 Matsla4ASH Weih1: 123 lb FT = 20% LUMBER. BRACING. TOP CHORD 20 OF NO2 G TOP CHORD SOT CHORD 20 OF N0.20 SOT CHORD WEBS 2X4DF6tudlEtdG REACT)ONS. (lWsize) 10215110-34 (mu. 0.1.4 302757/0.34 (i. 0.14) Max Hccz134(LC 25) Max Up6ft1z.247(LC 19), 3s.347( 22) Max Gravl2817(LC 15), 32811(LC 17) FORCES. (Ib)- Max. CaiiJMax. Ten. - Al torcee 250 (Ib) or less except when ehcwn. . TOP CHORD I-2=4406/809, 2.3=4409/800 SOT CHORD 1-1.383/816,1-13=4159131, 13-14-451/5131, 5.I4-451/5137, 5-15-32414414, 4-15=-334/4414, 4-l6=4259I12, 191.17=425151I2,3.17=-593/5112, 3-18=-372/3161 WEBS 2.546712450, 2.4-191/2450 6truc0val weed itliealhing diredyapp9ed or 4-54 cc pudins. Rigid caft directly applied or I040 cc bracing. NOTES- 1)2plyfnasstobeccimei*ed together Wall lOil (G.13rd9 nmisasMom, Top chords connected as tcicws: 2,ot- I raw at 044 cc, Bottom chords connected astotows: 2x6 -2 rows staggered at 044 cc, Webs comiected asfelcw, 2x4-1 row at 040cc. 2)M loads are considered e4ualyapp9cd to ad p9es, except If noted as *M (F) or bads (B) face In the LOAD CASE(S) section. Ply to ply concoctions have been provided to dlotslbsate only loads noted as () or (B), unless otheiwise indicated. Unbalanced roof five loads have been considered for this design. Wind: ASCE 7-A, VuJ&=ll0nipb (34econd oust) Vasd'97niph; TCDL=8.Opsf BCOI.'9.0paf; h203 Cat. II; Eap C; Elrtosed ?AWFRS (envelope) pablo end wne cent4everle*and right exposed; end vertical left and fight exposed. Lumber DOL=160 plate go 0O1.1.60 This tniss has been designed fora 10.0 psf bottom chord hve load nonconon,rentedth any other ive loads This truss has been designed bra live load of 20.Opsf on the bottom chord In all areas where a rectangle 3641al by 2414 wide edit fit between the bottom chad and any other mentors. A plate ratIng reduction of 20% has been applied for the green luntermembers. 5) This truss Is designed in accordance v/it the 2015 International BuIlding Code section 2305.1 and referenced standard At4SYTPI I. ThIs truss has been designed for movtag concentrated lead of 290Gb live located clad mid panels and at ad panel points along the Bottom Chord, nonconouwentedth any other live loads. ThIs buss has been designed bra total drag load of 800 lb. Lumber 0OL(133) Plate giip DOL=(123) Connect truss to resist drag loads along bottom chord from 0-00 02.0.0, 1300 to 1540 for 200.0 pIt. GIrder cavles tie-li epan(5) 15"6=04410 15.04 LOAD CASE(S) Standard I) Dead. Roof Live (balanced Lumber lnereasel.25, Plate Increase 1.25 Uniform Loads (p0) Vat 6-$-300(F-280), 1-2=48,2-3=45 I. U U 10 10 JOD 11Us$ Truss Type Qt Ply MAGNOUA24 FeY GAME I Jab Reference (onUncal) dUTR Ifl1WiflLM.., rcm, R. LIU Mun mzwzIXC D £(I1D riwn IX U W1D IYIJIUJI flU9O1U5, II1C. mU uci J 1(D ZUlU rage 1 10:H33w5NME20flNz35P2z7O4C4SStalHlGJWVG6Uy9JWDZirgoKguc_7000y%5O8 140 15-0-0 740 140 Scale123J . 5*5 = 17 10.10 0 19 5 20 1 21 S 23 5 23 4 24 24.4= 2a4H 354= 744 154-0 74l 7_aM Pla2e Offsets 0.Y)- 1t04414net (203-OO-341, 134-Z0.Edael LDADING(psf) SPACING- 2-0.0 CSL DEFL in ($x) Well Lid PLATES GRIP TCLL 20.0 Plate Gip 001. 125 IC 020 Ve1(LL) we n/a 050 IAT20 2201195 TCOI. 14.0 Lmthor 001. 125 Be 029 Ve4(CT) are - Ala 050 SCU. 0.0 • R Stress Inor YES WS 0.03 HcCT) 0.00 7 ala ala 5001.110A Code 10C20101TP12014 Mats1z-SH Wei5h* 09 lb P720% WM3ER- GRACING- TOP CHORD Z(S OF N0.2 G TOP CHORD SbuchoWwood sheAft alteetJy aØied or 044 Os pwft SOT CHORD 2X4 OF UO2 SOT CHORD RI1d ce5n eetiy apØied or 0-0-0 cc bracis OTHERS Z(4 OF 0tsdlStd 0 I tostasd di*5ç am "action, in acecrdancevidJi 5tab/tser WEBS 2*5 OF No.20 t.0Tel reccennends Ui StaliOizers aid re*ed am bradag be F '- REACTIONS, AS besitos 1544 b) - Ides Kcsz1-35(LC 33) Ides 1Jp30 M uplift 100 lb or less at jctot(a) 10.4 ezcept l-163(l.0 27), 3-173(LC 33), 7-1090LC 3), 9=430(1.055), 9=435(1.002) Max Grew M reactions 250 lb or loss at jalit(s) 9., 5ezce$ 1z355(LC 53), 3350(LC 71), 7z341(LC 1), $=290C 53). 19=391(1.004), 9=290(1.003), 4aol(LC 70) FORCES. (lb). Ides. ccrnpfMax. Ten. -M forces 250 (Ib) or less except v/hen choxci. TOP CHORD 1-29=.455/445, 25-.29=-2401214, 27-29=-20l209, 3.29=.456/435 SOT CHORD l-17-4911413, I0.17.204l329 4.24-3041325, 3-24-297I41S WESS 2-74251149 NOTES. UAbabu=4 rent Owe loads have been considered for this design. Wind: *505 1-* Valt=110nh (3-onsolTid g Vasd31rnp1r TCO1.a0pc$; S0ps hz= Cat. 0; Sep C; Enslosed IdV1FRS (envelops) gable end zone aid C-C Sxho1a2) 044 to 344. lnte4cr(1) 344 to 740, S*5edor(2) 140 to 1044, Intejfo41) 9044 to 10-04 zone; caitilevor left and vlgldexposed; end walled loft and 60ezposedC-C for members and forces & IIIWFRS for reactions chesii; Lrcrlier 00LL55 plate grip DO1M00 Tress designed torwfnd hads to the plane dthe trussoidy. For studs eeposed tow/hid (normal to the face), see Standard Induatny Gable End Damb as ap5oab1e, oronisuitqualfled bU0db13 designer as per AIISIITP1 1. Gable req*es omtb,ueas bottom chord beasln5- Gdble studs spaced at 944 Os. 3) This tivss has been designed fora 10.0 pot bottom chord Owe load nsnccnsisixcn*udth any ether Owe loads. 7)1 liltistass has been designed for Owe lead of 20.0psl on the boSoni chord lied areas v/flare a rectangle 340 td by 24-0 wide udlJ fit behesen the bellcei chord and any ether members. 3)A plate raft re/salon of 20% has been applied far the green lumber members. 0) This tiuss lsdesigiied in accordance vAth the 2015 International Suliding Cede section 2300.9 and referenced standard ANSIITPI 1. 10) Us truss has been designed tore mob*lg concentrated load d250.Gb live located at al aid panels and at a] panel paInts along the SoSoni Chord, nonconaarantudth any other rzve loads. 11)7hlstiuss has been designed toca total drag load 01300lb. Lumber 001.(123) Plate grip 00L(123) Comm truss to resist drag Ir along bottom chard from 04-0 to 154-0 for 533 pIt. LOAD CASE(S) Standard FA LISMEER- TOP CHORD 2(4 OF No.20 SOT CHORD 2(4 OF N0.20 WESS 2X40F0,todiEtdG WEDGE RiIit 2s4 OF StudlS,td -G BRACING- TOP CHORD Sttuctwal weed s thbiidrestlyeppJied or ".0 Os pwlins. SOT CHORD Rigid ceiling diredly appfled or S" cc bracing. MiTel reco,mnends that Stabilizers and re*ed cross bracing be tos1a3cd dudag buse eredice, an acoardanoevAth Stabilizer hatafelion m Truss Truss Type QIY PJy MAGNOUA24 FOS CIJEENPOST Job Reference (octional) IXJTI InJwrWnLM... IM, VfU run; D.ZW 0 UM C LU1D 1mm; D.qu C UCC UU1D YUIWI UIlIIflCD, InC. IIWUCI Y 1lWU1C CCC 1 ID:H33NME2OflN2z1OC..EStaIHIGJWVG5UyJWDZflgiSgta,jd4pkMy%5O8 I 3-il-S 14.0 . 11.0,-il 14-94 3.11-5 3.6-11 34-11 3-8-5 Scale = 1234 5z0 = D800# El 5 6 4 7 454= 2011 Sat II 454. 14.0 1440 744 7-34 Plate Offsets My)-- ltS-1-9.S-241. 120-30.Edae1. 13.0-3-1.Edeetl340,5-1-121 LOADThIG(psf) SPACING- 2.0.0 COt OEFL. to Øoe) Jlde9 Lid PLATES GRIP IOU. 20.0 PLate Oip DCI. 1.25 IC 0.64 Veit(LL) we - Wa 533 MT20 230/165 TCOI. 14.0 Leeber DCI. 1.25 SC 0,55 Ve,t(CT) ala - nba 589 ECU. 0.0 • Rep 9t1ess leer YES WE 0.10 Hcrz(CT) 0.00 4 ala Na ECOL. 1010 Code lSC20l5t!P12014 Mates-OH WeisJt 45 lb FT20% ACTIONS, Ob1sze) 1=25111444 (min. 944 3208114.$4 (pb. 0.1-4 414911440 (ode. 0.14) Max NmzI37(LC 36) Max UpJi*1-145LL0 27),2-2W 35), 4=43(1.027) Max C-ravl400(LC 57), 3=333(1.059), 4=743(1.01) FORCES, (lb). Mas. CayJMaz. Tee. -M throes 259 (Ib)cr less except Whan abcea. TOP CHORD 1-3=-3952, 2-10-291t255, 10-11-333/341, 3-Il-S51l5fl SOT CHORD 14=-31SO49, S4=-3151843,44=-391/332, 4-7.V.8/259, 3.14791507 WEBS 2.4=4331189 NOTES- I) Unbalanced roof Jive leads have been considered (cr93s desigti. 2)Wed ASCE 1-10 Vaalt=llthnph (3-seceed oust) Vasd3Th1i TCDL=9$ SI.=5.0psf h=2G8 Cat. II; Sep C 5nc1oscd IJIWFR$ . (envelope) abIe end zoos and C-C Sstmbu(2) 00-0 to 3-GO, lntetlan(1) 30-0 to 1.64, Eatedcr(2) 740 to 1040, IntedanlI) 1044 to 144-0 now, nr*levcr left and alight exposed; end veiticel left and dghteeposediC'C for monbers and toreesA MWFRS for ceadions nbcwn Luntier 00L10 plato fro OOL1.00 Gable ro *escon$ineeus bottom eiwrd bealing. This truss has been designed (era 10.0 pef botton abord Jive lead aenomssrrenlndth any other live toads. • This buss has been designed (era Jive lead d20.0psf an the bottom obord to all areas Where a rectangle 340 tail by 240 wide olifl (4 between the bottom chord and any other rnenthera, plate rating reduction of 20% has been applied tar the green tantherrerunbom. 1) This Was to designed in accordance wMp the 2015 InternatIonal Si0dlng Cede seattice 2305.1 and referenced standard Mli$JITP1 I. 8) This buss has been designed (era movlag concentrated load of 250,M Jive boated stall mid panels and atoll panel paints along the Eoflcm Chard, noncencwrentndth any ether On leads. 6) ThIs truss has been designed (era total drag load of 800 tb Lumber OOL(133) Plate gr4p O01.l23) Ccnne,cltnsss to resist drag leads alanig bottom chard from 6-7-0 1014" for 69.0 pIt LOAD CASE(S) Standard Job Truss Truss Type F?' MAGNOUA2A F09 KSNGPOST I'My7 1 1.1,3b Reference (oUonal) siuomw IIU5flWTW LW. raw, 1M. gmiu 1gm: S.Z45 S USC S WiD rluw S.ZS1j 5 USC S *515111115* IflS115Ui5S, IllS. 11W um 1ZSi*D 2515 rags 1 ID:H33wSzINME2Ocp22Nz35P2z704C-JNO1n5Iw1deMuG38ZegY3R6wU33bPJK8EHqNHoyX5O7 74.0 1440 740 I 730 Scale' 123.6 4*6 = 4*4 4d. 74.0 1440 7.2.0 Plate Offsets CLV)- 1230.0-24I LOAOJNG(psf) SPACING. 240 CEI. OEFL. In (lao) tided Lid PLATES GRIP TCU. 20.0 PLate Grip 001. 125 TC 0.63 Vezt(LL) .0.23 4.10 0175 240 MT20 230/195 TCDL 14.0 Lumber DCL 1.25 Be 0.61 Vet(CT) 4.40 4-10 2433 180 BCLI. 0.0 • Rep Stress War 'Its via 0.13 llarz(CT) 4.02 3 Wa Wa SCOt. 10.0 Code 10C20101TP12014 Matslx4ASH tfle4ll*: 45 lb PTZ2O% LUMBER. TOP CHORD 2940FtI020 5 SOT CHORD 2X4 OF UO2 WAS 24 OF EtudlEtd 0 WEDGE Right 2z4 OF Stedl5td 4 BRACING- TOP CHORD Stnmiuralumsd cheahiting diready appOW or 4-1-3 cc pulins. SOT CHORD Rigid ceFMdireatJy applied or 1040 cc bracing. Ii4ttch recom3nends that Stet1zere and required ereas bracing be Installed dising buss oractice, in adanceedth Stabilizer lellatlon aidde. REACTIONS. (iWetze) 340491Mecha,*ai. 14049/040 (nih. 0.14) Max Hci23405(LC 12) Max Up3ft8a41(LC 9), 1m424LC 3) FORCES. (Ib) Max. ConipJMaz. Ten.- Al throes 250 P) ,w less except when sliawa TOP CHORD 2-13.1 184/149, I3.14.l191/13S, 3.14=42821135, l-15-12591133, 15-18-11911135, 2-16-I13li143 SOT CHORD 1-114W1143, 4.1811143,4-1243113,3.12=4311143 WEBS 2440!339 0 NOTES- I) Unbalanced roof live (cads have been considered brOils design. 2)Wtnd: ASCE 7-10; Vultll0inph (3.aeoond o Vasd407mpG TCDLs5Ips ECOt.400g b=2011 Cat II; Sap C; 5nciosed tMihFRS . (envelop) gnble end zone and C.0 Estea 040 to 340, lntedsr(1) 3.0.0 to 74.0. Sstefor(2) 744 to 1040, isbelI(1) 1060 to 144.0 zcee eantiiever [left and t1ihteapesed ; end veilleai left and right exposed;C.0 for nantbera and forces & MWFRS brreactions chovm; Lumber DO1.1.60 plate 00 0OL1.50 This buss has been designed bra 10.0 pal be0om chord live load naoccncwrentwtth any ether live tcadL • This buss has been designed bra rwe lead of 20.0psf on the boSom chord in all areas whore a reotalhtls 340 tall by 240 wIde wIll fit between the beltoin elioni and any ether menthess. 5)A plate rating reduction of 20% has been applied for the green limthermemboie. 0) Refer to glrdoi(e) for truss to buss connectIons. This buss is designed in adance wIth the 2015 InternatIonal Building Cede section 2305.1 and referenced standard M4SY1P1 1. This tsuss has been designed for a movIng cencenlrated (cad of 250.0th lIve boated at all mid panels and at al panel points along the BoSom Chord, nonconc wet v4th any ether We leads. LOAD CASE(S) Standard U . ob TnJ$S I Truse Type I lazy rGN MOI JACK.CLO8EO GIRDER 2 JF'y LOb fejee (optional) rTh4uu5prme LW., rams, wt, WAVIU tun; D.L4U0 IJC D W1D rnju: LLqu 4U1D ruje, UU5UJ II1. mU VI 4 1.4IZD1W rage 1 lD2Fl3c9vrEMVP7?S5SJz7t4q.JN01n5Iw1deMuG3BegY3R63t3BcPl.V8EHqNHoyX5O7 4.10.3 8.0.0 4.10.3 3.1.13 2x4 II &ale1:11.5 fl 4-10.3 e.e.c 4.10.3 2.1.13 Plate Offsets 0(X)- (102-12.0.24t 14.04420.2.01. 15.0.44.0-1-SI LOADING(pet) SPACING. 2-0.0 CSL OEFL. In (Pen) Well Lid PLANS GRIP ICU. 20.0 Plate Gzlp DOL 125 IC 0.05 Veit(LL) -0.01 54 '669 240 1AT20 220/165 ICOL 14.0 Lumber DOL 125 Be 0.10 Vert(CT) .0.02 54 '699 160 SCU. 0.0 • Rep Stress lizar NO WS 0.05 Hoff(CT) 0.00 4 Wa ela SCOt lOS Code I0C2019TPi2014 Mabbz4AP Wei%)t 74 lb FT20% LUMBER- BRACING. TOP CHORD 2X4 OF No2 G TOP CHORD Slructwal weed sheathingdbecllyapplied or 040 cc pwlbzs. except SOT CHORD 2X5 OF N0.20 end vsiticals. WOES 394 OF Ste W5td 0 SOT CHORD Rigid ce0ng directly applied a 10-0.0 ac twaclag. REACTIONS.. (Pb/size) 1'646/0.54 (min. 0.14), 4'646/Medzanical Ides "M "W&C 7) Ides Uplift1.40(LC 4), 4442(LC 4) Max Gray1433(LC 22),42439&C 25) FORCES. (Pb) - Max, CcmplMax. Ten. -M tomes 250 (lb) or lees except when shown. . TOP CHORD 1-2.556/E8 SOT CHORD 1.10.44/334, 1-11445/552,5-11445/552, S-12'4J/552, 4.12445/552 WOES 244/329,244415/99 NOTES. I) 2-ply buss to be connected tcgetherwitii lOd (0.131"z3) (kads asfebws: Top chords connected as follows: 2s4 -1 row at 04W w, 5*11cm chords connected as Mows: 2s6 .2 rows staggered at 044 cc. Webs connected as follows: 2*1 -1 row at 04.0cc. 2)M loads are considered equally applied to all plies, except if noted as front (F)orbads (0) face lathe LOAD CASE(S) section. Ply to ply ecenesdsns have been provided to diatitbzde only loads noted as (F) or (S), unless cthemlse Indicated. Wind: ABCS 7-10; ¶Mt110nh (3-second gust) Vasd'67mph TCOL'6.0psf; SCCl54pef; tp*ft Cat. 0; Sep C; Endowit, MWPRS (envelope) 0ab15 end zone; cantilever left and right expose ; end vedical left and ,lgldeeposed; Lumber DOlM.60 plate grip 00L1.60 This truss has been designed Iota 10.0 psI bottom chord live load nonconculTsid with any ether live foods. • This truss has been designed Iota live bad of 20.0ps1 on the bottom chord in all areas where a rectangle 34-0 tall by 240 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. 6) This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard AIISI/TPI 1. 6) This laws has been designed Iota mo'deg concentrated load of 250.057 On located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other We loads. LOAD CASE(S) Standard . 10 Job TWO Truss Type MAGNOUA2A 1'~' 17, M MONOTRUSS obReference(cp*IonaI) IffTuInj,rraITI, lW, , W471U ,un: D.z'W Q ?,U1D nun; LZqU, ijug ouio w cnrnuuuiriun uJ. mu v i.,;sr uiu run, 1 IaZFl3c9MVVP7?85SJz7t4q.naaPYcmOWPeKLBnbeeAUT8ocHSxZpEC5O5 44.0 -1 44.0 Scale z 111.5 fl=Rflfl 2s411 Plate Offsets MY)- 11444.0-141 LOAOJNG(pst) SPACING. 240 CSI. DEft. In (lac) Vde0 Lid PLATES GRIP ICU.. 20.0 Plate G,p 001. 125 TC 024 Veit(LI.) .0.05 34 1855 210 MT20 220l155 TCOI. 14.0 Lumber 125 SC 025 Vesl(CT) -0.10 34 1513 180 ECU. 0.0 • Rep Stress bier no WE 0.00 Horz(CT) 0.01 1 wa ole SCOt. 10.0 Code 15C20151TP12014 IAOtdx.MP Weight; 14 lb PT = 20% WMSER- BRACING- TOP CHORD 2%4 OF It02 0 TOP CHORD SOT CHORD 2X0FMa20 WEBS 2X4 OF 2tu014 0 SOT CHORD MAClIONS. (IWS1Ze) 11920-34 (pus. 044), 31essuioal Max Katz l'33(LC 34) Max Up -2SOLLC 27), 848LLC 35) Max GraY1353(LC 40),3030" 55) FORCES. (lb) 1. CaiJMa Ten. -$10 forces 205 (Ib)oo lass except When shown. TOP CHORD 1.8=.7821730, 24-301/292 SOT CHORD 1-7=-1231725, 3.7-3111351 Sbuotwal wood sheathing direatlyapØed or 444 cc pulbis, except end vetiaats. Rigid cslflng dfreatly applied or 6" cc Waft, WA recommends bat Efhelaom and reu1red "am brodig be bistalled dialog Vussexcatico, in aocordance edth Stabilizer NOTES- 1)Wmd; ASCE 7-I0 VuUfl0mph (3-seomud goQ Vasd37or TCOL5.0sf S Ot.Msf: b'2* Cat. 0; Exp C: En 1esod IAWFRE (enxelope) gable end zeee end C-C Extedal(2) 040 to344 lntedsuI) 340 to 444 zene cantilewnieftruud tght exposed; end vejtloal le* and dgMexpcsedCCformentbom and forces S IMRS for reastlans shown; Lianber DOIM2O plate grip DOL=1.S9 This truss has been designed fore 10.0 p fbe3omshord 5xe toed n ssowrruutedth any other live loads. This buss has been designed fora live bad at 20,0pslon the boltonu chord in all areas Whore a rectangle 340 tall by 244 edde edt fit between the bottom alxrd and any other meatbare. 4)A plate rating reduction ol20% has been applied for the green lumber membsss. Refer to glrde*) for buss to truss connections. ThIs buss Is designed In accordance Whh the 2015 lnheu Sutding Code section 2305.1 and referenced standard ADS VTF1 1. 1) This truss has been designed fora moving concentrated Mad c1250.Gtb live boated at all mid panels and atoll panel paints along the Bottom Chord. nonmmumentedflu any ether on loads. 8) This buss has been designed fore total drag bad of 800 tb Lumber 001.(1 .33) Plate grip 00L=123) Connect truss to resist drag loads along bottom shard from 044 to 440 for 1112 pit. LOAD CASE(S) Standard le LOAOiNG(pst) SPACING. 240 TOLL 20.0 PLate Gilp DOL 125 TCOL 14.0 Lanthet DCL 125 SLL 0.0 Repatriessinor 140 Scol. 10.0 Code ISCZO1SITPI2OI4 PLATES GRIP MT20 220/195 001. DEft. In (lea) lldsll Lid TC 0,14 VeW..L) 4.50 S-Il p995 240 SC 0.37 VO*CT) 4.12 5-I1 1770 150 WE 0.15 Heuz(CT) 4.01 4 ta ala Matsta4dP W4M:321b FT2G% r. JOD TnJ5$ Truss Type Q1y Py MAGNOLIA2A I MW MONO CAUIJP 1 - Jeb Refence (clIonaI) uwDrrdm1gI.w., rwu,, ,%un; 0.~gg £4110 "MD.U0 • 01.U10 IYIJPW1IJJUU11I05 111g. pnuvgi 1LOliU U141 rgg 1 IZFOcMVtP7?S5SJz7f4q.naaP7RJYxmDWPeK7LBnbee9xY8mJHSxZwpEy15O6 O-3-IZ 1-9'S 1-5-132-5.4 7-9-8 04.12 1-5-12 WON I 5.4-4 I. 5*15; Scale: 1:15.3 i. i. 3*4 = LUMEER. TOP CHORD 2%4OFL4e20 SOT CHORD 2X4 OF 14e2 0 VJESS 2(4 OF 5ted18Ld 0 BRACING- TOP CHORD SOT CHORD StnssIWaIaad alDealt* dirsatly appled or 644 as pwline, sxc'* 044 aspaiLns (544 max.) 1-3, Wiffid caSIng drecOyagood or 1"4 co taaaIng, NTat remmends that EtabEzexe and raubed crew bming be Inata3ed dialeg Lnan creaSes, In accordarm lith Stabilizer Instaliaties Owls. REACTIONS. Ølaidw) 4=329.0.3-5 (n*i. 0.1.5). 7=357/j j ijfij Lda Kz455LC 9) Max Up8M.33(LC G), 79-2W 8) . Max GraY*429tLC 37), 7455(LC 27) FORCES.. (Ib)- tda*. C a JMaz. Ten. -M foanea 250 (b)or less a c,tm) shown TOP CHORD 3.124l2/E9, 12.I3.414/55, 4-134353 SOT CHORD 714=4513G9,6.I4z4W309. 6I5.71!810, 5.15.111310, 5.I5.511397, 4.1651I WEDS 3.5.251599, 34.34Wl32, 3.7=495150 tIDIES- 1)Unbccd red Ova landshave been essidered for thisdadign. Wind: ASCE 7-10 ViaJt=110nIi (3.seannd u*4) Vasd=57m TCOLcSApst BOOLPSApA, hoM Cat. II: Exp C; Endlesed MRS O (envajpe) atle end zene and C4 5at531c42) 04.0 to 5-3-I1. lntndolll)5-3-11 to 7-04 zese eerleft and do essed ; end ve4lcalleft and #We74esedC.0 for mambew and larsen S MWFRS for ranatlens abewj; Lwlebsr plate Pcatee adequate draInage to prevent vraterpesdlag. 4)Thle buss has been designed fax a 10.0 psf bOwnabard Bye land rmwanwomvIgh any ctIrsx5a leads. 5) • This buss has been designed fare live lend of 2041s1 on the bettaun dbard lead aroacallcre a raata,9le 340 LaS by244vMe0 lit boyaw Ow beltam deard and any .lhei' manth 5)AOslo rating reduallca o120% has bean appbd tart ereenlw,therman*bera. 1)Raferta5 for taenletnenananemians 8) 'This (nasa ledaned In awadwas the 2015 lntematianal BuildIng Code ceaSes 2803.1 and referenced atandard MSYM 1. 5)Tt9a buss has been designed bra mMlg concentrated land of 250.9tb live Laded alalJ mid pamela and at al panel points alang the Seltem Chard, nanaanos en1v4th any alber live loads. 10)oraghlcal pie8i represenlatlan does not depict the size or the mloa1a2es oldie pulbi Slang the tap andlor badem alwd. LOAD CASE(S) Standard i. I. r. Job TflJ$$ TrUSS Type Fly MAGNOUA2A moo MONO TRUSS IQ"2 Jab Reference (optional) wnx unIrrdJTw LW, FCTM, I.M. VA21U .wm; O4U5 um U Ann mm; e.1nu U umU £V1O Vii PUU UWUUWUU liii. IiW um 4 1.O1f U1U ViViU 1 lD2Fl3oEMVtP7?65q.naaP?RJYoDWPenbeeAfrSA8nlHSxZwpEyX508 1-9.8 1-9.8 03-12 1-5-12 6.0.0 Seals U 1:16,4 22K4 H . 34 = 0-3-1 1-9.9 7-94 64.10 1.6-12 661) Plate Offsets (XXI- 15.0-14.0-141 . LOAOING(pst) SPACING. 2.00 COt DEFt. In (lee) Vde3 lid PLATES GRIP ICU. 20,0 Plate Gdp DOt 125 IC 0.83 Vad(LL) .0,09 5.10 p995 240 MT20 V.0/195 TCDI. 14.0 Lumber 001. 125 Be 032 VeIILCY) Oil 5-10 Vi529 195 SCU. 00 Rep Stress leer YES WS 0.12 Harz(CT) .0,01 4 nra n/a SCOL. 10.0 Code 19C201511P12014 MabisMP Welgbl 30 lb FT 20% LUMBER- BRACING. TOP CHORD 2(4 OF No.20 TOP CHORD Sbvsbaal wood ONCAMM directly app3e0 or 640 cc SOT CHORD 2X4 OF N0.20 SOT CHORD RIgid selling directly applied or 10.04cc ltraain9. WESS 21(4 OF SXISdIO2d 0 Uffook recoasnends that Statelizem and reqtered erem bracIng be InstaSed dialog buss erection, In adencewibi Stabilizer REACTIONS, gbldize) 4=329/0.34 (flute. 0-14), 9357/Medja,dssi tdai Hw2440(LC 9) Max Uplifl4-3P(LC 13), 640Ø.0 9) Max 0rav4429(LC 31), 5455(LC 23) FORCES. (Ib). Max. CenipJMax. Ten. -AS farces 250 (Ib) or less except odien sbown. TOP CHORD 3.13.373/35, 13.14=-377/25, 4-14405/24 SOT CHORD 9-11451371, 5-1145f311, 5.12=45/371, 4-1245/371 WESS 34=4941152,34=0/425 NOTES. I) Wind: ASCE 7-10 Ai1tll0mph (3-second 9ust) Vasd=37mh TCO1.L0psf SCCLS.0psf; h25fl Cat II; EepC Essloaed MYIFRS (enetape)a1$e end zone and C.0 5x1ecI042) 040 to 4-2-15, lntedsill)4.2-15 to 744 zone; eantfleier left and vl(ll*eosed; end vintkal Wand dftliitinçpoeed;C-Cfar menibera and forces S WIPES for reactions ehsem; Lumber D0LI.50 plate g, OO1MASO .2) ThIs ouss has been designed for 10.0 pat bvltom chord lb's load noncciicuiTeit with any other live loade • This buss has been designed twa On load d2041pa1 on the be30iu t0icid In all areas where a rectangle 340 tall by 244 wIde 0J fit between the boltoni abord and any other members. A plate ratIng reduction of 20% has been applied for the g,reen IusrIninnbers. Refer to irdeis)tw buss to truss connections. 9) This two Is designed In axcrdance with the 2015 bdommallonal B&ftWg Code section 2309,1 and referenced standard At4SYTPI I. 7) This buss has been designed for mindag concentrated load of 250.0W On boated stall mid panels and at al panel paInts alceg the Soltum Chord, nmuconciorenl with any other live loads. LOAD CASE(S) Standard I ii MiTek. MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-9110 ) January 0l,2015 To whom it may concern: Re: Turb-O-Web Trusses 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. 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" ANSIITPI 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 qf 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. ,nrpreI, Stephen W. Cabler, P.E. Senior Vice President Engineering and Technical Services .1 eg I* " max. gap at all points of contact i 0. TurbO-Web USA, Inc 2665 N Atlantic Ave # 400, Daytona Beach, Honda 32118 Toll Free: 1 (888) 750 6005 Fax : (321) 747 0306 Email: johnturb-web.com Website: www.turb-o-web.com The TurbOWeb 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 T11 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 I8".This c1atse provides a method of measurement for "joints designed with single points of contact between adjacent members as shown on the Truss Design Drawing, the maximum gap between all contact points shall not exceed 1/8".. Reference is then made to Figure 3.7-3.The relevant portion of Figure 3.7-3 showing a joint "designed with single points of contact is shown below':- 0 0 Reference should be made to the original complete document ANSI/TN 1-2002 Li [AUGUST 1, 2016 NONSTRUCTURAL GABLE STUD ATTACHMENT MII- STUD ATTACHMEN1I Milek USA, Inc. Page 1 of 1 Brim REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. Mflek USA. Inc S Lm NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3: MITEK MT20 PLATES OR WITH (6) -71169vxl-314" STAPLES ONE SIDE ONLY 0 SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. 0 0 0 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UPTOT-O" 2 16d 7l0 — -16d OVER 8'-6" 4 - 16d E S ri STANDARD GABLE END DETAIL MIIISAC - 20F j1111812004 IPAGE I OF 2 I S *DIAGONALOR L .BRACHO REFER TO TABLE BELOW SEEPAGE 22 FOR Nj44= ALTERNATE BRACING DETAIL 4OR2)(TYPOR 3OPEFACEIl3 TOE-NAJJ.E07115C1 SENCO STAPLS OR EQUIV. -3l4 MITI( IflUU5tIteS, inc, Western Division SHEATHING (BY OTHERS) 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW VARIES TO COM 12 TRUSS CONT. VERTICAL STUD • TVPICAL20L -BRACE NAILED TO.24 VERTICALS WISH NAILS sNnflN,AA SPACEDATrOG. • LOADINCpsf) SPACING 2-00 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BLL 0.0 Rep Stress kicr YES BcOL 10.0 óde ASCE 7-02 [UMBER TOP CHORD 2 X 4 DFLISPFIHF - No.2 • BOT CHORD 2 X 4 DFIJSPFIHF STUD!STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD 3112" " NOTCH AT I P CHORD NOTCH DAIL END /"flt ZILING WALL IIGID MATERIAL DETAIL, A MAXIMUM VERTICAL STUD HEIGHT SPACING Or- VERTICALS Wfl1IOIJT BRACE I WITH LATERAL BRACE WITH L - BRACE 12'INCHO.ci ' 5-10-0 Li'11-8-O 8-10-0 16 INCAb.c. 5.0J 7-8.0 24 INCH O.0 441fl 4Ufl NOTES VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B. HEIGHT 30 FT CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARDHITECT. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. BRACING SHOWN IS FOR IHOMDUALTRUSSOM.Y. CONSULT BLDG. ARCHITECT OR ENGINEER FOR ØJAID PERMANENT BRACING OF ROOF SYSTEI& DETAJLA(RI4OWN ABOVE) APPUESTO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A OF r TOP CHORD NOTCHING NOTES - 1)TIIE GABLE MUST BE FULLY SHEATHED W/RID MATERIAL ON ONE FACE BEFORE NOTCH[ IIS ( ox ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD Co AT STL ARE SPACED Al 24 O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. ' NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. pU LUMBER MUST MEET OR EXCEED VISUAL GRACE #2 WMB&9 AFTER NOTCHING. / * NO NOTCHING IS PERMTTED WITHIN 2X THE OVERHANG LENGTH. Civt A' Continued on page 2 0 -7 t NO. C63821 44 . rt4 d1f9ii par IaIs. and READ NOIRE CM =M MIND LUD,EDMTRIrRREERRNCEPAOEMII.?473 BREOJW ues ?Ivy=ntullivw cm. icc nu,ILi Ic,lic ONI i*r.oiicecbl. II sin baud a pmTl.tainho'gft and b CCiiiOiiei miHumgiiva.c& sesi MI App ci1Iy nmwzl anonl fNc$oMncOnOIuuIaiupwnbl abu dIngdnitsI .nal b dqU4jnnv. UmonlnUinan j kim IaWaSL IaIhiIMduaIwabmnt Olt. AIIan paaibmuItuij Itanst5biIJy Ck.*umupumiILUiH htmL iwdakl, hdmNcmnillr,wr,unnml biacbia a? Sin ovanhhiImm,hmjme temaipordUllgoi vwhtduiBgjthnkiirdl. kl5umIFdóineain it lob"- camat Go lb- C0960 MI'1k' atafaUa Iiaui, hum I3fl ifOncli's Ok., Mu*ei !m SW 19. I. I FSTANDARD GABLE END DETAIL MIUSAC - 20F 9/ 17/2004 IPAGE 2 OF 2] - T410d NAILS MIN PLYWOOD SHEATHING ..' TO 2X4 STD. DF-L BLOCI< h 2X4 BLOCK '2X4 SITUD OR SIR SPACED @ 5-0" O.C. SHALLUE PROVIDED AT EACH END OF BRA EXCEPT FOR BRACE EXTENDED -Y S1RONGBACK INTO CHORDS & CONNECTED, TO 2X4. No. 2 OR BTR CHOt)S WI 4- lOd NAILS. ii MAX LENGTh = 71.0. JLJL STANDARD TRUSSES SPACED @ Zr O.C. 2- 10d (TYP) SIMPSON A34 - OR EQUIVALENT BTR Li GABLE; 6!.3" MAX TO BEARING WALL L7 ALTERNATE BRACING DETAIL NOTES 1)2X4NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH lOt) NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- lOd NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- lOd TOE NAILS. 4)THE lOd NAILS SPECIFIED FOR LEDGER AND STRONGBACKAR.E lOd BOX NAILS (0.131" DIA X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: - 0 ____ DETAIL FOR COMMON AND END JACKS MIIISAC -8 -20PSF 8/31/2005 IPAGE I 'IPAu9Pst PACING - 2-04 BRACING - MlTeklnduetilea,Inc. - - - AI1 ) TBOLL 0.0 CDL , ]J Jo directly applied.scm Wrn I Oil i MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF.L No.1 LENGTH GT EXTENSION SOT CHORD 2X4SPF.HF.DF4.No.2 AS DESIGN REQ'c 20-0" WAX SPLICE-CAN EITHER BE 3X0 MT20 PLATES. OR 22° LONG 2X4 SCAB CENTERED AT PUCE WISAME LUMBER AS TOP CHORD ATTACI4TO ONE FACE NOTE: - TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH. 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND .....—. BOTTOM CHORD TO BE 021$ MIN. SPACING=24"O.C. x :'LOT TOEMAKS SUPPORTS SHALI. BE PROVIDED gawwrroLc.; THE CONK W13 led COMMON X BY OTHERS OR 2-10d COMMON WIRE COMI.WIS lOd COMMON WIRE (01 XGT) TOE HAltS i. 1-04 -k L. I - I-Il, -un. - 2'S-V - •.. Am aIm)ToE NAILS 1 lx4 OR A BEARING MOCK Comm ledcomwNwow.lm BOTTOM LENGTH MAY BE 11\ PRESSUREIR.oclwle ItO. Z-&4J 04-fl. I - a S. NrE: NAILING SHALL BE SUC DES 99. 19 NO. C53821 , NO. C63821 i *l 1 4 WARZWIG. v1fl pam.taundRETh028OWTB7BAMDIUcLtr ICZ PA CM =7470 MFM I App(colvoldnpaivantemand oxiaflanolcaniponeid b rospon EllIot bi(ln duno,.na I deIlWIef. &acln dune I °° I on1*nvdIw. 01* of IhMTek coim.cIon.1H,db bwód 01* uponpafomu 1 ridiowp. and tIaonidM tOP SIIØ cowcoI$anl. II' I I of ,ilduofw m.nan y. AdknoJIcnipoloiybwcig to nb dabilv dIAlog Cable I fl$0tC$pob1$IbUPlI of lie I r 'Aslpo.mgnonl bocbig of thso dsbwkneb El. iospoaUyol II, slngd.sn. Vo,g.n doneotadh I I Inqüofl col*ot stabogedufiney. abiclianond boóig. anneI ANItflPlI Qlndly CAlm!., 0!E.BE mid BCGI BuildIng Ccmp.n.nl I MiIk r - Sot.tywomoflosi avofo. torn Tons Plote ImITol.. IR3I1OnafdbDitOa Madso, WI S3119. L IARtF F1 ITIMMON TNUR L7_ rw I . C53 521 FEBRUARY 14,2012 - CONVENTIONAL VALLEY FRAMING DEFAft. [. $T-VALLEY1, -PNTekUSAInc.-- ------- aøARCATI -- 4ir 0A MAXIMUM POST SPACING t WITH BA8ETh1JSSE8FRECTED(ØSTRU.AIPLYSHEMHPT0 -. TOP CflRD FaU?PORITN0pASE)1BU58EB2 LIVE LOAD -30 PSF iL,BRAGEWMXA,CH0fjDANDWE3WRW OW!INEVAUEY RJDGgBY RIJ4M180 A LEVB.STRV4G FROM ThE INTSECW43 RIDGE 0? ASCE 7-98, ASCg 742, ASCE 7-0590 MPH (MWFRS) ASCE7-10 115 MPH (M%NFRS) 4. IN8TALL2x4 VAMEYPLATES. FA8TUflUEH STA'PCRUNGmUSS WITH (2) ioarx.ianin.s. 6.BET2xI HDGEBOARO. 8UPP0RTWI1H2*4P0ST88MGUa 4r0 SEv.BarmMoF, PO$TTO SET EVBILYONThEIDEATHSIG. FA3JlP0STTOflIDSEWIT1l (4) lTd crx .I3I74Afl.8. FASTFRPOSr1X) R0OSTEAThPIG wITH(3)lOdCJx.13r)TOSIASS. . OESSQ,J L FRANEW EYRAFTESS FROM VALLEY RATE TORE(EBOARO. MA RAFTFR SPADING IS WOO. FM 1VAU.EYRAFTTORID05DEAMWTTH (3)iBd0gX.13flToE4AtLS. FAETESiAILEYRAFTEA1OVAUEYPTATEWI1H(3) lBd(UX.l3flT0?IMU. . 7.SIJP OJITTME VALLEY RAF ERSW H2z4P0S 84W OC(OR LEBS)ALCNG EACH RAFTRT. -. . INSTAU.FOGTSINASTAROEREDPATTESNAS SHOWNOMPLALIORAWING. AWON POSTS - • WIfl41RUSSESBB.W. FNVAUYRAFR1OPCSTWITH(4) Ø IOdXiW)NNLS; . CI FASTEN FOSTThROUGH9EAT)INDTO SUPPORTINOTRUSS WUH(2) led (3rX.131NAILS. - Ô!2Ô18 8. POD SR4AILBE2x4#SORDE TERSPRUOEPDEFIR.COUGFIRLMCHOR * - - ySLOWPlNEPOSTSEXCEEDING7F'SHAU.BEP4CREASODTO4X4ORBE IOAI -- - (2)PLY2X4FAST9IEDT0GEThERWrTH2ROWSOF lTdP1AiI.S6'O.C. ••• 6 10 ATTACH 2i4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF WI TWO led (.131!x 3.5) NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HA A BLOCK ATTACHED TO IT. \ TOE - NAIL VALLEY TO BASE TRUSS WI - (2)16dTOENAIL8 il DETAIL B (3/12 PITCH OR LESS) (((E p413016 ND.0 :•. ':\ NO, C538211 S/ OP C \IV FEBRUARY 14,2012 TRUSSED VALLEY SET DETAIL ST-VALLEY3 GABLE END. COMMON TRUSS DEAD LOAD 15 ps NOTE: VALLEY STUD SPACIN( NOT OR GIRDER TRJ8S D.O.L. INC 1.15 TO EXCEED 48 O.C. SPACINQ ASIDE 7-99, ASCE 7-02, ASCE 7-05(MWFRS) 100 MPH MITekUSA, Inc. ASCE710(MWFRS) 125 MPH - - - - - 1i LIJI1I11.fl7 - - I = 4cL ===• / -- Al A BASE TRUSSES VAU.EY TRUSS TYPICAl. TYPICAL ( 24 O.C.) VALLEY TRUSS TYPICAL GABLE END COMMON TRUSS (24' O.C. • OR GIRDER TRUSS INSTALL BASE TRUSSES. APPLY SHEATHING TO TOP CHORD OF8UPPORTING... TRUSSES. VALLEYTRUSSES MAY PROVIDE! BRACING IF-SHEATHINGIS N0TAPPL. BASE TRUSSES MUST BE DESIGNED FOR - PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING jr EXD24 O.C.). M.'INSTALL VALLEY TflU88EG (24 O.C; MAXIIUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A. B4ORCBELOW. SEE DETAIL 4. BRACE VALLEY WERS IN ACCORDANCE WITH THE INDIVIDUAL DESN DRAWINGS. BELOW (TYP.) TOE - NAIL VALLEY TO BASE TRUSS W/ 12 (2)1BdTOE NAILS ArAcHB8cCHTINoUsNo.zspF TOThEFACEOFTHERQQFWITWO led(.131x 3.5 NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON2xG DETAILA - (GREATER THAN 3112 PITCH) ATTACH BEVELED 24 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF W!TWO lOd 031' x33) NAILS INTO EACH TRUSS BELOW ATYACH VALLEY TO - BEVELED 2x4 WI- C2)16dTOENAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3112 PITCH -,... BASE TRUSS W/ LESS THAN 12/12PITCH (2) 18d TOENAILS NO. C53821 Civ- I JANUARY 1, 2009 L-BRACE DETAIL IST - L-BRACE MffekUB& MiTek USA, ii. Nailing Pattern 1-Brace size Nail Size [Nall Spacing. - 1x4or 6 lCd L 8"o.c. 2x4,61!!!. - 16d i.I 8 0.0. Note: Nail.along entim length of L-Brace (OnTwo-PIs NI to RoM Piles) SPACING Note: LBradng to be used when continuous lateral br1ng Is Impractical. L-ace must cover 90% of web length. L-Brace Size for One-Ply Irises Specified Continuous Rows of Lateral Bracing WebSize 2x3Qr2x4 1x4 1116 "DIRECT 6U88T.0N NOT APUCABI.E, 0 WEB 1-Brace Size fqr TwO-Ply Truss Specified Continuous Rows of Lateral Bracing Web We 1 L2x3 Or 2M 2x4 ghe '"DE0TBU5STI1WI0N NOT APUCABLE. I-BRACE EMS Nak Section - L-Brace Web L-Brace must be same species grade (or better) as web EXP. 6/30/2018 12016 .kgoI30I19 NO. C53821 Brace Size for One-Ply Tnjss edffedContIrvous Rows of Lateral Bracing Web M6 240r2x4''MT-Brace, [Ic4.lBrac 2x6 1-Brace [x6 I-Brace 2x8' 2x8T-Brace IXG -Brace Brag Size for Two-Ply Ti as ecdConlinuoua Rows of Lateral Bracing Web Size I 24 gr 4 2MT-8raoe 2c4j 20 2c6T-Bace 120 Lqftm 2x0 2x8T-Brace 1-Brace! I-Brace mud be same species I l.4e...% ... Nailing Pattern T-Braceslze NailSizo NaliSpaclng 2x40r266 or 2x8 too, Note: Nail along entire length of TSrace / 1-Brace (On Two.Plys Nail to Bolh Flies) i I SPACING 0 August 1012010 T-BHACE / I-BRACE DETAIL WITH 2X BRACE ONLY] ST - T-BRACE2 -Ln.kuSA ui. Pageloll RA Nc4e:T-Bxadrvj/ I-Bracing to be used when continuous lateral blacklg Is Impractical. T-Sie I I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert TBrace / 1-BraQe MTeIc LISA. Inc. Webalo continuous lateral braced Webs. I4AAGS ulluWIMMU two Immil U WUU jml ftf TBrace Web Na1is I-Brace Nalic *\ P.!lO12O18 6 NO. C53821 AN March 4, 2913 1-13RACE Il-BRACE DETAIL [ST - T-aRAC -- - - Pageloti - - ['V'l'LJLJ' Note: T-8rabig / isracing to bq used when continuous lateral bracing Is *accat. T-Brace / I-Brace must cover 90% of web length. J.J.j 1I1[] Note: This detail NOT 1p tie used to convert T-Brace/ Mace MO$c (ISA, mo. webeto COfltIflU0UB lateral braced webs. Brace Siz for One-Ply Truss SpduIed Continuous Rows of Lateral Bracing WebSizO 1 2. 9or 2x4 1x4() T-Bracellx4 () i-Brace 2x6 1x6 (') T-Drace2x8 I-Brace 2x8T-Brace 121-81ace: .NaU. Brace SIZe for Two-ply Truss jo WEB fl UT LdWJW WebSize Ti 2. 2*3 or2x4 2*4 IBrace 2ic4 I-Brace 2*6 28T-Brace 2i8 2X8T-Braoe ffJ' PR 6130/2018 JjJ 08101/2016, / Section Dofl T-ftce Wçb. WebjC I-Brace Nails 0 T Map ll-8raceniustbesamespecIes end grade (or better) aswebmernber.- (') NOTE; 1tSP weba are used in the buss, 1*4 or 1*6 SP braces ftiudtlie.eftss rated boards wfth design values that are equal to (or bettoi)the IiUsi*eb design values. PorSPiruss lumber grades up to #2 wIth IX_ bracing material, use IND 45 for T4raCe1lBrac For SP truss lumber grades upto #1 With I)L bracing material, usD65forT-8ràce/i8racO Nailing Pattern T-erace size Nail Size Nail Spacing .lx4olx6 lOd. ._8O.c. 2x4 or 2x8 or 2x8 104 - 80 0.0. Note: Nail along entire length of T-Bracel I-Brace (On Two-Ply. Nail to Both Plies) S is CA 51 am CL GIRC PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER SCofcarvlartmss RTOF B. OF STANDARD OPEN END R PAGEL SUPPORT MIUSAC -7 3I3OIOO4 USING PRESSURE BLOCKS Qi Loading (PSF): BCDL 10.0 PSF MAX I 2x4boLcho1d jaa - boWcen ñ1 noIio IOUti W18 WI(.131'X3.' MIN) imlSs aeced at, 3'cc. Mitok Industries, Inc. Western Dlvblon 1- (.j31"X3.O MIN) NILS () jack Vuse 0 } LL WTW H cl L 2(.t31'X3.0" MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK . . NO. C049919 EXP. 9-30-06 I cw JUN.O 6- 2007 • II'4kIOM • Inr1.fl/ fIIgJI I, On vcld IUi nIIb I,V App1ccbItyDtdnMnperUlIir t I aIrct.upI)cI ii1tkJuia erctw. AtSIbnaI II4.ImOrrnr.I IQbuIII. iiuullr cjidrcL hail Sulily fiifainhuiIn øviiibbla Iiau ,161,u,. - cvq~ ck ml(ml MiTek I I 0 OF CAL* _ JUN06 2007 VTiIS ON I7I AND I?OVNg NJYZK JWFAMANCZ PAUl M747 DZYORB IWE. dgnb bawd only upon painsIeri thcw,t and h W an kdMucl buldfr,g canpen.ni. am 100 UPS GROA Hathlo. CA. 9651 uollo,i ci ccnOnunl b rwpandbllyol btilIn d.dgqigr- aol bun dollOw. Brocbip thaw" d1lcsnd lompcm,y bcoc*,g lebuws slaIy dinIng conitnicllon bibs re,poniIv ci 11w r • CORNER RAFTER 81.01 SETBACK M11/SAC -9 -8SB 16.14-2 10128/2004 J.PAGE- 1 1 ®MINIMUM GRADE OF LUMBER LOADING (PSF) - L I TOP CHORD:2X4 NO.1 & BTR DFL-GR. --.. - •—L •fl --. - - - -- - BOT CHORD:2X4 N0.1 & BTR DF-L-GR TOP 16 1.1 STR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING: 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT2O H-° -'r 8'-0" SETBACK BE PROVIDED I 1 ® 5'-8' O.C. Mi$- 170 PLF a rim SPLICE-MAY BE LOCATED IANYWHERE IN THE I 12 EXTENSION I 300spllce plates may be replaced I 2.83"424 wfth 22"2x4 HF No.2 or Mr. scab I opeJasyØm.13imIn. nails I @3°o.c.2rows - I . 66 - I S UNIFORMLY - SUPPORT I Tour J1E0i Ds _. ... xi0 fOFES 0 .. SUPPORT AND END, S PORT (I I No. 23013 R 655 + OCT. LENGTH OF HEEL Ff.JVrEI (MIN. 4) . • ;• I Th1o&l IA._________ 11-3-12 - ..'•.. . - ld- . -. ND VTICAL MAY SE OMITIEO Ne TOP CHORD IS AOEgUA1LYSUPPOR5O. NOM: COt4NEG OR PLATES.SVIED.PCM HANDLI4Q ONLY AND -MAYBE REPLACED WItH EQUAL PASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE 4:12 11240 LIVE LOAD SLOPE > 4:12 u L1180 LIVE LOAD F ot. - .5 U. (ALL SLOPES) -1.1150 TOTAL LOAD CELINO JOIST. = L1240 UVELOAO --- - LOADOt - - - .•i: NcREAsE p125 .SPACPG MLOPE• RAPTER SLOPE RAciE SLOPE S7I12. — U 1 E:LI i1t1iiBILL" I Ap.DIJJfl9 JjJ - NO.c21 JJ -c-%l -I-- -. ---- -1 -- - -.. - i -i-I I -. - I •-• Svmm*WdPAo• A(ndn) co LU ivn FLF-No: Standoid Rapair (1 .25) DATE: 07123108 SEO 2781674 BC2000 ICBC 2007 S CTFIVIca"fornla &ji fr * QFRJ Pcs E I1S). awt I S -. Naik125 8áIsIdeofbI2aK OF. W. 1575 1155 1115 24 104 coImn 11 - 18O 1127 - 1113 24 IN box 1485 'p292 1259 24 184 nutii I I 1758 1475 1417 55 locr 14 iuz ü30 1417 04. .-iidbàI '4 1350 1545 1810 - 30 154 oxumon IS 21$ - tm, 1721 .30._, 104 onnlmn- 1? 2018 1142 -i7Z 17 $7 1955 ;35: 164 u!IlIum.. 17 2500 2100, 2020 42-. iOdconunon. 20 .2378.: :2ouo 2O2s 42. 184 box 2700 2050 2300 42 40donranon 21) 2679 2*15 2730 49 184 onnmum 2131 2587 .2525 45 154 box 23 - 3105 .2702 2845 49 'led oxmoxi 25 -3250 2130 25$t 54 lad oxluox, 28 1551 2435 2252 54 lcd box 25 3310 3555 2980 54 16d onni,t 22 0 304*5 2S 51 104 umuuum, 2* 3443 2512 12935 *0 154 80* 20 3515 3407 3335 80 154 canlmi, 22 1) 24.cu. .IIIBUJI .àflbL8.931 suiqidon4, 21 5180 U*Ir80 5) S80IbSIP Rup*8Iu8 880 1I i*b 54880S *80ivmS Gm 11-1-M 51 1u ox ,4Iukox0*5451aflIo, 1p. ViL S I FEBRUARY 8,2008 LATERAL BRACING RECOMMENDATIONS I ST-STRGBCK - Mrrqk mdulldo; cbeslenleM MO Page 1 of I TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, I2XIB tTRONIGBACKn IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MITk Inclushfin In NOTE 1:2)18 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: STRONGBACI( BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BO1TQM CHORD, IS CQNTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED. BY OTHERS, AT THE ENDS. ATTACH TO VERTICPI. INSERT WOOD SCREW THROUGH OUTSIDE ATTACH TO VERTICAl. SCAB WITH (3). lOd NAILS FACE OF CHORD INTO EDGE OF STRONOBACK USE METAL FRAMING WEB WITH (3) - lCd NAILS (0.131'x 1 ANCHOR TO ATTACH (DO NOT USE DRYWALL TYPE SCREWS) (O.131'X3) ATTACH TO VERTICAL WEB WITH (3). lCd NAILS 40.1 31'x 3') BLOCKINSBAHIND THE, ATTACH 20 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ICONMENOD WHIlE BOTTOM CHORD WITH (2)- lCd NALINGTI€ STRONGBACIC NAILS (0.131"x 31 IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL ANCHOR TO ATTACH wswrn 'i'- io NAU.S SCAB WITH (3) lOd NAliS TO BOTTOM CHORD (0.131'xS')'' (0.131'x3') S TRUSS rn t. 00 WALL \ [STAONGBAOJ( (TYPICAL SPLICE) 1 ° ATTACH TO CHORD WITH TWO $l2xT WOOD SCREWS (.21V DIAM.) OF NO. . THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4-0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12). lCd NAILS (0.13? x 31 EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRCNGBACK MEMBERS A MINIMUM OF 4'-O' AND FASTEN WITH (12)- lOd NAILS (0.131"x 31 STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACI( IS NOT ALIGNED WITH A VERTICAL) S xp.W3W17 NO:C53021 0 1AIL5 @ EACH TOP CHORD )d NAILS @ WEBS _______ -- - - .- ,--- 2 3 8 7 A 5 Numbering System ó-481 dimensions shown In fMn-slxteenths (Drawings not to scale) 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-1311, ESR-1352. E5R1988 ER-3907. ESR-2362. ESR-I 397. ESR-3282 02012 MI1ek) AM Rights Reserved Reference Sheet: M11-7473 rev. 02/16/2015 a General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury F. Addflanaislablity bracing For truss system e.g. diagonal orX-brodng. Is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing individual lateral braces themselves may rquire bracing, or alternative Tor bracing should Ise considered. a Never exceed the design loading shown -and never stack materials on Inadequatelybraced trusses. MA. Provide copies of this truss design to the building gner erection superylsor, property owner and therinterested parifes. S. Cu) members to bear tightly against each other. Place plates on each lace of inns at each jaintond sated MyJ(nots and wane at joint locations ore regulated by ANSl/TPI 1. Design assumes trusses will be suitably protected from the enviro,wnenl in accord With ANSIIWI I. B, Unlessothe,wise noted, moisture content of hinter shal not exceed 19% at timeof fabrication. Unfarserssly noted, this design is not apIcoble for use tWin fire retardant, preservative treated. orgreen lumber. Comber Is a non-structural consideration and Is the responslblttyot truss fabricator. General practicels to canter far dead load detection ii. Plate lPO. size, orientation and location dimensions Indicated ore rr*tlrrwm ploltrig requirements. Lumber used shalbe of ine species and size, and In all respects, equal to arbelterthanihal Top chords must be sheathed or purists provided at spacing Indicated on design. Bottom tholdsteqr*e lateral bracing at 10 ft. spacing. or less. Ono celing Is Instated, unless otherwise noted. iS. Connections not shown are the responsibity, of others. 16. Do not cut or alter truss member or plate Without pttor approval of an engineer. I?. lzutai and load vertically unless Indicated otherwise. Use of =n or treated larrter may pose unacceptable environmentaL health or performance dsk. Consult veth 4 project engineer before use. Review aiportionsot this design (front. back, and pictures) before use. Re!devdngplctures die c 4Y . Design assumes manufacture In accordance vki ANsvwll Quality Criteria. t* No I I j Symbols PLATE LOCATION AND ORIENTATION —Pt Center plate onjolnt unless x.y offsets are indicated. : Dimensions are in 1t4n-sixteenths. Apply plates to both sides of truss and fully embed teeth. 04k" Par 4;c 2 orientation, locate plates 0- '4' 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 y 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 I or I bracing it indicated. BEARING cf1 Indicates location where bearings (suppOftsl occur. Icons vary but reaction section Indicates Joint ( number where bearings occur. F Win size shown Is for crushing only. Industry Standards: ANSI/IPlI: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety information. Guide to Good Practice for Handling. tnstalkng & Bracing of Metal Plate Connected Wood Trusses. MiTek - ------,-,- -,-,-, - -- -- - - ---!•• - AUGUST 1, 2016 cJ ® Pvfl? Mrrek USA. Inc. YMMM STANDARD PIGGYBACK TRUSS CONNECTION DETAIL M11-PIGGY-7-10 lviii OK UA, inc. rage i 01 MAXIMUM WIND SPEED - REFER TO NOTES DAl'4DOR E MAX MEAN ROOF HEIGHT 21) FEET MAX TRUSS SPACING 24 OC. CATEGORY II BUILDING EXPOSURE Bar C ASCE7-10 I DETAIL IS NOT APPLICA&E FOR TRUSSES I TRANSFERING DRAG LOADS (SHEAR TRUSSES). I ADDITIONAL CONSIDERA11ONSBY.BUILDING [9EERIDESIGNER ARE REQUIRED; A - PIGGSACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED 10 EACH PURLIN WITh (2) (0.13? X a5) TOE-NAILED. B. BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. C . PURUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24*O.C. UNLESS SPECIFIED CLOSER ON MITEIC TRUSS DESIGN DRAWINI CONNECT TO BASE TRUSS WITH (2) (0.131-X3.5') NAILS EACH. 0.2X X4.0SCAB,SI2ETOMATCHTOPCHORDOF PIGGYBACK TRUSS. MIN GRADE #2. ATTACHED TO ONE FACE. C O ON INTERSECTION. WITH (2) ROWS OF (0.131- X 7) NAILS @4' O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 Ft IN BOTH DIRECTIONS AND: I. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN. OR 2. WIND SPEED OF 110 MPH TO 160 MPH WITHAMAXIMUM PIGGYBACK SPAN OF 12 ft. E . FOR WIND SPEEDS BETWEEN 126 AND 160 MPH. ATTACH MITER 3X6 20 GA NaM.On PLATES TO EACH FACE OF TRUSSES AT 72 O.C. WI (4) (0.131' X 1.5') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.? EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE-TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS WITH NalJ.On PLATES AS SHOWN. AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. • SCAB NOTE FOR ALL WIND SPEEDS, ATTACH MITEK 3X62O GA Nail.On PLATES TO EACH FACE OF TRUSSES AT 4 O.C. WI (4) (0.131- X 1.5') PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5' EDGE DISTANCE. A B This sheet is provided as a Piggyback connection ' detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or rotor to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: I VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE. AND MUST LINE UP AS SHOWN IN DETAIL 21 ATTACH 2 x - x 4.0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131 X 3') NAILS SPACED 4'O.C. FROM EACH FACE. (SIZE AND GRACE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LOS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) 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. [] VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK STANDARD PIGGYBACK Mu AUGUST 1, 2016 TRUSS CONNECTION DETAIL -PIGGY == MiTek USA, Inc. YM7= AMITdmI lvii ICy uwv,inc. rage 101, MAXIMUM WIND SPEW = REFER TO NOTES C AND OWE MAX MEAN ROOF HEiGHT =SOFEET MAX TRUSS SPACING . 24 "O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-02. ASCE 7-05 I DETAIL IS NOT APPLICABLE FOR TRUSSES I TRANSFERING DRAG LOADS (SHEAR-TRUSSES). I ADDITIONAL CONSIDERATION F. S BYSUILCENGINEERIDIESIGNE RED IRE) " ING - A - PIGGBACI( TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131 - X 361 TOE-NAILED. B. BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MuSK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131- X 3$') NAILS EACH. 0-2 X_X 4.0" SCAB SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE 102, ATTACHED TO ONE FACE, CENIEREI INTERSECTION, WITH (2) ROWS OF (0.131" X 3') NAILS @ 4 O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF OOMPH OR LESS FOR ANY PIGGYBACK SPAN, OR WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH MITEK 3)(8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. WI (4) (0.131- XIS') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.79: DISTANCE, (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TQ PURUNS WITH 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 FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131' X 1.51 PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5' EDGE DISTANCE. I This sheet Is provided as a Piggyback connection ' detail only. Building Designer is responsible for all permanent bracing per standard engineerIng practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE-TRUSS MUST MATCH IN SIZE. GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2x_x4'.0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lCd (0.131' X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. STANDARD CAP I AUGUST 1, 2016 TRUSS CONNECTION DETAIL i MII-CAP Milek USA, Inc. Page 1 of 1 \rllD MiTek USA. Inc. wmmm DESIGN CRITERIA CATEGORY II BUILDING - LOADING (PSF) MAX MEAN ROOF HEIGHT.30 FEET TCLL.. 30.0 TCDL. 10.0 EXPOSURE BorC - TOTAL= 40.0 ENCLOSED BUILDING ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH SPACING 2-0-0 ASCE 7-10 115MPH PLATE INCR: 1.15 DURATION OF LOAD INCREASE: 1.60 LUMBER INOR: 1.15 MIN IJDEFL 240 2 x _x 4'-O" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OFTOP CHORD WITH 2 ROWS OF lad (0.131-X3'), '• NAILS SPACED '.O.C;AND STAGGERED - S \. /\ CAPTRUSS MAX. SPAN PIGGYBACK TRUSS 1O'-O' WITH SP 2X4 NO.2 LUMBER SLOPE MAY VARY FROM 3112T012112 - ft \ . BASE TRUSS SPACE PLIRLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24O.C.). r ATTACH EACH PURLIN TO TOP CHORD OF • BASE TRUSS WITH 2- 16d (0.131- X 3.5) NAILS. FOR PIGGY BACK TRUSSES WITH SPANS 4' OR LESS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12- OVER JOINT) • NOTE: A PURUN TO BE LOCATED AT EACH BASE TRUSS JOINT. • S S STANDARD PIGGYBACK TRUSS AUGUST 1, 2016 CONNECTION DETAIL (PERPENDICULAR) FIGGY-PERP.-MII EII) ® MiTek USA, Inc. Page 1 of 1 [\/1III0 MAX MEAN ROOF HEIGHT'= 30 FEET ________ = BUILDING CATEGORY II = WIND EXPOSURE or WIND LIIIII1LI! WIND DESIGN PER ASCE 7-98, ASCE 7.02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10 125 MPH (MWFRS) Muck USA,. Inc. DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 *uffskIrnI, I DETAIL IS NOT APPLICABLE FOR TRUSSES I I TRANSFERING DRAG LOADS (SHEAR TRUSSES),I ADDITIONAL CONSIDERATIONS BY BUILDING I I ENGINEER/DESIGNER ARE REQUIRED. I • ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH .(2) - 16d (0.131- X3.5) NAILS /FARSIDE NOTES FOR TRUSS: I 1. THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY; THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES 11 MUST BE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER; THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS2FTOR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS It OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. \FLAT TOP CHORD, OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FOR TOE-NAIL: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN, OTHER DIRECTIONS. PIGGY-BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing foi additional piggyback truss information. NEAR SIDE H S FA STANDARD PIGGYBACK MI I-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 H MiTek USA, Inc. GX7—tzom AaJrANIP1. 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 orC DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING B.JGINEEPJDESIGNER ARE REQUIRED. [J A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.I31"X 3.5TOE.NALED. B -BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131 X3.5) NAILS EACH, D -2 X_X 4'4" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. MIN GRADE 92. ATTACHED TO ONE FACE, CENTERS INTERSECTION, WITH (2) ROWS OF (0.13I X 3') NAILS @ 4O.C. SCAB MAYBE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN. OR 2WIND SPEED OF I16 MPH TO 160 MPH WITH AMAXIMUM PIGGYBACK SPAN OF 12 IL F-FOR WIND SPEED IN THE RANGE 126 MPH -ISO MPH ADDS" x 9 x 12" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT 41r O.C. OR LESS, ATTACH WITH 3-6d (0.113"X 2") NAILS INTO EACH CHORD FROM EACH SIDE (rarAL. 12 NAILS) U] . 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 MITEK DESIGN DRAWING. SCAB CI NOTED r x r cl!? PLYWOOD (Or 7116" 058) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3-6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) This sheet is provided as a Piggyback connection ' detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE, AND MUST LINE UP AS SHOWN IN DETAIL ATTACH 2 x - x 4'-O". SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131" X 3) NAILS SPACED 41 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 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. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK . . AUGUST 1, 2016 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MII-PIGGY-ALT I [Viffi ED MiTek USA. Inc. • A - PIGGOACIC TRUSS, REFER TO MITEIC TRUSS DESIGN DRAWINC SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131- X IL5 TOE-NAILED. B - BASE TRUSS, REFER To MTEK TRUSS DESIGN DRAWING. C - PURUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"0.1 UNLESS SPECIFIED CLOSER ON NITRIC TRUSS DESIGN DRAWL CONNECTTO BASE TRUSS WITH (2) (0.131' X 3.5') NAILS EACI D -2 X_X4-o' SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE 02, ATTACHED TO ONE FACE, ON INTERSECTION. WITH (2) ROWS OF (0.131' X 3) NAILS @4' SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHC IS CONTINUOUS OVER INTERSECTION AT LEAST 1 Ft IN BOTH DIRECTIONS AND: I. WIND SPEED OF OOMPH OR LESS FOR ANY PIGGYBACK SP 2. WIND SPEED OF 91 MPH 10140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEED IN THE RANGE 128 MPH -ISO MPH ADD 9' a 9' a lP' PLYWOOD (or 7116" 089) GUSSET EACH SIDE A148' O.C. OR LESS. ATTACH WITH 3-6d (O.1 Is- XZ NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL. 12 NAILS) MrTek USA, Inc. Page 1 0 MAXIMUM WIND SPEED • REFER TO NOTES D AND ORE MAX MEAN ROOF HEIGHT .30 FEET MAX TRUSS SPACING • 24' O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.80 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIOESIGNER ARE REQUIRED. D r L WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB NOTE 7' a 7' a 112' PLYWOOD (or 7/I6' OSB) GUSSET EACH SIDE AT24' 0.C. AT EACH BASE TRUSS JOINT. ATTACH WITH 3-Sd (0.I13'X 2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL. 12 NAILS) This sheet Is provided as a Piggyback connection ' detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTiCAl. WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL, ATTACH 2 a - a 4-O' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131' X 3') NAILS SPACED 4 O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LOS (@1.15). REVIEW BYAQUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LOS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. Third Party Quality Assurance Program Owned by: SBI 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.org/public/organization 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 liO4. 1103. 1704.2.5 and 2303.4. Based on random, unannounced inspections and/or audits of !n-house QC records conducted by SBCRI, the metal plate connected wood truss design and manufacturing quality of California TrusFrame located in Perris, CA, are in accordance with ANSI/TPI 1 referenced in ICC's IRC and IBC versions 2003, 2006, 2009, 2012 & 2015. California TrusFrame located in Perris, CA is authorized to affix SBCRI's TPI Quality Assurance Stamp provided that it maintains continued satisfactory conformance with ANSI/TPI 1 & IRC/IBC 2003, 2006, 2009, 2012 & 2015 codes. Its approved usage signifies that the truss manufacturer licensee is complying with the applicable provisions of the model building code. In the event of unsatisfactory performance (cycle of non-conforming reports), SBCRI TPI quality stamps may be removed from the premises of the SBCRI TPI licensee and decertification proceeding initiated. If SBCRI can be of further assistance in familiarizing you with the voluntary Quality Assurance Inspection Program, or the ongoing status of California TrusFrame located in Perris, CA, or any other of the SBCRI TPI Quality Assurance Licensees, please do not hesitate to contact us, or visit our website at https://www.sbcri.info/cia/inspection-program-licensees for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely, • John Arne Director of Inspection Services 0